HomeMy WebLinkAbout1555 FARADAY AVE; TRUSS; PCR01223; Permitj Ji:: 141 1c.f Co g lc1 c{~wi,,vY-
10-04-2001
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Plan Check Revision Permit No:PCR01223
Building Inspection Request Line (760) 602-2725
f
Job Address:
Permit Type:
1555 FARADAY AV CBAD
PCR
Parcel No:
Valuation:
Reference #:
$0.00 Cf.>.qqo~~,
Lot#: 105
Construction Type: NEW
Project Title: DEFERRED SUBMITTAL-ROOF TRUSS
Applicant:
RENO CONTRACTING
8104 COMMERCIAL STREET
LA MESA, CA. 91944
Total Fees: $240.00
Plan Check Revision Fee
Additional Fees
Owner:
Total Payments To Date:
Status: ISSUED
Applied: 09/24/2001
Entered By: RMA
Plan Approved: 10/04/2001
$0.00
Issued: 10/04/2001
Inspect Al~%3 10/04/01 0002 01
CGP
Balance Due: $240.00
$240.00
$0.00
FINAL APPROVAL
Inspector: Date: 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 "fees/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 Seciion 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 vou have oreviouslv been oiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired.
02
240-00
PERMIT APPLICATION µCIJf f )1(
CITY OF CARLSBAD BUl~DINi DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
FOR OFFICE USE ON!\ Y
PLAN CHECK NO. 1J/Cf Of2JJ'
EST. VAL. _________ _
Plan Ck. Deposit ________ _
Validated By=--+-----r---u-~=--
Date ___ t-t...,..,__,_,,.--r--+>~----
10---Business Name (at this address)
Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units
Proposed Use
#of Stories # of Bedrooms
Address City
]:--APP~ICANT "GAg~nt'forCpntractor: wowh~r' ,Q_,il.gentifqtQw,per :--::,' /Je:rv () e r-,1-:taA::cJ2"') 2..i l ... ~ fu&o C.-d2£ ( b A.O Name Address City State/Zip Telephone#
:4, ~ ,.'PROPERTY OWNER
Name Telephone#
:'s~' '' ~qoN{RACTQR -"cb'Mp,ANY:NAME ' ''
(Sec. 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 License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged
exemtn. ;ny violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001).
Name Address City State/Zip Telephone #
State License# _________ _ License Class _________ _ City Business License # _______ _
Designer Name Address City State/Zip Telephone
State License # _________ _
:6~~-, Wbf{K'JtFJS: COMPEN$4Tt()N-_ ---: ,-, -~,--, ,, -
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
D 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 Company____________________ Policy No.____________ Expiration Date _______ _
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS)
D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE. ____________________________ DATE ________ _
··z... ,,QWNER,BUILDER DECtARATION , . , , .
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that 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).
O 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 ONO
2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / 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/ contractors license number): _____________________________________________ _
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _______________________________________________________ _
PROPERTY OWNER SIGNATURE _____________________ _ DATE _________ _
CQfy'l,PLl;TE THli; SECtiQ!iJ F9ff 1/oiv~RES/DENTIAL BUiLDING ,i;>E~MIT~ ONLY.
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O 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 O NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES O 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.
cs::::1:C:c;i,NSTR~eri,oNJ~NDING)~GEii(CY -· • ',' ', ,, ._,.,,,.,.,
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME _____________ _ LENDER'S ADDRESS _______________________ _
~it. "iAi:'PliJCANT C~i'ti'iFlc~T~ON;--• • _, -,. --... , -,, -
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 Citt of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavation 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the buildi Official nder the provisions of this Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not comm n 180 day from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is commenced riod of 18 days (Section 106.4.4 Uniform Building Code). / /
APPLICANT'S SIGNATURE -----~~C-----------------DATE '!/_ _2 'f _ o l l ,
YELLOW: Applicant PINK: Finance
EsGil Corporation
1.n Partners/i.ip wit/i. (Jovemment for '13uifaing Safety
DATE: 10/2/01
JURISDICTION: Carlsbad
PLAN CHECK NO.: 99-521 rev2(PCR01223)
PROJECT ADDRESS: 1555 Faraday Ave.
SET:I
PROJECT NAME: The Blackmore Company Lot 105
D APPLICANT ~
D PLAN REVIEWER
D FILE
IZ! The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check.Jist has been sent to:
IZ! Esgil Corporation staff did not advise the applicant that the plan check has been completed.
D Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
D REMARKS:
By: David Yao Enclosures: original approved plan
Esgil Corporation
D GA D MB D EJ D PC 9/25 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
Carlsbad 99-521 rev2(PCR01223)
10/2/01
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
rev2(PCR01223)
PLAN CHECK NO.: 99-521
PREPARED BY: David Yao DATE: 10/2/01
BUILDING ADDRESS: 1555 Faraday Ave.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING AREA Valuation Reg. VALUE
PORTION ( Sq. Ft.) Multiplier Mod.
steel ioists and qirders
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
Bldg. Permit Fee by Ordinance / • I
Plan Check Fee by Ordinance
Type of Review: D Complete Review D Structural Only
D Repetitive Fee =:G Repeats
* Based on hourly rate
Comments:
D Other
0 Hourly 21 Hours*
Esgil Plan Review Fee
($)
$240.001
$192.001
Sheet 1 of 1
macvalue.doc
,J. ' e,can am t-'Mtl .,,.10/, 6001 GAit.WA, WES! F-14, t.L _r'A::iO, IX /992:i
011-521-629-0938 FAX 011-521-633-1348
OVERALL LENGTH (O.A.L.) GIRDER LIST 1) TC AXIAL LOAD THRU TIE PLATE TCXL BASE LENGTH TC'XR 2) TC AXIAL LOAD THRU KNIFE PLATE SHOP STANDARDS
PL= FIRST JST SPA I N= NO. OF JST SPA 1 PR= LAST JST SPA B-DL, BDR = 7½" U.N.O. HL I I AT LENGTH I I HR SLOTS = 7/s" 5" GAGE 3) 9" MAX. SHOE WIDTH @ RE L I I t I
rTAG END = LEF.T END HL,HR = 5/s" HOLES 4½" GAGE
_J_/ ~ I . I
_t
SL ~ ~OR CONSTRUC~ft SR
7 NOTES FOR SLOPING GIRDERS:
0 0:::
ro 0 1) ARE LENGTHS SHOWN ACTUAL co BCXL 1 • I BCXR SLOPE LENGTHS? YES 0 NO®
2) TAGGED END IS LOW, U.N.O.
SEQ. TOTALS= :10 GIRDER COUNT FLOOR
;tt\fNF,-, =~,:,.,,~'''!ff.iJF'''''''' t\fill~i;;;i;;:; ,,,)(:,,, .. ;]j!{ :tl/i ;}ffl@ !i!!~]tt ::l!.:.,<;~:,.,~.:-:)t,tgijj:-:-:-:-:-:-:•:-:-:-:~; ,,,M~K,, ,,t1~eiat, WJJ\'i:J@l] ll!Ill~~i~tt[~~~~~~~~ifili~i~~fflt~~1~J~;~~~~[i~~ti~~~~i~~t@~it ,., ... ,.,.,.,.,itffif·'·r· .,,Jt¢.%Uii: itto.mr ,.·.······rG'Al(It··i MIS!K t~I~ illSf:®.IJI }S.®*ft /'.}1$.fa ... ,.: kl$.B.tl ,~=:'·=:mw·····;: HM!,,=,,,,,:;:;;
· -1/4" 2?-0" -1/2" 1 34G4N20K G1 26'-11" 6'-111/2" 2@ ?-0" 5'-111/2" 1/4" 26'-111/4" 6" 6" 33/4" 1/2" 41/4" 21/2" 1 3/4"
2 SECTIONS 1 AXIAL LOAD= SOK ; 2) BE; CLEAR GAP 3'-2"@ TE ;2'-11/2"@ RE; + 0.72K@ 1st P.P. DUE SPRINKLER MAIN @TC
-31/2" 33'-1 7/8" -1/4 1 34G5N20K G2 32'-9 7/8" 4'-10 3/8" 3@ ?-0" 6'-111/2" 1/4!' 32' -10 1 /8"" 6" 6" 1/2" 3 3/4" 3" 41/4" 1 3/4"
3 SECTIONS 3 AXIAL LOAD= SOK ; 2) BE ; CLEAR GAP 3'-2" @ BE
-1/4 28'-0" -31/2 1 34G4N20K G3 2?-8" 6'-111/2" 2@?-0" 6'-81/2" 1/4!' 2?-81/4" 6" 6" 33/4" 1/2" 41/4" 3" 1 3/4" ~ 2 SECTIONS 3 AXIAL LOAD= 50K ; 2) BE ; CLEAR GAP 3'-2" @ RE; 1 0 3/4" @ TE -
-1/4 28'-0" -1/4 1 34G5N20K G4 2?-11" 5'-111/2" 1 @6'-4";1 @6'-5";1 @4'-5'' 4'-91/2" 114!' 1/4" 2?-111/2" ·au 6" 33/4" 33/,f' 41/4!' 41/4!' 1 3/4'' 1 3/4" ~ -2 SECTIONS 2 AXIAL LOAD= 50K ; 2) BE ; CLEAR GAP 10 3/4" @ BE ..
-1/2 27'-4" -1/4 34G5N20K 2?-3" . 6'-31/2" 7'-0"; 5'-5 5/8"; ,f-31/4" . 6" -· 41/4" 1 3/4" • 1 GS · 4'-2 3/4" 1/4" , 2?-31/4'' . 6" 1/2" 33/4" 21/2" ;l
~
1 SECTIONS 2 AXIAL LOAD= 50K ; 2) BE; CLEAR GAP 2'-2" @TE; 10 3/4" @ RE ... ....
.. ' • -41/2 33'-71/4" -41/2 1 1 34G5N20K G6 32'-101/4" 6'-71/2" 3@7'-0" 5'-2 3/4" 32'-101/4" 6" 6" 1/2" 1/2" 3" 3" ...
3A SECTIONS 3 · AXIAL LOAD= SOK ; 2) BE; CLEAR GAP 3'-'l' @BE; +0.18K@ EACH P.P; DUE SPR. MAIN; HALF SKEW 45 DEG F.S. @RE; 3) -
-41/2 28'-0" -41/2 1 34G4N20K G7 27-3" 6'-71/2" 2@ ?-0" 6'-71/2" 2?-3" I 6" 6" 1/2" 1/2" 3" 3"
r
3 SECTIONS 3A AXIAL LOAD= 50K ; 2l BE; CLEAR GAP 3'-2" @BE; +0.1 BK@ EACH P.P. DUE SPR. MAIN
1'-31/2" 8'-9 5/8" -41/2 1 18G2N24K GB 8'-10 5/8" 4'-51/8" " 4'-5112" 10" 9'-8 5/8" I 6" a·· 1'-41/2" 1/2" 3"
4 SECTIONS 2 AXIALLOAD=50K ; 1) TE; 2) RE; CLEAR GAP 3'-2" @RE; +0.54K@ 1st P.P. DUE SPR. MAIN @TC
-1/4 28'-0" -41/2 1 34G5N20K . G9 2?-1' 6'-111/2" 1 @ 6'-3 7/8"; 2@ 4'-91/8" 4'-9 3/8" 1/4" I 2?-71/4" I 6" 6" 33/4" 1/2" 41/4!' 33/8" 1 3/4!'
2 SECTIONS 3 AXIAL LOAD= SOK ; 2) BE; CLEAR GAP 10 3/4" @TE ;3'-2" @RE; HALF SKEW 45 DEG F.S. @ RE; 3)
-1/4 28'-0" -1/4 1 34G4N20K G10 2?-11" 6'-111/2" 2 @?-0" 6'-11 1/2" 1/4!' I 1/4" 2-r-11112" I 6" 6" 33/4" 33/4" 41/4" 41/4" 1 3/4!' 1 3/4"
2 SECTIONS 2 AXIAL LOAD= 50K ; 2) BE ; CLEAR GAP 1 0 3/4" @BE
DESIGN NOTES: NET UPLIFT D PSF PAINT I SEQUENCE TAG DATE 9/12/01
END MOMENTS YES D GREY REV.
AXIAL LOAD@ TC (U.N.O.) -ADDITIONAL LOAD= 1000 # @ ANY PANEL POINT TYP ALL GIRDERS DUE RTU PROJECT: UST BY SHEET
-HL & HR= 7/8" HOLES, 4 1/2" GAGE TYP ALL GIRDERS LOT 105 AVL 1 of 8 --DEFLECTION' UNDER LIVE LOAD < U480 CUSTOMER: CHKBY JOB NO.
-PROVIDE CAMBER EQUAL TO 1.25 DEAD LOAD DEFLECTION M.R.Timber EOR 800182
((A4; tff99"'~) ,,fC/J..,tJ/ 'A!lJ
., e~c_anam PMB "107, 6001 GA!EWAYW"""E"SIF=H~EL7ASO, rx 79~
011-521-629-0938 FAX 011-521-633-1348
1) TC AXIAL LOAD THRU SEAT
2) TC AxlAL LOAD THRU KN! FE PLATE
OVERALL LENGTH {O.A.L.)
TCXL BASE LENGTH TCXR
PL= FIRST JST -SPA I N= NO. OF JST SPA I PR= LAST JST SPA
.tiL.J_.j I -AT LENGTH -I ~
_,_t _,:--~ I lo END ~ LEFT END 11 l_j
r1: SLB~~ ~X:R :11
SEQ. TOTALS= I I I I I 1 I GIRDER COUNT I FLOOR
-11211 I 36'-o 3/4" I -1/4" 3407N20K G11 35'-11 3/ti:' I 3'-91/B" 4'-31/4";6'-0";6'-4";6'-5";4'-5" 4'-91/2"
SECTIONS 2 AXIAL LOAD= 50K ; 2) BE; CLEAR GAP 2'-2"@TE; 10 3/4" @RE; +0.36K@ 6th P.P. DUE SPRINKLER MAIN@ TC
AXIAL LOAD @ TC (U.N.O.)
DESIGN NOTES: NET UPLIFT
END MOMENTS
D
YES D
PSF ---
-ADDITIONAL LOAD= 1000 # @ ANY PANEL POINT TYP ALL GIRDERS DUE RTU
-HL & HR= 7/8" HOLES, 41/2" GAGE TYP ALL GIRDERS
-DEFLECTION UNDER LIVE LOAD < U480
-PROVIDE CAMBER EQUAL TO 1.25 DEAD LOAD DEFLECTION
I
I
GIRDER LIST
SHOP STANDARDS _
BDL, BDR = 7½" U.N.O .
SLOTS = 7/s" 5" GAGE
HL,HR = 5/s"' HOLES, 4½" GAGE
NOTES FOR SLOPING GIRDERS:
1) ARE LENGTHS SHOWN ACTUAL
SLOPE LENGTHS? YES O NO@
2) TAGGED END IS LOW, U.N.O.
1/lf' 36'-0" 6" 6" 112" I 3 314" I 2 11211 I 41/4"
I I --,
I I I
PAINT SEQUENCE TAG DATE
GREY REV.
PROJECT: LIST BY
LOT 105 AVL
CUSTOMER: CHKBY
M.R.Timber EOR
1 3/4"
9/12/01
SHEET
2 of 8
JOB NO.
800182
• Ca n a. m PMB #107, 6001 GATEWAY WEST F-14, EL PASO, TX 79925
1) AXIAL LOAD TRANSFER THAU SEAT . 011-521-629-0938 FAX 011-521-633-1348
2) AXIAL l.:OAD TRANSFER THAU TIE PLATE OVERALL LENGTH (0.A.L.) SH OR TSP AN / LON GSP AN Li ST
TCXL BASE LENGTH TCXR TCX. TYPES: TYPE S U.N.0. SHOP STANDARDS
3) SEE PAGE 7 FOR MORE DETAILS _1 I,: I a:::: ~---~---BDL,BDR: H $ K 2½" U.N.O. ~ --SL TAG END = LEFT END SR -~ ~ I LH $ DLH 5" U.N.O. 1 ' / , t ~ TYPE F ~ SLOTS: H lf: K 5/s", 3½" GAGE t I I ~ 1 LH lf: DLH 7/s" 4" GAGE
t;; ~ NOTES FOR SLOPING JOIST: , ~D~ ~D~
· c:=~-----1------~===::J . 1) ARE LENGTHS SHOWN ACTUAL
. BCXL , 1 1 1 BCXR SLOPE LENGTHS? YES O NO @
SEQ. TOTALS= 0 . 0 0 0 31 t-LUUK -
' 2) TAGGED END IS LOW, U.N.0.
-1 1/2 23'-4" -1/4 6 24LHSP1015/560 J1 23'-21/4" 23'-21/411 5·11 511 1)TE; 2)RE
-1 1/2 23'-4" · -1 1 24LHSP1015/560 TJ2 23'-11/211 23'-11/2" ·5" 5" 3" 11/4" 1)TE; 2)RE :
-1/4 23'-8" 2'-8 5/8" 1 24LHSP1015/560 J3 23'-101/4" 2'-61/8" F 26'-43/8" 511 511 2)TE; 1)RE
-1/4 22'-8" 8 1/4" 1 24LHSP1015/560 J4 22'-10 1/4" 5 3/4" F 23'-4" 5" 5'! 2)TE; 1)RE
-1/4 19'-41/8" -41/2 1 24LHSP1015/560 TJ5 18'-113/8" 18'-11 3/8" 511 511 1/2" 33/8" 2)TE; 1)RE
-1 15'-111/2" 91/8" 1 20l.HSP1015/560 TJ6 16'-1" 6 5/8" F 16'-7 5/8" 511 511 311 1 1/411 2)TE; 1)RE
-1/4 12'-3 7/8" 91/8" · · 1. 20LHSP1015/560 J7 12'-61/8" 6 5/811 F 13'-0 3/4" 511 5" 2)TE; 1)RE
· -1/4 6'-2 3/8" 8 3/8" · 1 20LHSP1015/560 · J8 6'-4 5/8" 5 7/8" F 6'-10 1/2" 5" 5" 2)TE; 1)RE
-1/4 3'-43/8" 81/2" ·· 1 5.0VSSP1015/56C J9 4'-05/8" 4'-05/8" 5" 5" 2)TE;1)RE
-1/4 4'-3 5/8" 10 1/8" 1 5.0VSSP1015/56C J10 5'-1 1/2" 5'-1 1/2" 511 5" 2}TE; 1)RE
-1/4 9'-8 1/8" 9 3/4" 1 20LHSP1015/560 J11 9'-1 o 3/8" 7 1/4" F 10'-5 5/8" 5" 5" 2}TE; 1 )RE
-1/4 14'-101/4" 8 1/4" 1 20LHSP1015/560 J12 15'-0 1/2" 5 3/4" F 15'-6 1/4" 511 511 2)TE; 1)RE
-1/4 19'-6 7/8" 9 1/4" 1 24LHSP1015/560 J13 19'-91/811 6 3/4" F 20'-3 7/8" 5" 511 • 2)TE; 1)RE
-41/2 24'-3 3/8" -41/2 1 24LHSP1015/560 TJ14 23'-6 3/8" 23'-6 3/8" 511 5" 1/2" 1/2" 3" 3 3/8" 1}BE
-1/4 24'-0" -1/4 6 24LHSP1015/560 J15 23'-11 1/2" 23'-11 1/2" 5" 511 2}BE
#REF! #VALUE! #REF! #VALUE!
-1 24'-0" -41/2 2 . 24LHSP1015/560 TJ16 23'-61/2" 23'-61/2" 5" 5" 3" 1/2" 1 1/4" 311 1)RE; 2)TE
-1/4 24'-0" -1/4 2 24LHSP1015/560 J17 23'-111/2" 23'-11 1/2" 5" 5" 2)BE; 3}
-1/4 24'-0" -1/4 1 24LHSP1015/560 J18 23'-111/2" 23'-111/2" 5" 511 2)BE; 3)
-1/4 9'-3 7/8" 2" 1 24LHSP1015/560 J19 9'-5 5/8" 9'-5 5/8" 5" 511 2}TE; 1}RE; 3}
DESIGN NOTES: NET UPLIFT___ JST.SPA. __ PAINT SEQUENCE TAG DATE 9/12/01
GREY REV.
-AXIAL LOAD =10K TYP U.N.O. PROJECT: LIST BY SHEET
-ADDITIONAL LOAD= 500 # @ ANY PANEL POINT TYP ALL JOISTS LOT 105 AVL 3 of 8
-DEFLECTION UNDER LIVE LOAD < U480 CUSTOMER: CHECK BY JOB NO:
-PROVIDE CAMBER EQUAL TO 1.25 DEAD LOAD DEFLECTION M.R.Timber EOR 800182
#~' ..
·1) AXIAL LOAD TRANSFER THRU SEAT canam
2) AXIAL LOAD TRANSFER THRU TIE PLATE OVERALL LENGTH (O.A.L.}
TCXL J BASE LENGTH
~)SEEPAGE 7 FOR MORE DETAILS
PMB #107, 6001 GATEWAY WEST F-14, EL PASO, TX 79925
011-521-629-0938 FAX 011-521-633-1348
SHORTSPAN / LONGSPAN LIST
TCXR TCX. TYPES: TYPE S U.N.O. SHOP STANDARDS
BDL,BDR: H $ K 2½" U.N.O. SL TAG END= LEFT END ~ TYPE F"---
LH $ DLH 5" U.N.O.
--
~
SLOTS: H $ K 5/s", 3½" GAGE
LH $ DLH 7/s", 4" GAGE
LH DLH NOTES FOR SLOPING JOIST:
c::=:~-------+ 1-------~===i
BCXL • I I , BCXR
SEQ. TOTALS= I O I O I O I O I 46 I 1-LUUH
1) ARE LENGTHS SHOWN ACTUAL
SLOPE LENGTHS? YES O NO @
2) TAGGED END IS LOW, U.N.O.
2" 5'-3 1/2" -1 1/2 1 5.0VSSP1015/56 J20 5'-4" . 5'-4" 5" 5" 1)BE
-1/4 I 10'-11/8" 11'-11/2"1 I I I I 1 l20LHSPJ015/q60LJgLl___.19'-_33/!f'_J -~ 11 11" IFI 11'-23/8" I 5" I 5" I I I I l2)TE;1)RE
-1/4 I 16'-5" I 1'-1 3/8" I I I I I 1 l20LHSP1015/560I J22 I 16'-7 1/4" I I I 10 7/8" I Fl 17'-6 1/8" I 5" I 5" I I I I l2)TE; 1)RE
-1/4 I 22'-8 7/8" I s 1/8" I I I I I 1 l24LHSP1015/560I J23 I 22'-111/8" I I I 6 5/8" I Fl 23'-5 3/4" I 5" I 5" I I I I l2)TE; 1)RE; 3)
-1/4 I 24'-0" I -1 I I I I I 1 l24LHSP1015/56ol TJ24 I 23'-103/4" I I I I I 23'-103/4" I 5" I 5" I I 3" I l11/4"12)TE;JlRl=_;3)
-1/4 I 24'-0II L_-1/4 L_ I J__ J ___1_~3 l24LHSP1015/560I J25 I 23'-11 1/2" I I I I J ?3'-11 J/2'' ·1 5" I 5111 L I I 12) BE; 3)
-41/2 I 24'-0" · I -1/4 I I I I I 1 l24LHSP1015/560I TJ26 I 23'-71/4" I I I I I 23'-7 1/4" · I 5" I 5" I 1/2" I I 3" I l1)TE; 2)RE; 3)
-1/4-I 11'-5" I -1/4 I I I I I 1 l24LHSP1015/560I J27 I 11'-4.1/2" I I I I I 11'-41/2" I 5" I 5" I I I I l2)TE;1)RE;:3)
-1/4 I 24'-0" I -1/4 I I I I I 5 l24LHSP1015/560I J28 I 23'-11 1/2" I I I I I 23'-11 1/2" I 5" I 5" I I I I 12) BE; 3)
-41/2 I 24'-0" I -1/4 ·1 I I I I 1 · · l24LHSP1015/560I TJ29 I 23'-7" I I I 1/4" I Fl 23'-7 1/4" I 5"· I 5" I 1/2" I 3 3/4" I 3" 14 1/4" 11) BE; 3)
-41/2 I 24'-0" I -1 I I I I I 1 l241,..HSP1()15/560I TJ30 I --1?'-§ 1/£".._l ~ _ I I I I 23'-61/2" I 5" I 5" I 1/2" I 3" I 3" 11 1/4" l1)TE; 2)R~E; 3)
-1 1/4 I 23'-6 3/8" I -1 I I I I I 1 l24LHSP1015/560I TJ31 I 23'-41/8" I I I I I 23'-41/8" I 5" I 5" I I 3" I I 1 1/4" I 2) 5E; 3}; 1) TE
-1 1/4 I ·23'-6 3/8" I -1/4 I I I I I 3 l24LHSP1015/560I J32 I 23'-4 7/8" I I I I I 23'-4 7/8" I 5" I 5" I I I I l1)TE;_2JRE; 3)
-1/4 I 23'-63/8" I 53/8" I I I I I 2 l24LHSP1015/560IJ18AI 23'-111/2" I 11 I I 23'-111/2" I 5" I 5" I I I I l1)BE;3)
-1/4 I 23'-4" I -1 112 I I I I I 15 l24LHSP1015/560I J33 I 23'-21/4" I I I I I 23'-21/4" I 5" I 5" I I I I l2)TE; 1)RE
-1/4 I 23'-4" I -1 1/2 I I I I I 2 l24LHSP1015/560I J33A I 23'-2 1/4" I I I I I 23'-2 1/4" I 5" I 5" I I I I l2)T~; 1)RE; 3)
-1/4 23'-4" -1 1/2 1 24LHSP1015/560 J33B 23'-2 1/4" 23'-2 1/4" 5" 5" 2 TE; 1 RE; 3
-1/4 23'-4" -1 1/2 1 l24LHSP1015/560 TJ34 23'-2" 1/4" F -23'-2 1/4" 5" 5" 3 3/4" 41/4" 1)RE; 2)TE
2" 20'-3" -11/2 1 l24LHSP1015/560I J35 I 20'-31/2" I I I I I 20'-31/2" I 5" I 5" I I I I I 1)BE
-1 23'-4" -1 1/2 3 l24LHSP1015/560I TJ36 I 23'-1 1/2" I I I I I 23'-1 1/2" I 5" I 5" I 3" I I 1 1/4" I I 1}RE; 2)TE
DESIGN.NOTES: NETUPLIFT___ JST.SPA. --IPAINT ISEQUENCEITAG IDATE 9/12/01 I
GREY REV.
-AXIAL LOAD =10K TYP U.N.O. PROJECT:
-ADDITIONAL LOAD = 500 # @ ANY PANEL POINT TYP ALL JOISTS LOT 105
LIST BY !SHEET
AVL 4of 8 I-DEFLECTION UNDER ~IVE LOAD < U480 ICUSTOMER: CHECK BYIJOB NO.
-PROVIDE CAMBER EQUAL TO 1.25 DEAD LOAD DEFLECTION M.R.Timber EOR 800182
'-'r--.-. ----i---=~~~~~~===1 1) AXIAL LOAD TRANSFER THRU SEAT , can am PMS #107, 6001 GATEWAY WEST F-14, EL PASO, TX 79925
011-521-629-0938 FAX 011-521-633-1348
2) AXIAL LOAD TRANSFER THRU TIE PLATE SHORTSPAN / LONGSPAN LIST
3} SEE PAGE 7 FOR MORE DETAILS
TCXL
_J
0
OVERALL LENGTH (O.A.L.}
BASE LENGTH TCXR
T TAG END = LEFT END
I 1--------~ I
r-1 H.K
LH DLH
1---------' ===i I. BCXR
TCX. TYPES: TYPE S U.N.O.
~ TYPE F"---....
SHOP STANDARDS
BDL,BDR: H * K 2½" U.N.O.
LH $ DLH 5" U.N.O.
SLOTS: H $ K 5/s", 3½" GAGE
LH $ DLH 7/s", 4" GAGE
NOTES FOR SLOPING JOIST:
1) ARE LENGTHS SHOWN ACTUAL
SLOPE LENGTHS? YES Q NO ®
2) TAGGED END IS LOW, U.N.O.
SEQ. TOTALS= I O I O I O I O I 2 I f-LUUH
-1/4 24'-0" I -1/4
-1/4 23'-6 3/8" I 5 3/8"
1 l24LHSP1015/560I J17A I 23'-11 1/2"
1 l24LHSP1015/560I J18B I 23'-11 1/2"
DESIGN NOTES: NET UPLIFT
23'-11 11211 I 5" I 4 11211
23'-11 1/2" I 4 1/2" I 5"
JST. SPA. PAINT
GREY
-AXIAL LOAD =10K TYP U.N.O. PROJECT:
2)BE; 3)
1)BE~ 3)
SEQUENCE ITAG
-ADDITIONAL LOAD = 500 # @ ANY PANEL POINT TYP ALL JOISTS LOT 1.05
1-DEFLECTION UNDER LIVE LOAD < U480 ICUSTOMER:
-PROVIDE CAMBER EQUAL TO 1.25 DEAD LOAD DEFLECTION M.R.Timber
7
DATE 9/12/01
REV.
LIST BY !SHEET
AVL 5of 8
CHECK BYIJOB NO.
EOR 800182
. • canam PMB #107, 6001 GATEWAY WEST F-14, EL PASO, TX 79925
1) AXIAL LOAD TRANSFER THRU SEAT 011-521-629-0938 FAX 011-521-633-1348
I
2) AXIAL LOAD TRANSFER THRU TIE PLATE OVERALL LENGTH (O.A.L.) SHORTSPAN / LONGSPAN LIST
TCXL BASE LENGTH TCXR TCX. TYPES: TYPE S U.N.O. SHOP STANDARDS
3) SEE PAGE 7 FOR MORE DETAILS _J
SR 1 ~ fr:'. s·oL,BDR: H t K 2½" U.N.O.
0 -ISL 0 ~ I LH t DLH 5" U.N.O. 4) 3/8": 12" SLOPE TEH [D /TAG END= LEFT E~D [D ! i TYPE F ~ SLOTS: H $ K 5/s", 3½" GAGE 5) WORKING POIN:J"" = O"
··~ I I I LH $ DLH 7/s", 4" GAGE
~\5" J~ NOTES FOR SLOPING JOIST: -ALL ROOF JOISTS 3/8": 12" LH DLH 6"~ LH DLH
CLEAR WOOD = CW =:::::J 1) ARE LENGTHS SHOWN ACTUAL
7 I BCXL I I BCXR SLOPE LENGTHS? YES Q NO Ci)
2) TAGGED END IS LOW, U.N.O.
. SEQ. TOTALS= 0 0 0 0 33 HUUr
ht,$lf:tt:,:l: It,!ttl&itlll:ii :!1l1Wl¥'·'·''"\ ::•:·tit:::•:• -:·,/$,/ ,.,.,4J\.,: tlW.M ll\rf41Mf JHtt@m¥@WJimmr lMS.6®.l: t::,Is.m~mati,.,:::t ;:;:'.::\t§,Jt.L,.t\ :$$QJ8.f:;:;'.;J; :,:,:,:,:,:,:,-,:,]i~smr--···w:w IIIIIII li.ffiRI IS.Q.¼.itl tmma: :t:~$jft: ;::\~fflfl -:·:~::·r·:-:-,,-:-:-:-:-:-:-:-:•:<•:·,i·:-:-:-:-:·1;1ff:1lii.ifr~:~::-:-:-:-:-:-:-:-:-:•:<•:<·:<·:··r·:·::;;,._
-1/4 7'-4 1/2" 10 3/8" 1 18KSP248/128 J37 7'-5 3/4" 8 7/8" F 8'-2 5/8" 3" 3" 1) RE; 2)TE; CW=6"@TE; 4)
-1/4 13'-6 1/8" 71/2" . 1 18KSP248/128 TJ38 13'-3 3/8" 1011• F 14'-1 3/8" 3" 3" 1 '-0 1/2' . 3" 1) RE; 2HE; CW=6"@TE; 4)
-1/4 18'-10 3/4" 93/8" 1 18KSP248/128 J39 19'-0" 7 7/8" F 19'-7 7/8" 3" 3" 1) RE; 2HE; CW=6"@TE; 4); 3)
-1/4 24'-3 3/8" 71/8" 1 18KSP248/128 TJ40 23'-10 3/8" 2 1/4" F 9 5/8" F 24'-10 1/4" 3" 3" 43/4" 1'-0 1/8' 3" 3" 1) RE; 4); 2)TE; CW=6"@TE
-1/4 29'-0 5/8" 85/8" 1 28LHSP248/128 J41 29'-2 7/8" 61/8" F 29'-9" 3" 3" 1) RE; 2)TE; CW=6"@TE; 4);5)TE
-1/4 · . .;35'-01/2" ·8 11211 1 28 LHSP248/128 J42 .35'-2 3/4" . 6" F 35'-8 3/4" 3" 3" 1) RE; 2)TE; CW=6"@TE; 4);5)TE
. .: 1/4 · 39'-2 3/8!' 91/4" 1 28LHSP248/128 'J43 39'-45/8" 6 3/4" F 39'-11 3/8" 3" 3" 1) RE; 2HE; CW=6"@TE; 4);5)TE
· -1/4 43'-41/8" 6 3/4" 1 28LHSP248/128 TJ44 43'-23/8" 8 1/4" F 43'-10 5/8" 3" 3" 11 3/4" 1 1/2" 4" 1) RE; 2)TE; CW=6"@TE; 4);5)TE
-1/4 46'-10 7/8" 8 1/4" 1 28LHSP248i128 J45 47'-1 1/8" 5 3/4" F 47'-6 7/8" 3" 3" 1) RE; 2HE; CW=6"@TE; 4);5)TE
-1/4 · 47'-8". 3'-4 1/4" 1 28LHSP248/128 J46 47'-10.1/4" 3'-1 3/4" F 51'-0" 3" 3" · 1) RE; 2HE;CW=6"@TE; 4);5)TE
-1/2 47'-4" -1/4 7 28LHSP248/128 J47 47'-3 1/4" 47'-31/4" 3" 3" 1) TE; 2)RE; CW=6"@ RE;5)RE
-1/2 47'-4" -1/4 2 28LHSP310/160 J48 47'-31/4" 47'-31/4" 3" 3" 1) TE; 2)RE; CW=6"@RE
-1/2 34'-4" 1 '-1 3/4" 1 28LHSP248/128 J49 34'-6" 11 1/4" F 35'-5 1/4" 3" 3" 1)BE; 3)
-1/2 41'-63/4" 1 '-0 1/2" 1 28LHSP248/128 J50 41'-83/4" 10" F 42'-6 3/4" 3" 3" 41/4" 1)BE; 3)
-1/2 47'-4" 1" 1 28LHSP248/128 J47A 47'-41/2" 47'-41/2" 3" 3" 23/4" 1) BE;; 3)
-1/2 47'-4" -1/4 3 28LHSP248/128 J478 47'-31/4" 47'-3 1/4" 3" 3" 1 1/2" 1) TE; 2)RE; CW=6"@RE; 3);5)RE
-1/2 47'-4" -1/4 1 . 28LHSP248/128 TJ51 47'-2" 1 1/4" F 47'-31/4" 3" 3" 43/4" 4" 1) TE; 2)RE; CW=6"@RE
-1/2 46'-10 3/8" -1/2 2 28LHSP248/128 J52 46'-9 3/8" 46'-9 3/8" 3" 3" 1) BE; 5)RE
-1/2 47'-4" -1/4 2 28LHSP248/128 J53 47'.:3 1/4" 47'-31/4" 3" 3" 1 1/2" 1) TE; 2)RE; CW=6"@RE; 3);5)RE
-1/2 47'-4" -1/4 3 28LHSP248/128 J47C 47'-31/4" 47'-3 1/4" 3" 3" 1 1/2" 1) TE; 2)RE; CW=6"@RE; 5)RE
DESIGN NOTES: NET UPLIFT JST. SPA. PAINT SEQUENCE TAG DATE. 9/12/01
-ALIGN JOIST WEB PER SPRINKLERS TYP ALL JOISTS U.N.O.@ ROOF GREY REV.
-AXIAL LOAD =10K TYP U.N.O. PROJECT: LIST BY SHEET
-ADDITIONAL LOAD = 500 # @ ANY PANEL POINTTYP ALL JOISTS LOT 105 AVL 6 of 8
-5" MINIMUM TOP CHORD WIDTH TYP ALL JOISTS CUSTOMER: · CHECKBY JOB NO.
-TOTAL LOAD DEFLECTION < U240 ; LIVE LOAD DE,FLECTION < U360 M.R.Timber EOR B00182
__ ..
Joist
J23 30 PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
J17 +0.1K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
J17A
J188
J19 + 0.1K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
TJ24 + 0.21K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
J25 +0.21"K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
TJ26 + 0.21K@ 3'-7 1/2" FTE DUE MAIN SPRINKLER
J27 + 0.21K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
J28 + 0.21K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
TJ29 + 0.21K@ 3'-7 1/2" FTE DUE MAIN SPRINKLER
TJ30 + 0.21K@ 3'-7 1/2" FTE DUE MAIN SPRINKLER
TJ31 + 0.21K@ 4'-6 3/8" FTE DUE MAIN SPRINKLER
J32 + 0.21K@ 4'-21/8" FTE DUE MAIN SPRINKLER
J18A + 0.21K@ 4'-5 3/8" FTE DUE MAIN SPRINKLER
J33A-+ 0.42K@ 21'-7 3/4" FTE DUE MAIN SPRINKLER
J338 30PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
+ 0.42K@ 21'-7 3/4" FTE DUE MAIN SPRINKLER
J39 30 PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
J49 +0.24K@ 1'-71/2" FTE DUE MAIN SPRINKLER
J50 +0.24K@ 1'-7 1/2" . f:TE DUE MAIN SPRINKLER
J47A 30 PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
+ 0.12K@ 11771/211
, 43'-3 1/2" FTE DUE MAIN SPRINKLER
J478 +0.24K@ 43'-31/2" FTE DUE MAIN SPRINKLER
J53 15 PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
J18 + 0.1K@ 3'-11 3/4" FTE DUE MAIN SPRINKLER
-15 PLF @ ALONG THE JOIST FTE DUE MAIN SPRINKLER
PAINT SEQUENCE TAG COLOR DATE Jul/11/'01
GREY REV
PROJECT LIST BY SHEET
LOT '105 AVL 7 of 8
CUSTOMER CHECK BY JOB No.
M.R.Timber EOR B00182
< •• s • ., . ~ c::: c3l rll ca.,... Carretero Panamericana No. 9920 F'14 Bassett Center I 107 R Col. Puente Alto .. -DE JUAREZ Cd. Ju6rez Chihuahua, Mlixico C.P. 32695 6001 Gateway West
*1' I \J S.A. de C.V. Tels. (5216) 29-09-38 /F'ax: (5216) 33-13-48 El Paso, TX 79925 BRIDGING & ACCESSORIES LIST
JOIST KICKERS DIAGONAL BRIDGING GIRDER KNEE BRACES
/4 X /4 X GIRDER JOIST JST.BRG. QlY. MK. LENGTH JOIST DEPTH TYPE. QlY. MK. SIZE D1 D2 D3 SPACE TYPE. . QTY. MK. SIZE DEPTH DEPTH DEPTH 0 . 0 .
2nd FLOOR _,,/' /
ROOF I/' /
2 001 L 1.5"x0.109" 24 24 5'-1 7/8" 1 ,,,/ /
85 K1 44, 7 /8" 28" 8 002 L 1.5"x0.109" 24 24 7'-0" 1 ,,,/ ~
7 K2 30 3/4" 18 6 003 L 1.5"x0.109" 20 24 7'-0" 1 /' ,,,/
03A ,,,/ /
6 004-L 1.5"x0.109" 20 20 7'-0" 1 / /
2 005 L 1.5"x0.109" 20 18 6'-3 7 /8" 2 /' ,,,/ BRIDGING ANCHOR CLIPS
006 ~ ~ QTY. MK. SIZE LENGTH
2 007 L 1.5"x0.109" 20 27 5'-1 7/8" 2 ,,,/ /
008 ,,,/ / . (4) 3/16~ DIA HOLES (1) 11/16" DIA HOLE 1 1/2" HORIZONTAL BRIDGING '. " ' I L2"X2"X0.166 ~ ;nL .. .. ,,,/ ~ . . ,,,/ / QTY. MK. LENGTH SIZE ..
,,,/ ~ d 0 I"-.. 44 81 ·L 1.5"x0.109" 20'-0" 2nd FLOOR 0 0 ,,,/ !/'
31/4" ~ /' /
~ , / / ,, LENGTH ~ , , / _/ I LENGTH = JOIST DEPTH • ,12 + 5¾" I / ~
BOLTS W/ NUTS AND WASHERS ~ /' BOLTS. W/ NUTS AND WASHERS
QTY SIZE QTY SIZE QTY SIZE ~ ~ QTY. SIZE
95 5/8" ~ ~ 3/a·x 1 1/4.
~ / 1;2·x 1 1/4•
_,,/' ,,,/ 5/a·x 1 1/4.
/' /' 1/2·x 1 1/2"
/" / 21 3/4·x 2· A307 Joist-Girder 2nd FLOOR
,,,/ /
" .WELDED "X" TYPES ~-" , I " ,BOLTED "X'~ " PAINT SEQUENCE TAG COLOR DATE Jul/11/01
C , 0 ~" 0 0 ~ C e><~t ·~x rx~ ~ ~ · ~ ~ GRAY REV.
E a 0 :~ ~ Et •ac 1 _::• ~"1 1 a PROJECT: LIST BY SHEET
,j:.. SPACE -~-· .~ -= .-! -~ SPAl'.I" ~~ --·-= ·-1 ---~ SPACE
. LOT 105 AVL 8 OF' 8
CUSTOMER• CHECK BY JOB ND. TYPE 1 TYPE 2 TYPE 3 TYPE 4 . TYPE 5 TYPE 6 TYPE 7
NOTE FOR "D3": USE"+" WHEN "D2" IS HIGHER THAN "D1" & USE"-" WHEN "D2" IS LOWER THAN "D1". M.R.Timber EOR B00182
,'
. . I
POW~R SYSTEMS lSNGINEERING, iNC. ' ,,
5632 E. HORSESHOE ROAD SCOTTSDALE. ARIZONA 85253
13 September· 2001
M.R. Timber Structures
12315 Oak Knoll Rd.
Suite 100
Po,rny, CA 92064
Attn: Mr. ShaNn Morgan
RE: Lot 105 Research Center
Carlsbad, CA
Canam #B00182
Dear Sirs:
(602) 948·690'8
Enclosed are the design calculations for the K-series open-Neb
joists and joist girders Nhich cariam Nill provide for the above
project.
I certify that the enclosed design calculations Nere prepared
in the conformance to Steel Joist Institute's Specifications
latest adoption as Nell as in accordance to the loading
information provided on the contract draNings. .
(specifically sheets .s1,S5,S6 & SD3,SD4,SD5,SD6 (dated 11/23/99).
If you have any questions, please
et;t\..;1 cD~, O'l'li LoA:0> V,8(L1r--1ec>
~O EXCEPTION TAKEN O MAKE CORRECTIONS N0TEIJ
. 0 REVISE AND RESUBMIT
ROGER W. GALLAGHER. P.E.
con tac ~exieption Taken O r.tno &m:a2::-;3~J
0 i\ejected _ D Rovisa and ~l
D Submit Specified ltco
Checkiri; is only for general confinnation ,t.til~fl:is!;;i.l Concerit of the Project and general compllanc,:1 \'Jtth Uil
information given in the Contract Documents. tlrJ ccti~
shov~~ is_ subject to the requirements of 1tloos cr.:3
spec1f1cations. Contractor is responsiblo flir (j!l:tntitla\J
dimensions which shall be confirmed and OOl'l'£latc:l tt t".:l
job site; fabrication processes and tcshnlquos c7 construction; coordi~ation of his work rlib, t)st cf tll IC::J trades, end the satisfactory performanco ef tl:i t.'Z!i!. ·
$MITH CONSIIITitlG ~ b._ 1 l,o I
~IL~ -
l'!olec! and M<llk,fnronwalHIII.. ,, --v, .. , ·-., ····----•• .. •. • • ....... ___,.,,,,,
Plllject NIIIMllltllllber: !LDT 105 I 'Dato: fAGT·:i]-m I• . ' ! ' E~maer. ~,~G::::F:::_=======:::;-, _M_a.t._N_INllh...:_-:~-;::,J:;:1.= ••• = ... =TJ::5:;:r~--P....,-, :--'el}l\1(11j>et:lbo I · 1
1[-, : Panel. Po:lnt=,-,,.,,.,..,,,,,=""",.,,.,,~_,..-..,,_,.,,,_ 1. i Aliow!'b],.; Ii µitn Stx:es~es (;p~ ·;:;;~ __ '..:... · , ,,
I :tai!'a(.;) + :flrb(neJ)/i'II 10.710 I l!'att)· · j35.ooo I 'ft ~, ,
I :lla/Fa(o) + Ot(l1u•Jn"II j0.476 1· fa('li), 130.0001· ~.. ,8.722 r
I
ctt/l!'a(t) + :flrt(neJ)/Fb(t) · /o.253 ! nr · -~ :flr~<i,~•>:-' ,5.557 1 ··
11tP•(t) ~ Dlo(pH){IAl(t) fb(O) · 130.000 I ctbb(po•) 19.217 I
i · ! ~.a•i:a/n(o) + :fJlb(»o•)/l'l>(t) , i l'l><tl. · j3o.ooo I· ;fl>t(riil!t/· , · 17 .582 I· I PM ~ ;fbb(neg) ~,
iM~il l'il/lel..===c-======-,...,.,,..,,=n
; cCa/!'&(O) + :fbb(m1,i)/FII ~-
U/1!'11{0) + :tbt(pH)-/!'11 '10.d88 I.
ctt/Fa(_t.) +_ :fbttneu)/Fb(t), .jo.093 I,
.Ct;,ll'll>(t) 'I :&11• (l!••I .,q,J,(t) 10. 253 r
.~.5•ctll/!'a(o) + Ch(»~•)/l!'b(t) · ~
fAUgwoble,lUnitSi;.._•·ll<it>.inJ. -....... ___ .....
· I l!'a(,t)· 130. ooo I· -:ft ·
l!'a(o~. J26.660 I· :;11,._,
rltr , jo. 946 I, :fbt(ioo11~
n(o). ,j2B-3B9 I, ~l!(~o•) I :ni<t> J3o.ooo I nt<"'.;·111
,' ! Phi ~' • ~ ;t~~n~11),
! ;
. ,. '
I'
•' (
Jl,TJ2,J3,J4,TJ5,J23,TJ14,J15,J18,TJ16,J17,TJ24,TJ26,J28,TJ29,TJ30,TJ31,J32,Jl8A,J33,TJ34,TJ36,Jl7
J18B
·-''": ........ . . , .......... ·•= ·~ •' t, • ••• , •• \' .•,•; ' <.• •• : ' ....... ~ ' ..... ; ~ .-. .., ... -;_.-. . : ..... ':' :-::..:-• ~ . ;,•',". . ',•. ,' ·,::-'.• ... -.,, .. , '-... ~ .-..... ·,;~,
I I
Jl,TJ2,J3,J4,TJ5,J23,TJ14,Jl5,Jl8,TJ16,Jl7,TJ24,TJ26,J28,TJ29,TJ30,TJ31,J32,Jl8A,J33,TJ34,TJ36,Jl7
A,Jl8B.
, . '\ .,: ,·,
What .J.,.....,of f1ei/,fwi:eto'lnt ~l'Iqvided----
"--. Tl'!IIIR~" Pllte11._a-t
, Tffl" A Aoipl'"":'~ lnJ*
; ~<llimn!.i l,ig ~ t , ! I ,
[ Vellicall;ei, , ~-j .
i""*'-~ 1
.s Results =-===-=========.,,,,.,,=========-========n f:i P!oiect and ~-k 11),f!Jl:Malion -,-• __: _____ .:,_ : __
Prbled ,,,_,NUlll,e,: ""IL"'or""""10"'5,-.=='--=---------=-------,1 o.i« jAGT-31-01
E~ IFGF Mar1<,Nullhe1:JJ7.J27.TJJJ , P11t1olH~:]1.6 ,I
, 'i
, / :til/l!'a(o) + tbb(~ev)/!'B
1 :ta/l'.a(ci) +, :flltl»os)/J'II
; j tt/,a(t,) + :fl,t.(nev)/l'J,(~) -I :ft/l!'a(t) + ,iJ,b(»o•)/l!'J,(t)
I ·~·ta/1!.(VI I "AIIO!H).'AO)
''!'
'I i
r1filt Pane+·"··""·-~· ==--..,...,====,,..,,=c==
' • !, :fll/l!'a( Cl) + :fllb(ne9)-/!'B
t _:fa/l'"( 0) + fbtjllH),/1'8 ,
, f_t/.E'a(t.) + :tbt(rte11)/l'b(t) l t~ .... ~(t)' ~ :Alltll••lh'lt('l
, , -• .!l•:til/l!'a(o) + :tllb(pos)/l'l>(t) , ,r ', , , , ',
.AUowahl.e Ii Unit St:ceHes (kl», in). ___ .
fl!'a(t) 135.oooj :ft ' Ji.141 r j ,I 1!'11(0) 130,000 I ;t,,., ,6.198 1,
nt, , ~-:fbt(JIOII) '. ,7.016 r,,
l!'b(o) J3o.oooj _~llb(»o•),_ ',,E].
l!'b(t) , · j3o. ooo I , :tbt.(ne!I) , : : js. 418 I.
Phi ~, :tbb(neg) 'j10.230 I
./lllowabla.l Unit S-•·lkii>, !Ill"'··~-...,,,,,~...,....-....,.....,,,
l!'a(t) , 130.000 I n: , ,~.000 I'
·'l!'•<o,·. -125.518 1 :ta • __ • -1s.2as 1.
r~ 10.931 1: :tbt(i>~·> · ,4.577 1
_
1
~(o) 127.924 r :1:1111<:110•~, 15.562 1
, 'l'l,(t) · 130.0001, :t1'i<n.~.1d -_:13.508 1-..
'pi,1 · ji.ooo I ':flii;(neJi! , ~ 1 , , , --~-------~----' . ~ ....
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l'IPICl;l-ffilJllel~W!,\ller. /r.LO:c;:;-,:;-:1o"'s--------~-----~'--~~~~_,, · o..i;.:: !AG~-~;-I ,"'; , '' 'I
.. :E~in_"~_iF~_G_F_.,-______ -__ -____ __,I: N111l<H~lilbee~ P<111~N~1,j,,:J1.~· . . , :-,,
i;I, Results ===-,-,==-=-=--=====-=-=========,,,.,,,==""=='=',...,,"'*'="1 r.1 -PlojecUndM111kll\lonHlioft.. .. .. , ...
I
' -P11JjeclNIIIHINUlllber. ~IL:;:O;T=10=5==============:.,----------,,......, ,Oat~ jAGT-31-01
' ' ' l(nginoer: ~IF_G_F __________ __, Nad;llllllh,ar.~-, P<111ol ll1111iw11: IU (
.Panei Point ........ -----------,,
; u/f&( o)' +' :fl>b(ne11) /1!'11
• ' :l!&/J!'-1'(0) + flit(l'H)'/1!'8 • , I f,t/l!'a(t) ,+ :fbt(ne11)/J!'h(t)
i -:c~m•(t) + :fl>jt;po•)/l!'b(t)
I i -..., ~li't\1i;lai.>i',fltrl"1•1f(4~JHl~till-lo,tUll4ll••llll+.'_..fti,;(1-4~4)
, ,Jq.l\ Panel, ---. -
,; :fa/Fa(q) + :fbb(ne!J) /!'B
i ' i tan'•('l) +, :fllt(J/o•)/l!'B
1 ~t/.E'a(t) + :fbt(ne11)/J!'b('t)
, '. :tt/fJ(t) + tldl(IHIS)/1:'h(t)
It . I~~~-, G) I
.,
:All(IH)JD(*)
10.256 1
10.240 1 I I
jo.m j
EJ
1o.m 1,I-
, .. . __ _J
l!'a(t) 135.ooo 1 :tt ,,~:
1'&(11), 130.0001 t~ 13.745 I
ln, 11.000 1 :fll~<poir), _ 16.815 1
: I l!'h(q) -130.000 1 :fl>b(:po11) -~
lntti 130.0001 ,?itneg)' jun I
I Phi 11.000 1 , :fbb(,ncg). , t553 1-I . l:, l'
,AUowabld,Unit Str...-(l;ip.,ir1J.--.. --, .... ... -,--
I ra~t) j3o.ooo I-'ft '' 10.~10 1 I ,.
j26.157 I, ta, ,, '
12.761 L. :,,;, l!'a(o)
ylll!' -~ :tbt(PO'!'),, 13.855 I'.: I, I l'b(~).
,j2a.mL 'f'11>(!191') ,, ,4.902 I. ,} ,
130.0001 tlit,(nev) :~l. l!'b(~) .,
!_l;'h_i ~ ' ~] .t:33-~ l "!
:tll,1>(;"~11) ,,
.. -~·---~..,;"
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. Piq,eci N""!~/N?inber: ~["~:,,0:,,1:_1:_as:_. =--==--=~--==--==--==--==--==;,--_ -_ -_ -_ -_ -_-_ -_ -_-_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -...,/' Date;' jAGT-31-01
· l;ll!IMOI! !FGF 'J M&k Nulllbo~ ~ Piinoi N~r. j;.5 f
[
~h:" lYP" of A~il>lotce~o<tided
.._ T-11
' --
f Ho1.i.ronlal Leg @[:J
i Votlkal Leg .I!!:) : ;,,:
Thi'.""-~.
I,
!alilResults ,,.,_-,,.,,.,==---="""'====.,,.;.==,,.,,..=,,...,,===..,,..,.,,_====~==~=~ !Ki ' Project anti Ma,k l!lfomalilffl . ' ' • , , ' ' =• ______ , -T
.P,ojocl N11me/Nlllnl!er; !LOT 105 :::=========::::::-----:::==:::,-,~ Engineor. lc.F;;.GF _________ _.
Dllte: .. iAGT-31-01
,.11111 i.;....,a,:1m..,21 1 r.,;..i.11." 11.s r ·
r
--,, f Panol. Po:l.nt . ---------. , rAll.o,,abJ.c,: Ii UJl:I.~ S~r~•se• (kip, ;:;,)._ .
· i :te/!'a( o; + :fblo(no!J) /I'll ja.503 1 . l'•<.t) ·135.aao 1-:tt : . "'2.156 1
i :t&'/l'.a(o> + :tllt(Jo•)/!'B 10.449 1. 'l!'a~9)· , j3o.ooo I_ ta: , , , ·
, : ftiratt), + Ot(neg)/f"m I
l }
' i :ft/J!'4(t) + :tlllo(l)os)/1!'.btt)
I ,G'lia/l'iO( OJ I -(l!H).i-(0
f kid. Panel.-
: fa/Fa( c) + 'fl1lt(ne,i)1f'B,
.: ta/Fa(o) + tbt(pH)/!'11
; i:t/F~('t) + :t,l,t(neg) /l'b( I,)
! tt/l'i>(t) + tb1'())0l<)·µ'»(t)
'i' 1:Hl•,'1•1~1 I :lltl11(1PH)Jfto(O
1a. 366 1
10.329 1
10.112 1
~
jo.397 1
0.144
l'RI!' ·11. ooo 1, :flot(»o·~ .
l'b(II) · j3o.ooo I :tbb(Po•! ~-
130.oaa 1 -19.1271 '!'b(t> :fl>t(nov)
' f PU j1.ooo I tllb(neg) . 19.402 I I '. I
'
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Jll,J21
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\\lhilbl,111>11oflleinll'(ce11Mtnl,it,Provided,.,--,-·--~---: .... ~~-,--,------·----·---,, __ .... :
1
. s'elect'Codo • . .. _.:... ,
C:::-:' ~ 1· ;1!--11 ~:· f .,.~·~:·ti:+;i,u~:'1'1P1.-,.r.il '1; f ~uW!f%iiie £~ii / .--....... , .. -----·· . --·. ·----.,. _.I,,.,. -.... ,, ... ,,.,,,.,,,
Type'R'Reinr°"""'"'nt Input--'
, , I
llotiz!>ntal_ t1111 i'i]'I
c.:::_.J _! , Vellicall,t,g I!!:] ,
'Tlv~ , ~-
!ala Results ======~,,,--,,======"""'=="""'=""""===""""="'*',.,,;,,,,,,.,=="'"'"'I ~ • Project and Matk lrl01111aiion -·
I-Project N~Humbei: !LDT 105 Dal<!! jAGT-31-01
I,
I -E~er: :1FG:F:::::::::::::::::=.::---,,-..... -N"""""--:,,;:J1:::2==:;"r--""""",,--:~ Nuo,be,, ~11 __ 1 __ ·~1,
J ,J
'
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,...Panel. Po:lnt.-,--.,,,,,,,,,,.==-===,-.,...,--' ! bffa( c) '+ 11,lb(nilg) /!'B
I , fafl'a(o) + :rbt(»b•)/H
: ft/!'a(t) + Ot(nev)/Fl>(t) J, , I :tt/!'a( t) + :rbb(po.-> /rill tl
' . . ' , , 11•;1;•/H(VI ,I ;Clrli£11~JDH)
I ,i
, :tafta( c) + :rbb(neg) /E'B
: :ta/,!'~( c) + :rbt(»H) /!'!!
' U/!'a(, t) + Ot(rt'eg) /rb( t-)
' lt,'h(t) I' Oll(JPH),".A(t)
f 'w,!l*fafta(c), + :Qb(pos)~(-t),
,-;,":
' '' I.
,:
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I I
i
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, Erpho End Program
-and Mark lnlon .. lion-, --,_ ,._,,,,_ ' --, --,-r--, , . " , , ----~ l ,
P,ojectName/Humber. ;::/L::OT::::10=5=======:::;-----:--;:~:=:::::::-:;-'"""""""I 'Oate:,-!AGT-31-01
Engiriem:,IFGF t,hil~~ull\bej:'fJ13.:.·~, / p~~ ~....;,;,,:)1.8 , I ,
, T!'lln'Q Roinlorc-ont lnpu! -7 --! [" '-· ---'.,., -, _ _, __ , _____ _
: ' Hoilzonll!I Leg IO 1, ' , :v~t1ic:a1L1111 !!D-
I. : tllit;khMs -. ~
,, ,, ' ' _' '.-"., ,' , ' , I __ J ,, '. llll'•, •-,' • _,
]
T, -~,,:I
./ /
1:
Results =======-==============-=======-"="""'=-. · l!3
Dote!' '"'!A""G"'r-""31""-0"'1 __ ...,, ... i
M~~'~u•1:jJ13.J35 I panel H~;;!l.8 I,;,
'1.'!/fa(c)-+ t11b(ne41}'/!'D I0.670 j, , 1 l!'a(,t.) j35.ooo i n ,,El,
(Panel. Point,_,-,,,,,,,,,,,,,,,,,..,,,.,..,,.,,..,,,,..,,-,,,._~ .. "'-=,...,,_, ""'~"11 f..;uowabl.e , Vni1; 'Strei,~es ,(kip, 1n,)
:ta/h(cj + tbt(1u••)/l'll , , ~ , , rli(oj 130.000 i '1.a -y.357 I:,,;
t1'/Fa(t) +, Ot(ner)/l'b(t) , ~ , ; m jl.000 I Ot-(J!Olf) , '-~ , '
tt/!'a(t) + t11ii(pqs)/!'b(t) ' jo.309 !'. , '.f'b(o) , -130.000 j 'ibl>(J!o•> '19.217 j :
, ~·~11#•\vJ I Clllot•••hlh!~l EJ Fl>ttJ _130.000 i, .t11t<ti•11>, 17 .691 I' I Phi , -~ :tllb(neg), ''112,7571
,iu.tt Pan~:t,.,,:.-,,.c-,;.' .e-=' ==_,,·.,.,,.="*"""-,,-=='=,r
, : :ff/fa(<!,> + fllb(ner) /fD 10. 438 I I
i '1.;.,/Fa(o) + '1.bt(»o•)/!'B ~ ,
, ! :ft/l'a(t) ~-:fht(~er)/Fh(,t,) jo.093 i-,-11
, ,n,'h(tl I OJIO,•~ lo.2s1 I' I ~-, .!l~;f~Pa( o) + :fbh(p~s) /l!'l>(·t) ' ', jo .113 j , ,
'l'a(t) 130.000,, :ft :~
l!'a(o) 126.6601 ;ta --• _ 17.357 I ' '
l'l\1' EJ :fbt(pos) ', -14-535 I _,
rh(ii) 128-4711 :Ol>(,!10~) 17.522 1
l!'b(t) jao.ooo I B>t(neli> ~
,,
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13.327 1
13.700 r I ~
1a.101 1-
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ProjoclNamelHUIMl<lr. /LOT 105 • ·,; ·Da~e,''jAGT-31~01-
, Eng.,'ee,: lf6F f
I
,,J ""'--====--==""""
I 'What lype,of Rcinlorce.,.nl·k Prol'ided ... _ ~-.... ____ -···
I , , "-, , Tflll ...._.....,.Cllalll :f<'lmnm-Hl<l1n1or""'1oool
L .. ·, ,
ftypaRfi · l j HOJii<>ntal Ll!ll It!:) , ,
: Vertical Leg [!J '
:T~ -~
::1
l'.ll Results ======-===-=-=====--,,,==""""'====c,.,,,===="""'~ l!:1 Pi~ amiMarklnloniialiOII ---:; .. .
Project NMO/Hurnber. j~LD_T_10 ... 5 ______ ...., ________________ -'--. "D'al/1! 'IAGT-31-01
' '' ' ~n/llnff,: IFG'F ,N-1<H'"""e,: ~L Panel N~:,!U I, '
, Panel. Point-,,,,-_ "'· -""'-"""~-~-,-. -===,-,,==*'-= ! . t.a/Pato) + t.llb(ne41)/!'B
'i t.a/,!'a·(o) + t.bt(l'O#)/tll
I J!t/l!'a(t,), + :fbt(ne41)/fJ,(t) , .'! t.t~a(t) + :fbb(pos)/l!'b(t)
I , f~;CIO#•(vj I •11,••l,'hOI'
I
' ' ' , rXid Panol.."'-=-=--=-=---===,,,.,.,,-==,,,;....,_~,,,,I
I , t, :fa/Pa( C) + t.llb(J\CIJ)/FB 10 • 2U I , j
I t.a/!'a(c) + t.J,t(po•)/rll 10,234 1 ·I
, [ t.i/Fa(t) +,t.bt(ne1)/,l'b(,t) , jo.152 1,
, i :tt./!'attl + t.bb(po11)/Fiit,t) . 10.168 I
' 'I
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r P1oject,wl M"'!k infqn11acjon _:_~ .~,~~;;,,::. ___ ..:._
· r .P,pjectN..;,.~il~i: :::ILO:::T::::10=5==========:::;-1"'•"'N-a1-k:-ll-u-llllle-;-,r:-;:!J;:;;3:::3A;::,J:;3::;:38:;::;-I-Pan~L::J::·31-01 y ·' .
f Mi:.\ ~<illel. :. ·. .. ,,
(ta/F.;_(.!J) .+,'fliii(
·:,:fa/!a(c)
135.ooo r
. 130.000 I
~
130.0001
j3o.ooo L
j1.ooo I
n .
:f/1.
:fl.t(110~)
1bb(po•)'
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:fllb,(neg)
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~--------' 'ol\ie: iAGT-31-01 , I
Panel N~". jt.9 I' ·
,,, l '
',•'/',I;
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I ,1,
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---t~>~::135. ooo 1. 'ft j2.0~1 1
(~!} Jao.ooo j. :t;,i , Js,320 j , .. i~;. J1. ooo 1 ;tbt<»~·; . ,11. na 1 •
.?'~f, 130.000 r :Ob(~'.·) .-EJ
\·,-;~: 130. ooo I 'fbt<n~v> :11. 911 I ·
\:~{~, :fbb(".eg) , ja.210 I
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, p~ei H-iier:,J~l-_1_6 _ ____, , ,j
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Dnta: ·1A6T-31-01 I-
Panel Ntlnlb<l1: !1.18 r
()<~». in) ,: '
:ft --El
:fa 16.267 1,
:fl,t(po•) 16.461 1
-:fl,~('poa,) 10.910 1
;l;ll!;(ri.eir) EJ
:f~!>(ne!J) ~
,' ,' ,, -~-
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16.461 1,
-18.910 I,. :i
,~' ., 110.2631, "I ,!--
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at typa of Reinforee""'nt ir. Provided ·-· '1 Typa:R RMnf~IHHflt.lnput. -
i ~---------·---~----' fHQfizoitll\ll.1111, [r:), ,
I Vewcal Lilli fi!:J
!r111c1tn,w: ~
I ,:.
1I~~~7 f I· ' ' , , .
''' ',"'
,•,,,,,
,,,;,:
~ Results ' Ei
rP.Joject and M,wk lrifon1_lllion . , •• -------,
I l"wjecu,_/HUll,!,el!, ""!L"'or""1""0"'5_ ..... ______ __,.,...._.,..._~~----'--.I ;Date: IAGT-31-01
I £~!FG-F · Ma~ll•:jm .... me/. Fi~~lf~i:!1.,'. _ I
;::::::t.~~-~~.--(~n"'•"'11"')/""i'_B_-,..,.,""""-·""io--:--~~-~2-. ---,~~
:tajFa(o) +-t11t(li'C1•>/rll jo. 445 j 1
:l!t/Fa(t.) + :fltt(ne11)/Fb(t) ~jo.295 I: -
}·
I ,
',, f
I. :tt/ra( t) + :fllb(VH) /f.b(t) jo. 351 I
, $Ulii1/ihW 'I '.&llll(lll•l,'1\11(\) /a: 182 I
..
" .Mill Panel. I Allowablf! l Unil Str(>i*"' (Kip, in) ' ... ,~· ' ! I I ! ·?a(t) 13~. 000 I 1!,t ; _ ) ' ,, '
! "t..Pa<c> + p,1>(ne11) /E'B 10.403 1 ~ j
I I
! I :fa/Fa(!/) + ;$t/110•)/FI! -10.379 1 I :ra(Q.) . 121.211 1 :1:,,, ~· I' I ,,,1
I ,;ft/fa(t) +, :fltt(ne11)/E'.b(t) 10.169 1 I l'll!'~ ~t(pos), ,3.750 1 E1 j I l'b(II) ,129.6091
,,, ,'
15.172 1 j :l!t/E'a(t) + 1Joll(vo>!1')/E'.b,(t) · I :fbl>(POS) :'/(. ,,, ''
,,·O:~•IJ!•IGI I All(t••I/AEII, -~ 1 l'l>(t) j3o.ooo I· :fl>t(neg), .13.231 1 i ',,.
I I
1'~ ·[§]· :fllbjne11)· : 14.455 1 ,I
:r
r. ~--' '
.l~r:m1:1iii:, 1
J47,J48,J47 A,J47B,TJ5 l.J52.J53.J47C
J47 ,J48,J47 A,J47B,TJ51,J52,J53,J47C
Project: Lot 105 B00182
09/12/01
Mark: Gl
13:32:27 IIEIIINllliilmiHIBill _______ ..,. __________ """" __________ ..,.. __ .....,.,..,,,....,....., ..... _,..,. __ .. ..,,,,.., ... _m_lllllRRlirm::l ..... """"'""'.,..,.N .......... .,,~
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : Gl (GIRDER 2 (GAP 1"), Asymetrical, Parallel, Free ends)
' ' ' ' ' ' = ' = ' I I ~: : I NI = I NI ::::'.' I ~I !:::!1 ::::1 N1 ;::;1 .... ,
I ""' .... , _, ,....1 ::::1 ,....1 .... , = I : I ,,...1 -1 ,,..., _, inl ,-,I .... , :::1
91 'I -;'1 •' I 'I 'I ,, ,, 'I • I • I • I 01 C'll r-,.1 QI C'll "'' 01 ""1 '°1 .... I .... I -1 Ni NI Ni
I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I I I I I I I ::!: I ::!: I I ~ I ::!: I I I I I I I I I I I I I I "' I "' I I "' I "' I I ~ I I I .... I .... I I '? I '? I '7' I I '7' I '7' I .... I ' I ' I ;:., I ;:., I ;:., I ;:., I ;:., I ;:., I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8
<'l "' " ,-.: r-,-.: ,-.:
"" '{/ <,":-~/ .,'), --f.;, b.'), J' n,">' ~ C') ·-,r C')
2.1 2.2 2.3 2.4 2.5
-------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G4N20. LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0'-6 1/2 [deg]
1 1 Both No 1.00 0.70 0.00 0 I -0" * 0 I -011 3 1 90 0
2 -1 Both No 20. 72 14.50 0.00 6'-11 1/2" 6'-11 1/2" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 13 '-11 1/2" 7'-0" 5 1 90 0
4 1 Both No 20.00 14.00 0.00 20'-11 1/2" 7 '-0" 5 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 7 1/2"
0.00
0.00
0.00
0.00
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
'NMMMI
Project: Lot 105 B00182
09/12/01
WM ¥P0M
13:32:27
Mark: Gl
CWAMM&iMI 1ffll 1t li@P eeam,
-------------------------------------------DEFLECTION ------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.66 in (L/
0.42 in (L/
2148.77 in"4
0.34 in
------------------------FORCES IN MEMBERS [kips]
480)
766)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 32.12 in)
Left Reaction =
No Tension Compres.
Top Chord
1.1 31.50 -67.80
1.2 31.50 -67.80
1.3 20.34 -105.94
1.4 20.34 -105.94
1.5 21.12 -103 .29
1.6 21.12 -103.29
1. 7 32.29 -65.07
1.8 32.29 -65.07
Bottom Chord
2.1 0.00 o.oo
2.2 76.50 0.00
2.3 99.81 o.oo
2.4 69.44 0.00
2.5 0.00 o.oo
End Diagonal
3.1 48.18 -12.05
3.2 46.72 -11.68
Diagonal Towards End
4.1 15.31 -3.83 X
4.2 19.69 -4.92 X
Diagonal Towards Center
5.1 0.00 -49.45
5.2
5.3
5.4
0.00
0.00
0.00
-15.09 X
-19.48 X
-48.02 X
Secondary Web Member
7.1 0.00 -1.41
7.2 0.00 -2.20
7.3 0.00 -2.15
7.4 0.00 -1.35
30.41/ 0.00 kips
REQUIRED MATERIAL
x = tied at mid-length Slend.
LL 3.5 X .375 z 58
do z 61
do z 61
do z 61
do z 61
do z 61
do z 52
LL 3.5 X .375 z 49
LL 3 X .313 z 67
do z 142
do z 143
do z 132
LL 3 X .313 z 57
LL 2 x .247 z 131
LL 2 x .247 z 119
LL 1.5x .125 xx114
LL 1.5 X .125 xx114
LL 3 X .281 z 89
LL 2 x .156 xx 85
LL 2 X .156 xx 85
LL 2.5 x .23 xx 62
U 1 X .118 z 109
do z 109
do z 109
Ulx .118 z 109
Right Reaction= 32.31/ 0.00 kips
REQUIRED WELD
Util. Length Weld-Ea.Side Remarks
0.591 3'-5 3/4"
o. 711 3'-5 3/4"
0.947 3'-6"
0.947 do
0.923 do
0.923 3 '-6"
0.693 2'-11 3/4"
0.535 2'-11 3/4"
0.614 3'-5 3/4"
0.801 6'-11 3/4"
0.935 7'-0"
0.801 6'-5 3/4"
0.557 2'-11 3/411
0.866 4'-4 1/4" .247 -6 5/8"
0.840 3'-11 7/8" .247 -6 3/8"
o. 710 4'-6" .125 -4 1/8"
0.913 4'-6" .125 -5 3/8"
0.899 4'-5 7/8" .281 -6"
o. 725 4'-6" .156 -3 1/4"
0.935 4'-6" .156 -4 1/4"
0.982 4'-1 3/8" .230 -7"
0.378 2'-10" .118 -1 1/2"
0.590 do do
0.575 do do
0.362 2'-10" .118 -1 1/2"
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-11 3/4" ==>
@ Bottom Chord: 32'-11 3/8" ==>
Fabrication code unless noted
0 Row(s) Minimum
0 Row(s) Minimum
-LL= 2 angles short legs back to back, BL= 2 angles welded in box,
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
BR= Round bar
e, canam~!~!! Mark: Gl
-nee ,
µ;
Project: Lot 105 B00182
09/12/01 13:32:27
AiiiiMI Mi /NI MS
-u = l u profile, OU= 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Sipe, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O ~ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizo~tal Composite (Crnp): O = standard, l = non-composite
Projets no.: B00182
971 ( 182.69) / 1026 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
193.33) Area to Paint: 175.45 pi2
Project: Lot 105 B00182
09/12/01
Mark: G2
13:32:28 _____________________ ..,.. ______ .._ _____ ...... __ ....,,,..,........,.,., .... """""""'"""""""""" ..... _™"_,..,..,,fJ~
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : G2 (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
' ' -' ' ' ' ' ' = ' ' ' I I ~: I 001 I 001 I 001 I I I Ee, ~l ;;:;, 00, ;;:;, co, ;;:;, 00, 00,
I ..... , <"l1 <'1 I o' ;;:;, o' ;;:;, o' ;::;, ;:::,
: I ..... , 01 ..,,., _, ..,,., _, ..,,., _, ..,,., °'' 91 '?1 '71 'I ,, 'I 'I 'I ,, •' I •' I • I • I • I • I ;..,, ,,.,, 001 NI ,,.,, °'' NI o, C"ll "", oo, ,...., _, -, NI Ni N1 <"ll I I I I I I I I , I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I ~ I ~ I I I I I I :::!: I :::!: I I I I I I I I I I I I ~ ~ I ~ I ~ I ~ I I "" I "' I v;, I v;, I I I I I '9 I v;, I v;, I "' I ;:.. I "' "' I "' I "' I "' I "' I "' I "' 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 ... <'! <') "'I; Ir, ,-: ,-,-,-,..:
st' ,.;> 1!"_,, ""' 1!"__,-, .,.'> -!_;, ,,,_'!< J"
"'"' st' C')
. .., '"ii' C')
2.1 2.2 2.3 2.4 2.5 2.6
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G5N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0 1 -0 II* 0 '-0" 3 1 90 0
2 1 Both No 20.00 14.00 0.00 4'-10 3/8" 4'-10 3/8" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 11'-10 3/8" 7'-0" 5 1 90 0
4 1 Both No 20.00 14.00 0.00 18'-10 3/8" 7'-0 11 5 1 90 0
5 1 Both No 20.00 14.00 0.00 25'-10 3/8" 7' -0" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
• ~ cana-m~!~~! --. . -
Project: Lot 105 B00+S2
09/12/01 13:32:28
Mark: G2
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber (125% Dead Load+ 0% Live Load) =
------------------------F ORC E s IN MEM BE
(THE SHOWN FORCES ARE
0.81 in (L/
0.74 in (L/
2711.29 in"4
0 .38 in
RS [kips]
REALS)
480)
527)
-----------------------
(Fy = 50 Ksi U/N) (Eff. depth = 31.85 in)
Left Reaction = 43.58/ 0.00 kips Right Reaction = 38.42/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 28.25 -80.15 LL 4 x .375 z 50 0.575 3'-5 1/8"
1.2 28.25 -80.15 do z 22 0.703 1'-5 1/8"
1.3 16.38 -120.62 do z 53 0.885 3'-6"
1.4 "16.38 -120.62 do z 53 0.885 do
1.5 8.91 --146 .05 X do yy 41 0.994 do
1.6 8.91 -146.05 X do yy 41 0.994 do
1. 7 13.32 -131.07 do z 53 0.962 do
1.8 13.32 -131.07 do z 53 0.962 3'-6"
1.9 29.52 -75.90 do z 53 0.764 3'-5 3/4"
1.10 29.52 -75.90 LL 4 x .375 z 50 0.547 3'-5 3/4"
Bottom Chord.
2.1 0.00 0.00 LL 3.5 X .375 z 57 0.513 3'-5 1/8"
2.2 76.88 0.00 do z 86 0.792 4'-11 1/8"
2.3 137. 74 o.oo do z 122 0.924 7'-0"
2.4 144.70 o.oo do z 122 0.971 7'-0"
2.5 97.79 o.oo do z 122 0.832 6'-11 3/4"
2.6 0.00 0.00 LL 3.5 x .375 z 58 0.562 3'-5 3/4"
End Diagonal
3.1 68.94 -17.23 LL 3 x .281 z 85 0.715 4'-3 7/8" .281 -8 1/4"
3.2 61.29 -15.32 LL 3 x .281 z 86 0.636 4'-4 1/4" .281 -7 3/8"
Diagonal Towards End
4.1 38.60 -9.65 X LL 2 X .186 xx 85 0.907 4'-6" .186 -7"
4.2 18.03 -4.51 X LL 2 X .156 xx 85 0.501 do .156 -3 7/8"
4.3 0.00 -18.03 X LL 2 X .156 xx 85 0.864 do .156 -3 7/8"
4.4 29.96 -7.49 X LL 2 x .186 xx 85 0.704 4'-6" .186 -5 3/8"
Diagonal Towards center
5.1 0.00 -49.35 X LL 2.5 X .23 xx 47 0.908 3'-2 1/8" .230 -7 1/4"
5.2 0.00 -38.43 X LL 2.5 X .210 xx 68 0.920 4'-6" .210 -6 1/8"
5.3 o.oo -29.79 X LL 2.5 X .210 xx 68 0. 713 4'-6" .210 -4 3/4"
5.4 0.00 -63.00 X LL 3 x .281 xx 57 0.842 4'-5 7/8" .281 -7 1/2"
Secondary Web Member
7.1 0.00 -1.65 U 1 X .118 z 108 0.435 2'-10" .118 -1 1/2"
7.2 0.00 -2.49 do z 108 0.655 do do
7.3 0.00 -3.01 do z 108 0.793 do do
7.4 0.00 -2.70 do z 108 o. 712 do do
7.5 0.00 -1.56 Ulx .118 z 108 0.412 2'-10" .118 -1 1/2"
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 40'-10 7/8" ==> 0 Row(s} Minimum
Laterals supports
Concentrated loads
Project: Lot 105 B00182
09/12/01 13:32:28
Mark: G2
w eaw ill&MPIW# 48YAI l&Wi Mih-¥& Wiil@t½#W#i# §I& 1At':11IUilJRC'3P"~
@ Bottom Chord: 37'-1 1/4" ==> 0 Row(s) Minimum Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u 1 u profile, UU = 2 U profiles one inside the other, -CL Crimped angle
CONCENTRATED LOADS {* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories {Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination {Incl.): 90 = Vertical, O = Horizontal C0111Posite (Cmp): o = standard, 1 = non-composite
Projets no.: B00l82
1489 { 285.13) / 1568 {
Designer: Gonzalo Garcia Shop: Juarez {Mexique) [Production]
299.57) Area to Paint: 246.62 pi2
• ~ canam~!~!!
...qm.;ew&11w a ••-ee
MWHM
Project: Lot 105 B00182
09/12/01
4dMW91FwtM
13:32:28
tilMHiWMEri
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : G3 (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
I I = ; I : I I I
I I I ~I : I NI
I ;i., ~, ~I ...... , ~I ;::;,
I ;;, I ...... , ...... , ,....,, ...... , ...... , : I tn I ...... , tr,I ...... , tn I ...... , 9, , , '";'I •' I .• f .' f If
• I • I • f OI "'' ['I 01 o, "', \01 ...... J ...... , _, NJ
I f I I I I I
I I I I I f I
I I I I I f I I J I f I I I I I f I I I I I I f I I I I I ~ I ~ I I I I I
I I I I I I I I "1 I (<) I I ~ I ~ I I I '? I '? I '1' I f I '1' I I "' I "' I "' f "' I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 -"' "1 ,-.: ,-.: ,-.:
"" ~/ .,') >t:/ .,r:,, -f-9 I><'), C')
2.1 2.2 2.3 2.4
Mark: G3
Ii¥@
I ' I I :::t, I
<'l I I
<'l I ~I
•' I .' f '<ti t--1 N1 N1 I I I I I I I I I f I I
;! I ~ I I I
I I i" I 1' I "' I "' I
1.7 1.8
"1" ,-.:
-fl!' .,,,, "" C')
2.5
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL}
TOTAL LOAD 0.00 lb/ft 34G4N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0' -0 11 * 0'-011 3 1 90 0
2 1 Both No 20.00 14.00 0.00 6'-11 1/2 11 6'-11 1/211 5 1 90 0
3 1 Both No 20.00 14.00 0.00 13'-11 1/2 11 7 '-0 11 5 1 90 0
4 1 Both No 20.00 14.00 0.00 20'-11 1/211 7 '-0 11 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D} Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at _left.: 7 1/211
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
~50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
e ~ canam~i~~!
@MWd!Mt MhWSH I Project: Lot 105.B00182
09/12/01 ;w MAAMY •
Mark: G3
13:32:28
#CMIIIWCWW ttVil#NAIM ltriiRIV#i'ff'SW
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.68 in {L/
0.45 in {L/
2148.77 inA4
0.35 in
------------------------FORCES IN MEMBERS [kips]
{THE SHOWN FORCES ARE REALS)
480)
721)
{Fy = 50 Ksi U/N) {Eff. depth = 32.12 in)
Left Reaction = 30.73/ 0.00 kips Right Reaction = 31.27/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 31.42 -68.10 LL 3.5 X .375 z 58 0.594 3'-5 3/4"
1.2 31.42 -68.10 do z 61 0.722 3'-5 3/4"
1.3 19.86 -107.59 do z 61 0.961 3 '-6"
1.4 19.86 -107.59 do z 61 0.961 do
1.5 20.02 -107.04 do z 61 0.957 do
1.6 20.02 -107.04 do z 61 0.957 3'-6"
1. 7 31.58 -67.52 do z 59 o. 718 3' -4 1/4"
1.8 31.58 -67.52 LL 3.5 x .375 z 56 0.580 3'-4 1/4"
Bottom Chord
2.1 0.00 0.00 LL 3 X .313 z 67 0.621 3'-5 3/4"
2.2 77.33 o.oo do z 142 0.830 6'-11 3/4"
2.3 103.41 0.00 do z 143 0.968 7' -0"
2.4 75.84 0.00 do z 140 0.830 6'-10 1/4"
2.5 0.00 0.00 LL 3 X .313 z 65 0.609 3'-4 1/4"
End Diagonal
3.1 48.69 -12.17 LL 2 x .247 z 131 0.875 4'-4 1/4" .247 -6 5/8"
3.2 48.45 -12.11 LL 2 x .247 z 128 0.871 4'-3 1/8" .247 -6 5/8"
Diagonal Towards End
4.1 17.04 -4.26 d U 1 3/8 X .176 z 119 0.882 4'-6" .176 -3 1/4"
4.2 17.95 -4.49 d U 1 3/8 X .176 z 119 0.930 4'-6" .176 -3 1/2"
Diagonal Towards Center
5.1 0.00 -49.98 LL 3 X .281 z 89 0.909 4'-5 7/8" .281 -6"
5.2 o.oo -16.82 X LL 2 x .156 xx 85 0.808 4'-6" .156 -3 5/8"
5.3 0.00 -17.74 X LL 2 X .156 xx 85 0.852 4'-6" .156 -3 7/8"
5.4 0.00 -49.75 LL 3 x .281 z 87 0.883 4'-4 3/4" .281 -6"
Secondary Web Member
7.1 0.00 -1.42 U 1 X .118 z 109 0.379 2'-10" .118 -1 1/2"
7.2 0.00 -2.24 do z 109 0.599 do do
7.3 0.00 -2.22 do z 109 0.596 do do
7.4 0.00 -1.40 U 1 X .118 z 109 0.376 2'-10" .118 -1 1/2"
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-11 3/411 ==>
@ Bottom Chord: 32'-11 3/811 ==>
Fabrication code unless noted
0 Row{s) Minimum
0 Row{s) Minimum
-LL= 2 angles short legs back to back, BL= 2 angles welded in box,
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
BR= Round bar
e ~ canam~o!~9o!
I AM MM
Mark: 03
Project: Lot 105 B00182
09/12/01 13:32:28 _ _,. .... ...., __ _,.,. ________________ ...,...,_.,.....,.,_..,,..,_._, ___ _.._,.n ______ ...,.,..., .. ..,1€ii&imiW..,..="""""""""'"""""""'"""'"""""'"""""""""""""""""'v~
-u = 1 o profile, 00 = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both .Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 Vertical, O = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
1006 ( 189.55) / 1065 (
Designer: Gonzalo Garcia Shop: Juarez ·cMexique) [Production]
201.10) Area to Paint: 177.74 pi2
Project: Lot 105 B00182
09/12/01 13:32:28
Project: Lot 105 B00182
Mark: G4
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : 04 (GIRDER 2 (GAP l"), Asymetrical, Paral_lel, Free ends)
I = : = : I I I I I I I
I I I I I I I I
I :t, !:::!, ~I C';!1 , I ~I t;!1 ~I I , I <'l I ,....., ..... , ..... , I ,....., : I ,...., ..... , : I
: I ..... , ..... , -, "'' ~I col :::, ..... , "'' :::, 9, "71 "71 "71 ~: .' I .' I 'I , , 'I .' I • I • I • I • I .,.,, COi OI ;,,, 'sf-I t--1 o, N, .,.,, 0\ I ..... , ..... , _, Ni N1 NJ NI
I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I ::!: ::!: I I I I I I I I I I I I s I s I s s I ::!: I ::!: I I (<l (<l I I I I I I I I ..... ..... ~ I ~ I I I I (<l I (<l I
I ..... ..... I I <;1 I <;1 I <;1 <;1 I 'i I 'i I I ' I M "' <') I "' I "' I "' I M "' I ::... I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
~ <'! (<l .... .,., .... ,-: ,-: ,-:
~ -?.., .,-:--'f(.., .,'), 'f(..? ~") v' ..,_'r ",'), ~ (') ·.;, (')
2.1 2.2 2.3 2.4 2.5 2.6
--------------------------------------LOADING CONDITIONS-------------------------------------{ THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G5N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0' -0 11 * 0 '-0" 3 1 90 0
2 1 Both No 20.00 14. o.o 0.00 5'-11 1/2 11 5'-11 1/2" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 12 '-3 1/2" 6'-4" 5 1 90 0
4 1 Both No 20.00 14.00 0.00 18'-8 1/2" 6 I -5 II 5 1 90 0
5 1 Both No 20.00 14.00 0.00 23'-1 1/2" 4'-5" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth... [in]: at left.: 7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
EN? e 2MI e Ritttsc
Project: Lot 105 BOO 182
09/12/01
IW
Mark: G4
13:32:28
I&\
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.69 in (L/
0.47 in (L/
2595.32 inA4
0.35 in
------------------------FORCES IN MEMBERS [kips]
480)
697)
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N) (Eff. depth= 31.86 in)
Left Reaction = 37. 92/ 0.00 kips Right Reaction = 44.08/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 31.22 -70.06 LL 4 x .375 z 43 0.482 2'-11 3/4"
1.2 31.22 -70.06 do z 45 0.684 2'-11 3/4"
1.3 17.36 -117.26 do z 48 0.833 3'-2"
1.4 17 .36 -117.26 do z 48 0.833 3'-2"
1.5 13 .66 -129.82 do z 49 0.926 3'-2 1/2"
1.6 13.66 -129.82 do z 49 0.926 3'-2 1/2"
1. 7 18.81 -112.16 do z 34 0.757 2'-2 1/2"
1.8 18.81 -112.16 do z 34 0.735 2'-2 1/2"
1.9 28.23 -80.12 do z 21 0.654 1'-4 3/4"
1.10 28.23 -80.12 LL 4 X .375 z 49 0.572 3'-4 3/4"
Bottom Chord
2.1 0.00 o.oo LL 3.5 X .344 z 49 0.513 2'-11 3/4"
2.2 82.26 o.oo do z 107 0.770 6'-1 3/4"
2.3 123.45 o.oo do z 111 0.899 6'-4 1/2"
2.4 115.73 o.oo do z 94 0.842 5'-5"
2.5 76.50 0.00 do z 63 0. 722 3'-7 1/4"
2.6 0.00 o.oo LL 3.5 X .344 z 56 0.477 3'-4 3/4"
End Diagonal
3.1 55.09 -13.77 LL 2 x .247 z 119 0.990 3'-11 7/8" .247 -7 1/2"
3.2 69.23 -17.31 LL 3 x .281 z 85 0. 718 4'-3 1/2" .281 -8 1/4"
Diagonal Towards End
4.1 27.38 -6.85 LL 1. 75 x .143 z 143 0.982 4'-3" .143 -6 1/2"
4.2 0.00 -17.29 X LL 2 X .156 xx 80 0.792 4'-3 3/8" .156 -3 3/4"
4.3 17.29 -4.32 X LL 2 X .156 xx 80 0.480 4'-3 3/8" .156 -3 3/4"
4.4 31.00 -7.75 LL 1.75 x .155 z 120 0.996 3'-7 1/8" .155 -6 3/4"
Diagonal Towards center
5.1 0.00 -56.68 X LL 3 X .224 xx 51 0.975 4'-1 3/8" .224 -8 1/2" T45
5.2 0.00 -27.21 X LL 2 X .203 xx 81 0.934 4'-3" .203 -4 1/2"
.5.3 0.00 -30.90 X LL 2 x .203 xx 67 0.936 3'-7 1/8" .203 -5 1/8"
5.4 0.00 -49.61 X LL 2 .5 x .23 xx 47 0.912 3'-1 7/8" .230 -7 1/4"
Secondary Web Member
7.1 0.00 -1.44 Ulx .118 z 108 0.381 2'-10" .118 -1 1/2"
7.2 0.00 -2.42 do z 108 0.637 do do
7.3 0.00 -2.68 do z 108 0.705 do do
7.4 0.00 -2.31 do z 108 0.609 do do
7.5 0.00 -1.65 U 1 X .118 z 108 0.435 2'-10" .118 -1 1/2"
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 40'-10 7/8" ==> 0 Row(s) Minimum
Laterals supports
Concentrated loads
e ~ canam~!~Jro!
----*
Project: Lot 105 B00182
09/12/01
Mark: G4
13:32:28 .... -------------------------------------------,_,,,-w,_.,__,,ISMMI-.. WMl-dlR .. illlMI_Pil_,__,_._, ... _....,,!lli IIIIOIIID ___ '"""""""'
@ Bottom Chord: 36'-11 5/8 11 ==> 0 Row{s) Minimum Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
-o =lo profile, OU= 2 u profiles one inside the other, -CL crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) 0 ~ 6:·
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
1207 ( 234.29) / 1271 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
246.61) Area to Paint: 209.85 pi2
• ~ canam~!tErc!
"GiWIIL&& OMM HM WMd
Mark: GS
Project: Lot 105 B00182
09/12/01 13:32:29 lilliiMMIM ......... 11i1111C .... 4.....,,.,.,,,._,,...........,....,,....,...,. .............. ,._ __________________________ ....,_.....,...,..,.,,._......,,•,.,.....,,,,,_,
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : GS (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
' ' ' ' ' ' ' ' ' ' ' I I I I I I I =.t I : I I I
I ~I ~I ~I ~I :ti. 001 "'' ~: ~I I
I "'' -.., -.., _, _, ;:::;, o' "11 I : I I -, -, C"ll 01 Q\I ,....1 01 ,....1 ~I 91 "';"1 «;'1 Cl'1 •' I .• I 'I .' I .' I •' I 'I • I • I • I • I "11 \01 ool 01 "1 I -.:j-1 t-1 01 "'1 '°1 °'1 -1 ..... , _, Ni N1 NI N1 I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I ~ I ~ I I I ~ I ~ 00 I ~ I ~ ~ I I I I I I I in I I I I "' I "' I ~ I ~ I I I I "' I I -I -I I I ~ I ~ '7 I '7 I -'7 I . . ' I "" I "" I "" I "" I "' I c-, "' I c-, I ::.. "" I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
.... "' "' .... If") ,-: ,-: ,-: ,-: ,-:
st' -?-1 .,> ?(./ .,'), '!",.:, ..,_"? ,J' ..,_'f "''), ~ (',I \i' (',I
2.1 2.2 2.3 2.4 2.5 2.6
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G5N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0'-011 * 0 '-0" 3 1 90 0
2 1 Both No 20.00 14.00 0.00 6'-3 1/2" 6'-3 1/2" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 13'-3 1/2" 7' -0" 5 1 90 ·o
4 1 Both No 20.00 14.00 0.00 18'-9 l/8 11 5'-5 5/8" 5 1 90 0
5 1 Both No 20.00 14.00 0.00 23'-0 3/8" 4'-3 1/4" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
Yes
7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
• ~ canam~~l?!
+wtM+i ilFMi
Mark: G5
Project: Lot 105 BOO 182
09/12/01 13:32:29 ------"""" .......... _____ lll! .. ______________ llllWM•MMlllltHhlllW .. ,~ ..... -·-"'""'*""ifiih"'•llli&!llliill..,.,,., ...... , ... ,m ........ 1111wm:m ..... , .............. m, ..,.. ............... , ... """" ...... '"'u\ .... JM~ll:l'IJtl
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.67 in (L/
0.46 in (L/
2449.05 in"4
0.34 in
------------------------FORCES J: N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
480)
695)
(Fy = 50 Ksi U/N) (Eff. depth = 31';99 in)
Left Reaction = 35.89/ 0.00 kips Right Reaction = 46 .11/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 31.09 -69.86 LL 3 .5 X .375 z 52 0.585 3'-1 3/4"
1.2 31.09 -69.86 do z 55 0.781 3'-1 3/4"
1.3 17.42 -116.40 X do yy 45 0.935 3'-6"
1.4 17.42 -116.40 X do YY. 45 0.935 3'-6"
1.5 14.20 -127.23 X do yy 35 0.968 2'-8 7/8"
1.6 14.20 -127.23 X do yy 35 0.968 2'-8 7/8"
1.7 19.91 -107.72 do z 37 0.854 2'-1 5/8"
1.8 19.91 -107.72 do z 37 0.827 2'-1 5/8"
1.9 28.66 -77.95 do z 19 o. 723 1'-1 3/8"
1.10 28.66 -77.95 LL 3.5 X .375 z 51 0.650 3'-1 3/8"
Bottom Chord
2.1 0 .• 00 0.00 LL 3.5 x .344 z 52 0.568 3'-1 3/4"
2.2 81.95 o.oo do z 116 0.760 6'-7 3/4"
2.3 121.81 0.00 do z 109 0.887 6'-2 7/8"
2.4 110.96 o.oo do z 85 0.808 4'-10 3/8"
2.5 69.87 0.00 do z 57 0.692 3'-2 7/8"
2.6 o.oo o.oo LL 3.5 X .344 z 51 0.436 3'-1 3/8"
End Diagonal
3.1 53.66 -13 .42 LL 2 X .247 z 123 0.965 4'-1 3/8" .247 -7 3/8" T45
3.2 68.52 -17 .13 LL 3 X .281 z 81 o. 711 4'-1" .281 -8 1/4" T45
Diagonal Towards End
4.1 25.64 -6.41 X LL 1.5 x .155 xxl15 0.969 4'-6" .155 -5 5/8"
4.2 0.00 -16.51 X LL 1. 75 x .143 xx 84 0.973 3'-11 1/4" .143 -3 7/8"
4.3 16.51 -4.13 X LL 1. 75 X .143 xx 84 0.573 3'-11 1/4" .143 -3 7/8"
4.4 33.16 -8.29 LL 2 X .156 z 104 0.922 3'-6 5/8" .156 -7 1/8"
Diagonal Towards Center
5.1 0.00 -55.17 X LL 3 x .224 xx 53 0.959 4'-2 3/4" .224 -8 1/4" T45
5.2 0.00 -25.42 X LL 2 x .203 xx 86 0.925 4'-6" .203 -4 1/4"
5.3 0.00 -33.06 X LL 2 X .203 xx 67 0.995 3'-6 5/8" .203 -5 1/2"
5.4 0.00 -49.78 X LL 2.5 x .23 xx 45 0.905 3'-0 1/2" .230 -7 3/8"
Secondary Web Member
7.1 0.00 -1.45 Ulx .118 z 108 0.384 2'-10" .118 -1 1/2"
7.2 0.00 -2.41 do z 108 0.640 do do
7.3 0.00 -2.63 do z 108 0.700 do do
7.4 0.00 -2.23 do z 108 0.592 do do
7.5 o.oo -1.61 U 1 X .118 z 108 0.429 2'-10" .118 -1 1/2"
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-11 3/4" ===> 0 Row(s) Minimum
Laterals supports
Concentrated loads
Project: Lot 105 BOO 182
09/12/01 13:32:29
Mark: G5
@ Bottom Chord: 36'-11 5/8" ==> 0 Row(s) Minimum Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
-u = l u profile, ut7 = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED.LOAD~ (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O ~ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp}: O = standard, l = non-composite
Projets no.: B00182
1106 ( 208.43) / 1168 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
220.39) Area to Paint: 195.47 pi2
Project: Lot 105 B00-182.
09/12/01 13:32:29
Project: Lot 105 B00182
Mark: G6
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : G6 (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
' ' ' ' ' ' ' ' ' ' = ' I I I I I I I I : I I '<ti
I : I ~I C:! I ~I C:!1 N1 ~I ~I ~: ;::.1
I ~I 'I -1 -1 .... 1 ::::.1 .... , .... , o' : I <'II .... , .... , t--1 .... , r-' ,..,, r-1 Ni ,..,1
91 ,1 t-;-1 •' I 'I .• I IJ •' I •' I .• I •' I • I • I • I 01 <')I t--1 01 ~: t--1 °'' NI 01 "', '°1 -1 .... , -1 NJ N1 N1 "'' I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
::!: I ~ I I I I I I I ~ I ~ I
I I I I I I I I I I "' I <"l I ~ I ~ I I I I I I M I o;> I o;> I I I "i' I "i' I "i' I "i' I r;-I r;-I "' I "' I "' I "' I "' I "' I "' I "' I ::.. I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 -"' M .... .,., ,-: ,-: ,-: ,-: ,-:
<I' --r,, .,":> >r,, .,'? >r,2 b<'? -!.;, . ,,.~ ...,. ":,';, ~ <':I .,,. <':I
2.1 2.2 2.3 2.4 2.5 2.6
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G5N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips) [kips] [kips] [ft] [ft] 0:-6 1/2 [deg)
1 1 Both No 1.00 0.70 0.00 0' -0"* 0' -0" 3 1 90 0
2 1 Both No 20.18 14.13 0.00 6'-7 1/2" 6'-7 1/2" 5 1 90 0
3 1 Both No 20.18 14.13 0.00 13'-7 1/2" 7'-0" 5 1 90 0
4 1 Both No 20.18 14.13 0.00 20'-7 1/2" 7' -0" 5 1 90 0
5 1 Both No 20.18 14.13 0.00 27'-7 1/2" 7'-0" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
{Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
Yes
7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
--50.00 50.00 0.00 0.00
50.00 -50.00 O.dO 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
Mark: G6
Project: Lot 105 B00182
09/12/01 13:32:29
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . .. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . -
0.81 in (L/
0.70 in (L/
2891. 45 in"4
0.45 in
------------------------FORCES :C N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
{Fy = 50 Ksi U/N) (Eff.
Left Reaction = 39.63/ 0.00 kips Right Reaction =
REQUIRED MATERIAL··
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 29.76 -75.23 LL 4 X .438 z 48 0.461 3'-3 3/4"
1.2 29.76 -75.23 do z 51 0.658 3'-3 3/4"
1.3 13.44 -130.82 do z 54 0. 830 3'-6"
1.4 13.44 -130.82 do z 54 0.830 do
1.5 8.48 -147.71 do z 54 0.937 do
1.6 8.48 -147.71 do z 54 0.937 do
1.7 15.49 -123.79 do z 54 0.785 do
1.8 15.49 -123.79 do z 54 0.785 3 '-611 •
1.9 27.76 -81.97 do z 25 0.623 1'-7 3/8"·
1.10 27.76 -81.97 LL 4 x .438 z 53 0.517 3'-7 3/8"
Bottom Chord
2.1 0.00 0.00 LL 3.5 X .375 z 55 0.552 · 3 '-3 3/4"
2.2 96-.01 0.00 do z 119 0.838 6'-9 3/4"
2.3 145.73 0.00 do z 122 0.978 7'-0"
2.4 141.04 o.oo do z 122 0.946 7'-0"
2.5 81.96 0.00 do z 89 0.811 5'-1 3/8"
2.6 0.00 o.oo LL 3.5 x .375 z 60 0.471 3'-7 3/8"
End Diagonal
3.1 61.33 -15.33 LL 3 X .281 z 84 0.636 4'-2 3/4"
3.2 70.50 -17.63 LL 3 x .313 z 89 0.660 4'-5 1/2"
Diagonal Towards End
4.1 31.69 -7.92 LL 2 X .166 z 133 0.830 4'-6"
4.2 0.00 -17.84 X LL 2 X .156 xx 85 0.854 do
4.3 17.84 -4.46 X LL 2 X .156 xx 85 0.496 do
4.4 37.50 -9.38 LL 2 x .166 z 133 0.982 4'-6"
Diagonal Towards Center
5.1 0.00 -63.09 X LL 3 x .281 xx 55 0.833 4'-4 1/4"
5.2 0.00 -31.52 X LL 2.5 x .210 xx 68 0.755 4' -6"
5.3 0.00 -37.32 X LL 2.5 x .210 xx 68 0.894 4'-6"
5.4 0.00 -50.27 X LL 2.5 x .23 xx 48 0.933 3'-3 1/8"
Secondary Web Member
7.1 0.00 -1.55 Ulx .118 z 108 0.407 2'-10"
7.2 0.00 -2.69 do z 108 0.709 do
7.3 o.oo -3.04 do z 108 0.800 do
7.4 0.00 -2.55 do z 108 0.671 do
7.5 0.00 -1.69 Ulx .118 z 108 0.444 2'-10"
480)
555)
depth = 31.83
43.09/ 0.00
REQUIRED WELD
Weld-Ea.Side
.281 -7 3/8"
.313 -7 5/8"
.166 -6 1/2"
.156 -3 7/8"
.156 -3 7/8"
.166 -7 5/8"
.281 -7 5/8"
.210 -5 1/8"
.210 -6"
.230 -7 3/8"
.118 -1 1/2"
do
do
do
.118 -1 1/2"
in)
kips
Remarks
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 41'-2" ==> 0 Row(s) Minimum
Laterals supports
Concentrated loads
e ', canam~!~aro! Project: Lot 105 B00182
09/12/01
Mark: 06
13:32:29
@ Bottom Chord: 37'-1 1/4" ==> 0 Row(s) Minimum Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l u profile, UU = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
SPan: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel· 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support~
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 Vertical, O = Horizontal Composite (Clllp): O = standard, 1 = non-composite
Projets no.: B00182
1590 ( 308.94) / 1669 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
323.43) Area to Paint: 246.69 pi2
e, cana.m~!!i~! Project: Lot 105 B00182
09/12/01 13:32:29
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING.TO sn CODE
Mark. ..... : G7 (GIRDER 2 (GAP l"), Symmetrical, Parallel, Free ends)
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Mark: G7
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2.1
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL
TOTAL LOAD 0.00 lb/ft 34G4N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0. 70 0.00 0'-0"* 0 '-0" 3 1 90 0
2 1 Both No 20.18 14.12 0.00 6'-7 1/2" 6'-7 1/2" 5 1 90 0
3 1 Both No 20.18 14.12 0.00 13 '-7 1/2" 7 '-0" 5 1 90 0
4 1 Both No 20.18 14.12 0.00 20'-7 1/2" 7'-0" 5 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL· LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
{L) Live Load ............... :
{D) Dead Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth... [in]: at left.: 7 1/2"
0.00
0.00
0.00
0.00
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
Mark: G7
Project: Lot 105 B00182
09/12/01 13:32:29
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia .................................... =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ==
0.67 in (L/
0.43 in (L/
2148.77 inA4
0.34 in
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 31. 27 / 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 31.68 -67.15 LL 3.5 X .375 z 55 0.574 3'-3 3/4"
1.2 31.68 -67.15 do z 58 o. 712 3'-3 3/4"
1.3 20.27 -106.12 do z 61 0.948 3'-6"
1.4 20.27 -106.12 LL 3.5 X .375 z 61 0.948 3'-6"
Bottom Chord
2.1 0.00 , 0.00 LL 3 X .313 z 64 0.601 3'-3 3/4"
2.2 74.87 o.oo do z 139 0.818 6'-9 3/4"
2.3 101.93 0.00 LL 3 X .313 z 143 0.954 7'-0"
End Diagonal
3.1 48.07 -12.02 LL 2 X .247 z 127 0.864 4'-2 3/4"
Diagonal Towards End
4.1 17.65 -4.41 d U 1 3/8 X .176 z 119 0.914 4'-6"
Diagonal Towards Center
5.1 0.00 -49.37 LL 3 X .281 z 87 0.869 4'-4 1/4"
5.2 0.00 -17.43 X LL 2 X .156 xx 85 0.837 4'-6"
Secondary Web Member
7.1 0.00 -1.40 U· l X .118 z 109 0.374 2'-10"
7.2 0.00 -2.21 U 1 X .118 z 109 0.591 2'-10"
480)
743)
depth = 32.12
31. 27 / 0.00
REQUIRED WELD
Weld-Ea.Side
.247 -6 5/8"
.176 -3 3/8"
.281 -6"
.156 -3 3/4"
.118 -1 1/2"
.118 -1 1/2"
in)
kips
Remarks
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-ll 3/4" ==>
@ Bottom Chord: 32'-11 3/8" ==>
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l u profile, uu = 2 U profiles one inside the other, -CL Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.}
Span: 1 = Maln Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.} 0@ 6:
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp}: 0 standard, l = non-composite
e, cana·m~!~ra! .... Project: Lot 105 B00182
09/12/01
Mark: G7
13:32:29
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
993 ( 187.26) / 1050 ( 198.30) Area to Paint: 175.40 pi2
e ~ canam~!~!!
+ iiM Proje~t: Lot 105 B00182
09/12/01 13:32:30
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : GS (GIRDER 2 (GAP 1 "), Asymetrical, Parallel, Free ends)
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Mark: GS
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2.3
--------------------------------------LOADING CONDITIONS-------------------------------------(.THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 18G2N24 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0 I -0" * 0'-0" 3 1 90 0
2 1 Both No 24.54 17.18 0.00 4'-5 1/8" 4'-5 1/8" 5 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
(Q} Wind or Seism (case 1) .. :
(case 2) .. :
(L} Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Weld Plate required Y/N ........ : Yes Imposed Rows of Bridging Y/N.: No
Bearing Depth... [in]: at left.: 7 1/2" at right: 7 1/2"
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ... -~·-········ =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Reqt1ired camber . ... . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . =
0.21 in (L/ 480)
0.04 in (L/ 2432)
377.70 in"4
0.09 in
Project: Lot 105 B00182
09/12/01
Mark: GS
13:32:30 _, 1¥f!W591¥h5 w i¥1AW:WM!i
------------------------F 0 RC E s I N MEMB E R s [kips] -----------------------
{THE SHOWN FORCES ARE REALS)
{Fy = 50 Ksi U/N) (Eff. depth = 16.30 in)
Left Reaction = 13.31/ 0.00 kips Right Reaction = 13.23/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 37.25 -56.20 LL 3.5 X .344 z 36 0.465 2'-2 1/2"
1.2 37.25 -56.20 do z 39 0.521 2'-2 1/2"
1.3 37.25 -56.21 do z 39 0.521 2' -2 3/4"
1.4 37.25 -56.21 LL 3.5 X .344 z 36 0.465 2'-2 3/4"
Bottom Chord
2.1 o.oo 0.00 LL 2.5 X .210 yy 72 0.571 2'-2 1/2"
2.2 40.21 o.oo do z 108 0.666 4'-5 1/4"
2.3 0.00 o.oo LL 2.5 X .210 yy 72 0.571 2'-2 3/4"
End Diagonal
3.1 23.52 -5.88 LL 2 X .166 z 75 0.616 2'-6 1/2". .166 -4 3/4"
3.2 23.48 -5.87 LL 2 X .166 z 75 0.615 2'-6 5/8" .166 -4 3/4"
Diagonal Towards Center
5.1 0.00 -24.37 X LL 2 X .166 xx 50 0.815 2'-8 1/8" .166 -5"
5.2 0.00 -24.32 X LL 2 X ;166 xx 50 0.815 2'-8 1/4" .166 -5"
Secondary Web Member
7.1 0.00 -1.12 u 1 X .118 z 55 0.161 1'-6" .118 -1 1/2"
7.2 0.00 -1.12 LL 1.5 X .109 z 55 0.082 1'-6" .109 -1 1/2"
-----------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-10 1/8" ==>
@ Bottom Chord: 28'-5 3/4" ==>
Fabrication code unless noted
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
-LL 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
-u = l u profile, OU= 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
0 transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel
4 = anywhere along the joist
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (C:mp): 0 = standard, l = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
260 ( 51.17) / 279 ( 55.15) Area to Paint: 57.63 pi2
n:
• ~ c·anam~t~~!
MMiMfiiWWFN Project: Lot 105 B00182
09/12/01
Mark: G9
13:32:30
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : G9 (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
I I I I I I I I I I I I I ~: I I I : I I I : I I I ~I ~: 00) 001 ~I 00) 001 :::t1 I I "'' -1 ;;:;1 r=:1 -1 ;::;I vi I -1 I
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1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
-<'I "' -st: .,., ,..: ,..: ,..: r-,..:
""" ~./ <:,"'>-'if-1 <:,'>' '!",2 ,,.,., -!'_,, ,,.>r-cl' n,'>' """ .., .... ..,
2.1 2.2 2.3 2.4 2.5 2.6
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G5N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kipsJ [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0 '-0" * 0'-0" 3 1 90 0
2 1 Both No 20.00 14.00 0.00 6'-11 1/2" 6'-11 1/2" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 13'-3 3/8 II 6'-3 7 /8 11 5 1 90 0
4 1 Both No 20.00 14.00 0.00 18'-0 1/2" 4'-9 1/8" 5 1 90 0
5 1 Both No 20.00 14.00 0.00 22'-9 5/8 11 4'-9 1/8" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
Yes
7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
Project: Lot 105 B00182
09/12/01
Mark: G9
13:32:30
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
~equired camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. =
0.68 in (L/
0.48 in (L/
2595.32 in"4
0.34 in
------------------------FORCES IN MEMBERS [kips]
480)
681)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 31.86 in)
Left Reaction = 36.66/ 0.00 kips Right Reaction = 45.34/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 30.01 -74.21 LL 4 x .375 z 50 0.535 3'-5 3/4"
1.2 30.01 -74.21 do z 53 o. 724 3'-5 3/4"
1.3 15.30 -124.20 do z 48 0.882 3'-1 7/8"
1.4 15.30 -124.20 do z 48 0.882 3'-1 7/8"
1.5 11.98 -135.36 do z 36 0.898 2'-4 1/2""
1.6 11.98 -135.36 do z 36 0.898 do
1. 7 17. 77. -115.66 do z 36 0.789 do
1.8 17.77 -115.66 do z 36 0.768 2'-4 1/2"
1.9 27.90 -81.21 do z 21 0.674 1'-4 5/8"
1.10 27.90 -81.21 LL 4 X .375 z 49 0.580 3'-4 5/8"
Bottom Chord
2.1 0.00 o.oo LL 3.5 X .344 z 58 0.581 3'-5 3/4"
2.2 93.14 o.oo do z 116 0.818 6'-7 3/4"
2.3 131.07 0.00 do z 97 0.954 5'-6 1/2"
2.4 123.03 0.00 do z 83 0.896 4'-9 1/8"
2.5 78.51 0.00 do z 66 0.768 3'-9 1/4"
2.6 0.00 o.oo LL 3.5 X .344 z 56 0.490 3'-4 5/8"
End Diagonal
3.1 58.42 -14.60 LL 3 X .281 z 86 0.606 4'-4 1/4" .281 -7"
3.2 71.14 -17.79 LL 3 x .313 z 85 0.666 4'-3 1/2" .313 -7 5/8"
Diagonal Towards End
4.1 25.33 -6.33 X LL 1.5 X .155 xx107 0.957 4'-3" .155 -5 1/2"
4.2 0.00 -15.22 X LL 1. 75 X .143 xx 79 0.847 3'-8 3/8" .143 -3 5/8"
4.3 15.22 -3.81 X LL 1. 75 x .143 xx 79 0.529 do .143 -3 5/8"
4.4 33.69 -8.42 LL 2 x .156 z 108 0.936 3'-8 3/8" .156 -7 1/4"
Diagonal Towards Center
5.1 0.00 -60.02 X LL 3 x .281 xx 57 0.802 4'-5 7/8" .281 -7 1/4"
5.2 0.00 -25.15 X LL 2 x .186 xx 80 0.935 4'-3" .186 -4 5/8"
5.3 0.00 -33.57 X LL 2 x .247 xx 70 0.867 3'-8 3/8" .247 -4 5/8"
5.4 0.00 -50.99 X LL 2.5 x .23 xx 47 0.937 3'-1 7/8" .230 -7 1/2"
Secondary Web Member
7.1 0.00 -1.53 U 1 X .118 z 108 0.403 2'-10" .118 -1 1/2"
7.2 0.00 -2.56 do z 108 0.675 do do
7.3 0.00 -2.79 do z 108 o. 736 do do
7.4 0.00 -2.38 do z 108 0.628 do do
7.5 0.00 -1.67 U 1 X .118 z 108 0.441 2'-10" .118 -1 1/2"
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 40'-10 7/8" ==> 0 Row(s) Minimum
Laterals supports
Concentrated loads
•~canamsteel Corporation
..., &HM&IWWWii ewe ••••
&#Mi-I iiiflAiG¥t ¥16§ ttl#W #I iNI/IMPAW ... , .... Project: Lot 105 B00182
09/12/01 wwwmmw IM kdlDIQWAi#
Mark: G9
13:32:30
IISWI-NI y
@ Bottom Chord: 36'-11 5/8" ==> 0 Row{s) Minimum Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-o = 1 o profile, 00 = 2 o profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 ·= Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Bole: Top Chord with Boles at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member 1 = within a panel with no reinforcement
2 anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and latera·l support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 standard, 1 = non-composite
Projets no.: B00182
1222 ( 237.57) /
Designer: Gonzalo Garcia Shop: .J'Uarez (Mexique) [Production]
1293 ( 251.40) Area to Paint: 209.71 pi2
IHI
Project: Lot 105 B00182
09/12/01 13:32:31
Project: Lot 105 B00182
Mark: GlO
IRfAN 44¥#1# 2hklUIHitEI 0 -
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : G 10 (GIRDER 2 (GAP 1 "), Symmetrical, Parallel, Free ends)
' ' ' ' ' ' = ' ' I I ~: I NI I NI : I I ~I ~I ;::;, "'11 ;::;, ::;t,
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I I I I I I I I I I "' I "' I ¾> I ~ I ~ I I "' I "' I I '? I '? I I I I "i' I '? I ',;> I I "' I "' I "' I "' I "' I "' I "' I "' I
1.1 1.2 1.3 1.4 1.4 1.3 1.2 1.1
.... N N .... ,-.: ,-.: ,-.: ,-.:
~ ~~ .. ;';, 'i(.? -,'} .f,? .,_";> -!'.? ,.,> <I' (') (')
2.1 2.2 2.3 2.2 2.1
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G4N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0'-0 11 * 0 I -0" 3 1 90 0
2 1 Both No 20.00 14.00 0.00 6'-11 1/2" 6'-11 1/2" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 13'-11 1/2" 7 '-0" 5 1 90 0
4 1 Both No 20.00 14.00 0.00 20' -11 1/2." 7'-0" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXJ:AL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth... [in]: at left.: 7 1/2 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
•, canam~!~!! Mark: GlO
Project: Lot 105 BOO 182
09/12/01 13:32,31
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . .. . . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . =
0.69 in (L/
0.47 in (L/
2148.77 in"4
0.35 in
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N} (Eff.
Left Reaction = 31.00/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 31.34 -68.35 LL 3.5 X .375 z 58 0.596 3'-5 3/4"
1.2 31.34 -68.35 do z 61 o. 727 3'-5 3/4"
1.3 19.62 -108.39 do z 61 0.969 3'-6"
1.4 19.62 -108.39 LL 3.5 X .375 z 61 0.969 3'-6"
Bottom Chord
2.1 0.00 0.00 LL 3 X .313 z 67 0.626 3'-5 3/4"
2.2 78.03 o.oo do z 142 0.841 6'-11 3/4"
2.3 104.84 0.00 LL 3 X .313 z 143 0.982 7'-0"
End Diagonal
3.1 49.13 -12.28 LL 2 x .247 z 131 0.883 4'-4 1/4"
Diagonal Towards End
4.1 17.49 -4.37 d U 1 3/8 X .176 z 119 0.906 4'-6"
Diagonal Towards center
5.1 0.00 -50.43 LL 3 X .281 z 89 0.917 4'-5 7/8"
5.;2 0.00 -17.28 X LL 2 X .156 xx 85 0.830 4'-6"
Secondary Web Member
7.1 o.oo -1.42 U 1 X .118 z 109 0.381 2'-10"
7.2 0.00 -2.25 U 1 X .118 z 109 0.604 2'-10"
480)
704)
depth
31.00/
= 32.12
0.00
REQUIRED WELD
Weld-Ea.Side
.247 -6 3/4"
.176 -3 3/8"
.281 -6 1/8"
.156 -3 3/4"
.118 -1 1/2"
.118 -1 1/2"
in}
kips
Remarks
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 36'-11 3/4" ==>
@ Bottom Chord: 32'-11 3/8" ==>
0 Row{s) Minimum
0 Row{s) Minimum
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly.on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: ~oth Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist·
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = vertical, O = Horizontal Composite (Cmp): 0 standard, l = non-composite
Mark: GlO
Project: Lot 105 B00182
09/12/01 13:32:31 a11w .... ,...._....,...,. _ _._, _________________________ _,...,....., __ ,..,:::.,..,w.,......,Dllll....,,.,_.,. ... _,_......,.....,....,,_,....__,,,.._
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
1013 ( 190.93) / 1074 ( 202.77). Area to Paint: 179.14 pi2
• ', canam~!o~9o! Project: Lot 105 B00182
09/12/01 13:32:31
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : 011 (GIRDER 2 (GAP l"), Asymetrical, Parallel, Free ends)
' = : ' ' ' ' ' ' ' ' ' I I ~: I I I I I I I
I c:!1 501 ~I ~: ~: ~: 001 ~: oo,
I -1 ..__, <"l1 --1 ;:;;1 ;:;;1
: I 01 -, 01 ("ll 01 01 NI ""' \01 °'' 91 '";'I ";'1 '";'I s>1 .' I 'I •' I ,, •' I •' I • I • I • I • I • I _, ~I r:--1 01 ("ll \01 01 NI ("ll "11 001 -1 -1 -1 NI N1 Ni
I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I s I= I I I I I I I I J(:! I ~ I ~ I I I I s I s I 1-I I I I I I I I
~ ,o I ,,., I I I I I I I --9 9 ~ ~ ~ ~ 1'";' I ' I ' I I I I I I ('I 10 I ('I I ('I I "' I "' I "' ;;., I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
"' st' .,.., r-: r-: r-:
,,_,"! ir.., "'l"J ir'_;, ..,,_'r-v' ..,,_'? •y
2.1 2.2 2.3 2.4 2.5 2.6
Mark: Gll
' ' ' ' 001 I I 'st,
r=:,1 ~: I ;;=;1 _, I ,....1 _, NI f-1 ,....1 ,, •' I 'I •' I 001 -1 NI "11 Ni <"ll <"ll <"ll
I I I I
I I I I I I I I I I I I I I I I I I I I ~ I s I ~ I 00 I I I I v'i I I I I I ~ ~ "i "i I I I I ('I I ('I I ;:.., I "' I
1.11 1.12 1.13 1.14
"' t-r-: r-:
v' ,,,"I ~ V' C')
2.7 2.8
--------------------------------------LOADXNG CONDXTXONS -------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 0.00 lb/ft 34G7N20 LIVE LOAD 0.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 1.00 0.70 0.00 0 I -0" * 0 I -0 11 3 1 90 0
2 1 Both No 20.00 14.00 0.00 3'-9 l/811 3'-9 1/8" 5 1 90 0
3 1 Both No 20.00 14.00 0.00 8'-0 3/8" 4'-3 1/4" 5 1 90 0
4 1 Both No 20.00 14.00 0.00 14'-0 3/8" 6'-0" 5 1 90 0
5 1 Both No 20.00 14.00 0.00 20'-4 3/8" 6'-4" 5 1 90 0
6 1 Both No 20.00 14.00 0.00 26'-9 3/8" 6'-5" 5 1 90 0
7 1 Both No 20.36 14.25 0.00 31'-2 3/8" 4'-5" 5 1 90 0
--------------------------END MOMENTS [ft-kip] & AXXAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 7 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-50.00 50.00 0.00 0.00
50.00 -50.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 7 1/2"
CD tWI 4¥WP1 Mi
Project: Lot 105 BOO 182
09/12/01 13:32:31
Mark: Gll
,ww ewwea i#A cµ,,ag. tl#irti:tta
------.-----------------------------------DEFLECTiON ------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Requ.ired camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.89 in (L/
0.89 in (L/
3933.84 in"4
0.52 in
------------------------FORCES i N MEMBERS [kips]
480)
480)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 31.40 in)
Left Reaction = 63.16/ 0.00 kips Right Reaction = 59.20/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 26.10 -89.66 LL 5 x .438 z 33 0.407 2'-10 1/2"
1.2 26.10 -89.66 do z 11 0.525 0'-10 1/2"
1.3 13.65 -131.80 do z 26 0.581 2'-1 5/8"
1.4 13.65 -131.80 do z 26 o. 726 2'-1 5/8"·
1.5 0.19 -182.46 do z 37 0.843 3'-0"
1.6 0.19 -182.46 do z 37 0.843 3'-0"
1.7 0.00 -210.99 do z 39 0.985 3'-2"
1.8 0.00 -210.99 do z 39 0.985 3 '-2"
1.9 0.00 -191.41 do z 39 0.896 3'-2 1/2"
1.10 0.00 -191.41 do z 39 0.896 3'-2 1/2"
1.11 10.32 -143.09 do z 27 0.762 2'-2 1/2"
1.12 10.32 -143.09 do z 27 0.633 2'-2 1/2"
1.13 24.47 -95.21 do z 17 0.569 l'-4 5/8"
1.14 24.47 -95.21 LL 5 X .438 ·z 39 0.446 3'-4 5/8"
Bottom Chord
2.1 0.00 0.00 LL 4 X .5 z 42 0.406 2'-10 1/2"
2.2 86.60 o.oo do z 46 0.596 . 3'-0 1/4"
2.3 156.51 0.00 do z 79 0.793 5'-1 5/8"
2.4 208.21 0.00 do z 95 0.925 6'-2"
2.5 213.55 0.00 do z 98 0.949 6'-4 1/2"
2.6 169.05 0.00 do z 83 0.814 5'-5"
2.7 104.15 o.oo do z 55 0.644 3'-7 l/811
2.8 0.00 o.oo LL 4 x .5 z 49 0.397 3'-4 5/8"
End Diagonal
3.1 90.88 -22.72 LL 3 .5 x .375 z 66 0.610 3'-11 1/8" .313 -9 7/8"
3.2 93.78 -23.45 LL 3.5 X .375 z 73 0.629 4'-3 1/2" .313 -10 1/8"
Diagonal Towards End
4.1 55.50 -13.88 LL 2 x .247 z 104 0.998 3'-6 5/8" .247 -7 5/8"
4.2 34.77 -8.69 LL 2 X .156 z 121 0.966 4'-1 1/2" .156 -7 1/2"
4.3 24.79 -6.20 X LL 2 x .186 xx 80 0.582 4'-3" .186 -4 1/2"
4.4 0.00 -24.79 X LL 2 X .186 xx 80 0.917 4'-3" .186 -4 1/2"
4.5 29.26 -7.31 LL 1. 75 X .155 z 144 0.979 4'-3 3/8" .155 -6 3/8"
4.6 50.57 -12.64 LL 2 x .247 z 105 0.909 3'-7 1/8" .247 -6 7/8"
Diagonal Towards Center
5.1 0.00 -66.53 LL 3 x .281 z 56 0.886 2'-11 5/8" .281 -8"
5.2 0.00 -55.42 X LL 3 X :224 xx 43 0.912 3'-6 5/8" .224 -8 3/8"
5.3 0.00 -34.64 X LL 2 x .247 xx 78 0.967 4'-1 1/2" .247 -4 3/4"
5.4 0.00 -29.12 X LL 2 X .247 xx 82 0.840 4'-3 3/8" .247 -4"
5.5 0.00 -50.49 X LL 2.5 X .23 xx 53 0.967 3'-7 1/8" .230 -7 3'/8"
5.6 0.00 -66.89 LL 3 X .281 z 60 0.917 3'-1 7/8" .281 -8"
No Tension Compres.
Secondary Web Member
'7 .1 o.oo -1.82
7.2 0.00 -2.68
7.3 o.oo -3. 71
7.4 0.00 -4.29 d
7.5 0.00 -3.89
7.6 0.00 -2.91
7.7 0.00 -1.93
Project: Lot 105 BOO 182
09/12/01 13:32:31
FORCES :IN MEMBERS .(Cont.) [kips]
REQU:IRED MATER:IAL
x = tied at mid-length
Ulx .118
do
Ulx .118
U 1 3/8 X .118
u 1 X .118
do
u 1 X .118
Slend. Util. Length
z 106 0.467 2'-10"
z 106 o .. 686 do
z 106 0.950 do
z 73 0.651 do
z 106 0.996 do
z 106 0.745 do
z 106 0.496 2'-10"
Mark: Gll
REQU:IRED WELD
Weld-Ea.Side Remarks
.118 -1 1/2"
do
do
do
do
do
.118 -1 1/2"
-------------------------------------------BR:IDGING ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 49'-0 7/8" ==>
@ Bottom Chord: 41'-6 5/8" ==>
0 Row{s) Minimum
0 Row{s) Minimum
Laterals supports
Concentrated loads
Acc. to the code
V3.6.2.0
Fabrication code unless noted
-LL 2 angles short legs back to back, BL = 2 angles welded in box, .BR = Round bar
-o = 1 o profile, OU 2 o profiles one inside the other, -CL.= Crimped angle
CONCENTRATED LOADS {* indicates that the cone. load is not directly on the panel point.)
span: 1 = Main Joist, 2 = ~eft Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories {Cat.) O @ 6·:
O transfered'by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = a~ any panel poin~ along the joist
5 = transferred by an additional member and lateral· support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination {Incl.): 90 = Vertical, O = Horizontal Composite {Cmp): O = standard, 1 = non-composite
Projets no.: B00182
2366 { 470.38) / 2459 {
Designer: Gonzalo Garcia Shop: Juarez {Mexique) [Production]
489.28) Area to Paint: 317.49 pi2
Project: Lot 105 B00182
09/12/01 13:32:32
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J1 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
I
I
• I o' ,,
01
I I
I
I
I
I
I
I
I
I I I
I I : I o,
.' I o,
1.1
2.1
I
I
I
• I
"'"' ,,
C"ll
I I
1.2
I I
I I
• I 01 -,
•' I -.t,
I
: I oo, ;::;,
r-' 'I V1 I
I
I
I I
I
I
I I
I
1.3
2.2
I
• I oo, ;::;,
r-' ,,
f--1
I I
I
I
I
I
I
I
I
I I
= : ~, -, r-;-,
• I i-,
1.4
I
• I oo, ;::;,
r-' ,,
°'' I
I
I
I
I
I
I
I
I
2.3
1.5
• I ~: -, r-;-,
• I -, -,
I
I
• I oo, ;::;,
i-' 'I ;...1 ... ,
I
I
I
I
I
I
I
I
1.5
= : ~, -, r-;-,
• I <" I -,
I
I
I I
I
I
I
I
2.3
1.4
= I ~, -, r-;-,
• I ""'1 -I
I
I
-I 001 ;::;,
i-1 'I • I !!:!,
I
I I
I
I
I
I
I
1.3
2.2
I = I
~I -, r-;-1
• I i-1 -1
I
I
I
I
I
I
I
I
I
I
• I "'1-1 ;::;1
-.t' 'I co' ,....1
1.2
Mark: J1
: I :::!:1 -1
01 ... ,
.' I °'' ... I
I I
I
I
I I
I
I
2.1
1.1
I ~: ..... ,
N1
.' I "'' NI
I I
• I ::;!: I ..... ,
N' ,,
• I ~!
I
I
I
I
I
I
I
I
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Near No
Total Load
[kips]
0.50
Live load
[kips]
0.35
Net uplift
[kips]
0.00
Position
[ft]
0'-0"*
Spacing
[ft]
0 I -0 11
Cat. Chord
0-6 1/2
3 1
Incl. Cmp
[deg]
90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............•.. :
MOMENTS
---L---
0. 00,
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: J1
13:32:32
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.57 in (L/
Calcuiated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 402. 50 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
777)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.10/ 0.00 kips Right Reaction= 12.10/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -27.17 LL 2.5 x .23 z 77 0.939 3'-4"
1.2 0.38 -25.44 do z 55 0.939 2'-3 1/8"
1.3 0.00 -32.01 do z 37 0.686 2'-0"
1.4 o.oo -32.01 do z 37 0.735 do
1.5 0.00 -36.48 LL 2.5 x .23 z 37 0.741 2' -0"
Bottom Chord
2.1 o.oo 0.00 LL 2 x .156 z 142 0. 630 4'-10"
2.2 26.43 0.00 do z 84 0.843 2'-9 1/8"
2.3 35.37 0.00 LL 2 x .156 z 121 0.983 4'-0"
End Diagonal
3.1 27.70 0.00 1" SQUARE BAR z 209 0.923 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.40 o.oo U 1 X .090 z 115 0.647 2'-10" .091 -1 5/8"
Diagonal Towards Center
5.1 o.oo -8.21 d U 1 3/8 X .157 yy 46 0.565 2'-1 5/8" .158 -1 3/4"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.00 -4.29 U 1 X .090 z 101 0.959 2'-6" .091 -1 5/8"
7.2 0.00 -2.70 do z 79 0.523 2'-0" .091 -1 1/2"
7.3 0.00 -2.72 U 1 X .090 z 79 0.528 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)·
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20'-2 7/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-7 1/8"
Column Joist: No Ratio: 19.659
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-7 1/8"
Fabrication code unless noted
-LL= 2 angles short legs back to back,
Project: Lot 105 B00182
09/12/01 13:32:32
Mark: J1
BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, OU= 2 U profiles one iJiside the other, -CL= Crimped angle
CONCEN'l'RATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: 1 = Top, 2 = Bottom
1 = within a panel with no reinforcement
3 at any panel point along the joist
5 = transferred by an additional member and lateral support
and lateral support
:tnclination (Incl.): 90 = Vertical, O = Horizontal Composite (Clllp}: 0 = standard, 1 = non-composite
Projets no.: B00l82
320 ( 61.97) / 354 (
Designer: Gonzalo Garcia
68.23} Area to Paint:
Shop: .:ruarez (Mexique) [Production]
94.59 pi2
Project: Lot 105 BOO 182
09/12/01 13:32:32
Project: Lot 105 B00182
Mark: J3
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J3 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I : I : I : I : I I : I I
I I 001 001 001 ~I ~I ~I ~I ~: ::t, : I
I I ;::., ;::.1 ;::.1 .... I .... I .... , -1 .... , ~I
I I .... , .... , ,....1 .... , _, -1 .... , .... , 01 "'' 61 ~I .... , .... , _, -1 -1 .... , -1 \Ot .... , -.:1"1
.' I .' I •' I •' I •' I •' I •' I •' I .' I .' I .' I .' I
OI (')I It'll t--1 "'' -1 "'' lf'lt r--, 01 <'>1 '°' I I I I I .... I -I .... , -, NI NI NI
I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I I ~ I I I I I ~ I I ~ I
I I I J I I I I I I I ~ I I 9 I 9 I 9 9 I 9 I q t;-I ~ I "i' I
I I t;-I I I I I I I I
I ;.., I ;,, I ;,, I ;,, I ;,, <'< I <"" I <"" <'< I ;.., I <'< I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I
I I I I I I I
I I : I i\ot ~J I ~I I I 221 ---1 --1 ~I ,....1 I I -1 -I -I ,....1 o1 I 01 -1 -I -I o' ,....1 o, -1 .... , '71 "i"1 ,t 'I .' I .' I .' I ;:..., • I • I ~; 01 -.:1"1 l'-1 .... 1 !!:!, ~I
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
------------------------------------------EXTENSION------------------------------------------
Tcx-R 2'-6 1/8" Type
TL= 1015 LL= 560 ntQL = 0.00
I= 16.68 inA4
Reinforcing at right: LL 2.5 x
F[R] Shoe= 5.00
Req.D. LL= L/ 240 =
Cal.D. LL= L/ 1760 =
.23 X 73.13 in
Mf= -3.198 ft-kip (0.410)
0.13 TL= L/ 120 = 0.25
0.02 TL= L/ -415 = -0.07
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0 11 * 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01 13:32:32
Mark: J3
WAHi ¥1 IIMN&liifi~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .......... · ..... = 0. 59 in (L/
Calculated deflection under service live load .... = 0.38 in (L/
Joist inertia .................................... = 417. 9;, in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = O • 31 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN ME.MB ER S [kips]
480)
741)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction=
No Tension Compres.
Top Chord
1.1 0.00
1.2 0.00
1.3 0.00
1.4 0.00
1.5 0.00
1.6 0.00
1.7 o.oo
1.8 0.00
1.9 0.04
1.10 0.00
1.lOr
1.11 0.00
1.llr
Bottom Chord
2.1 0.00
2.2 28.56
2.3 37.49
2.4 37.49
2.5 28.56
2.6 0.00
End Diagonal
-26.51
-24.32
-34.14
-34.14
-38.60
-38.60
-34.14
-34.14
-24.32
-28.78
o.oo
o.oo
0.00
0.00
0.00
o.oo
0.00
3.1 28.61 o.oo
3.2 28.61 0.00
Diagonal Towards End
4.1 7.87 o.oo
4.2 5.52 0.00
4.3 5.52 o.oo
4.4 7.87 0.00
Diagonal Towards center
5.1 0.00 -8.99
5.2 0.00 -5.52
5.3 0.00 -5.52
5.4 o.oo -9.69
Secondary Web Member
7.1 0.01 -4.67
7.2 0.00 -2.71
7.3 0.00 -2.73
d
d
d
d
12.43/ 0.00 kips
REQUIRED MATERIAL
x = tied at mid-length slend.
LL 2.5 X .23 z 77
do z 63
do z 49
do z 49
do z 49
do z 49
do z 49
do z 49
do z 63
LL 2.5 X .23 z 49
LL 2.5 X .23
LL 2.5 x .23 z 29
LL 2.5 x .23
LL 2 x .166 z 142
do yy115
do z 122
do z 122
do yyl15
LL 2 X .166 z 142
1" SQUARE BAR z 209
1" SQUARE BAR z 209
U 1 X .118 z 112
U 1 X .090 z 115
U 1 X .090 z 115
U 1 X .118 z 112
U 1 3/8 X .157 yy 49
U 1 3/8 X .118 z 76
U 1 3/8 X .118 z 76
U 1 3/8 X .157 yy 49
Ulx .118 yy 77
U 1 X .090 z 79
do z 79
Right Reaction=
Util. Length
0.953 3'-4"
0.953 2'-7 1/8"
0.708 2'-0"
0.773 do
0.773 do
0.783 do
0.783 do
0.862 2'-0"
0.953 2'-7 1/8"
0.953 3' -4"
3'-2"
0.410 2'-6 1/8"
2'-6 1/8"
0.641 4'-10"
0.841 3'-1 1/8"
0.982 4'-0"
0.982 4'-0"
0.841 3'-1 1/8"
0.641 4'-10"
0.954 5'-0 7/8"
0.954 5'-0 7/8"
0.888 2'-10"
0.812 do
0.812 do
0.888 2'-10"
0.631 2'-3 3/8"
0.741 2'-10"
0.741 2'-10"
0.681 2' -3 3/8"
0.803 2 '-6"
0.525 2'-0"
0.530 do
15.17/ 0.00 kips
REQUIRED WELD
Weld-Ea.Side
.250 -3 7/8"
.250 -3 7/8"
.118 -2 1/4"
.091 -2"
.091 -2"
.118 -2 1/4"
.158 -1 7/8"
.118 -1 5/8"-
.118 -1 5/8"
.158 -2 1/8"
.118 -1 1/2"
.091 -1 1/2"
do
Remarks
e ~anam~!~J?! Project: Lot 105 BOO 182
09/12/01
No
7.4
7.5
Tension
0.00
2.38
Compres.
-2. 71
-4.67
FORCES :C N
REQU:CRED MATER:CAL
x = tied at mid-length
U 1 X .090
U 1 X .118
13:32:32
MEMBERS (Cont.) [kips]
Slend.
z 79
yy 77
Util.
0.525
0.803
Length
2'-0"
2'-6"
Mark: J3
REQU:CRED WELD
Weld-Ea.Side
.091 -1 1/2"
.118 -1 1/2"
Remarks
--------------------------------------END RE:CNFORCEMENT --------------------------------------
-------------------------------------------BR:CDG:CNG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20 '-2 7 /8" ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-11 1/8"
Ratio: 18.176
Fabrication code unless noted
@ Bottom Chord
11'-11 1/8"
V3.6.2.0
-LL= 2 angles short legs back to back,
-u = 1 u profile,
BL= 2 angles welded in box, BR
UU 2 U profiles one inside the other, -GL =
Round bar
Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
point.)
0 = transfered by an additional member
2 = anywhere within a panel
1 = within a panel with no reinforcement
3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
~nclination (~ncl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, l = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
391 ( 74.70) / 428 ( 81.15) Area to Paint: 107.69 pi2
!«ail
Project: Lot 105 B00-182
09/12/01 13:32:32
Project: Lot 105 B00182
lYiark: 14
MA ii ffi&i ¥Hf#9R-¾fu\#AIPIISY¥iMii&Mffit~
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J4 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I
-I o• ., 01
I
I
I
I I I
I
I
I
I
I
I
I I i I 01 _, I
01
'
'1 "'
1.1
I
I
I I
~I
•' I ,..,,
I I
I I I I I
I
I
3.-1
2.1
I I oo, ;:::;,
tol
.• I
to I I I
I
I
~ I I
I '7 I cs I
1.2
I
I
I
I I
01 -1
•' I -.t-,
I I
I I oo, 001
;::;I ;:::;,
tol tol
•' I •' I t-1 a, I I I
I I I I
I I
I I
I I q I q I 9 I I cs I cs I cs
1.3 1.4 1.5
"' ..,:
ir,..., .,')> ir..,
2.2 2.3
I I
I : I
~I ..... ,
to1
•' I r-,
I I I ~: : I
~I
: I
~I ...... 1 -1 -,
";'I to I to I
• I .' I •' I -, MI to, -, -, -,
I I I
I I
I I
I I
I I
I q I 9 I I
I cs I cs
1.5 1.4
"' "' ,-: ,-:
..,_"!I ~..,
2.3
I I
I I
I I oo, 001 ;:::;, ;:::;1
to I 'I
.,.,, ,,
;....1 • I
-1 ~,
I : I ~. -,
to,
.' I r-, -,
I I I I
I q I
I cs I
1.3
..,.'>
2.2
I
I
I
~I ..... 1
ol ,1 oo' _,
I ~: -,
'°' .' I
°'' -,
I
I
I
~ I I
I -' I cs I
1.2
~ "'
1.1
2.1
: I ~. -1
01 ..... ,
.' I ""• "",
I
-I ;i.,
---1 -, o, '7,
N' ""!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1: 1 Both No 0.50 0.35 0.00 0'-0"* 0 '-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: J4
13:32:32
-----------------------------------------DEFLECT:CON ------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ==
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . =
0.56 in (L/
0.34 in (L/
390.21 in"4
0.29 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :C N MEMBERS [kips]
480)
786)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth = 22. 74 in)·
Left Reaction = 11. 93 / 0.00 kips Right Reaction = 11.93/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Co:mpres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -25.24 LL 2.5 x .210 z 77 0.982 3 I -4 11
1.2 0.00 -23.53 do z 51 0.982 2'-1 1/8"
1.3 0.00 -30.97 do z 36 0.737 2'-0"
1.4 0.00 -30.97 do z 36 0.782 do
1.5 0.00 -35.44 LL 2.5 x .210 z 36 0.792 2'-0"
Bottom Chord
2.1 0.00 0.00 LL 2 X .156 z 142 0.605 4'-10"
2.2 25.38 o.oo do z 79 0.818 2'-7 1/8"
2.3 34.32 o.oo LL 2 X .156 z 121 0.954 4'-0"
End Diagonal
3.1 27.24 o.oo 1" SQUARE BAR z 209 0.908 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 o.oo Ulx .118 z 112 0.888 2 '-10\' .118 -2 1/4"
4.2 4.34 0.00 U 1 X .090 z 115 0.638 2'-10" .091 -1 5/8"
Diagonal Towards Center
5.1 o.oo -7.90 d U 1 3/8 X .118 z 55 0.961 2'-1" .118 -2 1/4"
5.2 0.00 -4.85 Ulx .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.11 -4.42 U 1 X .090 z 101 0.988 2' -6" .091 -1 5/8"
7.2 0.00 -2.69 do z 79 0.522 2'-0" .091 -1 1/2"
7.3 0.00 -2.71 Ulx .090 z 79 0.527 2' -0" .091 -1 1/2"
--------------------------------------END RE:CNFORCEMENT --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BR:CDG:CNG ------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 1/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-5 1/8"
Column Joist: No Ratio: 18.629
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-5 1/8"
Fabrication code unless noted
-LL= 2 angles short legs back to back,
Project: Lot-105 BOO 182
09/12/01 13:32:32
Mark: J4
BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, tro = 2 u profiles one-inside the other, -CL Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
6 within a panel with no reinforcement
Chord: l = Top, 2 = Bottom
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and
and lateral support
lateral support
rnclination (rncl.): 90 = Vertical, 0 = Horizontal Composite (cmp): 0 = standard, l = non-composite
Projets no.: B00182
299 ( 62.42) / 334 (
Designer: Gonzalo Garcia
68.68) Area to Paint:
Shop: .Juarez (Mexique) [Production]
93.52 pi~
e ~ canam~~9o!
diMMWP SW i Project: Lot 105 B00182
09/12/01
Mark: J7
13:32:33
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J7 (ROD WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I I I I 001 I I I I I I ;::;1 I I I I I : I so' 01 ct>I ct>I "'' ct>I c,;>, ,,
•' I •' I .• I •' I •' I • I • I ·01 Ni "<l'I so, 001 ~I ~I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I
I ~ I 9 I 9 9 I 9 I ';' I
I I I I I I
I "' I "' I "' "' I "' I "' I
1.1 1.2 1.3 1.3 1.2 1.1
0 3.1 ..,":-~ ..,"I '{:, »":-J' 0 C\I ·,? C\I
2.1 2.2 2.3 2.2 2.1 I I I I I I I I I I I I I I I I I oo,
I I I I I ;::;,
= I : I : I : I : I so' 9, c,;>, c,;,, c,;>1 c,;,, •' I • I • I • I • I • I NI o, <'> I "'1 t--, °'1 .... ,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kipsj· [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 6.00 0'-0"* 0 I -0 11 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in] : at left. : 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
MMHM
13:32:33
WWMI
·Mark: J7
Ii¥ ZMWIIWtiPY\1fiiil -tW ?UlN
-----------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.30 in (L/
Calculated deflection under service live load .... = 0.08 in (L/
Joist inertia .................................... = 150 .17 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 16 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top -· 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
1848)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 19.03 in)
Left Reaction = 6.68/ 0.00 kips Right Reaction= 6.68/ 0. 00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
Top ·chord
1.1 0.00 -11. 00 LL 2 X .156 z 63 0.926 2'-3"
1.2 3.00 -12.90 do z 61 0.926 2'-0"
1.3 2.14 -14.93 LL 2 x .156 z 46 0.874 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .109 z 125 0.519 3'-3"
2.2 11.44 0.00 do z 81 0.605 2'-0"
2.3 12.82 o.oo LL 1.5x .109 z 81 0.678 2'-0"
End Diagonal
3.1 12.30 o.oo RD 3/4 z 222 0.928 3'-6 1/8" .200 -1 1/2"
Diagonal-Towards End
4.1 1.97 0.00 RD 3/4 z 120 0.149 1'-11 3/8" .200 -0 3/4"
Diagonal Towards Center
5.1 0.00 -3.98 RD 3/4 yy120 0.869 1'-11 3/8" .200 -0 3/4"
5.2 0.00 -1.97 RD 3/4 yy120 0.430 1'-11 3/8" .200 -0 3/4"
Secondary Web Member
7.1 0.94 -4.11 RD 3/4 yy120 0.897 1'-11 3/8" .200 -0 3/4"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel{s) {Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 15 '-10 1/2" ==>
@ Bottom Chord: 18'-4 3/8" ==>
Column Joist: No Ratio: 33.408
Fabrication code unless noted
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36")
Acc. to the code
V3.6.2.0
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l u profile,
The welding length of web members is
It is shorter for continuous joints.
uu = 2 u profiles one inside the other, -CL= crimped angle
calculated according to non continuous joints.
e ~ canam~t~!!
JUit -* Project: Lot 105 BOO 182
09/12/01 13:32:33
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
Mark: J7
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination {Incl.): 90 = vertical, O = Horizonta~ Composite {Cmp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: .Juarez {Mexique) [Production]
107 { 19.50) / 119 { 21.84) Area to Paint: 35.51 pi2
e, canam~!~9a!
-i Project: Lot 105 BOO 182
09/12/01 13:32:33
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : J8 (ROD WEB, Symmetrical, Parallel, Free ends)
I
I
I = I 01 .... '[ 01
I
I
I
I = I ';'1
• I o,
~ r;-;:...
1.1
2.1
I : I
~I ..... ,
t-J
•' I .... ,
I I
~
r;-;:...
1.2
-,'>
I I ~: "1 I ""f I • I NI
I I
: I :::t, = I
~I .... , ..... ,
NI °'' •' I •' I "11 "<ti
I I I I I I
I I
I I
I ~ I
I I I I
I r;-I
I ;:... I
1.2
-f,,
2.2
I : I ~, r--, ..... ,
'";"1 • I "11
Mark: J8
I : I
~I "'' "St I
•' I \Oi I I
I
I
I
~ I
I
I r;-I ;:... I
1.1
2.1
I
I
001 iri' "ST I
'I • I \01
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCEN'l'RATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
Total Load
[kips]
0.50
Live load
[kips]
0.35
Net uplift
[kips]
0.00
Position
[ft]
0'-0"*
Spacing
[ft]
0' -0"
Cat. Chord
0-6 1/2
3 1
Incl. Cmp
[deg]
90 0
--------------------------END MOMEN'l'S [ft-kip] & AXIAL LOADS [kips] --------------------------
( Q)
(L)
(D)
Wind or Seism (case 1) .. :
(case 2) .. :
Live Load ............... :
Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in] : at left. : 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord> ---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 511
• ~ canam~!~~! Mark: JS
Project: Lot 105 B~0l82.
· 09/12/01 13:32:33 __________ ...,, ____________ _,.,_..,._..., ________ """"'""""'•""'""'11mwm,mmwiMll••illMmi@ilD!l•Z•1=w"""'"mMMBE1EF"lll'IPaC1....,tt1:m--=1PmmlllD!'"""'""™""*"""'"""""""""
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.15 in (L/
Calculated deflection under service live load .... = 0.01 in (L/
Joist inertia ......... ··-........................ = 153.17 inA4
Required camber .............. : .................. = 0. 07 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES MEMBERS [kips]
480)
9999)
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N) (Eff. depth= 19.02 in)
Left.Reaction= 3.57/ 0.00 kips Right Reaction= 3.57/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
Top Chord
1.1 1.96 -5.95 LL 2 X .166 z 43 0.493 1'-7 1/8"
1.2 5.07 -8.07 LL 2 X .166 z 49 0.493 l'-7 1/8"
Bottom Chord
2.1 o.oo o.oo LL 1.5x .109 z 90 0.270 2'-4 3/4"
2.2 4.53 -0.99 LL 1.5x .109 z 64 0.270 1'-7 1/8"
End Diagonal
3.1 7.26 -2.40 RD 13/16 (52) -yy162 0.808 2'-9 3/8" .208 -0 7/8"
Diagonal ~owards Center
5.1 0.00 -1.19 RD 3/4 yy114 0.232 1'-10 1/8" .200 -0 3/4"
Secondary Web Member
7.1 1.87 -4.19 RD 3/4 yy114 0.820 1'-10 1/8" .200 -0 3/4"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x 3/16 (36 ksi) over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 15'-ll" ==> 0 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 18'-10 7/8" ==> 0 Row(s) Minimum Acc. to the code
Column Joist: No Ratio: 262.761
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 U profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
The welding length of web members is calculated according to non continuous joints.
It is shorter for continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
0 = transfered by an additional member 1 = within a panel with no reinforcement
Project: Lot 105 B00182
09/12/01 13:32:33
Mark: JS
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite {Cillp): O = standard, l = non-cOlllPosite
Projets no.: B00182
61 ( 10.84) / 69 (
Designer: Gonzalo Garcia
12.45) Area to Paint:
Shop: Juarez (Mexique) [Production]
19.42 pi2
• '"canam~!~fro! ---ewe-Project: Lot 105 BOO 182
09/12/01 13:32:33
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark ...... : Jll (ROD WEB, Symmetrical, Parallel, Free ends)
I
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•' I o,
I
I
I
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I
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.' I _,
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.' I r--,
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Mark: Jll
L1
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= I oo, ;:;;,
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•' I °'' I I
I
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0 N
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crnp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 '-0" * 0'-0" 3 1 90 0
--------------------------END MOMEN'l'S [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind or Seisrn (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in] : at left.: 5"
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
lO~QO -10.00 0.00 0.00
0~00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: Jll
13:32:33 .._.,....,.,....._,._..,.....,.....,...,_,.,......, ____________ ....,. _ _,,.,._,_, _ _, _ _,,_,.... ... _.,...,.,_,....,...., .... ....,.,_ ... anwR1m11U111me111,1m11111w-..-,_.,.,.,"""""
--------------------------.---------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.24 in (L/
Calculated deflection under service live load .... = 0.04 in (L/
Joist inertia .................................... = 124.10 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 .12 in
Minimum Width [inJ = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
3119)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 19.10 in)
Left Reaction= 5.34/ 0.00 kips Right Reaction= 5.34/ 0.00 kips
No Tension Compres.
Top Chord
1.1 o. 77
1.2 3 .99
1.3 3.56
Bottom Chord
2.1 0.00
2.2 7.69
End Diagonal
3.1 10.06
-8.74
-10.52
-11.52
0.00
o.oo
-0.89
Diagonal Towards End
4.1 0.23 -1.57
Diagonal Towards Center
5.1 0.00 -2.75
Secondary Web Member
7.1 1.33 -4.28
REQUIRED MATERIAL
x = tied at mid-length
LL 2 X .125
do
LL 2 X .125
LL 1.25 X .109
LL 1.25 X .109
RD 11/16
RD 3/4
RD 3/4
RD 3/4
REQUIRED WELD
Slend. Util. Length Eff.Throat-Ea.Side Remarks
z 53 0.923 1'-11 1/8"
z 60 0.923 2'-011
z 45 0.909 2'-0"
z 135 0.479 2'-11 1/8"
z 97 0.492 2'-0"
yy223 0.903 3'-2 3/4" .193 -1 1/4"
yy120 0.345 1'-11 3/8" .200 -0 3/4"
yy120 0.604 1'-11 3/8" .200 -0 3/4"
yy120 0.938 1'-11 3/8" .200 -0 3/4"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 15'-5" ==>
@ Bottom Chord: 16' -5 7/8 11 ==>
Column Joist: No Ratio: 52.986
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36")
Acc. to the code
--------------------"--------------------------------------------------------------------------V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile,·
The welding length of web members is
It is shorter for continuous joints.
UU = 2 U profiles one inside the other, -CL= Crimped angle
calculated according to non continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
e ~ canam~!~9o! .. . Project: Lot 105 B00182
09/12/01
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
13:32:33
iMM +eiFV
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of tlie· categories (Cat·.) 0 @-6:
Mark: Jll
@i iWIMAfG
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
i#diiM&ftlf illl-Ji1l;;,.J4
4 = anywhere along the joist 5 = transferred by an additional·member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (cmp): O = standard, l = non-composite
Projets no.: B00l82
74 ( 14.09) / 83 (
Designer: Gonzalo Garcia
16.14) Area to Paint:
Shop: JUarez (Mexique) [Production]
26. 77 pi2
•-~anam~!~Jro! Project: Lot 105 BOOlS-2
09/12/01
Mark: J12
13:32:33
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : Jl2 (ROD WEB, Symmetrical, Parallel, Free ends)
I I I I
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2.1 2.2 2.3
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--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCEN'l'RATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Pos.;i.tion Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
--------------------------END MOMEN'l'S [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---·
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0. o·o
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J12
Project: Lot 105 BOO 182
09/12/01 13:32:33
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ................ = 0. 37 in (L/
Calculated deflection under service live load .... = 0.14 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = -· 173 .10 in"4
Required camber ................................. -O .19 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
1225)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 19.01 in)
Left Reaction = 7.96/ 0.00 kips Right Reaction = 7.96/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
'l'op Chord
1.1 0.00 -14.16 LL 2 X .186 z 72 0.942 2'-6 1/4"
1.2 1.92 -15.39 do z 61 0.942 2'-0"
1.3 0.63 -18.43 do z 46 0.828 do
1.4 0.20 -19.42 LL 2 X .186 z 46 0.828 2'-0"
Bottom Chord
2.1 0.00 0.00 LL 1.5x .125 z 136 0.613 3'-6 1/4"
2.2 15.41 0.00 do z 81 o. 721 2'-0"
2.3 18.14 o.oo LL 1.5 X .125 z 81 0.841 2' -0"
End Diagonal
3.1 15.66 o.oo RD 7/8 z 203 0.868 3'-9" .215 -1 3/4"
Diagonal 'l'owards End
4.1 2.74 o.oo RD 13/16 (52) z 111 0.176 1'-11 3/8" .208 -0 7/8"
4.2 0.26 -2.35 RD 13/16 (52) yylll 0.372 1'-11 3/8" .208 -0 7/8"
Diagonal 'l'owards center
5.1 0.00 -5.22 RD 13/16 (52) yylll 0.825 1'-11 3/8" .208 -0 7/8"
5.2 0.00 -2.74 RD 13/16 (52) yylll 0.433 1'-11 3/8" .208 -0 7/8"
Secondary Web Member
7.1 0.69 -4.05 RD 13/16 (52) yylll 0.641 1'-11 3/8" .208 -0 7/8"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel(s} (Section Depth: 5 po)
------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 16'-4 l/8 11 ==>
@ Bottom Chord: 18'-11 7/8" ==>
@ Top Chord
7'-6 1/4"
Column Joist: N9 Ratio: 24.568
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord -
Laterals supports
Deck (36")
Acc. to the code
7'-6 1/4"
V3.6.2.0
• '-ca-nam~!~«rc!
Fabrication code unless noted
Project: Lot 105 B00182
09/12/01
Mark: Jl2
13:32:33
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, UO = 2 U profiles one inside the other, -CL= Crimped angle
The welding length of web members is calculated according to non continuous joints.
It is shorter for continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides·, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) O@ 6:
point.)
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Crnp): O = standard, 1 = non-composite
Projets no.: B00182
152 ( 27.55) / 167 (
Designer: Gonzalo Garcia
30.57) Area to Paint:
Shop: .Juarez (Mexique) [Production]
42.84 pi2
•, canam~!~tro! Project: Lot 105 B00182
09/12/01
Mark: J13
13:32:34
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... :-J13 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
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•' I l"-1
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I I I I I I I I I I I I I I ~ I I I I I I I 9 I .,., I ~ I 9 I I '9 I I "' I ;-, I "' I <"l I
1.4 1.3 1.2 1.1
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2.2 2.1
I I I I I I ~I co' I ...... , ...... , co1 ..... , ..... , ;::;, :::;, ::::, °'' 'I ,, 'I ~I • I °'' _, ;:::, ... ,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-011 * 0 '-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load: .............. :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mar,k: J13
Project: Lot 105 B00182
09/12/01 13:32:34
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.49 in (L/
Calculated deflection under service live load .... = 0.22 in (L/
Joist inertia .................................... = 339. 56 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 5 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES J: N MEMBERS [kips]
480)
1059)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.81 in)
Left Reaction = 10.36/ 0.00 kips Right Reaction = 10.36/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -21.29 LL 2.5 X .210 z 77 0.947 3'-4"
1.2 0.21 -20.38 do z 62 0.947 2'-6 5/8"
1.3 0.00 -25.35 do z 36 0.623 2'-0"
1.4 o.oo -25.35 LL 2.5 x .210 z 36 0.639 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1. 75 x .143 z 162 0.654 4'-10"
2.2 21.98 o.oo do z 106 0.788 3'-0 5/8"
2.3 26.47 0.00 LL 1. 75 X .143 z 139 0.919 4'-0"
End Diagonal
3.1 22.93 o.oo 1" SQUARE BAR z 209 0.764 5'-0 7/8" .250 -3 1/8"
Diagonal Towards End
4.1 4.85 o.oo U 1 X .090 z 116 0.714 2'-10" .091 -1 3/4"
Diagonal Towards Center
5.1 0.00 -6.51 d U 1 3/8 X .118 z 60 0.810 2'-3 1/8" .118 -1 7/8"
5.2 0.00 -3.75 U 1 X .090 z 116 0.941 2'-J;:()" .091 -1 1/2"
Secondary Web Member
7.1 0.02 -4.61 U 1 X .118 yy 77 0.794 2'-6" .118 -1 1/2"
7.2 0.00 -2 .66 U 1 X .090 z 80 -0. 518 2'-0" .091 -1 1/2"
--------------------------------------END REJ:NFORCEMENT --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel{s) {Section Depth: 5 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 1/8 11 ==>
@ Bottom Chord: 22'-5 3/8" ==>
@ Top Chord
9'-10 5/8"
Column Joist: No Ratio: 27.703
1 Row{s) Minimum
1 Row{s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
9'-10 5/8"
V3.6.2.0
Fabrication code unless noted
Project: Lot 10~ B00182
09/12/01
Mark: J13
13:32:34
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u l u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
rnclination (rncl.): 90 vertical, O = Horizontal· Composite (Cmp}: O = standard, l = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
248 ( 51.98) / 276 57.ll} Area to Paint: 77.88 pi2
e '-canam~!~~! . Project: Lot 105 BOO 182
09/12/01
Mark: J43
14:26:11
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.30 in (L/
Calculated deflection under service live load .... = 0.85 in (L/
Allowed deflection under total load .............. = 1.95 in (L/
Calculated deflection under service total load ... = 1.60 in (L/
Joist inertia .................................... = 346. 79 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0. 61 in
Minimum Width . [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
360)
551)
240)
292)
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N} (Eff. depth= 27.02 in)
Left Reaction = 5.34/ 0.00 kips Right Reaction = 5.34/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -8.54 LL 2 x .156 z 98 0.712 3'-4,3/4"
1.2 3. 71 -12.59 do z 101 0.815 3 '-4'"
1.3 1.12 -18.70 do z 55 0.729 2'-5"
1.4 1.11 -18. 72 do z 55 0.776 do
1.5 0.00 -22.36 do z 55 0.870 do
1.6 0.00 -22.39 do z 55 0.871 do
i. 7 0.00 -23.90 do z 55 0.928 do
1.8 o.oo -23.92 do z 55 0.929 do
1.9 0.00 -23.30 do z 55 0.906 do
1.10 0.00 -23.33 do z 55 0.907 do
1.11 0.57 -20.59 do z 55 0.803 do
1.12 0.57 -20.61 do z 55 0.805 do
1.13 2.77 -15.74 do z 55 0. 720 do
1.14 2.76 -15.77 do z 55 0.630 2'-5"
1.15 4.55 -11. 78 do z 48 0.545 1'-7 1/8"
1.16 0.00 -6.95 LL 2 X .156 z 58 0.425 2'-1"
Bottom Chord
2.1 0.00 o.oo LL 1.5 X .137 z 159 0.472 4'-1 1/8"
2.2 12.95 0.00 do z 202 0.697 4'-11 3/4"
2.3 19.14 o.oo do z 196 0.819 4'-10"
2.4 22.50 o.oo do z 196 0.956 do
2.5 23.02 0.00 do z 196 0.978 do
2.6 20. 71 o.oo do z 196 0.880 do
2.7 15.56 0.00 do z 196 0.754 4'-10"
2.8 7.58 0.00 do z 118 0.567 2'-11"
2.9 0.00 0.00 LL 1.5 x .137 z 125 0.276 3 '-3"
End Diagonal
3.1 9.98 0.00 RD 15/16 z 235 0.482 4'-7 1/2" .223 -1 1/8"
3.2 8.48 0.00 RD 7/8 z 206 0.470 3'-9 3/4" .215 -l"
Diagonal Towards End
4.1 4.84 0.00 U 1 X .090 z 138 o. 712 3'-4 1/4" .091 -1 3/4"
4.2 2.99 0.00 do z 138 0.441 do .091 -1 1/2"
4.3 1.96 0.00 do z 138 0.288 do do
4.4 2.31 o.oo do z 139 0.340 do do
4.5 4.16 0.00 do z 139 0.612 do .091 -1 1/2"
4.6 6.01 0.00 U 1 X .090 z 139 0.884 3'-4 1/4" .091 -2 1/4"
No , Tension Compres.
Diagonal Towards Center
5.1 · 0.00 -6.12 d
5.2 0.00 -3.92 d
5.3 0.00 -2.07
5.4 1.96 -0.28
5.5 o.oo -1.96
5.6 0.00 -3.24
5.7 0.00 -5.08 d
5.8 0.00 -4.73
seconda:r;y Web Member
7.1 o. 71 -2.13
7.2 . 0.00 -1.20
7.3 0.00 -1.22
7.4 o.oo -1.23
7.5 0.00 -1.22
7.6 o·.oo -1.21
7.7 0.00 -1.18
7.8 1.12 -2.13
]:roject: Lot 105 BOO 182
09/12/01 14:26:11
F 0 RC E s J: N MEMBE RS (Cont.) [kips]
REQUJ:RED MATERJ:AL
x = tied at mid-length Slend. Util. Length
U 1 3/8 X .118 z 95 0.916 3'-5 5/8"
U 1 3/8 X .118 z 92 0.575 3'-4 1/4"
U 1 X .118 yy105 0.515 do
Ulx .090 z 139 0.288 do
U 1 X .090 z 138 0.626 do
U 1 X .118 yy105 0.804 do
U 1 3/8 X .118 z 92 0.746 3'-4 1/4"
U 1 X .118 yy 73 0.787 2'-4 5/8"
U 1 X .090 z 100 0.470 2'-5 1/2"
u 1 X 5/8 X .090 z 154 0.639 2'-4"
do z 154 0.649 do
do z 154 0.654 do
do z 154 0.652 do
do z 154 0.644 do
u 1 X 5/8 X .090 z 154 0.631 2'-4"
Ulx .090 z 105 0.490 2'-6 7/8"
Mark: J43
REQUIRED WELD
Weld-Ea.Side Remarks
.118 -1 3/4"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
do
.118 -1 1/2"
.091 -1 1/2"
do
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END REJ:NFORCEMEN'l' --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 16' -7 1/2 11• ==>
@ Bottom Chord: 20'-6 3/4" ==>
@ Top Chord
13'-1 5/8" { 13'-1 1/2")
26'-3 1/4" { 26'-3 1/8")
Column Joist: No Ratio: 1.691
Fabrication code unless noted
2 Row(s) Minimum
2 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36"}
Acc. to the code
13'-1 5/8" ( 13'-1 1/2"}
26'-3 1/4" ( 26'-3 l/8 11 )
V3.6.2.0
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, UU = 2 u profiles one inside the other, -CL Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
336 ( 67.02) / 353 ( 70.43) Area to Paint·: 124.60 pi2
Project: Lot 105 BOO 182
09/12/01 13:32:34
Project: Lot 105 BOO 182
JOIST CALCULATION ACCORDING TO sn CODE
Mark: J15
Mark. ..... : J15 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I : I : I : I : I : I I I I ~I ~I :at' ;:t I ::t, ;:t I ;:t I c:!: I I .,.,, .,.,, .,.,, <t'l I .,.,, .,.,, C'lJ
• I • I _, _, _, ..... , ..... , ..... , ..... , ..... ,
c::,I '<J-1 _, _, _, '";'I ..... , -, ..... , r--,
•' I ,, •' I •' I •' I • I .' I •' I .' I .' I
01 ,..,, "'' r--1 °'' ..... , C'l1 tn I r--I ~: I I I I I -, ..... , -, -,
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ::!: I I I I I I I ::!: I I I I I I I I I I I I ~ I "' I q I I ~ I I q I I "' I I I r;-I I 9 I I 9 I I 9 I r;-I I "' I "' I "' I "' I "' I "' I "' I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1
"' "' "' i..: i..: "
"' 3.1 ... V ~') ~ .,."J -r., .,.-:, C>I ,,..,. ·-r-
2.1 2.2 2.3 2.3 2.2 2.1 I I I I I I I I I I I I I I : I -=t I ~: I
I I ::t, -., NI
I I C'll <t'l I <t'l I ;::;,
: I 01 ..... , ::: I :::, ..... , o, -, ..... , 'I 'I 'I •' I .' I •' I ;;...., • I o,I o, ""' r--, ..... , ~I ..... ,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case .1) .. :
(case 2) .. :
Load ........ ; ....... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J15
Project: Lot 105 B00182
09/12/01 13:32:34
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.39 in (L/
Joist inertia .................................... = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
731)
(THE SHOWN FORCES ARE REALS)
('Fy = 50 Ksi U/N). (Eff. depth= 22.73 in)
Left Reaction = 12.49/ 0.00 kips Right Reaction = 12.49/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -27.90 LL 2.5 x .23 z 77 0 . .979 3'~4"
1.2 0.11 -26.05 do z 64 0.979 2'-7 3/4"
1.3 0.00 -34.48 do z 37 0.723 2'-0"
1.4 0.00 -34.48 do z 37 o. 778 do
1.5 0.00 -38.94 LL 2.5 x .23 z 37 ·o. 778 2'-0"
Bottom Chord
2.1 0.00 0.00 LL 2 x .166 z 142 0.649 4'-10"
2.2 28.89 0.00 do z 96 0.849 3'-1 3/4"
2.3 37.82 o.oo LL 2 X .166 z 122 0.990 4'-0"
End Diagonal
3.1 28.75 o.oo 1" SQUARE BAR z 209 0.958 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.54 0.00 U 1 X .090 z 115 0.668 2'-10" .091 -1 3/4"
Diagonal Towards Center
5.1 0.00 -9.13 d U 1 3/8 X .157 yy 49 0.644 2'-3 5/8" .158 -2"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 o.oo -4.55 Ulx .118 yy 77 0.782 2'-6" .118 -1 1/2"
7.2 o.oo -2.71 U 1 X .090 z 79 0.526 2'-0" .091 -1 1/2"
7.3 0.00 -2.73 U 1 X .090 z 79 0.530 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMEN'l' --------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20'-2 7/8" ==>
@ Bottom Chord: 24'-5 3/8" ==>
@ Top Chord
11'-11 3/4"
Column Joist: No Ratio: 18. 002
1 Row ( s) ·Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-11 3/4"
Fabrication code unless noted
-LL= 2 angles short legs back to back;
Project: Lot 105 B00182
09/12/01 13:32:34
Mark: J15
BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, UO = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension.
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: l = Top, 2 = Bottom
l within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and
and lateral support
lateral support
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Crop): 0 = standard, l = non-composite
Projets no.: B00182
334 ( 64.45) / 371 (
Designer: Gonzalo Garcia
70.90) Area to Paint:
Shop: Juarez (Mexique) [Production]
97.14 pi2
Project: Lot 105 B00182
09/12/01 13:51:38
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J17 (C~ WEB, Symmetrical, Parallel, Free ends)
I I I I I : I : I : I : I
I I ~I ~I ::t, :::!:1 :::!:t :::!:1 :::!:1
I I ent en1 enl en1 en, en1 en1
I I ,..., . I ,...1 .... 1 .... 1 .... 1 .... , or ~I ,..., ;::::, _, ,...I '""J -1 .... ,
'I 'I •' I •' I •' I •' I •' I •' I •' I OI "'' tn I t-1 0\1 ,...I en, >n I i-,
I I I I I .... , .... , -I ..... ,
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I I I I ~ I "" I I q I 9 I q I 9 I I I I t;-I 9 I I I I I 9 I I "1 I ('I I ('I I <-1 I ('I I ('I I "' I ('I I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8
<'! "" "SJ; t-.-: t-
~ .3..1 .., ir.,., "') 'C, .,_":> '{,-, .,_'r-• C\I ,,, .
2.1 2.2 2.3 2.4 2.5 I I I I I I I I I I I I : I :.i,, ::!: I I I :::!:1 -.,
en1 enl I I <"lJ I I °' ,.... I ;::::1 ,...I
01 .... , .-<J ,1 '71 .' I •' I .' I ;:..., • I o! -st, i-, .-< I ~,
Mark: J17
I = I ~: ~I -1 -1 _,
t-1 -1 •' I •' I o, en I NI NI
I I I I
I I ~ I I
I I "" I ~ I t;-I I ('I I "1 I
1.9 1.10
<I" C\I
2.6 I I I I I ~I NI _, ;::., I _, -,
'I '71 ~: • I
~!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCEN'l'RATED LOADS-------------------------------------
Position
[ft]
Spacing
[ft]
No Sp Side Hole
1 1 Near No
2 1 Near No
Total Load
[kips]
0.50
0.10
Live load
[kips]
0.35
0.07
Net uplift
[kips]
0.00
0.00
0 I -011 *
3'-11 3/411 *
0 I -011
3'-11 3/411
Cat.
0-6
3
1
Chord
1/2
1
1
Incl.
[deg]
90
90
Cmp
0
0
--------------------------END MOMEN'l'S [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth. . . [ in] : at left. : 5 11
-·--R---
0. 00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 511
e ', canam~!iro! Mark: J17
Project: Lot 105 B00182
09/12/01 13:51:38
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.39 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 12.57/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -28.06-LL 2.5 X .23 z 77 0.990 3'-4"
1.2 0.07 -26.16 do z 64 0.990 2'-7 3/4"
1.3 0.00 -34.61 do z 37 , 0. 732 2'-0"
1.4 0.00 -34.61 do z 37 0.780 do
1.5 0.00 -39.04 do z 37 0.780 do
1.6 0.00 -39.04 do z 37 o. 779 do
1. 7 0.00 -34.54 do z 37 o. 779 do
1.8 o.oo -34.54 do z 37 o. 724 2'-0"
1.9 0.10 -26.08 do z 64 0.979 2'-7 3/4"
1.10 0.00 -27.93 LL 2.5 x .23 z 77 0.979 3 '-4"
Bottom Chorci
2.1 o.oo o.oo LL 2 x .166 z 142 0.652 4'-10"
2.2 29.05 o.oo do z 96 0.852 3'-1 3/4"
2.3 37.94 0.00 do z 122 0.994 4'-0"
2.4 37.91 0.00 do z 122 0.993 4'-0"
2.5 28.94 0.00 do z 96 0.851 3'-1 3/4"
2.6 0.00 0.00 LL 2 x .166 z 142 0.650 4'-10·
End Diagonal
3.1 28.98 o.oo 1" SQUARE BAR z 209 0.966 5'-0 7/8"
3.2 28.80 o.oo 1" SQUARE BAR z 209 0.960 5'-0 7/8"
Diagonal Towards End
4.1 7.84 0.00 U 1 X .118 z 112 0.885 2'-10"
4.2 4.57 0.00 U 1 X .090 z 115 0.673 do
4.3 4.57 o.oo U 1 X .090 z 115 0.673 do
4.4 7.89 o.oo U 1 X .118 z 112 0.891 2'-10"
Diagonal Toward~ Center
5.1 0.00 -9.14 d U 1 3/8 X .157 yy 49 0.644 2'-3 5/8"
5.2 0.00 -4.83 U 1 X .118 yy 87 0.933 2'-10"
5.3 0.00 -4.88 Ulx .118 yy 87 0.942 2' -10"
5.4 0.00 -9.15 d U 1 3/8 X .157 yy 49 0.645 2'-3 5/8"
Seconda:ry Web Member
7.1 o.oo -4.65 U 1 X .118 yy 77 0.799 2'-6"
7.2 0.00 -2.71 U 1 X .090 z 79 0.526 2'-0"
7.3 0.00 -2.73 do z 79 0.531 do
7.4 0.0.0 -2.71 U 1 X .090 z 79 0.526 2'-0"
7.5 0.00 -4.55 U 1 X .118 yy 77 0.782 2'-6"
48-0)
728)
depth
12.50/
= 22.73
0.00
REQUIRED WELD
Weld-Ea. Side
.250 -3 7/8"
.250 -3 7/8"
.118 -2 1/4"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 1/4"
.158 -2"
.118 -1 1/2"
.118 -1 1/2"
.158 -2"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
in)
kips
Remarks
Mark: J17
Project: Lot 105 B00182
09/12/01 13:51:38
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING---------------·--------------------------
Maximum spacing between rows of bridging
@ Top Chord: 2 O ' -2 7 / 8 11 ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-11 3/4"
Ratio: 18.002
@ Bottom Chord
11'-11 3/4"
-----------------------------------------------------------------------------------------------V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l U profile, OU= 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional :member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional :member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (cmp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
334 ( 64.45) / 371 ( 70.90) Area to Paint: 97.14 pi2
Project: Lot 105 B00182
09/12/01 13:51:38
Project: Lot 105 B00182
Mark: J17A
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J17 A (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
I
I
-I c,I
'I OI
I
I
I
I I
I
I
I
I
I
I
I
I I
-I o, _, I o,
1.1
2.1
I
I
I
• I
"'"' 'I <"II I
I
I I I I I I I
1.2
I
I
I
I
-I 01 ..... ,
•' I -st,
-I ~I
"'' _, _,
'I in,
I
.... ,,.,.
2.2
1.3
: I
~I "'' ,....1 ..... ,
'I f-,.1
I I I
I
I I I I
I
1.4
-I ~I
"'' _, _, ,,
0\1 I I I
I I
I ,.
I
I
2.3
1.5
: I ::t I
"'' -1 -1
•' I ..... , -,
I
I
I I
I I I
I
1.6 1.7
2.4
::t:
"'' ..... , ..... ,
•' I V"l1 ..... ,
I
I I
I
I
I I
I
1.8
: I ::,t I "'' ..... , ..... ,
•' I r-, ..... ,
2.5
I
I
I I I I I I
I
I
-I NI ;::;, _,
,1 ~:
1.9
~ : ~, ..... , r;-,
• I o, N,
I I I I
I
I
I
I
1.10
2.6
!::!: .... , .... , ..... ,
•' I ~:
I I I I
I I I
I
I
-I NI ..._, -, ;::, ,,
• I ~!
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCE:N'l'RA'l'ED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 I -0" * 0'-0" 3 1 90 0
2 1 Both No 0.10 0.07 0.00 3'-11 3/4"* 3 '-11 3/4" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J17A
Project: Lot 105 BOO 182
09/12/01 13:51:38
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.39 in (L/
Joist inertia .................................... = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = vertical Leg Horizontal Leg
Top= 2 2
-Bot =
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 12.57/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
'l'op Chord
1.1 0.00 -26.85 LL 2.5 X .23 z 77 0.972 3'-4"
1.2 0.00 -24.51 do z 64 0.972 2'-7 3/4"
1.3 0.00 -34.61 do z 37 0.732 2'-0"
1.4 o.oo -34.61 do z 37 0.780 do
1.5 0.00 -39.04 do z 37 0.780 do
1.6 0.00 -39.04 do z 37 0.779 do
1. 7 0.00 -34.54 do z 37 0. 779 do
1.8 0.00 -34.54 do z 37 0.724 2' -0".
1.9 0.00 -24.43 do z 64 0.960 2'-7 3/4"
1.10 0.00 -26.68 LL 2.5 X .23 z 77 0.960 3'-4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .166 z 142 0.652 4'-10"
2.2 29.05 0.00 do z 96 0.852 3'-1 3/4"
2.3 37.94 0.00 do z 122 0.994 4'-0"
2.4 37 .91 o.oo do z 122 0.993 4'-0"
2.5 28.94 o.oo do z 96 0.851 3'-1 3/4"
2.6 0.00 0.00 LL 2 X .166 z 142 0.650 4'-10"
End Diagonal
3.1 28.98 o.oo 1" SQUARE BAR z 209 0.966 5'-0 7/8"
3.2 28.80 o.oo 1" SQUARE BAR z 209 0.960 5'-0 7/8"
Diagonal 'l'owards End
4.1 7.84 o.oo U 1 X .118 z 112 0.885 2'-10"
4.2 4.57 o.oo U 1 X .090 z 115 0.673 do
4.3 4.57 0.00 Ulx .090 z 115 0.673 do
4.4 7.89 o.oo U 1 X .118 z 112 0.891 2'-10"
Diagonal 'l'owards Center
5.1 0.00 -9.14 d U 1 3/8 X .157 yy 49 0.644 2'-3 5/8"
5.2 0.00 -4.83 Ulx .118 yy 87 0.933 2'-10"
5.3 0.00 -4.88 U 1 X .118 yy 87 0.942 2'-10"
5.4 0.00 -9.15 d U 1 3/8 X .157 yy 49 0.645 2'-3 5/8"
Secondary Web Member
7.1 0.00 -4.77 U 1 X .118 yy 77 0.821 2'-6"
7.2 0.00 -2. 71 U 1 X .090 z 79 0.526 2'-0"
7.3 0.00 -2.73 do z 79 0.531 do
7.4 o.oo -2.71 U 1 X .090 z 79 0.526 2'-011
7.5 0.00 -4.70 U 1 X .118 yy 77 0.808 2'-6"
480)
728)
depth
12.50/
=
REQUIRED
22.73
0.00
WELD
Weld-Ea.Side
'\ -
.250 -3 7/8"
.250 -3 7/8"
.118 -2 1/4"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 1/4"
.158 -2"
.118 -1 1/2"
.118 -1 1/2"
.158 -2"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
in)
kips
Remarks
• ~ canam~!~~! Mark: J17A
IMMmert MWIMM!5¥1 4 Project: Lot 105 B00182
09/12/01 13:51:38 ---.--a-_________ .,., ___________________ ...,...,u....,mw111D1,__..., _____ ....,...,.....,M1 .. 11D11111:1 ... ...,.__
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING -----------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20' -2 7 /8" ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/4"
@ Bottom Chord
11'-11 3/4"
Column Joist: No Ratio: 18.002
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, 'OU= 2 u profiles one inside the other, -CL= crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0 ~ 6:
0 transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no ~einforcement
3 = at any panel point along the joist
5 = transferred by an additional member and
support 6 = within a panel with no reinforcement and· lateral
Chord: 1 = Top, 2 = Bottom
lateral support
inclination (incl.): 90 = Vertical, 0 = Horizontal Composite (Clllp): O standard, l = non-composite
Projets no.: B00182
334 ( 64.45) / 371 (
Designer: Gonzalo Garcia
70.90) Area to Paint:
Shop: Juarez {Mexique) [Production]
97.14 pi2
• 'canam~~~~a~!
W#WAIWWM@MIM NW Project: Lot 105 B00182
09/12/01
Mark: J18
13:51:38
¥11 1¥1/M~
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : Jl8 (CHANNEL WEB, Symmetrical, Parallel, Free ends) .
I I I I I : I : I = I : I : I : I
I 001 :ti :.i-, ~I :::t, :::t, :::t, :::t, ~. ~.
I ;:::, «l I ;:;:;, "'' "'' <'>I <'>I «l I .,.,, ,.....,
I ,....., ,.....1 ,.....1 ....,1 ,....., .... , ,....., ,....., ...... , _,
bl .... , ....,1 _, ,.....1 ...... , ...... , .... , ... , ... , ...... ,
'I •' I •' I •' I ,, •' I .' I •' I •' I •' I •' I
OI NI 111 I r-1 °'' .... , "'' 111 I r-, o, «>1
I I I I I .... , .... , -, -, "', "', I I I I I I I I I I
I I I I I I I I I
I . &, I ~ I I I I I ~ I 00 I
I I I I I I I I I
I ,:: I I I I I I r--I ,:: I I .... I ..... I q I q q I 9 I 9 I 9 .... I ..... I
I ..... I ..... I I I I I ..... I ..... I ' ' ' ' I "' I "' I "' I "' i¼ I i¼ I i¼ I i¼ "' I i¼ I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
N "' st; ...: ...: r--
"" .... V ,_,"! 'C:> ,.,.,., ~ ...... "" CN ,,.,. ·,? CN
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I
I I I I I I I
I I : I ~I ~: I NI I I :::t, <'l I NI ...... ,
I I "'' I "'1 ;::;1 -,
I 01 _, ..... , ..... , ..... , ... ,
01 ,-q ... , '7, '7, ,, '7,
.' I •' I .' I ;....1 • I o-,1 ~: o, ""' r-, _, :!-11 _,
--------------------------------------LOADING CONDITIONS-------------------------------------{ THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LO.ADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
2 1 Near No 0.10 0.07 0.00 3'-11 3/4"* 3'-11 3/4" 1 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Span
1
Left
[lb/ft2] [lb/ft]
15.00 15.00
Right
[lb/ft2] [lb/ft]
15.00 15.00
Start
[ft]
0'0
Length
[ft]
23'11 1/2
Chord Cat.
1 2
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
{Q) Wind or Seism {case 1) .. :
{case 2) .. :
(L) Live Load ............... :
{D} Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS.
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R----10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J18
Project: Lot 105 B00182
09/12/01 13:51:38
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection.under service live load .... = 0.37 in (L/
Joist inertia .................................... = 446. 69 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
759)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.72 in)
·Left Reaction =
No Tension Compres.
Top Chord
1.1 0.00 -28.69
1.2 0.11 -26.34
1.3 0.00 -35.11
1.4 0.00 -35.11
1.5 0.00 -39.61
1.6 0.00 -39.61
1.7 0.00 -35.04
1.8 o.oo -35.04
1.9 0.13 -26.26
1.10 0.00 -28.57
Bottom Chord
2.1 0.00 0.00
2.2 29.46 o.oo
2.3 38.49 o.oo
2.4 38.46 0.00
2.5 29.36 o.oo
2.6 0.00 o.oo
End Diagonal
3.1 29.88 0.00
3.2 29.70 o.oo
Diagonal Towards End
4.1 7.95 0.00
4.2 4.64 0.00
4.3 4.64 0.00
4.4 8.00 0.00
Diagonal Towards Center
5.1 0.00 -9.48 d
5.2 0.00 -4.89
5.3 0.00 -4.94
5.4 0.00 -9.48 d
Secondary Web Member
7.1 0.00 -5.12
7.2 0.00 -2.74
7.3 o.oo -2. 77
7.4 0.00 -2.74
7.5 0.00 -5.03
12.75/· 0.00 kips
REQUIRED MATERIAL
x = tied at mid-length
LL 2.5 X .23
do
do
do
do
do
do
do
do
LL 2.5 X .23
LL 2 x .186
do
do
do
do
LL 2 X .186
1" SQUARE BAR
1" SQUARE BAR
Ulx .118
U 1 X .090
U 1 X .090
U 1 X .118
U 1 3/8 X .157
U 1 X .118
U 1 X .118
U 1 3/8 X .157
U 1 X .118
U 1 X .090
do
U 1 X .090
U 1 X .118
Slend.
z 69
z 73
z 37
z 37
z 37
Z-37
z 37
z 37
z 73
z 69
z 142
z 96
z 122
z 122
z 96
z 142
z 209
z 209
z 112
z 115
z 115
z 112
yy 49
yy 87
yy 87
yy 49
yy 84
z 79
z 79
z 79
yy 84
Right Reaction=
Util.
0.967
0.967
0.848
0.799
0.799
0.798
0.798
0.836
0.952
0.952
0.593
0.775
0.904
0.903
0.774
0.591
0.996
0.990
0.898
0.682
0.682
0.903
0.669
0.946
0.955
0.668
0.950
0.532
0.537
0.532
0.932
Length
2'-11 7/8"
2'-11 7/8"
2'-0"
do
do
do
do
2'-0"
2'-11 7/8"
2'-11 7/8"
4'-10"
3'-1 3/4"
4'-0"
4'-0"
3'-1 3/4"
4'-10"
5'-0 7/8"
5'-0 7/8"
2'-10"
do
do
2'-10"
2'-3 5/8"
2'-10"
2'-10"
2'-3 5/8"
2'-8 5[8"
2'-011
do
2'-0"
2'-8 5/8"
12.68/ 0.00 kips
REQUIRED WELD
Weld-Ea.Side
.250 -4"
.250 -4"
.118 -2 1/4"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 1/4"
.158 -2"
.118 -1 1/2"
.118 -1 1/2"
.158 -2"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
Remarks
•-~ canam~!!t~! Project: Lot 105 B00182.
09/12/01
Mark: J18
13:51:38
IMW2d¥103 HsiMM#MfilhS:ffiRHHJ.iliiCUiii? C S 1-..:1
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20' -2 7 /8 11 ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: 24'-6 5/8 11 ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/411
@ Bottom Chord
11'-11 3/4"
Column Joist: No Ratio: 18.257
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 U profile, lJU = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone •. Loads
Definition of the categories (Cat.) 0 @ 6: ··
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel
4 = anywhere along the joist
3 = at any panel point along the joist
5 = transferred by an additional member and lateral suppor.t
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
rnclination (rncl.): 90 = Vertical, O = Horizontal Composite (Cmp): 0
PARTIAL LOADS
Span: 1 = Na.in Joist, 2 = Left Extension, 3 = Right Extension
Chord: 1 = Top, 2 = Bottom
standard, 1 = non-composite
Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind 5 = Non-Composite Dead, 6 = Non-Composite Live
Projets no.: B00182
343 ( 66.16) / 383 (
Designer: Gonzalo Garcia
73.45) Area to Paint:
Shop: Juarez (Mexique) [Production]
97.33 pi2
Project: Lot 105·B00182
09/12/01 13:51:39
Project: Lot 105 B00182
Mark: J18A
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J18A (CHANNEL WEB, Symmetrical, Parallel; Free ends)
I I I I I : I : I : I : I I : I
I I ~I ~I =:t1 :::t, ::;t, :::!:1 ::;t, ~: t!,
I I ""' ""' ""' "'' "'' "'' <'l I _,
I I _1 _1 _, _, _, _, .... , .... , ,....,
61 :;,i-1 _, ,....1 ,...., -1 -, ..... , -1 t--I .... ,
.' I •' I •' I •' I 'I •' I •' I .' I •' I •' I .', 01 ""' tr) I r--1 °'' -1 "'' >n, r--, 01 ""1
I I I I I -I -, -, -I NI N,
I I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I ~ I I I I I I ~ I I
I I I I I I I I I
I "' I 9 I q I 9 I I I "' I ~ I
I 'f r;-I I I I 9 I 9 9 I r;-I I
I "' N I N I N I N I N I <'I <'I I N I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
2.1 2.2 2.3 2.4 2.5 2.6 I I I I I I I I I I I I I I I I : I ~I ~I I NI I I :::t, ,..,, ,..,, NI ..... ,
I I "'' I I ;:;, -,
I 01 -1 ...... , ::: I _, ...... , o, ...... , -1 '°;"1 ,, ,, ";",
•' I .' I •' I ;:...1 • I • I <"> I o, -st, r--, ,...,, !!:!, ;:::, NI
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
2 1 Near No 0 .21 0.15 0.00 4'-5 3/8"* 4'-5 3/8" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.-00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
a MMBII
Project: Lot 105 B00l,82
09/12/01 13:51:39
M#MiiW&WM \JIN!® Nii&
Mark: J18A
¼liRJ'IFffl?'li ¢ iMIG#d i3UH#¥¥ i d I 4-0l'P!Jll'lt\lBIIW 1iwww
-----------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 470. 78 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 7 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
816)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.60 in}
Left Reaction = 12.66/ 0.00 kips Right Reaction = 12.53/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 0.00 -27.22 LL 3 x .224 z 64 0.755 3'-4"
1.2 0.00 -24.78 do z 53 0.755 2'-7 3/4"
1.3 0.00 -34.99 do z 40 0.608 2'-0"
1.4 0.00 -34.99 do z 40 0.640 do
1.5 0.00 -39.40 do z 40 0.640 do
1.6 0.00 -39.40 do z 40 0.638 do
1.7 o. oo· -34.83 do z 40 0.638 do
1.8 0.00 -34.83 do z 40 0.588 2'-0"
1.9 0.00 -24·. 61 do z 53 0.736 2'-7 3/4"
1.10 0.00 -26.89 LL 3 X .224 z 64 0.736 3'-4"
Bottom Chord
2.1 0.00 0.00 LL 2 x .186 z 142 0.592 4'-10"
2.2 29.42 o.oo do z 96 o. 772 3'-1 3/4"
2.3 38.32 o.oo do z 122 0.900 4'-0"
2.4 38.24 0.00 do z 122 0.898 4'-0"
2.5 29.18 0.00 do z 96 0.770 3'-1 3/4"
2.6 o.oo 0.00 LL 2 X .186 z 142 0.588 4'-10"
End Diagonal
3.1 29.21 o.oo 1" SQUARE BAR z 209 0.974 5'-0 7/8" .250 -3 7/8"
3.2 28.86 o.oo 1" SQUARE BAR z 209 0.962 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.81 o.oo U 1 X .118 z 112 0.882 2'-10" .118 -2 1/4"
4.2 4.60 o.oo U 1 X .090 z 115 0.677 do .091 -1 3/4"
4.3 4.60 o.oo U 1 X .090 z 115 0.677 do .091 -1 3/4"
4.4 7.92 o.oo Ulx .118 z 112 0.894 2'-10" .118 -2 1/4"
Diagonal Towards Center
5.1 0.00 -9.19 d U 1 3/8 X .157 yy 49 0.647 2'-3 5/8" .158 -2"
5.2 -4.80 I .118 0.924 2'-10" 0.00 U 1 X yy 87 .118 -1 1/2"
5.3 0.00 -4.91 U 1 X .118 yy 87 0.946 2'-10" .118 -1 1/2"
5.4 0.00 -9.17 d U 1 3/8 X .157 yy 49 0.646 2'-3 5/8" .158 -2"
secondary Web Member
7.1 0.00 -4.82 U 1 X .118 yy 76 0.826 2'-6" .118 -1 1/2"
7.2 0.00 -2.71 U 1 X .090 z 79 0.525 2'-0" .091 -1 1/2"
7.3 0.00 -2.73 do z 79 0.529 do do
7.4 0.00 -2. 71 U 1 X .090 z 79 0.525 2'-0" .091 -1 1/2"
7.5 0.00 -4.70 U 1 X .118 yy 76 0.806 2'-6" .118 -1 1/2"
e ~ canam~!~'ro! Mark: J18A
ii iM IWMiiMMii W!INNW Project Lot 105 B00182
09/12/01 13:51:39
#i{ EIIBMFJWME MN MJXA PRMl11Wfi&MIMIP WWI ISMWSDIP\116HMI Ui12ffi te & IIAPAWi4Pt.s::.mawt@o
--------------------------------------END REINFORCEMENT--------------------------------------
Left: Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s}
LL 2.5 x .210 over 1 Panel(s)
(Section Depth:
(Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 22'-11 5/8" ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-6 5/8" ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/4"
@ Bottom Chord
11'-11 3/4"
Column Joist: No Ratio: 26. 311
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, tro = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)".
Span: 1 = Main Joist, 2 = Left Extension, 3 = ~ight Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: 1 = Top, 2 = Bottom
1 = within a panel with no reinforcement
3 = at any panel point along the j-oist.
5 = transferred by an additional member and lateral support
and lateral support
Inclination (Incl.): 90 = vertical, O = Horizontal COIDposite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
375 ( 71.35) / 415 C 78.64) Area to Paint: 105.02 pi2
Mark: J18B
Project: Lot 105 B00182
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Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J18B (CHANNEL WEB, Symmetrical, Parallel, Free-ends)
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
2 1 Both No
Total Load
[kips]
0.50
0.10
Live load
[kips]
0.35
0.07
Position
[ft]
Net uplift
[kips]
0.00
0.00
0 '-011 *
3'-11 3/4"*
Spacing
[ft]
0'-0"
3'-11 3/4"
Cat.
0-6
3
1
Chord
1/2
1
1
Incl.
[deg]
90
90
Crop
0
0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q} Wind or Seism (case 1) .. :
(case 2} .. :
(L} Live Load ............... :
(D} Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J18B
Project: Lot 105 BOO 182
09/12/01 13:51:39 _ _,...,. ... maa,_.,.. ____ 1111,""*""MU...,,,__,, __ ..,. ___________ ..,a,_,....,...,.....,."""",_...,., ..... """'...,."""".....,.._,_,,,_..,,wm,m@ss:ma..,......,,,,..aw,111m:,__
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.39 in (L/
Joist inertia .................................... = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
728)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 K~i U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.57/ 0.00 kips Right Reaction = 12.50/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 0.00 -26.85 LL 2.5 x .23 z 77 0.972 3'-4"
1.2 0.00 -24.51 do z 64 0.972 2'-7 3/4"
1.3 0.00 -34.61 do z 37 0.732 2'-0"
1.4 0.00 -34.61 do z 37 0.780 do
1.5 0.00 -39.04 do z 37 0.780 do
1.6 0.00 -39.04 do z 37 0.779 do
1. 7 0.00 -34.54 do z 37 0.779 do
1.8 0.00 -34.54 do z 37 0.724 2'-0"
1.9 0.00 -24.43 do z 64 0.960 2'-7 3/4"
1.10 0.00 -26.68 LL 2.5 x .23 z 77 0.960 3'-411
Bottom Chord
2.1 0.00 o.oo LL 2 x .166 z 142 0.652 4'-10"
2.2 29.05 o.oo do z 96 . 0 .852 3'-1 3/4"
2.3 37.94 o.oo do z 122 0.994 4'-0"
2.4 37.91 o.oo do z 122 0.993 4'-0"
2.5 28.94 o.oo do z 96 0.851 3'-1 3/4"
2.6 0.00 o.oo LL 2 x .166 z 142 0.650 4'-10"
End Diagonal
3.1 28.98 0.00 1" SQUARE BAR z 209 0.966 5'-0 7/8" .250 -3 7/8"
3.2 28.80 o.oo 1" SQUARE BAR z 209 0.960 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.84 o.oo Ulx .118 z 112 0.885 2'-10" .118 -2 1/4"
4.2 4.57 0.00 U 1 X .090 z 115 0.673 do .091 -1 3/4"
4.3 4.57 o.oo Ulx .090 z 115 0.673 do .091 -1 3/4"
4.4 7.89 0.00 Ulx .118 z 112 0.891 2'-10" .118 -2 1/4"
Diagonal-Towards Center
5.1 0.00 -9.14 d U 1 3/8 X .157 yy 49 0.644 2'-3 5/8" .158 -2"
5.2 0.00 -4.83 U 1 X .118 yy 87 0.933 2'-10" .118 -1 1/2"
5.3 0.00 -4.88 Ulx .118 yy 87 0.942 2'-10" .118 -1 1/2"
5.4 0.00 -9.15 d U 1 3/8 X .157 yy 49 0.645 2'-3 5/8" .158 -2"
Secondary Web Member
7.1 0.00 -4. 77 U 1 X .118 yy 77 0.821 2'-6" .118 -1 1/2"
7.2 0.00 -2. 71 U 1 X .090 z 79 0.526 2'-0" .091 -1 1/2"
7.3 0.00 -2.73 do z 79 0.531 do do
7.4 0.00 -2.71 Ulx .090 z 79 0.526 2'-0" .091 -1 1/2"
7.5 0.00 -4.70 U 1 X .118 yy 77 0.808 2'-6" .118 -1 1/2"
Mark: J18B
Project: Lot 105 B00182
09/12/01 13:51:39
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING----------------------------------------·-
Maximum spacing between rows of bridging
@ Top Chord: 20' -2 7 /8" ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/4"
@ Bottom Chord
11'-11 3/4"
Column Joist: No Ratio: 18.002
Fal:>rication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-o = l U profile, uu = 2 u profiles one inside the other, -CL= crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord; l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, l = non-composite
Projets no.: B00182
334 ( 64.45) / 371 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
70.90) Area to Paint: 97.14 pi2
Project: Lot 105 B00182
09/12/01 13:51:39
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : 119 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
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--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0 11 * 0 '-0" 3 1 90 0
2 1 Both No 0.10 0.07 0.00 3'-11 3/4"* 3'-11 3/4" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
{Q) Wind
(L) Live
{D) Dead
or Seism {case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
---R---0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
Imposed Rows of Bridging Y/N.: No
at right: 5"
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . .. .. . . . . . . . . . . . .. . . . . . . . . .. . . . . . . . . . . . =
Required canlber . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . .. =
0.23 in (L/
0.01 in {L/
276.43 inA4
0.08 in
480)
7708)
·Project: Lot 105 B00182
09/12/01 13:51:39
------------------------FORCES I N ME MB E R·s [kips]
Mark: J19
{THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 23.01 in)
Left Reaction = 5.19/ 0.00 kips Right Reaction = 5.18/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension · compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 1.42 -7.19 LL 2 X .166 z 38 0.500 1'-4 3/4"
1.2 4.82 -9.59 do z 51 0.581 1'-8"
1.3 4.31 -10.86 do z 51 0.581 do
1.4 4.31 -10.86 do z 51 0.573 do
1.5 4.83 -9.57 do z 51 0.562 1'-8"
1.6 1.43 -7.17 LL 2 X .166 z 38 0.505 1'-4 3/4"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .155 yy106 0.233 2'-6"
2.2 5.67 0.00 do yy106 0.233 2'-2 7/8"
2.3 5.65 -0.01 do yy104 0.232 2'-2 7/8"
2.4 0.00 o.oo LL 1.5x .155 yy104 0.232 2'-6~
End Diagonal
3.1 9.27 -1.84 RD 7/8" yy166 0.561 3'-0 7/8" .215 -1"
3 :2 9.25 -1.84 RD 7/8 yy166 0.563 · 3' -0 7/8" .215 -1"
Diagonal Towards End
4.1 1.72 0.00 U 1 X .090 z 106 0.252 2'-7 1/4" .091 -1 1/2"
4.2 1. 72 0.00 U 1 X .090 z 106 0.252 2'-7 1/4" .091 -1 1/2"
Diagonal-Towards Center
5.1 0.00 -3.06 U 1 X .090 z 84 0.609 2'-1" .091 -1 1/2"
5.2 0.00 -3.04 Ul X .090 z 84 0.606 2,' -1" .091 -1 1/2"
Secondary Web Member
7.1 2.34 -4.67 U 1 X .118 yy 70 0.755 2'-3 3/8" .118 -1 1/2"
7.2 0.00 -2.30 U 1 X 5/8 X .o~o z 131 0.913 2' -0" .091 -1 1/2"
7.3 2.34 -4.67 U 1 X .118 yy 70 0.755 2'-3 3/8" .118 -1 1/2"
--------------------·-----------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 3 x .224 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-7 7/8" ==>
@ Bottom Chord: 20'-7 7/8" ==>
Column Joist: No Ratio: 119.445
Fabrication code unless noted
0 Row(s) Minimum
0 Row{s) Minimum
Laterals supports
Deck (36")
Acc. to the code
V3.6.2.0
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, uu = 2 u profiles one inside the other, -CL= criroped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
Project: Lot 105 B00182
09/12/01 13:51:39
Mark: J19
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 vertical, 0 = Horizontal Composite (Clllp): O = standard, 1 = non-composite
Projets no.: B00182
91 ( 17.55) / 103 (
Designer: Gonzalo Garcia
20.02) Area to Paint:
Shop: .J'Uarez (Mexique) [Production]
32.07 pi2
e ~ canam~!~!r~ Project: Lot 105 B00182
09/12/01 13:51:40
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J20 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
Total Load
[kips]
0.50
Live load Net uplift Position
[ft]
Spacing
[ft]
0'-0"
Cat. Chord
0-6 1/2
Incl. Cmp
[deg] [kips] [kips]
0.35 0.00 0 '-0" * 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q)
(L)
(D)
Wind or Seism (case 1) .. :
(case 2) .. :
Live Load ............... :
Dead Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5 11
0.00 -
0.00
0.00
0.00
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: 120
Project: Lot 105 B00182
09/12/01 13:51:40
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.25 in (L/
Calculated deflection under service live load .... = 0.01 in (L/
Joist inertia .........................•.......... = 203 .18 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 0 7 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
240)
9999)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 23.04 in)
Left Reaction = 3.04/ 0.00 kips Right Reaction = 3.04/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 1.23 -2.69 LL 2 X .125 z 35 0.498 1'-4"
1.2 5.79 -7.25 LL 2 X .125 z 40 0.498 1'-4" .
Bottom Chord
2.1 0.00 0.00 LL 1.5x .109 z 47 0.141 1'-4"
2.2 3.11 -1.07 LL 1.5x .109 z 108 0.165 2' -8"
End Diagonal
3.1 5.18 -2.37 RD 7/8 yy123 0.401 2'-3 3/4" .215 -0 7/8"
Diagonal Towards Center
5.1 0.00 -1.13 U 1 X .090 z 98 0.246 2'-4 7/8" .091 -1 1/2"
Secondary Web Member
7.1 2.25 -4.04 U 1 X .090 z 80 0.790 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth:
LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-6 1/4" ==> 0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 20'-5" ==> Acc. to the code
Column Joist: No Ratio: 493.376
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
-u = 1 u profile, OU= 2 u profiles one inside the other, -CL= Crimped angle
CONCEN'l'RA'l'ED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist,· 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
Project: Lot 105 B00182
09/12/01 13:51:40
Mark: 120
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, l = non-composite
Projets no.: B00182
49 ( 9.67) / 52 (
Designer: Gonzalo Garcia
10.38) Area to Paint:
Shop: .:ruarez (Mexique) [Production]
19.20 pi2
Project: Lot 105.BQ0182
09/12/0l -13:51:40
WWFI 6MWS
Project: ~ot 105 B00182
\
Mark: J21
ww:•w W?EFiiiMlfflE w
\ \ \__,,/
tMih\N-hiiiiMeWWWU
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : 121 (ROD WEB, Symmetrical, Parallel,. Free ends)
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.oo· lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0 11 * 0'-0" 3 1 90 0
--------------------------EN.D MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
. (Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load .... .' .......... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
. AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L---· ---R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.Q0 0.00 0.00
0.00 0.00 0.00 0.00
o.oo o.oo· o.oo o.oo
. Imposed Rows of Bridging Y/N·.: No
at right: 5"
lMllilUMkftil#IOMII MihSM 1i i + WI
Project: Lot 105 B00182
09/12/01
#Mil# MS iii
Mark: J21
13:51:40
ik81¥ M4 Ii iffi-MP/!Si-iW WU mew
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.25 in (L/
Calculated deflection under service live load .... = 0.04 in (L/
Joist inertia .................................... = 132.94 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 .13 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = ·2 2
Bot=
Web=
480)
2950)
------------------------FORCES IN MEMBE,RS [kips] ----------------~ -----
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (EfL depth = 19. 09 in)
Left Reaction= 5.55/ 0.00 kips Right Reaction = 5.55/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
'l'op Chord
,1.1 0.42 -9.19 LL 2 x .156 z 60 0.829 2'-1 3/4"
1.2 3.78 -11.04 do z 61 0.829 2'-0"
1.3 3.35 -12.04 LL 2 x .156 z 46 0.738 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1.25 X .109 z 145 0.504 3'-1 3/4"
2.2 8.32 o.oo LL 1.25 X .109 z 97 0.532 2'-0"
End Diagonal
3.1 10.40 -0.47 RD 11/16 yy235 0.934 3'-4 7/8" .193 -1 1/4"
Diagonal Towards End
4.1 0.24 -1.64 RD 3/4 yy120 0.359 1'-11 3/8" .200 -0 3/4"
Diagonal 'l'owards Center
5.1 0.00 -2.75 RD 3/4 yy120 0.603 1'-11 3/8" .200 -0 '3/4"
Secondary Web Member
7.1 1.07 -4.15 'RD 3/4 yy120 0.911 1'-11 3/8" .200 -0 3/4"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth: 5 po)
--------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 15'-6 1/8" ==>
@ Bottom Chord: 16'-5 7/8" ==>
Column Joist: No Ratio: 57.881
O Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36")
Acc. to the code
-----------------------------------------------------------------------------------------------V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-o =lo profile, 00 = 2 u profiles one inside the other, -CL= Crimped angle
The welding length of web members is calculated according to non continuous joints.
rt is shorter for continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
• ~ canam~~~rm'ro! Mark: J21
4 hH fr MM¥¥ Project: Lot 105 B00182
09/12/01 13:51:40
94! Mi ill -'"'" MP.W¥4h/llM iii&liiMirvwvA k#Wt Mi&lJ 13@\U itiiWfifiiN!\W if& ¥1M#W ta
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3
5
at any panel point along the joist
transferred by an additional member and
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 ~ Bottom
lateral support
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, l = non-composite
Projets no.: B00182
84 ( 15.42) / 94 (
Designer: Gonzalo Garcia
17.64) Area to Paint:
Shop: Juarez (Mexique) [Production]
27.74 pi2
• '-ca.nam~!~Jro!
~IM!i Hf¥ W WW,U Project: Lot 105 B00182
09/12/01
Mark: J22
13:51:40
!Wit ti MA M INWMtt kill 485M I MIMIM141SWMAl18BIP41Lii9ffii ifffWM Ji&k*'™111Yi li19 ,.~
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : 122 (ROD WEB, Symmetrical, Parallel, Free ends)
I
I I ::,:
•' I 01
I
I
I
I
• I <:?1 • I 01
I
I
I
I
I
I
I
I
I
I
1.1
2.1
I
• I ~I ll'll
<"II
.' I NI
I I
I
I
I
I
I
I
I
I
1.2
I
• I ~I ll'l1
<"II
•' I ~I
I I I
I
I
I
I I
I
I
2.2
P' ,.,,.
1.3
I
• I 001 ;,:;1 I ,:,;i1
• I II') I
I
• I ~I ll'll
<"II .'1 \01
I
I
I
I
I
I
I
I
I
I
2.3
1.4
I • I ~:
<"II
•' I 001
I I
I
I
I
I
I
I
I
I
2.4
1.4
I • I 001 -n:
,:,;i1
• I °'1
• I 001 ;,:;1
..... I
'I • I
~I I
I
I
I I
I
I
I
I
I
2.3
1.3
• I 001 --1 ll'l I
,:,;i1 • I
~I
I I
2,2
1.2
I
• I 001 iri1
<"II
'I <")I
-1
I QOI ir; I
<"II
'I • I :!1 I I
L1
2.1
• I ~:
i-l
'I • I ;e1
I
• I ::::J:1 -1 r-,1
'I \01 -1
I
I
I
I
I
I
I
I
I
I
--------·-----------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCEN'l'RA'l'ED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat; Chord Incl. Cmp
[kips] . [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or_Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
lvlark: J22
13:51:40
AMC -t+MIP¥M1¥ AAA nwa+ maow A&lii~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .......... -..... = 0.41 in (L/
Calculated deflection under service live load .... = 0.20 in (L/
Joist inertia .......... ~. . . . . . . . . . . . . . . . . . . . . . . . . = 188. 88 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 21 in
Minimum Width (in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
480)
993)
------------------------FORCES IN MEMBERS [kips] . -----------------------
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 19.01 in)
Left Reaction = 8.76/ 0.00 kips Right Reaction= 8.76/ 0.00 kips
No Tension CoI!!Pres.
Top Chord
1.1 0.00 -15.06
1.2 1.59 -16.13
1.3 0.00 -20.18
1.4 0.00 -22.19
Bottom Chord
2.1 0.00 0.00
2.2 17.05 o.oo
2.3 21.13 o.oo
2.4 22.49 o.oo
End Diagonal
3.1 16.87 o.oo
Diagonal Towards End
4.1 3.97 0.00
4.2 2.59 o.oo
Diagonal Towards Center
5.1 0.00 -6.44
5.2
5.3
0.00
0.00
-3.97
-2.59
Secondary Web Member
7.1 0.90 -4.12
REQUIRED MATERIAL
x = tied at mid-length
LL 2 X .166
do
do
LL 2 X .166
LL 1.5x .155
do
do
LL 1.5 X .155
RD 7/8
RD 3/4
RD 3/4
RD 7/8
RD 3/4.
RD 3/4
"RD 7/8
REQUIRED WELD
Slend. Util. Length Eff.Throat-Ea.Side Remarks
z 65 0.976 2'-3 5/8"
z 61 0.976 21 -0 11
z -,46 0.990 do
z 46 0.990 2'-0"
z 128 0.552 3'-3 5/8"
z 81 0.684 2'-0"
z 81 0.799 do
z 81 0.850 2'-0"
z 193 0.935 3'-6 5/8" .215 -1 7/8"
z 120 0.299 1'-11 3/8" .200 -0 3/4"
z 120 0.195 1'-11 3/8" .200 -0 3/4"
yy103 0.762 1'-11 3/8" .215 -0 7/8"
yy120 0.864 do .200 -0 3/4"
yyl?O 0.564 1'-11 3/8" .200· -0 3/4"
yy103 0.487 1'-11 3/811 .215 -0 7/8"
--------------------------------------END REINFORCEMENT------------------------·--------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spa~ing between rows of bridging
POSITION
@ Top Chord: 15 '-11" ==>
@ Bottom Chord: 18' -7 l/8 11 ==>
@ Top Chord
8'-3 5/8 11
Column Joist: No Ratio: 16.075
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36 11 )
Acc. to the code
8'-3 5/8"
MPM
Project: Lot 105 B00182
09/12/01 13:51:40
M iil!W1t: HMM
Mark: J22
h rlkli§ fii
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u l u profile, tJO = 2 u profiles one inside the other, -CL= Crimped angle
The welding length of web members is calculated according to non continuous joints.
It is shorter for continuous joints.
CONCEN'l'RATED LOADS (* indicates that the cone. load is not directly on the panel
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
-Definition of the categories (Cat.) o_~ 6:
point.)
0 = transfered by an additional member
2 = anywhere within a paJ?,el
l = within a panel with no reinforcement
3 = at any panel point along the joist
4 = anywhere along the joist S = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
166 ( 30.33} / 183 (
Designer: Gonzalo Garcia
33.80} Area to Paint:
Shop: Juarez (Mexique) [Production]
47.09 pi2
IM#Sd~
• ~ canam~!~!rc! ·
vfflift ¥AWA Project: Lot 105 B00182
09/12/01
Mark: J23
13:51:40
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J23 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I : I
I I I I I ~: ~: ~: ~: : I ~I I I N1 ~I ~I ~I ,...I
I I ;::.I .... 1 ,-,1 ,...I ,...I -, ..... , .... , ..... ,
i::,1 :;,i-1 .,.,1 .,.,1 .,.,1 v;i, ll"ll ";II ll"ll r--, .... ,
.' I ,, •' I •' I •' I • I .' I • I .' I .' I .' I 01 <') I 11")1 t--1 °'' ..... , "'1 ll"l1 r--, 0'11 <'11
I I I I I -, ...,I .... , ,..,I -, NI
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I s I I I I I I I s I I I I I I I I I I I I I I ~ I .... I q I q I ~ I q I q I '1' I .... I ~ I I I ' I I I I I I I ' I I I O"l I N I N I N I N I N I N I N I N I "' I
1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1
"' "' "' r..: r..: r..:
~ .J.1 ... z,.. ~'), '!'",;, '7-'), -r,,, '7-';, .,.
N .,., N
2.1 2.2 2.3 2.3 2.2 2.1
I I I I I I I
I I I I I I I
I I I I I I ~I I I ~: ~I NI 001 -.,
I I ..... , ;::., ;::.1 ..... ,
I 61 ..... , .,.,, .,.,, ,..,1 -, o, -1 v;i, 'I ,, ,, '71
.' I •' I • I ;.., • I oo' N' o, -.i-, r--, .... , !!l, ..... 1 N!
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load · Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 '-0" * 0'-0" 3 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Span
1
Left
[lb/ft2] [lb/ft]
30.00 30.00
Right
[lb/ft2] [lb/ft]
30.00 30.00
Start
[ft]
0'0
Length
[ft]
22'11 1/8
Chord Cat.
1 1
--------------------------END MOMENTS [ft-kip] & AX:r.AL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
• ~ c_anam~~~arro!
MMM MSM
Mark: J23
Project: Lot 105 B00l 82
09/12/01 13:51:40
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.56 in (L/
Calculated deflection under service live load .... = 0.34 in (L/
Joist inertia .................................... = 402. 50 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = O. 29 in
Minimum.Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]_,
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 12.30/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -26.06 LL 2.5 X .23 z 77 0.931 3'-4"
1.2 0.00 -24.08 do z 52 0.931 2'-1 1/2"
1.3 o.oo -32.09 do z 37 0.698 2'-0"
1.4 o.oo -32.09 do z 37 0.742 do
1.5 0.00 -36.68 LL 2.5 x .23 z 37 0.751 21 -0"
Bottom Chord
2.1 0.00 o.oo LL 2 X .156 z 142 0.627 4'-10"
2.2 26.34 o.oo do z 80 0.847 2'-7 1/2"
2.3 35.53 0.00 LL 2 X .156 z 121 0.988 4'-0"
End Diagonal
3.1 28.13 0.00 1" SQUARE BAR z 209 0.937 5'-0 7/8"
Diagonal Towards End
4.1 8.09 0.00 U 1 X .118 z 112 0.913 2'-10"
4.2 4.47 0.00 U 1 X .090 z 115 0.658 2'-10"
Diagonal Towards Center
5.1 0.00 -8.18 d U 1 3/8 X .118 z 55 0.997 2'-1 1/8"
5.2 0.00 -4.99 Ulx .118 yy 87 0.964 2'-10"
Secondary Web Member
7.1 0.03 -4.52 U 1 X .118 yy 77 o. 778 2'-6"
7.2 0.00 -2.76 U 1 X .090 z 79 0.535 2 '-0"
7.3 0.00 -2.78 U 1 X .090 z 79 0.540 2 1 -0"
480)
803)
depth
12.30/
= 22.73
0.00
REQUIRED WELD
Weld-Ea.Side
.250 -3 7/8"
.118 -2 3/8"
.091 -1 5/8"
.118 -2 3/8"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
in)
kips
Remarks
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x·.210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 7 /8" ==>
@ Bottom Chord: 24' -4 7 / 8" ==>
@ Top Chord
11'-5 5/8"
Column Joist: No Ratio: 20. 316
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-5 5/8"
-~ canam~!~a~!
nf!Mtifl •• ¥£
Fabrication code unless noted
-LL 2 angles short legs back to back,
Project: Lot 105 B00182
09/12/01 13:51:40
Mark: J23
BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-U 1 U profile, tro = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) o·@ 6:
0 = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): O = standard, l = non-composite
PARTIAL LOADS
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Chord: 1 = Top, 2 = Bottom
Load category (Cat.): l = Dead, 2 = Live, 3 = Wind 5 = Non-Composite Dead, 6 = Non-Composite Live
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexiqu.e) [Production]
316 ( 61.33) / 350 ( 67.59) Area to Paint: 93.77 pi2
e ~ canam~!~~!
SMMiRi-WMMIRiW MD ii Project: Lot 105 B00182 _
09/12/01 13:51:41
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J25 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I : I : I : I : I
I 001 ~I :.r, ~I ::.!:1 :;.!:, ::.!:1 :::t,
I r:;1 ;;:;, ;;:;, "'' "'' "'' <"I I "'' I _, _1 _, _, _, _, _, -1 b1 _, _, _, _, -, -, .... , ...... ,
•' I •' I •' I •' I •' I •' I •' I •' I •' I
OI NI inl t-1 °'' -1 "'' in, t-,
I I I I I -, -, -, -1
I I I I I I I I I
I I I I I I I I I I ~ I ~ I I I I I I I
I I I I I I I I I I I I I I I I I I I .... I .... I ~ I 9 I q I q I q I q I I .... I ' I I I I I I I ' I cs I ;, I ;, I cs I ;, I ;, I cs I ;, I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8
~ "" ..,,. r-: r-:
~ 3-1 .... ,,. _,ry '!"-., ~"' '{;, ~'tr, N ,,,. ..,,.
2.1 2.2 2.3 2.4 2.5
I I I I I
I I I I I I I : I 'st I ~I I I ::.!:1 '1 <"I I I I "'' <"I I I
I 01 _, -, -, o, -, -, '"i', '"i'1 .' I .' I •' I ;:...1 • I o, ..i-, t-, .... , !!JI
Mark: J25
MMICNI-
: I : I
~I c:!1 in, ,-q _, _, -, .... ,
•' I •' I o, "'1 NI N,
I I I I
~ I ii!? I I I
I r-I .... I ----.... I .... I .... I ' ;, I cs I
1.9 1.10
~ N
2.6
I I
I I
I N' NI ..... , ::::, -, .... , -, ,, '"i', °'' _, • I ~!
--------------------------------------LOADING CONDZTZONS -------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
Position
[ft]
Spacing
[ft]
No Sp Side Hole
1 1 Near No
2 1 Near -No
Total Load
[kips]
0.50
0.21
Live load
[kips]
0.35
0.15
Net uplift
[kips]
0.00
0.00
0'-0"*
3'-11 3/4"*
0 I -0 II
3'-11 3/4"
Cat.
0-6
3
1
Chord
1/2
1
1
Incl.
[deg]
90
90
Cmp
0
0
--------------------------END MOMENTS [ft-kip] & AXZAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth. . . [ in] : at left. : 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L·-----R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J25
Project: Lot 1051300182
09/12/01 13:51:41
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load·.· .......... : ... = 0.59 in (L/
Calculated deflection under service live load .... = 0.39 in (L/
Joist inertia .................................... = 417. 95 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES J: N MEMBERS [kips]
480)
725)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.66/ 0.00 kips Right Reaction = 12.52/ o·. oo kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 0.00 -28.56 LL 2.5 X .23 z 69 0.971 2'-11 7/8"
1.2 0.08 -26.19 do z 73 0.971 2'-11 7/8"
1.3 0.00 -34.76 do z 37 0.851 2'-0"
1.4 0.00 -34.76 do z 37 0.790 do
1.5 o.oo -39.15 do z 37 0.790 do
1.6 0.00 -39.15 do z 37 0.789 do
1. 7 0.00 -34.61 do z 37 0.789 do
1.8 0.00 -34.61 do z 37 0.825 2'-0"
1.9 0.12 -26.03 do z 73 0.941 2'-11 7/8"
1.10 0.00 -28.30 LL 2.5 X .23 z 69 0.941 2'-11 7/8"
Bottom Chord
2.1 0.00 0.00 LL 2 X .166 z 142 0.656 4'-10"
2.2 29.21 o.·oo do z 96 0.855 3'-1 3/4"
2.3 38.07 o.oo do z 122 0.997 4'-0"
2.4 38.00 o.oo do z 122 0.995 4'-0"
2.5 29.00 0.00 do z 96 0.853 3'-1 3/4"
2.6 0.00 o.oo LL 2 x .166 z 142 0.651 4'-10"
End Diagonal
3.1 29. 71 o.oo l" SQUARE BAR z 209 0.990 5'-0 7/8" .250 -4"
3.2 29.33 0.00 1" SQUARE BAR z 209 0.978 5'-0 7/8" .250 -4"
Diagonal 'l'owards End
4.1 7.82 o.oo U 1 X .118 z 112 0.882 2'-10" .118 -2 1/4"
4.2 4.60 0.00 U 1 X .090 z 115 0.678 do .091 -1 3/4"
4.3 4.60 o.oo U 1 X .090 z 115 0.678 do .091 -1 3/4"
4.4 7.92 0.00 U 1 X .118 z 112 0.894 2'-10" .118 -2 1/4"
Diagonal 'l'owards Center
5.1 0.00 -9.37 d U 1 3/8 X .157 yy 49 0.661 2'-3 5/8" .158 -2"
5.2 0.00 -4.80 U 1 X .118 yy 87 0.928 2'-10" .118 -1 1/2"
5.3 0.00 -4.90 U 1 X .118 yy 87 0.947 2'-10" .118 -1 1/2"
5.4 0.00 -9.37 d Ul 3/8 x .157 yy 49 0.661 2'-3 5/8" .158 -2"
Secondary Web Member
7.1 0.00 -5.16 U 1 X .118 yy 84 0.957 2'-8 5/8" .118 -1 1/2"
7.2 0.00 -2.71 U 1 X .090 z 79 0.526 2'-0" .091 -1 1/2"
7.3 o .. oo -2.73 do z 79 0.531 do do
7.4 0.00 -2. 71 U 1 X .090 z 79 0.526 2 '-0" .091 -1 1/2"
7.5 0.00 -4.97 U 1 X .118 yy 84 0.921 2'-8 5/8" .118 -1 1/2"
Mark: J25
Project: Lot 105-B00182
09/12/01 13:51:41 -------------------------------------------------------.......... -:..,
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING-----------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20' -2 7 /8 11 ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord:_ 24'-5 3/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-11 3/4"
Ratio: 18.001
Fabrication code unless noted
-LL 2 angles short legs back to back,
@ Bottom Chord
·11•-11 3/4"
V3.6.2.0
Round bar
-u = 1 U profile,
BL= 2 angles welded in box, BR
uu = 2 u profiles one inside the other, -CL = Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0 ~ 6:
O transfered by an additional member 1 = within a pane~ with,no·reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = vertical, O = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
335 ( 64.57) / 371 (
Designer: Gonzalo Garcia
71.02) Area to Paint:
Shop: .J'Uarez (Mexique) [Production]
97.33 pi2
Project: Lot 105 B00182
09/12/01 13:51:41
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J27 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I ~I I "'' I o' bl ..... ,
•' I ,,
01 ::..,
I I I
I : I I
~I :t1 I .... , ..... , I
"'' oo' f--1
•' I .• I •' I "'' IOI r--1
I I I I I
I I I I I
I I I I I
I ~ I
I I
I .,., I ~ I ~ I ::!: I
I I I .,., I "' I .,., I
I ~ I
I I ~ I ~ I ~ I
I I I
I ;:... I ;:... I ;:... I ;:... I
r.1 1.2 1.3 1.4 1.5
.... N ,-.: ,-.:
~ > 1:11
2.1 2.2 2.3
Mark: J27
I
: I :;:t,
"'' ,ol ,,
°'' I I I I
I
I I
I
I
1.6
2.4
• I N' ..... , ..... , -st,
•' I ==:
I
I
I
I I
I
I
I
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560· LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
Position
[ft]
No Sp Side Hole
1 1 Both No
2 1 Both No
Total Load
[kips]
0.50
2.10
Live load
[kips]
0.35
0.15
Net uplift
[kips]
0.00
0.00
0'-0"*
3'-11 3/4"*
Spacing
[ft]
0'-0"
3'-11 3/4"
Cat.
0-6
3
1
Chord
1/2
1
1
Incl.
[deg]
90
90
Cmp
0
0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] ------------------------·-
(Q)
(L)
(D)
Wind or Seism (case 1) .. :
(case 2) .. :
Live Load ............... :
Dead Load .......... ;· .... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 511
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: 127
13:51:41
------------------------------------------DEFLECTJ:ON ------------------------------------------
Allowed deflection under live load ............... = 0.28 in (L/
Calculated deflection under service live load.: .. = 0.03 in (L/
Joist inertia .................................... = 281. 65 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 12 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES J: N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
480)
4470)
(Fy = 50 Ksi U/N) (Eff. depth = 22.95 in)
Left Reaction = 7.48/ 0.00 kips Right Reaction = 6.83/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length· Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 0.00 -6.06 LL 2 X .156 z 52 0.668 1'-10 3/4"
1.2 3.91 -10.63 do z 58 0.969 do
1.3 2.03 -14.38 do z 58 0.969 do
1.4 2.03 -14.38 do z 58 0.860 do
1.5 4.32 -10.19 do z 58 0.744 do
1.6 0.00 -5.62 LL 2 x .156 z 52 0. 715 1'-10 3·;4•
Bottom Chord
2.1 0.00 0.00 LL 1. 75 X .143 yy118 0.309 .1' -10 3/4"
2.2 10.37. o.oo do z 132 0.360 3'-9 1/2"
2.3 9.14 o.oo do z 132 0.324 3'-9 1/2"
2.4 0.00 o.oo LL 1.75 X .143 yy118 0.272 1'-10 3/4"
End Diagonal
3.1 9.02 o.oo RD 7/8 z 141 0.500 2'-7 3/4 11 .215 -1"
3.2 8.36 o.oo RD 7/8 z 141 0.463 2'-7 3/4" .215 -1"
Diagonal Towards End
4.1 2.63 -0.30 Ulx .090 z 113 0.387 2'-9 1/8" .091 -1 1/2"
4.2 2. 72 0.00 Ulx .090 z 113 0.401 2'-9 1/8" .091 -1 1/2"
Diagonal Towards Center
5.1 0.00 -6.46 d U 1 3/8 X .118 z 75 0.861 2'-9 l/8 11 .118 -1 7/8"
5.2 0.00 -5.55 d U 1 3/8 X .118 z 75 0.739 2'-9 1/8" .118 -1 5/8"
Secondary Web Member
7.1 1.19 -3.62 Ulx .090 z 80 0.705 2'-0" .091 -1 1/2"
7.2 o.oo -2.71 do z 80 0.528 do do
7.3 1.19 -3.62 U 1 X .090 z 80 0.705 2'-0" .091 -1 1/2"
--------------------------------------END REJ:NFORCEMENT -------------------------------------
Right: Parallel Reinforcement LLV 3 x 2 x .250 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16' -7 1/2 11 ==>
@ Bottom Chord: 22'-5 3/8 11 ==>
Column Joist: No Ratio: 66. 30'8
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36 11 )
Acc. to the code
Mark: J27
Project: Lot 105 B00182
09/12/01 13:51:41 ______________________________ .. , ___ ZlPPIPlllllllllllaKauSE!lll-ll'llllmim::m ........... _..,.. __ ...,. .. ,__st ___ .. ,..,_...,,_!.1111 ____ .,.._
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, Round bar
-u = l U profile,
BL= 2 angles welded in box, BR
UU = 2 U profiles one inside the other, -CL = Crimped angle
CONCENl'RATED LOADS (* indicates that the cone. load is not directly on the panel.point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 transferred by an additional member and
support 6 = within a panel with no reinforcement and lateral
Chord: l = Top, 2 = Bottom
lateral support
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, l = non-composite
Projets no.: B00182
111 ( 21.35} / 119 (
Designe~: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
22.93) Area to Paint: 39.97 pi2
Project: Lot 105 BOO 182
09/12/01 13:51:42
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark: J28
Mark ...... : J28 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I : I : I : I = I I = I I I :ti ~I ::t1 :::!1 :::! I :::!1 :::!1 ~: ~I
I I Ml Ml Ml M1 Ml Ml <'>I -1
I I _1 _1 ...,1 -1 ,-,1 ,-,1 ..... 1 -I ,-,1
i::,I ~I ...,1 ,....,1 ,-,I -1 -1 -1 -1 t-1 -1
•' I •' I .' I •' I •' I .' I •' I .' I .' I .' I •' I
OI Ml tnl t-1 QII -1 M1 lf'l1 t-1 ~: <">1
I I I I I -I -I -I -I NI
I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I I ~ I I I I I I I ::!: I
I I I I I I I I I I
I I (") I 9 I q I 9 I q I q I 9 I (") I ¾ I ·'/' I r;-I I I I I I I r;-I
I (<) I cs I cs I ;., I cs I cs I cs I cs I cs I (<)
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
"' "' "<I; ,-: ,-: r-
~ .3..1 ir.,.. .,"Y ir.., .,_":> '{,, .,_'r-~ N N
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I
I I I I I I I
I I : I =.t I ~I I ~I
I I :::! I -, ...,1 NI ..... ,
I I <"> I Ml I ;::., -I
I 01 ..... 1 ::: I ..... , ,...,1 -1
01 -1 -1 ,1 '71 'I .,..,
.' I •' I •' I ;:...1 • I • I ~; o, -st I r-, ..... 1 !!'.) I ~I
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0 '-0" 3 1 90 0
2 1 Both No 0.21 0.15 0.00 3'-11 '3/4"* 3 '-11 3/4" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
Mark: J28
Project: Lot 105 B00182
09/12/01 13:51-:42
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 470.78 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 7 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :r N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 12.66/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres,. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 o.oo -27.23 LL 3 X .224 z 64 0.754 3'-4"
1.2 0.00 -24.77 do z 53 0.754 2'-7 3/4"
1.3 o.oo -34.96 do z 40 0.601 2'-0"
1.4 0.00 -34.96 do z 40 0.639 do ' 1.5 o.oo -39.38 do z 40 0.639 do
1.6 0.00 -39.38 do z 40 '0.638 do
1. 7 0.00 -34.81 do z 40 0.638 do
1.8 o.oo -34.81 do z 40 0.588 2'-0"
1.9 0.00 -24.60 do z 53 0.736 2'-7 3/4"
1.10 o.oo -26.88 LL 3 x .224 z 64 0.736 3'-4"
Bottom Chord
2.1 0.00 0.00 LL 2 X .186 z 142 0.592 4'-10"
2.2 29.38 o.oo do z 96 0.771 3'-1 3/4"
2.3 38.29 o.oo do z 122 0.900 4'-0"
2.4 38.22 o.oo do z 122 0.898 4'-0"
2.5 29.16 o.oo do z 96 0.770 3'-1 3/4"
2.6 o.oo o.oo LL 2 X .186 z 142 0.587 4'-10"
End Diagonal.
3.1 29.22 o.oo 1" SQUARE BAR z 209 0.974 5'-0 7/8"
3.2 28.84 0.00 1" SQUARE BAR z 209 0.961 5'-0 7/8"
Diagonal Towards End
4.1 7.82 o.oo U 1 X .118 z 112 0.882 2'-10"
4.2 4.60 0.00 Ulx .090 z 115 0.678 do
4.3 4.60 0.00 U 1 X .090 z 115 0.678 do
4.4 7.92 o.oo Ulx :118 z 112 0.894 2'-10"
Diagonal Towards center
5.1 0.00 -9.15 d. U 1 3/8 X .157 yy 49 0.644 2'-3 5/8"
5.2 0.00 -4.80 U 1 X .118 yy 87 0.926 2'-10"
5.3 0.00 -4.90 Ulx .118 yy 87 0.945 2'-10"
5.4 0.00 -9.17 d U 1 3/8 X .157 yy 49 0.646 2'-3 5/8"
Secondary Web Member
7.1 0.00 -4.85 U 1 X .118 yy 76 0.832 2'-6"
7.2 0.00 -2. 71 Ulx .090 z 79 0.525 2'-0"
7.3 0.00 -2.73 do z 79 0.529 do
7.4 0.00 -2. 71 Ulx .090 z 79 0.525 2'-0"
7.5 0.00 -4.70 U 1 X .118 yy 76 0.806 2' -6"
480)
817)
depth
12.52/
= 22.60
0.00
REQUIRED WELD
Weld-Ea.Side
.250 -3 7/8"
.250 -3 7/8"
.118 -2 1/4"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 1/4"
.158 -2"
.118 -1 1/2"
.118 -1 1/2"
.158 -2"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
in)
kips
Remarks
e, canam~!!tro! Mark: J28
Project: Lot 105 B00182
09/12/01 13:51:42
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING----------------------------------------·--
Maximum spacing between rows of bridging
@ Top Chord: 22'-11 5/8" ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-6 5/8" ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/4"
@ Bottom Chord
11'-11 3/4"
Column Joist: No Ratio: 26. 311
Fabrication code unless noted
-LL= 2 angles short legs hack to back, BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-o = 1 u profile, UU = 2 O profiles one inside the other, -CL= Cr.imped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O ~ 6:
O transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 =_within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
rnclination (rncl.): 90 = Vertical, 0 = Horizontal Co:mposite (Clllp): o = standard, l = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [-Production]
375 ( 71.35) / 415 ( . 78.64) Area to Paint: 105.02 pi2
• ', canam~!~Jro! Project: Lot 105 BOO 182
09/12/01
Mark: J32
13:51:42
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J32 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I
I
-I o' ,,
01 I I
I
I
I
I I
I
I
I I I I
I : I o,
•' I o,
"'I" "'
1.1
I I I
I
~I
.' I ""'' I
I
I
I
I
I
I
I
I
3.-1
2.1
I
I
~I .... , oo' 'I ;;.,,
I
I
I
I
~ I
I
I q 'i I
"' I "'
1.2 1.3
'!",.;
2.2
I I I I I b1 ..... ,
•' I -.i-,
I I I
I I ~: ~I ~I .... , ..... , .... ,
oo' oo' °J'I
•' I •' I • I r---1 0\ I .... ,
I I .... ,
I I I
I I I
I I I
I I I
I I I
I 9 I ~ I
I I I
I "' I "' I
1.4 1.5
C'l r..:
.. ,r-:, '!"-2
2.3 I I I I I I ~: NI ;:::., .... , co' 00, ,,
•' I ;:..., r---, .... ,
I I I I I : I : I ~: f!:: : I !:::!, !:::!, ~, .... , .... , ..... , r---, r---, oo, oo, oo, o, -.j-I
•' I .' I •' I •' I .' I .... , in, r---, o, "'' .... , .... , .... , NI N,
I I I I I I I I I I
I I I I I
I I I ~ I I
I I I I I
9 I I I "' I I I 9 I 9 I 'i I "'I" I
"' I "' I "' I "' I "' I
1.6 1.7 1.8 1.9 1.10
"' ..,.. r..: r..:
,,.":l -r_,, ,,.>r-.,.
"'
2.4 2.5 2.6
I I I I I I I I I NI 001 001 ;::., r:,:, r:,:,
00 I '°' -.i-' 'I ,, ,,
• I
~I oo' .... , • I ~!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live loaq. Net uplift Position Spacing Cat. Chord Incl. Cmp
(kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0 '-0" 3 1 90 0
2 1 Near No 0 .21 0.15 0.00 4'-2 l/8 11 * 4'-2 l/811 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Weld Plate required Y/N ........ : Yes ~mposed Rows of Bridging Y/N.: No
at right: 5" Bearing Depth... [in]: at left.: 5 11
Project: Lot 105 B00182
09/12/01
------------. __ . ___________ ·--------------DEFLECTION
· 13:51:42
Allowed deflection under live load ............... = 0.58 in (L/
Calculated deflection under service live load .... = 0.36 in (L/
Joist inertia .................................... = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :r N MEMBERS [kips]
480)
777)
Mark: J32
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.38/ 0.00 kips Right Reaction = 12.24/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -27.70 LL 2.5 X .23 z 77 0.972 3'-4"
1.2 0.23 -25.86 do z 58 0.972 2'-4 3/8"
1.3 0.00 -33.01 do z 37 0.691 2'-0"
1.4 0.00 -33.01 do z 37 0.752 do
1.5 0.00 -37.40 do z 37 0.754 do
1.6 0.00 -37.40 do z 37 0.754 do
1.7 0.00 -32.85 do z 37 0.751 do
1.8 0.00 -32.85 do z 37 0.694 2'-0"
1.9 0.28 -25.69 do z 58 0.950 2'-4 3/8"
1.10 0.00 -27.45 LL 2.5 X .23 z 77 0.950 3'-4"
Bottom Chord
2.1 0.00 o.oo LL 2 ·x .166 z 142 0.616 4'-10"
2.2 27.46 o.oo do yy113 0.815 2'-10 3/8"
2.3 36.32 0.00 do z 122 0.951 4'-0"
2.4 36.24 o.oo do z 122 0.949 4'-0"
2.5 27.23 o.oo do yy113 0.814 2'-10 3/8"
2.6 0.00 o.oo LL 2 X .166· z 142 0.611 4'-10"
End Diagonal
3.1 28.46 o.oo 1" SQUARE BAR z 209 0.949 5'-0 7/8" .250 -3 7/8"
3.2 28.10 0.00 1" SQUARE BAR z 209 0.937 5'-0 7 /811 .250 -3 3/4"
Diagonal Towards End
4.1 7. 82 o.oo U 1 X .118 z 112 0.882 2'-10" .118 -2 1/4"
4.2 4.50 o.oo U 1 X .090 z 115 0.662 do .091 -1 3/4"
4.3 4.50 0.00 Ulx .090 z 115 0.662 do .091 -1 3/4"
4.4 7.92 o.oo U 1 X .118 z 112 0.894 2'-10" .118 -2 1/4"
Diagonal Towards Center
5.1 0.00 -8.48 d U l 3/8 X .157 yy 47 0.588 2'-2 1/8" .158 -1 3/4"
5.2 0.00 -4.80 U 1 X .118 yy 87 0.928 2'-10" .118 -1 1/2"
5.3 0.00 -4.91 Ulx .118 yy 87 0.948 2'-10" .118 -1 1/2"
5.4 0.00 -8.48 d U 1 3/8 X .157 yy 47 0.587 2'-2 1/8" .158 -1 3/4"
Secondary Web Member
7.1 0.00 -4.54 Ulx .118 yy 77 0.781 2'-6" .118 -1 1/2"
7.2 0.00 -2.70 Ulx .090 z 79 0.524 2'-0" .091 -1 1/2"
7.3 0.00 -2. 72 do z 79 0.529 do do
7.4 0.00 -2.70 U 1 X .090 z 79 0.524 2'-0" .091 -1 1/2"
7.5 0.00 -4.37 U 1 X .118 yy 77 0.751 2'-6" .118 -1 1/2"
•, canam~!~~!
-eeeeer Project: Lot 105 B00l.82
09/12/01
Mark: J32
13:51:42
--------------------------------------END RE~:NFORCEMENT --------------------------------------
Left: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING---·--------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 2 0 ' -2 7 / 8 11 ==> 1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-8 3/8"
Ratio: 19.262
Fabrication code unless noted
-LL= 2 angles short legs back to back,
@ Bottom Chord
11'-8 3/8"
V3.6.2.0
Round bar
-u = 1 u profile,
BL=
'OU
2 angles welded in box, BR
2 u profiles one inside the other, -CL = Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0 ~ 6:
0 = transfered by an additional member
2·= anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
327 ( 63.15) / 364 ( 69.60) Area to Paint: 95.33 pi2
e, canam~i~~!
f IMPi/Wt MQ Project: Lot 105 B00182
09/12/01
l\.fark: 133
13:51:43
" IIN
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : J33 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
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1.2 1.3
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2.2 I I
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I 01 .... ,
•' I -st,
I I I I I ~I
~I ~I .._, .... , ..... , ..... ,
t--' t--1 r-;-,
•' I .' I • I t--1 C\I -,
I I .... ,
I I I I I I
I I I I I I I I I I 9 I 9 I
I I I
I N I N I
1.4 1.5
~
~')' '!",.:,
2.3 I I I I I I : I 001 11::!, ;::;, .... , t--' r-;-, ,,
• I ;:..., t--1 _,
I I I : I I : I : I : I ::t, : I ~, ~, ~, ..... , ::t, ..... , .... , ..... , 01 ..... ,
r-;-1 r-;-1 r-;-, .... , N1
• I • I • I •' I •' I "'' .,.,, t--I C\1 ~I -, ..... , ..... , ..... , I I I I I I I I I I I I I I I I I I I ~ I I I I I I I q, I 9 I 9 I I ~ I I I I '? I I N I N I N I N I "' I
1.5 1.4 1.3 1.2 1.1
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,,,.')' -r,.,, ,,,.'> ~
2.3 2.2 2.1 I I I I I I I I I 001 :t1 ~I ;::;, ..... , ..... ,
t--' 'I """' 'I NI ,1 • I ~, oc,I _, "'' N!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP10i5/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-011 * 0 I -0 II 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
{Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
•, cana_m~!~!ro! Project: Lot 105 B00182
09/12/01
Mark: J3~
13:51:43
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.57 in (L/
Calculated deflection under service live load .... = 0.34 in (L/
Joist inertia , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 421. 64 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
814)
( THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.61 in}
Left Reaction = 12.10/ 0.00 kips Right Reaction = 12.10/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
"Top Chord
1.1 0.00 -27.32 LL 3 x .224 z 64 o. 721 3'-4"
1.2 0.38 -25.58 do z 46 0.721 2'-3 1/8"
1.3 0.00 -32.19 do z 30 0.555 2'-011
1.4 0.00 -32.19 do z 30 0.600 do
1.5 0.00 -36.68 LL 3 x .224' z 30 0.604 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 2 X .156 z 142 0.633 4'-10"
2.2 26.57 0.00 do yyll2 0.847 2'-9 1/8"
2.3 35.56 0.00 LL 2 X .156 z 121 0.988 4'-0"
End Diagonal
3.1 27.70 o.oo 1" SQUARE BAR z 209 0.923 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.40 o.oo U 1 X .090 z 115 0.647 2'-10" .091 -1 5/8"
Diagonal Towards Center
5.1 0.00 -8.21 d U 1 3/8 X .157 yy 45 0.565 2'-1 5/8" .158 -1 3/4"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.936 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.00 -4.29 U 1 X .090 z 101 0.957 2'-6" .091 -1 5/8"
7.2 0.00 -2.70 do z 79 0.522 2'-0" .091 -1 1/2"
7.3 0.00 -2. 72 Ulx .090 z 79 0.527 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
•POSITION
@ Top Chord: 22'-11 5/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-7 1/8"
Column Joist: No Ratio: 28.365
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36 11 }
Acc. to the code
11'-7 1/8"
e,canam~!~~ Project: Lot 105 B00182
09/12/01
Mark: J33
13:51:43
-------------------------------------------.----------------------------------------------------V3.6.2.0
Fabrication code unless noted
-LL 2 angles short legs back to bac~, BL= 2 angles welded in box, BR Round bar
-u = 1 u profile, UtJ = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = vertical, O = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [ProductionJ
351 ( 67.12) / 386 ( 73.38) Area to Paint: 102.21 pi2
e ~ canam~!~~! Project: Lot 105 BOO 182
09/12/01
Mark: J33A
13:51:43
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : J33A (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I I
I I I I I : I : I : I : I ~: ~: I 00] 00] 001 001 ~I ~I ~I ~I
I vii ;:::;I ;::,I ;:::;I ,_.I -1 -1 -1 "'1 ,...I
Z::,l o,J t--1 r--J r--1 t;-1 t;-1 r--1 t;-1 "d'J N1
.' I •' I •' I •' I •J • I • I •' I • I .' I •' I
01 NI <nl r--1 Q\] -1 <'l I 'OJ l'--1 o, "'1
I I I I I ,_.I ,...I ,-,I -1 NI NI
I I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I ~ I ~ I I I I I I I ~ I ~ I I I I I I I I I I
I I "' I q I q I 9 I q I I I I
I "i' I "i' I I I I I 9 I 9 I "i' I "i'
I "' I "' I "' I "' I "' I "' I "' I "' I "' I "'
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
C'l M ~ r..: r..: r..:
,r.,., ..,~ '!"-., .,_'? fr .,_'r-
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I
I I I I I I I
I I I I I I I
I I = I 00] 00] 5!1 'Tl
I I ~I ;:::;1 ;:::;1 ,.....1 ;:::;1
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•' I •' I • I ;:...1 ;;..,1 001 ~! 01 "d' I l'--1 -1 -1 .... 1
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No .0.50 0.35 0.00 0'-011 * 0 I -OJI 3 1 90 0
2 1 Near No 0.42 0.25 0.00 21'-7 3/411 * 21'-7 3/411 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth. . . [ in] : at left. : 5 11
---R---
0.00
0.00
0. o.o
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e, canam~!~9o!
MAlfAINIWL
Project: Lot 105 BOO 182
09/12/01 -.,
Mark: J33A
13:51:43
14/liMIL 46 II If &liiY8$&112&91M1ilfflr!"'lirnt1
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
0.57 in (L/
0.35 in (L/
402.50 inA4
0.29 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I: N MEMBERS [kips]
480)
773)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.12/ 0.00 kips Right Reaction = 12.49/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at m:i.d-length Slend. Util. Length weld-Ea.side Remarks
Top Chord
1.1 0.00 -27.74 LL 2.5 X .23 z 64 0.865 2'-9 5/8"
1.2 0.40 -25.41 do z 68 0.865 2'-9 5/8"
1.3 0.00 -32.11 do z 37 0.757 2'-0"
1.4 0.00 -32.11 do z 37 0.748 do
1.5 0.00 -36.64 do z 37 0.748 do
1.6 0.00 . -36.64 do z 37 0.747 do
1.7 0.00 -32.22 do z 37 0.747 do
1.8 0.00 -32.22 do z 37 0.740 2'-0"
1.9 0.34 -25.54 do z 68 0.930 2'-9 5/8"
1.10 0.00 -28.05 LL 2.5 x .23 z 64 0.930 2'-9 5/8"
Bottom Chord
2.1 0.00 o.oo LL 2 x .156 z 142 0.631 4'-10"
2.2 26.50 o.oo do z 84 0.846 2'-9 1/8"
2.3 35.49 0.00 do z 121 0.986 4'-0"
2.4 35.55 o.oo do z 121 0.988 4'-0"
2.5 26.66 o. 00. do z 84 0.847. 2'-9 1/8"
2.6 0.00 0.00 LL 2 X .156 z 142 0.640 4'-10"
End Diagonal
3.1 28.53 o.oo 1" SQUARE BAR z 209 0.951 5'-0 7/8" .250 -3 7/8"
3.2 28.98 o.oo 1" SQUARE BAR z 209 0.966 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.91 0.00 Ulx .118 z 112 0.893 2'-10" .118 -2 1/4"
4.2 4.54 o.oo U 1 X .090 z 115 0.668 do .091 -1 3/4"
4.3 4.54 0.00 Ulx .090 z 115 0.668 do .091 -1 3/4"
4.4 7 .83 0.00 U 1 X .118 z 112 0.884 2'-10" .118 -2 1/4"
Diagonal Towards Center
5.1 o.oo -8.53 d U 1 3/8 X .157 yy 46 0.587 2'-1 5/8" .158 -1 3/4"
5.2 0.00 -4.89 U 1 X .118 yy 87 0.945 2'-10" .118 -1 1/2"
5.3 o.oo -4.82 Ulx .118 yy 87 0.931 2'-10" .118 -1 1/2"
5.4 0.00 -8.47 d U 1 3/8 X .157 yy 46 0.584 2'-1 5/8" .158 -1 3/4"
secondary Web Member
7.1 0.00 -4.93 a. U 1 3/8 X .118 z 77 0.665 2'-10 1/4" .118 -1 1/2"
7.2 0.00 -2.70 Ulx .090 z 79 0.524 2'-0" .091 -1 1/2"
7.3 0.00 -2.72 do z 79 0.528 do do
7.4 0.00 -2.70 U 1 X .090 z 79 0.524 2'-0" .091 -1 1/2"
7.5 0.00 -5.25 d U 1 3/8 X .118 z 77 0.708 2'-10 1/4" .118 -1 1/2"
e ~ canam~!!1aro!
IINIMW&rl#I M
4 HMN!t
Project: Lot 105 B00182
_ 09/12/01
I
Mark: J33A
13:51:43
IS 4W /@¥2WMPW4¥tfiritP#&@912£ ¥ I ! f..ib§ M ¥ itk:Will!I
---------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Fanel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING -----------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20'-2 7/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
1 Row(s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36") -
Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-7 1/8" .
Ratio: 19.655
@ Bottom Chord
11'-7 1/8"
-----------------------------------------------------------------------------------------------V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back,
-u = l U profile,
BL= 2 angles welded in box, BR
00' 2 u profiles one inside the other, -CL=
Round bar
Crimped angle
CONCENTRATED LOADS {* indicates that the cone. load is not directly on the panel point.)
Span: _l = Main Joist, 2 = Left Extension, 3 ~ Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additiqnal member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
rnciination {Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez {Mexique) [Production]
325 ( 63.12) I 359 { 69.38) Area to Paint: 96.08 pi2
Project: Lot 105 B00182
09/12/01 13:51:43
Project: Lot 105 B00182
Mark: J33B
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J33B (CHANNEL WEB, Symmetrical, Parallel, Free ends)
r r
I
I
i::,I 'r OI I
I
I I I I I I I
I I I
I I
: I o,
•' I o,
r I I r I I I I I I I I I re: : I : I : I ~: ~: 00, 00, ~I ~, ~, ~, ;::;, ;::;, .... , .... , .... , ...... , ...... , "'' °'' r--' r--' r--' c-;-, c-;-, r--, c-;-, -sr,
.• I •' I •' I ., • I • I .• I • I •' I
NI .,.., t-1 °'' ...... , <'> I .... , t-r o,
I I I I ...... , ...... , .... , ...... , N,
I I I I I I I
I I I I I I I I I I I I I I ~ I 00 I I I I I I g., iio I ii'; I I I I I I ii'; ii';
<\' I <\' I 9 ~ I 0 I 9 I 9 I q I <\' I I I ~ I I I I <\' N I N I N N I I "' I "' I "' I N "'
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
2.1 I ,.
I I
• I 01 ..... ,
•' I -st I
2.2 2.3 2.4
I I
• I ex, I ;::;,
r--' 'I • I ~,
2.5
I I
• I
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00' _,
2.6
I ~: -, N1
.' I "'' N,
I
I I
I
I
I
I
I
--------------------------------------LOADING CONDITIONS-------------------------------------{ THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
2 1 Near No 0.42 0.25 0.00 21'-7 3/4"* 21'-7 3/4" 1 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Span
1
Left
[lb/ft2] [lb/ft]
30.00 30.00
Right
[lb/ft2] [lb/ft]
30.00 30.00
Start
[ft]
0'0
I
Length
[ft]
23'2 1/4
Chord Cat.
1 2
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
{case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 511
Mark: J33B
Project: Lot 105 B00182
09/12/01 13:51:43
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.57 in (L/
Calculated deflection under service live load .... = 0.36 in (L/
Joist inertia .................................... = 41.7. 95 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 12.46/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. X = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -28.31 LL 2.5 X .23 z 64 0.886 2'-9 5/8"
1.2 0.40 -25.91 do z 68 0.886 2'-9 5/8"
1.3 0.00 -33.02 do z 37 0.779 2'-0"
1.4 o.oo -33.02 do z 37 0.770 do
1.5 0.00 -37.68 do z 37 0.770 do
1.6 0.00 -37.68 do z 37 0.768 do
1. 7 0.00 -33.13 do z 37 0.768 do
1.8 0.00 -33 .13 do z 37 0.762 2'-0"
1.9 0.34 -26.04 do z 68 0.951 2'-9 5/8"
1.10 0.00 -28.62 LL 2.5 X .23 z 64 0.951 2'-9 5/8"
Bottom Chord
2.1 0.00 o.oo LL 2 X .166 z 142 0.612 4'-10"
2.2 27.25 o.oo do z 84 0.819 2'-9 1/8"
2.3 36.50 0.00 do z 122 0.956 4'-0"
2.4 36.55 o.oo do z 122 0.957 4'-0"
2.5 27.41 o.oo do z 84 0.820 2'-9 1/8"
2.6 0.00 o.oo LL 2 X .166 z 142 0.620 4'-10"
End Diagonal
3.1 29.33 0.00 1" SQUARE BAR z 209 0.978 5'-0 7/8"
3.2 29.78 0.00 1" SQUARE BAR z 209 0.993 5'-0 7/8"
Diagonal Towards End
4.1 8.12 0.00 Ulx .118 z 112 0.917 2'-10"
4.2 4.67 0.00 Ulx .090 z 115 0.687 do
4.3 4.67 o.oo Ulx .090 z 115 0.687 do
4.4 8.05 0.00 Ulx .118 z 112 0.909 2'-10"
Diagonal Towards Center
5.1 0.00 -8. 77 d U 1 3/8 X .157 yy 46 0.604 2'-1 5/8"
5.2 0.00 -5.02 Ulx .118 yy 87 0.970 2'-10"
5.3 0.00 -4.95 U 1 X .118 yy 87 0.956 2'-10"
5.4 0.00 -8.71 d U 1 3/8 X .157 yy 46 0.600 2'-1 5/8"
secondary Web Member
7.1 0.00 -5.05 d U 1 3/8 X .118 z 77 0.681 2'-10 1/4"
7.2 0.00 -2.76 U 1 X .090 z 79 0.536 2'-0"
7.3 0.00 -2.79 do z 79 0.541 do
7.4 0.00 -2.76 Ulx .090 z 79 0.536 2'-0"
7.5 0.00 -5.37 d U 1 3/8 X .118 z 77 o. 725 2'-10 1/4"
480)
764)
depth
12.83/
=
REQUIRED
22.73
0.00
WELD
Weld-Ea.Side
.250 -4"
.250 -4"
.118 -2 3/8"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 3/8"
.158 -1 7/8"
.118 -1 1/2"
.118 -1 1/2"
.158 -1 7/8"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
in)
kips
Remarks
Mark: J33B
Project: Lot 105 B00182
09/12/01 13:51:43
--------------------------------------Eil'ID REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 20' -2 7/8 11 ==> 1 Row(s} Minimum
1 Row(s) Minimum
Laterals supports
Deck (36"}
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-7 1/8"
@ Bottom Chord
11'-7 1/8"
Column Joist: No Ratio: 19.791
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR Round bar
V3.6.2.0
-o =lo profile, UO' = 2 o profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and l~terai support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cl'np): 0 = standard, l = non-composite
PARTl:AL LOADS
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Chord: l = Top, 2 = Bottom
Load Category (Cat.): l = Dead, 2 = Live, 3 = Wind 5 = Non-Composite Dead, 6 = Non-Composite Live
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) ·[Production]
328 ( 63.45) / 364 ( 69.90) Area to Paint: 96.08 pi2
e, canam~!~~! Project: Lot 105 B00182
09/12/01 13:51:43
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J35 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
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Mark: J35
~: .... , _, -,
•' I '°' -,
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--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCEMTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXJ:AL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0. 00-0. 00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J35
Project: Lot 105 B00182
09/12/01 13:51:43
11¥& MM MWii&IMMlil¥8¥1 A ¥EM W¥ N18ii4¥1M 041>•@¥• IHIIN bMSll
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .............. , = 0.50 in (L/
Calculated deflection under service live load .... = 0.23 in (L/
Joist inertia .................................... = 357 .30 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 5 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
1029)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth = 22 .. 80 in)
Left Reaction = 10.63/ 0.00 kips Right Reaction = 10.63/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -21.96 LL 2.5 X .210 z 77 0.986 3'-4"
1.2 0.02 -20.79 do z 68 0.986 2'-9 3/4"
1.3 o.oo -26.78 do z 36 0.698 2'-0"
1.4 0.00 -26.78 LL 2.5 X .210 z 36 0.671 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1. 75 X .155 z 162 0.645 4'-10"
2.2 23 .-42 0.00 do z 115 0.769 3'-3 3/4"
2.3 27.90 0.00 LL 1. 75 X .155 z 139 0.897 4, -0"
End Diagonal
3.1 23.70 o.oo 1" SQUARE BAR z 209 0.790 5'-0 7/8" .250 -3 1/4"
Diagonal Towards End
4.1 4.86 o.oo U 1 X .090 z 116 0. 715 2'-10" .091 -1 3/4"
Diagonal Towards center
5.1 0.00 -7.09 d U 1 3/8 X .118 z 64 0.897 2'-4 3/4" .118 -2"
5.2 0.00 -3.86 U 1 X .090 z 116 0.967 2'-10" .091 -1 1/2"
Secondary Web Member
7.1 0.00 -4.75 U 1 X .118 yy 77 0.818 2'-6" .118 -1 1/2"
7.2 o.oo -2.67 U 1 X .090 z 80 0.519 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s} (Section Depth:
LL 2.5 x .210 over 1 Panel(s} (Section Depth:
5 po)
5 po}
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 1/8" ==>
@ Bottom Chord: 22'-6 l/8 11 ==>
@ Top Chord
10'-1 3/4"
Column Joist: No Ratio: 25.851
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
10'-1 3/4"
V3.6.2.0
Mark: J35
MS±
Fabrication code unless noted
-LL= 2 angles short legs back to back,
Project: Lot 105 B00182
09/12/01 13:51:43
MM PINQNSMM HAMS I I at
BL= 2 angles welded in box, BR= Round bar
ii@fSN
-u = 1 u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Exten~ion, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone·. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
1 = within a panel with no reinforcement
3 = at any panel point along the joist
SEC#H lai.&IH.i
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182
257 ( 54.05) / 287 (
Designer: Gonzalo Garcia
59.82) Area·to Paint:
Shop: Juarez (Mexique) [Production]
79.56 pi2
Project: Lot 105 B00182
09/12/01
N
13:51:44
ll&Mi/¥ SDiP'FIQ
Project: ~ot 105 B00182
Mark: J37
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J37 (ROD WEB, Symmetrical, Parallel, Free ends) A= -2 3/4 j -0 3/8"
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 18KSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-011 * 0 I -0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
{L) Live
{D) Dead
or Seism {case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 2 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 2 1/2"
e, canam~!~<ra! Mark: J37
Project: Lot 105 BOO 182
09/12/01 13:51:44
------------------------------------------DEFLECTJ:ON ------------------------------------------
Allowed deflection under live load ............... = 0.24 in (L/ 360)
Calculated deflection under service live load .... = 0.01 in (L/ 9999)
Allowed deflection under total load .............. = 0.36 in (L/-240)
Calculated deflection under service total load ... = 0.01 in (L/ 9999)
Joist inertia .................................... = 99. 56 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 0 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES J: N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 17.10 in)
Left Reaction = 1.39/ 0.00 kips Right Reaction = 1.39/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
Top Chord
1.1 1.02 -2.91 LL 2 X .125 z 51 0.447 1 1 -10 3/8"
1.2 6.66 -8.06 do z 57 0.460 1'-10 1/2 •
1.3 6.80 -8.23 do z 57 0.469 1 1 -10 1/2"
1.4 0.60 -2.55 LL 2 X .125 z 51 0.454 1 1 -10 3/8"
Bottom Chord
2.1 0.00 o.oo LL 1.25 x .109 z 126 0.162 2'-9 1/8"
2.2 2.12 -0.41 do z 91 0.162 1'-10 1/2"
2.3 0.00 o.oo LL 1.25 X .109 z 131 0.137 2'-10 1/4"
End Diagonal
3.1 3.36 -1.18 RD 5/8 z 224 0.825 3'-0 3/8" .185 -0 3/4"
3.2 2.84 -0.67 RD 5/8 z 224 0.466 3'-0 3/8" .185 -0 3/4"
Diagonal Towards Center
5.1 0.14 -0.58 RD 5/8 z 125 0.196 l'-9 1/4" .185 -0 3/4"
5.2 0.14 -0.58 RD 5/8 z 125 0.195 1'-9 1/4" .185 -0 3/4"
Secondary Web Member
7.1 0.91 -1.99 RD 5/8 z 125 0.673 l'-9 1/4" .185 -0 3/4"
7.2 0.35 -1.43 RD 5/8 z 125 0.484 1'-9 1/4" .185 -0 3/4"
--------------------------------------END REJ:NFORCEMENT --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 12'-10 1/8" ==>
· @ Bottom Chord: 15'-4 3/4" ==>
Column Joist: No Ratio: 98.354
·Fabrication code unless noted
0 Row(s) Minimum
0 Row(s) Minimum
Laterals supports
Deck (36")
Acc. to the code
V3.6.2.0
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l U profile, OU= 2 u profiles one inside the other, -CL= Crilllped angle
e '-canam~!!t'ro! Project: Lot 105 B00182
09/12/01 13:51:44
The welding length of web members is calculated according to non continuous joints •
. It is shorter for continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
Mark: J37
0 = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Clllp): O = standard, l = non-composite
Projets no.: B00182
47 c s·:.96) 1 55 (
Designer: Gonzalo Garcia
10.90) Area to Paint:
Shop: Juarez (Mexique) [Production]
19.42 pi2
e ~ canam~!~~! Project: Lot 105 B00182
09/12/01
Mark: J39
13:51:44
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J39 (ROD WEB, Asymetrical, Parallel, Free ends) li=-71/8 I -0 3/8"
I I I I I
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 18KSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft) [ft) 0-6 1/2 [deg]
1 1 Both No 0.5.Q 0.35 0.00 0'-0"* 0 I -0" 3 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Span
1
Left
[lb/ft2] [lb/ft]
30.00 30.00
Right
[lb/ft2) [lb/ft)
30.00 30.00
Start
[ft]
0'0
Length
[ft]
19'0
Chord Cat.
1 1
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q} Wind
(L) Live
(D) Dead
or Seisro (case 1) .. :
(case 2) .. :
Load .... _ .......... :
Load ............... :
Weld Plate required Y/N ... ···-.:
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
No
2 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10_00 0.00 0.00
10.00 -10.00 0.00. 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 2 1/2"
_ •, canam~o!~£o!
..... 5 Project: Lot 105 BOO 182
Mark: 139
09/12/01 13:51:44
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .............. . = 0.62 in (L/ 360)
Calculated deflection under service live load ... . = 0.15 in (L/ 1459)
Allowed deflection under total load ............. . ,_ 0.93 in (L/ 240)
Calculated deflection under service total load .. . = 0.31 in (L/ 718)
Joist inertia ................................... . = 111.36 in"4
Required camber ................................ . = 0.24 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth = 17.04 in)
Left Reaction = 3.09/ 0.00 kips Right Reaction = 3.09/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side Remarks
Top Chord
1.1 0.00 -6.90 LL 2 X .125 z 84 0.786 2'-11 1/4"
1.2 4.79 -11.69 do z 60 0.786 2'-0"
1.3 4.13 -13.34 do z 60 0.701 do
1.4 3.78 -14.30 do z 60 0.751 do
1.5 3.75 -14.58 do z 60 0.766 do
1.6 4.04 -14.19 do z 60 0.745 do
1.7 4.64 -13.10 do z 60 0.688 do
1.8 5.56 -11.31 do z 60 0.660 2'-0"
1.9 0.00 -5.78 LL 2 X .125 z 58 0.620 2'-0 7/8"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .109 z 150 0.351 3'-10 5/8"
2.2 7.73 0.00 do z 81 0.426 2'-0 11
2.3 9.40 0.00 do z 81 0.497 do
2.4 10.13 o.oo do z 81 0.536 do
2.5 9.93 0.00 do z 81 0.525 do
2.6 8.80 0.00 do z 81 0.465 do
2.7 6.73 0.00 do z 81 0.399 2'-0"
2.8 0.00 0.00 LL 1.5 X .109 z 119 0.305 3'-1 1/2"
End Diagonal
3.1 7.42 o.oo RD 13/16 (52) z 233 0.530 4'-0 5/8" .208 -0 7/8"
3.2 6.29 0.00 RD 13/16 (52) z 186 0.449 3'-3 1/4" .208 -0 7/8"
Diagonal Towards End
4.1 1.60 0.00 RD 11/16 z 115 0.144 1'-9 5/8" .193 -0 3/4"
4.2 0.94 -0.01 do z 115 0.085 do do
4.3 0.19 -0.94 do z 115 0.227 do do
4.4 0.94 -0.19 do z 116 0.085 do do
4.5 1.17 0.00 do z 116 0.105 do do
4.6 1.92 0.00 RD 11/16 z 116 0.172 1'-9 5/8" .193 -0 3/4"
Diagonal Towards Center
5.1 0.00 -2.34 RD 11/16 z 116 0.564 1'-9 5/8" .193 -0 3/4"
5.2 0.00 -1.60 do z 116 0.385 do do
5.3 0.01 -0.94 do z 116 0.227 do do
5.4 o.oo -1.17 do z 115 0.282 do do
5.5 o.oo, -1.92 do z 115 0.460 do do
5.6 0.00 -2.66 RD 11/16 z 115 0.639 1'-9 5/8" .193 -0 3/4"
•, canam~!~!! Project: Lot 105 BOO 182
09/12/01
Mark: 139
13:51:44 -MM t,W¥MMWI • !MO iMH WAIPNMf3!1\1N
FORCES J: N M ~MB ER S (Cont.) [kips]
No Tension Compres.
REQUJ:RED MATERJ:AL
x = tied at mid-length Slend. Util. Length
REQUIRED WELD
Eff.Throat-Ea.Side Remarks
Secondary Web Member
7.1 0.36 -1.81
7.2 0.16 -1.44
RD 11/16
RD 11/16
z 115 0.435
z 116 0.347
1'-9 5/8"
1'-9 5/8"
.193 0 3/4"
.193 -0 3/4"
--------------------------------------END REINFORCEMEN'l' --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
·Maximum spacing between rows of bridging
@ Top Chord: 13 '-1 3/ 4" ==> 1 Row(s) Minimum
· 1 Row ( s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 17'-10" ==> Acc. to the code
POSITION
Column Joist: No
Fabrication code unless noted
@ Top Chord
9'-6" ( 9'-6 11 )
Ratio: 6.723
@ Bottom Chord
9'-6" ( 9'-6")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, B~ = Round bar
V3.6.2.0
-u = l u pro£il:e, uu = 2 u profiles one inside the other, ·-cL =·Crimped angle
The welding length of web members is calculated according to non continuous joints.•
It is shorter £or continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) O ~ 6:
O transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): O = standard, l = non-composite
PARTIAL LOADS
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Chord: 1 = Top, 2 = Bottom
Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind 5 = Non-composite Dead, 6 = Non-Composite Live
Projets no.: B00182
140 ( 26.43) / 153 (
Designer: Gonzalo Garcia
28.98) Area to Paint:
Shop: Juarez (Mexique) [Production]
51.46 pi2
Project: Lot 105 B00182
09/12/01 14:26:09
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J41 (CHANNEL WEB, Asymetrical, Parallel, Free ends)
I
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2.2
1.3
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1.4 1.5
2.3
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.• I <"'ll ...... ,
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'71 • I ~:
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: I :::t,
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6. = -11
12
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o,
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2.6
1.11
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1.12
2.7
--------------------------------------LOADZNG CONDZTZONS -------------------------------------( THE SHOWN VALUES ARE REAL
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
Total Load
[kips]
0.50
Live load
[kips]
0.35
Net uplift
[kips]
0.00
Position
[ft]
0 I -0 II*
Spacing
[ft]
0'-0"
Cat. Chord
0-6 1/2
3 1
Incl. Cmp
[deg]
90 0
--------------------------END MOMENTS [ft-kip] & AXZAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: J41
14:26:09
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.96 in (L/
Calculated deflection under service live load .... = 0. 33 in. (L/
Allowed deflection under total load .............. = 1.45 in (L/
Calculated deflection under service total load ... = 0.61 in (L/
Joist inertia .................................... = 279. 66 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 7 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bo.t =
Web=
------------------------FORCES IN MEMBERS [kips]
360)
1058)
240)
565)
(THE SHOWN FORCES ARE REALS)
(fy = 50 Ksi U/N) (Eff. depth= 27.04 in)
Left Reaction = 4.08/ 0.00 kips Right Reaction = 4.08/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea. Side· Remarks
Top Chord
1.1 o.oo -6.38 LL 2 X .125 z 98 0.821 3'-4 3/4"
1.2 4,51 -10.91 do z 101 0.922 3 I -4",
1.3 2.94 -14.86 do z 55 0.787 2'-5"
1 .. 4 2.93 -14.88 do z 55 0.804 do
1.5 2.39 -16.33 do z 55 0.874 do
1.6 2.38 -16.36 do z 55 0.876 do
1. 7 2.78 . -15 :52 do z 55 0.838 do
1.8 2. 77 -15.65 do z 55 0.840 do
1.9 4.09 -12.71 do z 55 0. 719 do
1.10 4.09 -12.74 do z 55 0.701 2'-5"
1.11 5.35 -9.86 do z 41 0.568 1'-4 1/4"
1.12 0.24 -4.93 LL 2 x .125 z 50 0.422 1'-10"
Bottom Chord
2.1 0.00 0.00 LL 1.5 X .109 z 159 0.417 4'-1 1/8"
2.2 9.19 0.00 do z 201 0.567 4'-11 3/4"
2.3 12.51 0.00 do z 195 0.662 4'-10"
2.4 12.90 0.00 do z 195 0.682 do
2.5 10.36 0.00 do z 195 0.585 4'-10"
2.6 4.90 0.00 do z 119 0.470 2'-11 1/4"
2.7 0.00 0.00 LL 1.5x .109 z 104 0.222 2'-8 7/8"
End Diagonal
3.1 7.46 0.00 RD 15/16 z 235 0.360 4'-7 5/8" .223 -0 7/8"
3.2 6.45 -0.31 RD 7/8 yy185 0.358 3'-5" .215 -0 7/8"
Diagonal Towards End
4.1 2.93 o.oo U 1 X .090 z 138 0.432 3'-4 1/4" .091 -1 1/2"
4.2 1.50 -0.01 do z 138 0.220 do do
4.3 2.43 0.00 do z 139 0.358 do .091 -1 1/2"
4.4 4.31 0.00 U 1 X .090 z 139 0.634 3'-4 1/4" .091 -l 5/8"
Diagonal Towards Center
5.1 0.00 -4.17 d U 1 3/8 X .118 z 95 0.624 3'-5 5/8" .118 -1 1/2"
5.2 0.00 -2.00 U 1 X .118 yylOS 0.497 3'-4 1/4" .118 -1 1/2"
5.3 1.50 -0.22 U 1 X .090 z 139 0.220 do .091 -1 1/2"
5.4 0.00 -1.50 U 1 X .090 z 138 0.479 do .091 -1 1/2"
5.5 0.00 -3.37 U 1 X .118 yy105 0.838 3'-4 1/4" .118 -l 1/2"
5.6 0.00 -3.54 Ulx .090 ,z 97 0.766 2'-4 3/4" .091 -1 1/2"
e, canam~!o~!! Project: Lot 105 B00182
09/12/01
No Tension Compres.
Secondary Web Member
7.1 0.71 -2.12
7.2 0.00 -1.18
7.3 o.oo -1.19
7.4 0.00 -1.18
7.5 0.00 -1.17
7.6 1.35 -2.25
FORCES :C N
REQU:CRED MATER:CAL
x = tied at mid-length
U 1 X .090
U 1 X 5/8 X .090
do
do
U 1 X 5/8 X .090
U 1 X .090
l~:26:09
MEMBER s (Cont.) [kips]
Slend. Util. Length
z 100 0.468 2'-5 1/2"
z 154 0.629 2'-4"
z 154 0.633 do
z 154 0.631 do
z 154 0.623 2'-4"
z 101 0.500 2'-5 3/4"
Mark: J41
REQU:CRED WELD
Weld-Ea.Side Remarks
.091 -1 1/2"
do
do
do
do
.091 -1 1/2"
--------------------------------------END RE:C:NFORCEMENT --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BR:CDG:CNG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16' -6 1/ 4 11 ==> 1 Row{s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: 20'-5" ==> Acc. to the code
POSITION @ Top Chord @ Bottom Chord
14'-7 1/2" ( 14'-7 1/2") 14'-7 1/2" ( 14'-7 1/2")
Column Joist: No Ratio: 3.469
V3.6.2.0
Fabrication code unless noted
-LL 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, uo = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (CXllp): 0 = standard, 1 = non-composite
Projets no.: B00182
213 ( 43.78) / 225 (
Designer: Gonzalo Garcia
46.26) Area to Paint:
Shop: .Juarez (Mexique) [Production]
92.08 pi2
Project: Lot 105 BOO 182
09/12/01 14:26:10
Project: Lot 105 B00182
Mark: J42
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J42 (CHANNEL WEB, Asymetrical, Parallel, Free ends) Ll= .13114 I -o 3/8"
12
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c=::: ";', to: "',
--------------------------------------LOADXNG CONDXTXONS -------------------------------------( THE SHOWN VALUES ARE REAL
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 I -0 II* 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXXAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
· 0. 00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: J42
14:26:10.
------------------------------------------DEFLEC~:ION ------------------------------------------
Allowed deflection under live load ............... = 1.16 in (L/
Calculated deflection under service live load .... = 0.68 in (L/
Allowed deflection under total load .............. = 1.74 in (L/
Calculated deflection under service total load ... = 1.28 in (L/
Joist inertia .................................... = 279. 66 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 51 in
Minimum Width [in] = vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :I N MEMBERS [kips]
360}
615}
240)
327}
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N} (Eff. depth= 27.04 in}
Left Reaction = 4.83/ 0.00 kips Right Reaction = 4.83/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -7 .63 LL 2 x .125 z 97 0.854 3'-4 3/4"
1.2 4.04 -11. 89 do z 101 0.999 3'-4."
1.3 1.86 -17.12 do z 55 0.902 2'-5"
1.4 1.85 -17.14 do z 55 0.920 do
1.5 0.73 -19.90 X do zz 36 0.966 do
1.6 0.72 -19.92 X do zz 36 0.968 do
1. 7 0.53 -20.52 X do zz 36 0.996 do
1.8 0.52 -20.55 X do zz 36 0.997 do
1.9 1.26 -19.00 X do zz 36 0.925 do
1.10 1.25 -19.03 X do zz 36 0.926 do
1.11 2.92 -15.34 do z 55 0.840 do
1.12 2.92 -15.36 do z 55 0.824 do
1.13 4.75 -11.25 do z 73 o. 718 2'-5"
1.14 0.00 -6.66 LL 2 x .125 z 53 0.555 1'-11 1/4"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .109 z 158 0.517 4'-1 1/8"
2.2 11.40 o.oo do z 201 0.745 4'-11 3/4"
2.3 16.43 o.oo do z 195 0.869 4'-10"
2.4 18.59 0.00 do z 195 0.983 do
2.5 17.89 o.oo do z 195 0.946 do
2.6 14.32 0.00 do z 195 0.811 4'-10"
2.7 7.89 o.oo do z 142 0.649 3'-6 1/4"
2.8 0.00 o.oo LL 1.5 X .109 z 127 0.358 3'-3 7/8"
End Diagonal
3.1 8.92 o.oo RD 15/16 z 235 0.431 4'-7 112· .223 -1"
3.2 8.06 o.oo RD 7/8 z 210 0.447 3'-10 3/8" .215 -0 7/8"
Diagonal Towards End
4.1 4.06 0.00 Ulx .090 z 138 0.598 3'-4 1/4" .091 -1 1/2"
4.2 2.21 0.00 do z 138 0.325 do do
4.3 1. 77 -0.34 do z 138 0.260 3'-4 1/4" do
4.4 1. 77 o.oo do z 139 0.260 3'-4 3/8" do
4.5 3.12 0.00 do z 139 0.459 do .091 -1 1/2"
4.6 4.98 0.00 U 1 X .090 z 139 0.732 3'-4 3/8" .091 -1 7/8"
No Tension Compres.
Diagonal Towards Center
5.1 0.00 -5.33 d
5.2 0.00 -3.14 d
5.3 0.00 -1. 77
5.4 0.00 -2.19
5.5 0.00 -4.05 d
5.6 0.00 -4.48
Secondary Web Member
7.1 o. 71 -2.13
7.2 0.00 -1.19
7.3 0.00 -1.20
7.4 0.00 -1.21
7.5 0.00 -1.20
7.6 0.00 -1.18
7.7 1.28 -2.44
Project: Lot 105 B00182
09/12/01 14:2(>:10
F 0 RC E s I N MEMB ER S (Cont.) [kips]
REQUIRED MATERIAL
X = tied at mid-length Slend. Util. Length
U 1 3/8 X .118 z 95 0.797 3'-5 5/8"
U 1 3/8 X .118 z 92 0.460 3'-4 3/8"
U 1 X .090 z 139 0.567 3'-4 3/8"·
U 1 X .090 z 138 0.700 3'-4 1/4"
U 1 3/8 X .118 z 92 0.594 3'-4 1/4"
U 1 X .118 yy 79 0.794 2'-7"
U 1 X .090 z 100 0.470 2'-5 1/2"
U 1 X 5/8 X .090 z 154 0.636 2'-4"
do z i54 0.644 do
do z 154 0.645 do
do z 154 0.641 do
u 1 X 5/8 X .090 z 154 0.631 2'-4"
U 1 X .090 z 109 0.581 2'-8 1/8"
Mark: J42
REQUIRED WELD
Weld-Ea.Side Remarks
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
BRIDGING
Maximum spacing between rows of bridging
@ Top Chord: 16'-6 1/4" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 20'-5" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-9" ( 11'-8 7/8")
23'-6" ( 23'-5 7/8")
Ratio: 1.893
Fabrication code unless noted
@ Bottom Chord
11'-911 ( 11'-8 7/8")
23'-6" ( 23'-5 7/8")
-LL 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, uu = 2 U profiles one inside the other, -CL= Crimped angle
CONCEN'l'RA'l'ED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension,~= Right Extension
Side: Both Sides, Near Side, Far Side Hole: 'l'op Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Clllp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
257 ( 52.90) / 270 55.62) Area to Paint: 111.36 pi2
~\ I
e '-canam~!~ro! -Project: Lot 105 B00182
09/12/01 14:26:11
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J43 (CHANNEL WEB, Asymetrical, Parallel, Free ends)
I I I I I I I I I I I I
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2.1 2.2 2.3 ::t I 2.4
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2.5
~I
2.6
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I
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";)I • I <'>1 ""', ...... ,
: I ::t,
<'>1
<"II
•' I <'>I <'l I
I
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1.13 1.14
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6. = -14 3/4
12
I I
I I
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.' I
<'l I
•' I I01 <'>1 r--, <'>, ...... , ...... ,
: I : I ::t, ~I <'>I r--,
001 <"II
•' I .' I IOI r--1 <'>1 <'>1
I I
I 00 I
I -I I -I I r-;-I
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1.15
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I
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•' I
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1.16
2.9 ~: ;i-1
;:;,1
NI <'>1
'I ";>1 • I ~: • I ~:
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. :_ 128. 00 lb/ft
--------------------------------------CONCENTRATED LOADS ---------,---------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0. oo-0 '-0" * 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] ----·---------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
No
5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y /N. : No -
at right: 5"
e ~ canam~!~~! Mark: J45
Project: Lot 105 B00182·
09/12/01 14:26:11
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J45 (CHANNE½ WEB, Asymetrical, Parallel, Free ends) A=-17 518 I . o 3/8"
12
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1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 ·1.17 1.18
00 ,,,"1 ~ C\I
2.1 2.2 2.3 :t1 2.4 ~: 2.5 2.6
~I
2.7
~I
2.8 2.9 2.10 Q.} : I , I : I ;i., ;i. I ~I ~I §'' ~I I ::::t, "'' «1' .._, ~: .._ I
"'1 "'' "', -, _,
r.i3 t-1 I "'' .... , r--' in' NI 01 NI _, '71 a:-, ,1 ,1 «;>, .,., "'j' I ,,
•' I .' I •' I • I • I • I OO·' • I • I • I • I 01 'St I °'' ~: ~: ~: N: "', ~i ~: t;: ' ' ' "',
-----------------------·--------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0' -0" * 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) ...
(case 2) .. :
Load ............... :
Load ................ :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---0.00 O;OO
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
-•, canam~!~~! Mark: J45
Project: Lot 105 B00182
09/12/01 14:26:11
. ------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.56 in (L/
Calculated deflection under service live load .... = 1.~7 in (L/
Allowed deflection under total load .............. = 2.34 in (L/
Calculated deflection under service total load .. ·. = 2. 34 in (L/
Joist inertia .................................... = 470.38 in"4
Required camber ................................. = 0. 89 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 6.30/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
'l'op Chord
1.1 0.00 -10.28 LL 2 X .186 z 98 0.636 3'-4 3/4"
1.2 3.13 -13.95 do z 102 0.748 3'-4"
1.3 0.00 -21. 74 do z 55 0.689 2'-5"
1.4 0.00 -21.76 do z 55 0.772 do
1.5 0.00 -27.26 do z 55 0.845 do
1.6 0.00 -27.30 do z 55 0.867 do
1. 7 0.00 -31.46 do z 55 0.972 do
1.8 0.00 -31. 50 do z 55 0.973 do
1.9 0.00 -32. 85 X do zz 37 0.910 do
1.10 0.00 -32.89 X do zz 37 0.911 do
1.11 0.00 -31.44 do z 55 0.971 do
1.12 o.oo -31.48 do z 55 0.972 do
1.13 0.00 -27.29 do z 55 0.867 do
1.14 0.00 -27.32 do z 55 0.846 do
1.15 0.19 -22.08 do z 55 o. 773 do
1.16 0.18 -22 .11 do z 55 0.704 2'-5"
1.17 3.70 -14.42 do z 102 0. 774 3'-4"
1.18 0.00 -10.24 LL 2 X .186 z 93 0.627 3'-2 5/8"
Bottom Chord
2.1 0.00 0.00 LL 2 x .156 z 119 0.378 4'-1 1/8"
2.2 15.86 o.oo do z 151 0.577 4'-11 3/4"
2.3 24.23 o.oo do z 147 0.710 4'-10"
2.4 29.79 0.00 do z 147 0.828 do
2.5 32.55 0.00 do z 147 0.905 do
2.6 32.50 0.00 do z 147 0.903 do
2.7 29.64 0.00 do z 147 0.824 do
2.8 23.97 0.00 do z 147 0.706 4'-10"
2.9 15.50 o.oo do z 151 0.571 4'-11 3/4"
2.10 0.00 o.oo LL 2 X .156 z 118 0.369 4'-0 3/4"
End Diagonal
3.1 12.00 0.00 RD 15/16 z 235 0.579 4'-7 5/8"
3.2 11.64 0.00 RD 15/16 z 227 0.562 4'-5 3/4"
Diagonal Towards End
4.1 6.29 0.00 U 1 X .090 z 138 0.925 3'-4 3/8"
4.2 4.45 0.00 do z 138 0.655 do
4.3 2.61 0.00 do z 138 0.384 do
4.4 2.32 -0.15 do z 138 0.341 3'-4 3/8"
360)
442)
240)
240)
depth
6.30/
=
REQUIRED
26.87
0.00
WELD
Weld-Ea.Side
.223 -1 1/4"
.223 -1 1/4"
.091 -2 3/8"
.091 -1 5/8"
.091 -1 1/2"
do
in)
kips
Remarks
e ,~anam~!~9o! Mark: J45
Project: Lot 105 B00182
09/12/01 14:26:11
FORCES IN MEMBERS (Cont.) [kips]
REQUIRED MA'l'ERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
4.5 2.32 -0.12 do z 138 0.341 3'-4 1/4" do
4.6 2.68 0.00 do z 138 0.394 do .091 -1 1/2"
4.7 4.52 0.00 do z 138 0.665 do .091 -1 3/4"
4.8 6.35 o.oo U 1 X .090 z 138 0.935 3'-4 1/4" .091 -2 3/8"
Diagonal Towards Center
5.1 0.00 -7.61 d U 1 3/8 X .157 yy 76 0.663 3'-5 5/8" .158 -1 5/8"
5.2 0.00 -5.37 d U 1 3/8 X .118 z 92 0.787 3'-4 1/4" .118 -1 1/2"
5.3 0.00 -3.53 U 1 X .118 yy104 0.875 do .118 -1 1/2"
5.4 0.00 -2.32 U 1 X .090 z 138 0.738 3'-4 1/4:" .091 -1 1/2"
5.5 0.00 -2.32 U 1 X .090 z 138 0.737 3'-4 3/8" .091 -1 1/2"
5.6 0.00 -3.60 U 1 X .118 yy104 0.890 do .118 -1 1/2"
5.7 0.00 -5.44 d U 1 3/8 X .118 z 91 0.796 3'-4 3/8" .118 -1 5/8"
5.8 o.oo -7.69 d U 1 3/8 X .157 yy 76 0.669 3'-5 5/8" .158 -1 5/8"
Secondary web Member
7.1 o. 71 -2.14 U 1 X .090 z 99 0.471 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.21 U 1 X 5/8 X .090 z 153 0.641 2'-4" do
7.3 0.00 -1.24 do z 153 0.656 do do
7.4 0.00 -1.26 do z 153 0.668 do do
7.5 0.00 -1.27 do z 153 0.672 do do
7.6 o.oo -1.26 do z 153 0.668 do do
7.7 o.oo -1.24 do z 153 0.656 do do
7.8 0.00 -1.22 u 1 X 5/8 X .090 z 153 0.641 2'-4" do
7.9 0.28 -1.69 U 1 X .090 z 99 0.371 2'-5 1/2" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 1 7 ' -1 1 / 4 " ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-4 7/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-8 1/2" ( 15'-8 3/8")
31'-4 7/8" ( 31'-4 3/4")
Ratio: 1.080
Fabrication code unless noted
@ Bottom Chord
XB 15'-8 1/2" ( 15'-8 3/8")
31'-4 7/8" ( 31'-4 3/4")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, OU 2 u profiles one inside the other, -CL= Crimped angle
CONCEN'l'RATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Mai~ Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O transfered by an additional member
2 = anywhere within a panel.
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
IM
Projets no.: B00182
496 ( 94.72) / 524 (
f\
Project: Lot 105 B00182
09/12/01 14:26:11
h#f
Mark: J45
:SW4Gt\ NEWWW¥ 11§148 t ?BWM if ;Q
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
99.84) Area to Paint: 163.20 pi2
e~anam~t~! Mark: 146
Project: Lot 105 B00182
09/12/01 14:26:12 _,...,_,., _ _,,,.,_,.,MtM<lllll!aa,lllm..,.llllll _____ ..,..,.. ________ _,.:a,wwm1..., ________ _,_ .. _,__, .. ..,,1&111 .... a1M..,.,t!~UDIV .... ..,.,Gllri!IIAIC-blll'-\\A:$D>l"'"""""'"....,_."""'im:,"""_,""",_.lllllSl""""mSJ'll1'EP'l'I
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J46 (CHANNEL WEB, Asymetrical,-Parallel, Free ends)
I
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• I M, N,
2.6 2.7 2.8 2.9
1.17
I
-I c:! I .... ,
o· _,
•' I
"'' s:j-I -.,
• I ::t I "'' o• _,
.' I ~:
I
I I I I
I
l\.= -18
12
1.18
I
• I :;t, .... ,
o· .... ,
.' I !;/ ..... ,
: I ~· .... ,
o• .... ,
•' I ~:
I
I I I
I I
2.10 00 .... , "'· -, '";'1
• I ~:
1.19
-0 3/8"
I I I
I
I
• I o,
•' I -, tn, ..... ,
: I :::t, -,
01
•' I -, tn,
I
I
I I
I
I
--------------------------------------LOADING CONDITXONS -------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
------------------------------------------EXTENSION------------------------------------------
Tcx-R 3'-1 3/4" Type
TL= 248 LL= 128 ntQL = 0.00
I= 4.24 inA4
Reinforcing at right: LL 2.5 x
F[R] Shoe= 3.00
Req.D. LL= L/ 180 =
Cal.D. LL= L/ 1267 =
.210 X 88.53 in
Mf= -1.227 ft-kip (0.287)
0.21 TL= L/ 90 = 0.42
0.03 TL= L/ -199 = -0.19
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
Project: Lot 105 B00182
09/12/01
Mark: J46
14:26:12
------------------------------...... --..... --...................... """""""'"""" ...... """"""""'""""'""""mi:,:"""",.,,_"'
--------------------------END MOMENTS [ft-kip] & AX:IAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
Load ............... : 0.00 0.00 0.00 0.00
Load ............ ,' .. : 0.00 0.00 0.00 0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5"
Imposed Rows of Bridging Y/N.: No
at right: 3"
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.58 in (L/
Calculated deflection under service live load .... = 1.31 in (L/
Allowed deflection under total load .............. = 2.38 in (L/
Calculated deflection under service total load ... = 2.38 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 485. 45 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 9 2 in
Minimum Width [in] = Vertical Leg Horizontal .Leg
Top= 2 2
Bot=
Web=
360)
436}
240}
.240)
------------------------F-O RC ES IN MEMBERS·· [kips] · -----------------------
Left Reaction=
No Tension Compres.
Top Chord
1.1 0.00
1.2 3.21
1.3 0.00
1.4 0.00
1.5 o.oo
1.6 0.00
1. 7 o.oo
1.8 0.00
1.9 0.00
1.10 0.00
1.11 0.00
1.12 0.00
1.13 0.00
1.14 0.00
1.15 0.95
1.16 0.94
1.17 4.71
1.18 0.00
1.18r
1.19 0.00
1.19r
Bottom Chord
2.1 0.00
2.2 16.14
2.3 24. 72
2.4 30.50
-10.45
-14.13
-22.16
-22.18
-27.86
-27.89
-32.27
-32.31
-33.89 X
-33 .92 X
-32.69 · X
-32.73 X
-28.89
-28.92
-23.93
-23.96
-16.51
-12.62
0.00
0.00
0.00
0.00 o,.oo
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 26.87 in}
6.39/ 0.00 kips
REQUIRED MATERIAL
x = tied at mid-length
LL 2 x .186
do
do
do
do
do
do
do
do
do
do
do
do
do
do
do
do
LL 2 X .186
LL 2.5 x .210
LL 2 X .186
LL 2.5 X .210
LL 2 x .166
do
do
do
Slend.
z 98
z 102
z 74
z 74
z 74
z 74
z 74
z 74
zz 37
zz 37
zz 37
zz 37
z 74
z 74
z 74
z 74
z 102
z 63
z 39
yy154
yy154
yy154
yy157
Right Reaction=
Util. Length
0.640 3'-4 3/4"
0.757 3 1 -4"
0.699 2'-5"
0.786 do
0.863 do
0.886 do
0.996 do
0.997 do
0.938 do
0.939 do
0.925 do
0.907 do
0.897 do
0.895 do
0.817' do
0.831 2'-5"
0.935 3'-4"
0.776 3'-11 3/4"
3'-9 3/4"
0.287 3'-3 3/4"
4'-1 1/8"
0.362 4'-1 1/8"
0.555 4'-11 3/4"
0.685 4'-10"
0.799 do
7.23/ 0.00 kips
REQUIRED WELD
Weld-Ea.Side Remarks
Mark: J46 e, canam~!~r~ Project: Lot 105 BU0182
09/12/01 14:26:12
2.5 33.47 0.00 do yy157 0.877 do
2.6 33.64 0.00 do yy157 0.881' do-
2.7 31.01 0.00 do yy157 0.812 do
2.8 25.57 0.00 do yy156 0.696 4'-10"
2.9 17.33 0.00 do yy156 0.574 4'-11 3/4"
2.10 0.00 o.oo LL 2 X .166 yy155 0.389 4'-9 7/8"
End Diagonal
3.1 12.19. 0.00 RD 15/16 z 235 0.589 4'-7 5/8" .223 -1 1/4"
3.2 13.39 o.oo 1" SQUARE BAR z 212 0.446 5'-1 3/4" .250 -1 3/4"
Diagonal Towards End
4.1 6.43 o.oo U 1 X .090 z 138 0.946 3'-4 1/4" .091 -2 3/8"
4.2 4.59 0.00 do z 138 0.676 do .091 -1 3/4"
4.3 2.75 o.oo do z 138 0.405 do .091 -1 1/2"
4.4 2.66 -0.17 do z 138 0.391 do do
4.5 2.66 -0.22 do z 138 0.391 do do
4.6 2.66 o.oo do z 138 0.391 do .091 -1 1/2"
4.7 4.40 o.oo do z 138 0.648 do .091 -1 5/8"
4.8 6.21 0.00 u 1 X .090 z 138 0.913 3'-4 1/4" .091 -2 3/8"
Diagonal Towards Center
5.1 o.oo -7.76 d U 1 3/8 X .157 yy 76 0.676 3'-5 5/8" .158 -1 5/8"
5.2 0.00 -5.51 d U 1 3/8 X .118 z 92 0.808 3'-4 1/4" .118 -1 5/8"
5.3 0.00 -3.67 U 1 X .118 yy104 0.910 do .118 -1 1/2"
5.4 0.00 -2.66 Ulx .090 z 138 0.848 do .091 -1 1/2"
5.5 0.00 -2.66 U 1 X .090 z 138 0.846 do .091 -1 1/2"
5.6 0.00 -3.49 U 1 X .118 yy104 0.863 do. .118 -1 1/2"
5.'7 0.00 -5.35 d U 1 3/8 X .118 z 91 0.783 · 3'-4 1/4" .118 -1 1/2"
·5_ 8 0.00 -7.78 d U 1 3/8 X .157 yy 76 0.677 3'-5 5/8"• .158 -1 5/8"
Secondary Web Member
7.1 0. 71 -2.14 U 1 X .090 z 99 0 .471 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.22 U 1 X 5/8 X .090 z 153 0.641 2'-4" do
7.3 0.00 -1.25 do z 153 0.657 do do
7.4 0.00 -1.27 do z 153 0.670 do do
7.5 0.00 -1.28 do z 153 0.674 do do
7.6 o.oo -1.27 do z 153 0.671 do do
7.7 0.00 -1.25 do z 153 0.660 do do
7.8 0.00 -1.22 U 1 X 5/8 X .090 z 153 0.646 2'-4" do
7,9 0.88 -1.55 U 1 X .090 z 99 0.342 2'-5 1/2" .091 1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 17'-1 1/4" ==>
@ Bottom Chord: 24'-5 3/8" ==>
XB
@ Top Chord
15'-11 1/2" ( 15'-11 3/8"}
31'-11" ( 31'-10 7/8"}
Column Joist: No Ratio: 0.947
Fabrication code unless noted
2 Row(s} Minimum
2 Row(s} Minimum
@ Bottom Chord
Laterals supports
Deck (36"}
Acc. to the code
XB 15'-11 1/2" ( 15'-11 3/8")
31'-11" ( 31'-10 7/8"}
V3.6.2.0
-LL= 2 angles short legs back to back,. BL= 2 angles welded in box, BR= Round bar
-o =lo profile, OU= 2 O profiles one inside the other, -CL= Crimped angle
• "canam~~~sd Project: Lot 105 B00182
09/12/01 14:26:12
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the.panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
Mark: J46
o transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferr~d by an additional member and lateral support
support 6 = within a panel with no reinforcement and lateral
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
578 ( 110.64) / 611 (
Designer: Gonzalo Garcia Shop: .Juarez (Mexique) [Production]
116.50) Area to Paint: 177.99 pi2
e ~ canam~!~ra1Ero! Mark: 147
P!oject: Lot 105 BOO 182
09/12/01 14:26:13
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J47 (CHANNEL WEB, Symmetrical, Parallel, Free ends) !:i.= 173/4 0 3/8"
12
I I I I I I I I I I I I I I I I I I
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v' oo' I \OJ •' I ..,, 0\1 N1 ~' o, in, .' I <'lJ oo, ,..,, \OJ •' I c,;i, ·i:: I 'I ,, '71 •' I C'lJ • I •' I •' I • I •' I •' I o, .' I •' I .' I •' I C'lJ • I 0 : I • I • I • I ..... , ..... , '°' oo, ..... , ~: ~: oo, <'l1 "'' in I oo, o, v, !;;j:1 :r: 01 "', '°1 °', ...... , ._, -, ..... , N, N, ._ I "', C'l I <'l, v1 ._, I --.' I . ._, ._, ._, ._, = I --1 --1 --1 ._ I ._ I ._ I I --1 ._ I .... , ._, : I .... ,
<!) OJ I : I : I : I :;ti : I : I : I : I : I : I ~I : I : I : I : I ::;t, : I c:i. ~I ::::r, :::/:1 :::t, :::t, :::t, :::t, :::t, ::::!:1 ::::r, ::::t, :::!:1 ~I ..9 I :::!:' :::!:' C'll C'l I "'' .... , C'l I "'' C'll "'' ...... , "'' <'lJ C'lJ C'l I C'l I <'lJ o' C'l I "'' C'lJ C'l I o' ..... , Cf.I : I v' oo' .... , \OJ _, "<ti °'' NI r-1 01 in, .... , C'll 001 .... 1 \OJ _, "'' 9, 'I 'I 'I •' I •' I •' I .' I •' I •' I •' I .' I •' I •' I •' I •' I •' I •' I •' I o: <'>: \C: °': .-.1 "'' \Ci 001 ..-<j <'l I \01 001 01 <'ll in I 001 ~: ~: !;;j:: ..... , ..... , ..... , ..... , N1 NJ NJ N1 <'l1 C'lj C'l I "'' I I I I I I I I I I I I I I I I I I I I :t I I I I I I I I I I I I I I I I I ::!: I I I I I I I I I I I I I I I I I I I I I <"l I I ~ I I I I ~ I I I I I I I ~ I ~ I I ~ I M I I "/" I 'i I I r.;, I r.;, I r.;, I I r.;, I r.;, I r.;, I r.;, I r.;, I r.;, I I I r.;, I I "'t I
I "' I "' I "' I "' I "' I "' I "' I "' I "' I <-> I "' I "' I "' I "' I "' I c-1 I "' I c<> I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18
co ,._,"I co N N
2.1 2.2 2.3 ~, 2.4 = I 2.5
~I
2.6 : I 2.7 ::! I
2.8 2.9
~I
2.10 <!) 001 I : I "'"' 001 .9 ;:::, I :::t, "'' ~I --1 ~I C'l I .... , ~: .... ,
o' : I C'l I ..... , °'' ('f)I I ('f)' <'l, "', Cf.I 'I NI _, '";'1 , 1 ~' ";11 'I ";"1 "";' I ~' • I •' I .' I • I • I • I • I • I • I • I • I o, "<ti 0\1 ~I ~: ~: ~: ~: oo, ~! ~: ,, I ' I ('f),
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCEN'l'RATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-011 * 0'-0" 3 1 90 0
--------------------------END MOMEN'l'S [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seisrn (case 1) ...
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e, canam~~~~! Project: Lot 105 B00182
09/12/01
Mark: J47
14:26:13
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .. .-........... . = 1.57 in (L/ 360)
Calculated deflection under service· live load ... . = 1.29 in (L/ 438)
Allowed deflection under total load ............. . = 2.35 in (L/ 240)
Calculated deflection under service total load .. . = 2.35 in (L/ 240)
Joist inertia ................................... . = 470.38 in"4
Required camber ................................ . = 0.90 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 26.87 in)
Left Reaction= 6.32/ 0.00 kips Right Reaction= 6.32/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 4.24 -15.84 LL 2 x .186 z 98 0.846 3'-4 3/4"
1.2 4.35 -15.56 do z 102 0.829 3' -4".
1.3 0.93 -23.29 do z 55 0.725 2'-5"
1.4 0.93 -23.26 do z 55 0.-801 do
1.5 0.00 -28.52 do z 55 0.883 do
1.6 0.00 -28.49 do z 55 0.882 do
1. 7 o.oo -31. 77 do z 55 0.981 do
1.8 o.oo -31. 73 do z 55 0.980 do
1.9 o.oo -33.13 X do zz 37 0.918 do
1.10 0.00 -33.09 X do zz 37 0.917 do
1.11 0.00 -31.69 do z 55 0.978 do
1.12 0.00 -31.65 do z 55 0.977 do
1.13 o.oo -28.40 do z 55 0.880 do
1.14 0.00 -28.37 do z 55 0.878 do
1.15 1.01 -23.10 do z 55 0.798 do
1.16 1.02 -23.08 do z 55 0.720 2'-5"
1.17 4.46 -15.32 do z 102 0.817 3'-4"
1.18 4.37 -15.56 LL 2 X .186 z 98 0.832 3'-4 3/4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .156 z 124 0.379 4'-2 7/8"
2.2 15.92 0.00 do z 151 0.580 4'-11 3/4"
2.3 24.34 0.00 do z 147 o. 714 4'-10"
2.4 29.95 0.00 do z 147 0.833 do
2.5 32.76 o.oo do z 147 0.911 do
2.6 32.76 0.00 do z 147 0.911 do
2.7 29.95 o.oo do z 147 0.833 do
2.8 24.34 o.oo do z 147 o. 714 4'-10"
2.9 15.92 o.oo do z 151 0.580 4'-11 3/4"
2.10 0.00 o.oo LL 2 X .156 z 119 0.379 4'-1 1/8"
End Diagonal
3.1 12.04 0.00 RD 15/16 z 235 0.581 4'-7 5/8" .223 -1 1/4"
3.2 12.04 0.06 RD 15/16 z 235 0.581 4'-7 5/8" .223 -1 1/4"
Diagonal Towards End
4.1 6.32 o.oo Ulx .090 z 138 0.930 3'-4 1/4" .091 -2 3/8"
4.2 4.48 o.oo do z 138 0.660 do .091 -1 5/8"
4.3 2.65 0.00 do z 138 0.389 do .091 -1 1/2"
4.4 2.32 -0.12 do z 138 0.342 do do
No Tension Compres.
4.5 2.32 -0.12
4".6 2.65 0.00
4.7 4.48 0.00
4.8 6.32 0.00
Diagonal Towards Center
5.1 o.oo -7.65 d
5.2 o.oo -5.40 d
5.3 0.00 -3.56
5.4 0.00 -2.32
5.5 0.00 -2.32
5.6 0.00 -3.56
5.7 0.00 -5.40 d
5.8 o.oo -7.65 d
Secondary Web Member
7.1 0.00 -1.47
7.2 0.00 -1.22
7.3 o.oo -1.25
7.4 o.oo -1.27
7.5 0.00 -1.27
7.6 0.00 -1.27
7.7 o.oo -1.25
7.8 0.00 -1.22
7.9 o.oo -1.47
Project: Lot 105 B00182
09/12/01 14:26:13
F 0 RC E s J: N ME M :BE R s (Cont.) [kips]
REQU:IRED MATER:IAL
X = tied at mid-length Slend. Util, Length
do z 138 0.342 do
do z 138 0.389 do
do z 138 0.660 do
U 1 X .090 z 138 0.930 3'-4 1/4"
U 1 3/8 X .i57 yy 76 0.666 3'-5 5/8"
U 1 3/8 X .118 z 91 0.791 3'-4 1/4"
U 1 X .118 yy104 0.882 do
U 1 X .090 z 138 0.740 do
U 1 X .090 z 138 0.740 do
u 1 X .118 yyl04 0.882 do
U 1 3/8 X .118 z 91 0.791 3'-4 1/4"
U 1 3/8 X .157 yy 76 0.666 3'-5 5/8"
U 1 X 5/8 X .090 z 162 0.869 2'-5 1/2"
do z 153 0.645 2'-4"
do z 153 0.659 do
do z 153 0.668 do
do z 153 0. 6'.72 do
do z 153 0.668 do
do z 153 0.659 do
do z 153 0.644 2'-4"
U 1 X 5/8 X .090 z 162 0.868 2'-5 1/2"
Mark: J47
REQU:CRED WELD
Weld-Ea.Side Remarks
do
.091 -1 1/2 •
.091 -1 5/8"
·.o91 -2 3/8"
.158 -1 5/8"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.118 -1 112•
.158. -1 5/8"
.091 -1 1/2"
do
do
do
do
do
do
do
.091 1 1/2"
--------------------------------------END RE:INFORCEMENT --------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel{s) {Section Depth: 3 po)
-------------------------------------------:BR:CDG:ING ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-1 1/4" ==> 2 Row{s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: 24'-4 7/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-9 1/8" { 15'-9 l/811 )
31'-6 3/8" ( 31'-6 1/8")
Ratio: 1. 063
Fabrication code unless noted
@ Bottom Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" { 31'-6 1/8")
-LL 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): a= standard, l = non-composite
Projets no.: B00182
496 ( 94.65) /
11111.:.\
Project: Lot 105 B00182
09/12/01 14:26:13
Mark: J47
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
525 ( 99.91) Area to Paint: 163.18 pi2
Project: Lot 105 B00182
09/12/01 14:26:13
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J47A (CHANNEL WEB, Asymetrical, Parallel, Free ends)
I
I
I I i •J:: I ~ :6: .......... ,,
<l 01 ~ ....... :
rn q>: o:
I
I
I
I
I
I
I
I I
-I :;,.,
ci'i' v' 'I • I <'1,
..._ I
-I ::t' <'1 I
v' 'I t"l:
I
I
I
I
I
I
I
I
I
• I
~I c,1 I
Ct?: so: ..... ,
: I ~:
Ci?: so:
I
I
I
: ii;>
I N
I
I
I
-I ~: I '71 C\:
..._I
-I ~: ...... , ,I Cl\:
I
I
I
: ii;,
I N
I
I
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--------------------------------------LOADING CONDITIONS-------------------------------------{ THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
2 1 Near No 0.12 0.08 0.00 1'-7 1/2"* 1'-7 1/2" 1 1 90 0
3 1 Near No 0.12 0.08 0.00 43'-3 1/2"* 41'-8" 1 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Span
1
Left
[lb/ft2] [lb/ft]
30.00 30.00
Right
[lb/ft2] ~lb/ft]
30.00 30.00
Start
[ft]
0'0
Length
[ft]
47'4 1/2
Chord Cat.
1 1
Project: Lot 105· B00182
09/12/01
Mark: J47A
14:26:13
--------------------------END MOMENTS [ft-kip] & AXXAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---(Q) Wind
{L) Live
(D) Dead
or Seism (case 1) .. :
{case 2) .. :
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
Load ............... : 0.00 0.00 0.00 0.00
Load ............... : 0.00 0.00 0.00 0.00
Weld P'late required Y/N ........ : No
Bearing DeP,th ... [in]: at left.: 5"
Imposed Rows of Bridging Y/N.: No
at right: 5"
------------------------------------------DEFLECTXON ------------------------------------------
Allowed deflection under live load ............... = 1.57 in {L/
Calculated deflection under service live load .... = 1.15 in (L/
Allowed deflection under total load .............. = 2.35 in (L/
Calculated deflection under service total load ... = 2.35 in {L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 534. 02 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 9 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES X N MEMBERS · [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 7.16/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -12.03 LL 2 x .203 z 99 0.681 3'-4 3/4"
1.2 2.00 -15.07 do z 102 0.744 3'-4"
1.3 0.00 -23.61 do z 55 0.684 2'-5"
1.4 0.00 -23.59 do z 55 0.803 do
1.5 0.00 -30.90 do z 55 0.882 do
1.6 0.00 -30.86 do z . 55 0.902 do
1.7 0.00 -35.58 X do zz 37 0.909 do
1.8 0.00 -35.54 X do zz 37 0.935 do
1.9 0.00 -37.14 X do zz 37 0.948 do
1.10 0.00 -37.11 X do zz 37 0.947 do
1.11 0.00 -35.59 X do zz 37 0.934 do
1.12 0.00 -35.55 X do zz 37 0.909 .do
1.13 0.00 -30.91 do z 55 0.901 do
1.14 0.00 -30.87 do z 55 0.881 do
1.15 0.00 -23 .20 do z 55 0.804 do
1.16 0.00 -23.17 do z 55 0.695 2'-5"
1.17 2.06 -13 .23 do z 102 0.695 3'-4"
1.18 0.00 -9.94 LL 2 X .203 z 102 0.640 3'-6"
Bottom Chord
2.1 0.00 0.00 LL 2 x .186 z 124 0.359 4'-2 7/8"
2.2 17.85 o.oo do z 152 0.549 4'-11 3/4"
2.3 27.26 o.oo do z 147 0.676 4'-10"
2.4 33.54 o.oo do z 147 0.788 do
2.5 36. 71 o.oo do z 147 0.862 do
2.6 36.76 0.00 do z 147 0.864 do
2.7 33.69 0.00 do z 147 0.791 do
360)
490)
240)
240)
depth
7.15/
= 26.86
0.00
REQUIRED WELD
Weld-Ea.Side
in)
kips
Remarks
e, canam~~!! Project: Lot 105 B00182
09/12/01
2.8 27.49 0.00 do z 147 0.678
2.9 18.18 0.00 do z 173 0.554
2.10 0.00 0.00 LL 2 x .186 z 102 0.366
End Diagonal
3.1 13.54 0 .00-RD 15/16 z 235 0.654
3.2 12.14 0.00 ' RD 7/8 z 224 0.673
Diagonal Towards End
4.1 7.04 0.00 Ulx .118 z 134 0.795
4.2 4.99 0.00 U 1 X .090 z 138 0.734
4.3 2.94 0.00 do z 138 0.433
4.4 2.63 -0.08 do z 138 0.388
4.5 2.64 -0.11 do z 138 0.388
4.6 2.88 0.00 do z 138 0.424
4.7 4.93 0.00 U 1 X .090 z 138 o. 726
4.8 6.99 0.00 U 1 X .118 z-134 0.789
Diagonal Toward~ Center
5.1 0.00 -8.53 d U 1 3/8 X .157 yy 76 0.742
5.2 0.00 -6.02 d U 1 3/8 X .118 z 91 0.882
5.3 o.oo -3.97 U 1 X .118 yy104 0.983
5.4 0.00 -2.64 U 1 X .090 z 138 0.840
5.5 0.00 -2.63 U 1 X .090 z 138 0.838
5.6 0.00 -3.90 U 1 X .118 yy104 0.965
5.7 0.00 -5.95 d U 1 3/8 X .118 z 91 0.872
5.8 o.oo -9.85 d U 1 3/8 x .. 157 yy 88 0.978
Secondary Web Member
7.1 ·0.62 -2.26 U 1 X .090" z 99 0.498
7.2 0.00 -1.30 U 1 X 5/8 X .090 z 153 0.683
7.3 0.00 -1.33 do z 153 0.703
7.4 o.oo -1.36 do z 153 o. 716
7.5 0.00 -1.37 do z 153 0. 721
7.6 0.00 -1.36 do z 153 0. 716
7.7 0.00 -1.33 do z 153 0.703
7.8 o.oo -1.29 U 1 X 5/8 X .090 z 153 0.682
7.9 1.01 -2.62 Ulx .090 z 94 0.556
Mark: J47A
14:26:13
4'-10"
5'-8"
3'-6 1/8"
4'-7 5/8" .223 -1 1/2"
4'-1 5/8" .215 -1 3/8"
3'-4 1/4" .118 -2"
do .091 -1 7/8"
do .091 -1 1/2"
3'-4 1/4" do
3'-4 3/8" do
do .091 -1 1/2"
do .091 -1 7/8"
3'-4 3/8" .118 -2"
3'-5 5/8" .158 -1 3/4"
3'-4 3/8" .118 -1 3/4"
do .118 -1 1/2"
3'-4 3/8" .091 -1 1/2"
3'-4 1/4" .091 -1 1/2"
do .118 -1 1/2"
3'-4 1/4" .118 1 3/4"
4'-0" .158 2 1/8"
2'-5 1/2" .091 -1 1/2"
2'-4" do
do do
do do
do do
do do
do do
do do
2'-4" .091 -1 1/2"
--------------------------------------END REJ:NFORCEMENT --------------------------------------
Left : Parallel Reinforcement LL 2.5 X .210 over 1 Panel(s) (Section Depth: 3 po)
Right: Parallel Reinforcement LL 2.5 X .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-9 3/8" ==>
@ Bottom Chord: 24'-6 5/8" ==>
2 Row(s) Minimum
2 Row(s) Minimum
POSITION @ Top Chord @ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
XE 15'-9 5/8 11 ( 15'-9 1/2") XB 15'-9 5/8" 15'-9 1/211 )
31'~7 l/8 11 ( 31'-7"} 31'-7 l/811 ( 31'-7")
Column Joist: No Ratio: 1.239
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l U profile, UU = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left-Extens~on, 3 = Right Extension
Project: Lot 105 B00182
09/12/01 14:26:13
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories {Cat.) 0@ 6:.
Mark:J47A
0 = transfered by an additional member
2 = anywhere within a panel
l = within a panel with no reinforcement
3 = at any panel point along the joist
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: l = Top, 2 = Bottom
5 = transferred by an additional member and lateral support
and lateral support
Inclination {Incl.): 90 = Vertical, 0 = Horizontal Composite {Crnp): O = standard, 1 = non-composite
PARTIAL LOADS
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Chord: 1 = Top, 2 = Bottom
Load Category {Cat.): 1 = Dead, 2 = Live, 3 = Wind 5 = Non-Composite Dead, 6 = Non-Composite Live
Projets no.: B00182
551 { 104.53) / 583 {
Designer: Gonzalo Garcia Shop: Juarez {Mexique) [Production]
110.15) Area to Paint: 164.12 pi2
Project: Lot 105 BOO 182
09/12/01 14:26:14
Project: Lot 105 B00182
Mark: J47B
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J47B (CHANNEL WEB, Symmetrical, Parallel, Free ends) .:l= 173/4
12
0 3/8"
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2.7 2.8 2.9
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--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0'-0" 3 1 90 0
2 1 Near No 0.24 0.17 0.00 43'-3 1/2"* 43'-3 1/2" 1 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. .
(case 2) .. .
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in]: at left.: 5 11
0.00
0.00
0.00
0.00
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: J47B
Project: Lot 105 B00182
09/12/01 14:26: 14 --·---·--=--_,, ____________________________ , ___ =...,-=..,...---Dll·-·-·""'"'"""'""""'-~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.57 in (L/
Calculated deflection under service live load .... = 1.30 in (L/
Allowed deflection under total load.: ............ = 2.35 in (L/
Calculated deflection under service total load ... = 2.35 in (L/
Joist inertia ..................................... = 470. 38 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 9 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 6.34/ 0.00 kips Right Reaction=
REQUIRED MATERIAL
No Te:p.siop, Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -10.74 LL 2 x .186 z 98 0.640 3'-4 3/4"
1.2 2.89 -14.14 do z 102 0.757 3'-4"
1.3 0.00 -21.82 do z 55 0.691 2 1 -5 11
1.4 0.00 · -21. 79 do z 55 0.782 do
1.5 0.00 -27.72 do z 55 0.858 do
1.6 0.00 -27.68 do z 55 0.878 do
1.7 0.00 -31.93 do z 55 0.986 do
1.8 0.00 -31. 89 do z 55 0.985 do
1.9 0.00 -33.33 X do zz 37 0.923 do
1.10 0.00 -33.30 X do zz 37 0.922 do
1.11 0.00 -31.93 do z 55 0.986 do
1.12 0.00 -31.90 do z 55 0.985 do
1.13 0.00 -27.73 do z 55 0.877 do
1.14 0.00 -27.69 do z 55 0.857 dd
1.15 0.00 -21.41 do z 55 0.784 do
1.19 0.00 -21.38 do z 55 0.710 2 1 -511
1.17 2.38 -13.55 do z 102 0.744 3'-4"
1.18 o.oo -10.70 LL 2 x .186 z 98 0.676 3'-4 3/4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .156 z 124 0.381 4'-2 7/8"
2.2 15.98 0.00 do z 151 0.582 4'-11 3/4"
2.3 24.44 o.oo do z 147 o. 717, 4'-10"
2.4 30.10 0.00 do z 147 0.836 do
2.5 32.94 o.oo do z 147 0.916 do
2.6 32.99 o.oo do z 147 0.917 do
2.7 30.22 o.oo do z 147 0.840 do
2.8 24.65 o.oo do z 147 0.720 4'-10"
2.9 16.28 0.00 do z 151 0.587 4'-11 3/4"
2.10 0.00 o.oo LL 2 X .156 z 119 0.388 4'-1 1/8"
End Diagonal
3.1 12.08 o.oo RD 15/16 z 235 0.583 4'-7 5/8"
3.2 12.49 o.oo RD 15/16 z 235 0.603 4'-7 5/8"
Diagonal Towards End
4.1 6.35 0.00 U 1 X .090 z 138 0.934 3'-4 1/4"
4.2 4.51 0.00 do z 138 0.664 do
4.3 2.67 0.00 do z 138 0.393 do
4.4 2.41 -0.13 do z 138 0.354 do
360)·
433)
240)
240)
depth=
6.54/
REQUIRED
26.87
0.00
WELD
Weld-Ea.Side
.223 -1 1/4"
.223 -1 3/8"
.091 -2 3/8"
.091 -1 3/4"
.091 -1 1/2"
do
in)
kips
Remarks
No Tension Compres.
4.5 2.41 -0.14
4.6 2.62 0.00
4.7 4.45 0.00
4.8 6.29 0.00
Diagonal Towards Center
5.1 0.00 -7.68 d
5.2 0.00 -5.43 d
5.3 o.oo -3.59
5.4 o.oo -2.41
5.5 o.oo -2.41
5.6 0.00 -3.54
5.7 0.00 -5.37 d
5.8 0.00 -7.68 d
Secondary Web Member
7.1 o. 71 -2.14
7.2 0.00 -1.21
7.3 o.oo -1.24
7.4 0.00 -1.27
7.5 o.oo -1.27
7.6 0.00 -1.27
7.7 0.00 -1.24
7.8 o.oo -1.21
7.9 1.16 -2.79
Project: Lot 105 B00182
09/12/01 14:26:14
FORCE s I N MEMBERS (Cont.} [kips]
REQUIRED MATERIAL
X = tied at mid-length Slend. Util. Length
do z 138 0.354 do
do z 138 0.385 do
do z 138 0.655 do
Ulx .090 z 138 0.926 3'-4 1/4"
U 1 3/8 X .157 yy 76 0.668 3'-5 5/8"
U 1 3/8 X .118 z 91 0.796 3'-4 1/4"
Ulx .118 yy104 0.889 do
U 1 X .090 z 138 o. 766 do
Ulx .090 z 138 0.766 do
Ulx .118 yy104 0.875 do
U 1 3/8 X .118 z 91 0.787 3'-4 1/4"
U 1 3/8 X .157 yy 76 0.669 3'-5 5/8"
U 1 X .090 z 99 0.471 2'-5 1/2"
u 1 X 5/8 X .090 z 153 0.641 2'-4"
do z 153 0.657 do
do z 153 0.669 do
do z 153 0.673 do
do z 153 0.669 do
do z 153 0.657 do
U 1 X 5/8 X .090 z 153 0.639 2'-4"
U 1 X .090 ·z 99 0.614 2'-5 1/2"
Mark: J47B
REQUJ:RED WELD
Weld-Ea.Side Remarks
do
.091 -1 1/2"
.091 -1 5/8"
.091 -2 3/8"
.158 -1 5/8"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.118 -1 1/2"
.158 -1 5/8"
.091 -1 1/2"
do
do
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-1 1/4" ==> 2 Row(s) Minimum
2 Row ( s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-4 7/8" ==> Ace. to. the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" ( 31'-6 1/8")
Ratio: 1.062
Fabrication code unless noted
@ Bottom Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" ( 31'-6 1/8")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, uu = 2 U profiles one inside the other, -CL crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Clllp): 0 = standard, 1 = non-composite
e, canam~~~! Project: Lot 105 BOO 182
09/12/01 14:26:14
Mark: J47B
l&i @INN
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
497 ( 94.94) / 526 ( 100.20) Area to Paint: 163.71 pi2
• "canam~!!~! Mark: J47C
Project: Lot 105 B00182
09/12/01 14:26:14
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : J47C (CHANNEL WEB, Symmetrical, Parallel, Free ends) 6.=173/4 03/8"
12
I I I I I I I I I I I I I I I I I I
I I I I : I I I I I I I I I I I I I I
I I I I ~I I I I I I I 001 I I I I ~I I ca I -I I ~: 1/'ll : I : I : I : I : I : I i:;\1 : I ~: ~: : I .-.1 ~: d ~I ;;i-1 ~I ,...1 ~I ~I ~I ~I ~I ~I 01 ~I t::!1 01
0 ..__I ..__ I "11 ""1 -1 ll'l1 ll'l1 ll'l1 ll'l1 ll'l1 ll'l1 -1 ll'l1 -1 '""'1 ,...I .-<I ,...I
N ""1 ""1 I \01 .' I '<!-1 9'.1 N1 i:-;-1 01 ll'll .' I "1 I 001 '""'I \01 •' I "11 ·.: "'/"1 "?1 '71 ~ .. I I "11 •' I • I •' I • I •' I .' I 01 .' I .' I •' I .' I "11 •' I 0 I • I • I • I -1 '""'I \01 001 '""'1 ""1 \01 001 "11 "1 I lf')I 001 01 '<l-1 ~: ::a bi ""1 '°1 °'1 ,...I --.I '""'1 ,...I NI NI NI NI --. I ""1 ""1 ""1 '<l-1 --.1 ..... •' I ..._ I --.I ..._I --.1 : I --.1 -1 -1 --.1 --.1 ..._ I I ..._ I --1 --1 -..:1 : I --1 ,u 01 I : I I : I :;!:1 : I : I : I : I : I : I ~I : I : I : I : I :;!:1 : I p.. I ::t1 :;!: I ~I ::!:1 "11 :;l:1 ::!:1 ::!:1 ::!:1 :;l:1 :;!:1 "11 :;l:1 ::!:1 ::!:1 ~I (f'll t::!1 ..9 --1 (f'll "11 (f'll "1 I ,...1 "11 "11 "11 "11 "11 "11 01 "11 "1 I <'>I "11 01 -1 rn : I '<!"I 001 ,...1 \01 .-.1 '<!"I 0\1 NI r:-1 01 lf')I .-.1 <'ll 001 .-1 \01 .-<I "11
91 'I 'I ,1 •' I •' I •' I .' I •' I •' I •' I •' I .' I • I I •' I •' I •' I •' I .' I o: -&,1 • I 0\: -1 "11 \01 001 '""'I "11 \01 001 01 <'>I ll'll 001 01 ~: ~: I \0 I -1 -1 '""'1 -1 N1 N1 N1 N1 "11 "11 "11 <'>1 -st1
I I I I I I I I I I I I I I I I I I I
I ~ I I I I I I l I I I I I I I I I I ::!: I
I I I I I I I I I I I I I I I I I I I
I "' I ~ I I I I I ~ I I I ~ I I fr;> I I I ft;i I I ~ I "' I
I 't I I '? I '? I '? I '? I I '? I '? I I ii;> I I '? I ii;> I I '? I I "1 I
I "' I "' I N I N I .-, I N I N I N I N I .-, I "' I "' I "' I "' I .-, I N I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18
a:, ,.,,"I a:, N N
2.1 2.2 2.3 ~: 2.4
~I
2.5 2.6 2.7 2.8 ~-, 2.9 2.10 ,u 001 I : I ;;i-1 ;;i-1 ;;i-1 NI QOI .9 r:: I I ::!:1 <'l I ---1 ;,:;1 ;,:;1 <'>I ..__I --1
ol I "1 I ,--q 0\1 ""1 .,.,1 "11 I ,...I lf')I rn 'I NI -1 '71 'I t-;-1 , 1 'I '71 '71 ~I o: •' I .' I • I • I • I • I • I • I • I • I
'<1-1 0\1 ~I ;'.'.::1 ~: ~: ~: ~: ~: ~: ,, ' ' ' '
--------------------------------------LOADING CONDITIONS-------------------------------------{ THE SHOWN VALUES ARE REAL
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 '-0"* 0'-0" 3 1 90 0
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.57 in (L/
Calculated deflection under service live load .... = 1.29 in (L/
Allowed deflection under total load .............. = 2.35 in (L/
Calculated deflection under service total load ... = 2.35 in {L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 470.38 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 9 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
360)
438)
240)
240)
e "canam~~rat~! Project: Lot 105 B00182
09/12/01 14:26:14
------------------------FORCES :t N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 6.32/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 0.00 -10.70 LL 2 X .186 z 98 0.596 3'-4 3/4"
1.2 0.00 -10.33 do z 102 0.663 3'-4"
1.3 o.oo -20.62 do z 55 0.663 2'-5"
1.4 o.oo -20.59 do z 55 0.780 do
1.5 0.00 -27.60 do z 55 0.855 do
1.6 0.00 -27.56 do z 55 0.874 do
1.7 0.00 -31. 77 do z 55 0.981 do
1.8 o.oo -31. 73 do z 55 0.980 do
1.9 o.oo -33.13 X do zz 37 0.918 do
1.10 0.00 -33.09 X do zz 37 0.917 do
1.11 o.oo -31.69 do z 55 0.978 do
1.12 0.00 -31.65 do z 55 0.977 do
1.13 o.oo -27.44 do z 55 0.871 do·
1.14 o.oo -27.40 do z 55 0.849 do
1.15 0.00 -20.38 do z 55 0.775 do
1.16 0.00 -20.34 do z 55 0.656 2'-5"
1.17 0.00 -10.00 do z 102 0.656 3'-4"
1.18 0.00 -10.32 LL 2 x .186 z 98 0.578 3'-4 3/4'"
Bottom Chord
2.1 0.00 0.00 LL 2 x .156 z 124 0.379 4'-2 7/8"
2.2 15.92 0.00 do z 151 0.580 4'-11 3/4"
2.3 24.34 o.oo do z 147 0. 714 4'-10"
2.4 29.95 o.oo do z 147 0.833 do
2.5 32.76 o.oo do z 147 0.911 do
2.6 32.76 0.00 do z 147 0.911 do
2.7 29.95 0.00 do z 147 0.833 do
2.8 24.34 o.oo do z 147 o. 714 4'-10"
2.9 15.92 o.oo do z 151 0.580 4'-11 3/4"
2.10 0.00 o.oo LL 2 X .156 z 119 0.379 4'-1 1/8"
End Diagonal
3.1 12.04 o.oo RD 15/16 z 235 0.581 4'-7 5/8"
3.2 12.04 0.00 RD 15/16 z 235 0.581 4'-7 5/8"
Diagonal Towards End
4.1 6.32 o.oo U 1 X .090 z 138 0.930 3'-4 1/4"
4.2 4.48 o.oo do z 138 0.660 do
4.3 2.65 0.00 do z 138 0.389 do
4.4 2.32 -0.12 do z 138 0.342 do
4.5 2.32 -0.12 do z 138 0.342 do
4.6 2.65 o.oo do z 138 0,389 do
4.7 4.48 o.oo do z 138 0.660 do
4.8 6.32 0.00 U 1 X .090 z 138 0.930 3'-4 1/4"
Diagonal Towards Center
5.1 0.00 -7.65 d U 1 3/8 X .157 yy 76 0.666 3'-5 5/8"
5.2 0.00 -5.40 d U 1 3/8 X .118 z 91 ff. 791 3'-4 1/4"
5.3 0.00 -3.56 U 1 X .118 yy104 0.882 do
5.4 0.00 -2.32 U 1 X .090 z 138 0.740 do
5.5 0.00 -2.32 U 1 X .090 z 138 0.740 do
5.6 0.00 -3.56 Ulx .118 yy104 0.882 do
5.7 0.00 -5.40 d U 1 3/8 X .118 z 91 0.791 3'-4 1/4"
Mark: J47C ·
depth = 26.87 in}
6.32/ 0.00 kips
REQUIRED WELD
Weld-Ea.Side Remarks
.223 -1 1/4"
.223 -1 1/4"
.091 -2 3/8"
.091 -1 5/8"
.091 -1 1/2"
do
do
.091 -1 1/2"
.091 -1 5/8"
.091 -2 3/8"
.158 -1 5/8"
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.118 -1 1/2"
e, canam~!~<ro! Project: Lot 105 B00182
09/12/01
No
5.8
Tension
o.oo
Compres.
-7.65
Secondary Web Member
7.1 0.00 -1.45
7.2 0.00 -1.21
7.3 o.oo -1.24
7.4 0.00 -1.27
7.5 0.00 -1.27
7.6 o.oo -1.27
7.7 0.00 -1.24
7.8 0.00 -1.21
7.9 o.oo -1.44
d
FORCES IN
REQUIRED MATERIAL
x = tied at mid-length
U 1 3/8 X .157
u 1 X 5/8 X .090
do
do
do
do
do
do
do
U 1 X 5/8 X .090
14:26:14
MEMBERS (Cont.) [kips]
Slend. Util. Length
yy 76 0.666 3'-5 5/8"
z 162 0.853 2'-5 1/2"
z 153 0.637 2'-4"
z 153 0.657 do
z 153 0.668 do
z 153 0.672 do
z 153 0.668 do
z 153 0.656 do
z 153 0.637 2'-411
z 162 0.852 2'-5 1/2"
Mark: J47C
REQUIRED WELD
Weld-Ea.Side Remarks
.158 -1 5/8"
.091 -1 1/2"
do
do
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left: Parallel Reinforcement LL 2.5 x .210 over 1 Panel{s) (Section Depth: 3 po)
------.------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-1 1/4" ==> 2 Row{s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-4 7/8 11 ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-9 1/8" ( 15'-9 l/8 11 )
31'-6 3/8" ( 31'-6 1/8")
Ratio: 1.063
Fabrication code unless noted
.@ Bottom Chord
XB 15'-9 1/8" ( 15'-9 l/8 11 )
31'-6 3/811 ( 31'-6 l/8 11 )
-I,L = 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, uu 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Clllp): O = standard, 1 = non-composite
Projets no.: B00182
496 ( 94.65) / 525 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
99.91) Area to Paint: 163.18 pi2
e, canam~!~9o! Mark: J48
Project: Lot 105 B00182
09/12/01 14:26:15
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J48 (CHANNEL WEB, Symmetrical, Parallel, Free ends) A= 17 3/4 03/8"
12
I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I : I I I I I : I I
I I I I I oo, I I I I I I ~: I I I I ~I I 1 I I -I I :t: in, ~I : I : I ~: : I : I : I ~: ~: ~: _, ::t: I ~I ""' ::!: I ,...., in: Ee, Ee, Ee, ~I o' Ee, oi I "'' ;;:;, <'"l I "'' ..... , tn, tn, tn, tn, I _, tn, ..... , -, ..... , _, -,
N I "St' co' I 10, •' I "St1 °'' N1 i-;-, o, ";)I •' I <'"l I co, _, 10, .' I "'' ·i:: I 'I ,, '"';"1 •' I <'>I •' I .' I •' I • I .' I • I 01 •' I •' I •' I ." I <'>I .' I ~ I • I • I • I ..... , -, 10, co, -, ~I 10, co, "'' "'' tn, co, o, 'St1 \;j:1 b, "'1 10, °'1 -, _, ..... , -, N, I "', N, _, <'"l I "', "'1 "St, _, I -•' I _, ...._, _, _, : I ..... , ._, _, _, ._, _, I _, _, ._, _, : I _,
4) o, I : I :i I : I ::;t, : I : I : I : I : I =· I =:r, : I : I : I : I ::;t, : I ]' I ~I 'Stl :::!:' :::t, "'' :::t, :::t, :::t, :::t, :::t, :::t, "'' :::t, :::t, :::t, ::,t I "'' ~I ._, <'"l I ;;:;, C"l I "'' _, <'ll <'ll "'' C"l I C"l I C"l I o' <'l I C"l I "'' <'l I oi -, ti'.) : I "St' co' ,....1 IOI _, 'St I OIi NI t-1 01 tnl _, C"ll 001 _, IOI _, "'' 9, 'I ,, ,, •' I •' I •' I .' I •' I •' I .' I •' I •' I •' I •' I •' I •' I •' I .' I o: • I i:ol 0\: _, <'ll IOI co, ..... , C"l I IOI co, o, <'>I trl I co, o, ~: t-1 "'1 I -, -, -, -, "'' NI NI "'' C"l I C"l I C"l I "'1 'St I 'St I
I I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I I I I I I I I "' I ~ I I I fr;> I ~ I ~ I ~ I I I ~ I I I I ~ I I ~ I "' I I "t I I ii;> I ii;> I I I I I ii;> I ii;> I I ii;> I ii;> I ii;> I I ii;> I I "'t I I ;:.-, I "' I N I N I N I N I N I N I N I N I N I N I N I N I N I N I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18
~ ,.,,"t ~ N
2.1 2.2 2.3 :t1 2.4 2.5 :t1 2.6
~I
2.7 2.8 2.9 ~, 2.10 4) 001 I : I ""' ""' ""' 001 .9 ;:::, I :::t, "'' ;;:;, C"l I "'' .... , .... , ._, in' o1 I "'' -, °'' c-;-: I "'1 "', -, N' ti'.) 'I NI _, '"';"1 ,, V:, I «;>, '"';"1 '"';"1 'I • I .' I •' I • I • I • I • I • I • I • I • I o, 'Stl OIi ~l ~I ~: ~i ~: ~: ~: ~: ,, ' ' '
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 310.00 lb/ft 28LHSP310/160 LIVE LOAD .. : 160.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0 '-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. .
(case 2) .. .
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e ', canam~!~9o! Project: Lot 105 BOO 182
Mark: J48
09/12/01 14:26:15
------------------------------------------DEFLECT:CON ------------------------------------------
Allowed deflection under live load .............. . = 1.57 in (L/ 360)
Calculated deflection under service live load ... . = 1.28 in (L/ 439)
Allowed deflection under total load ............. . = 2.35 in (L/ 240)
Calculated deflection under service total load .. . = 2.35 in (L/ 240)
Joist inert.ia ................................... . = sso:26 inA4
Required camber ................................ . = 0.90 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES :C N MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
{Fy = 50 Ksi U/N) (Eff. depth = 26.84 in)
Left Reaction = 7. 77/ 0.00 kips Right Reaction = 7.77/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -13.18 LL 2 X .247 z 99 0.584 3'-4 3/4"
1.2 2.04 -15.92 do z 102 0.667 3 '-4."
1.3 0.00 -25.40 do z 56 0.629 2'-5"
1.4 0.00 -25.36 do z 56 0.738 do
1.5 0.00 -33.99 do z 56 0.810 do
1. 6 o.oo -33.95 do z 56 0.827 do
1. 7 0.00 -39.13 do z 56 0.929 do
1.8 0.00 -39.09 do z 56 0.928 do
1.9 o.oo -40.80 do z 56 0.968 do
1.10 o.oo -40.76 do z 56 0.967 do
1.11 o.oo -39.03 do z 56 0.927 do
1.12 o.oo -38.99 do z 56 0.926 do
1.13 o.oo -33.79 do z 56 0.825 do
1.14 0.00 -33.75 do z 56 0.804 do
1.15 o.oo -25.10 do z 56 0.734 do
1.16 0.00 -25.06 do z 56 0.623 2'-5"
1.17 1.61 -15.06 do z 102 0.634 3'-4"
1.18 0.00 -12.71 LL 2 x .247 z 99 0.569 3'-4 3/4"
Bottom Chord
2.1 o.oo 0.00 LL 2 x .186 z 124 0.395 4'-2 7/8"
2.2 19.61 0.00 do z 152 0.604 4'-11 3/4"
2.3 29.98 0.00 do z 147 0.743 4'-10"
2.4 36.90 o.oo do z 147 0.867 do
2.5 40.35 o.oo do z 147 0.948 do
2.6 40.35 o.oo do z 147 0.948 do
2.7 36.90 0.00 do z 147 0.867 do
2.8 29.98 0.00 do z 147 0.743 4'-10"
2.9 19.61 0.00 do z 152 0.604 4'-11 3/4"
2.10 0.00 o.oo LL 2 x .186 z 120 0.395 4'-1 1/8"
End Diagonal
3.1 14.83 0.00 RD 15/16 z 235 o. 716 4'-7 5/8" .223 -1 5/8"
3.2 14.83 o.oo RD 15/16 z 235 o. 716 4'-7 5/8" .223 -1 5/8"
Diagonal Towards End
4.1 7.76 o.oo U 1 X .118 z 134 0.876 3'-4 1/4" .118 -2 1/4"
4.2 5.48 o.oo U 1 X .090 z 138 0.806 do .091 -2"
4.3 3.20 o.oo do z 138 0.471 do .091 -1 1/2"
4.4 2.86 -0.10 do z 138 0.421 do do
_ e ~ canam~i~rmra! Mark: J48
Project: Lot 105 B00182
09/12/01 14:26:15
F O R C E S J: N MEMBERS (Cont.) [kips]
REQUJ:RED MATERJ:AL REQUJ:RED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
4.5 2.86 -0.10 do z 138 0.421 do do
4.6 3.20 0.00 do z 138 0.471 do .091 -1 1/2"
4.7 5.48 o.oo u 1 X .090 z 138 0.806 do .091 -2"
4.8 7.76 o.oo U 1 X .118 z 134 0.876 3'-4 1/4" .118 -2 1/4"
Diagonal Towards Center
5.1 0.00 -9.40 d U 1 3/8 X .157 yy 76 0.818 3'-5 5/8" .158 -2"
5.2 0.00 -6.62 d U 1 3/8 X .118 z 91 0.969 3'-4 1/4" .118 -1 7/8"
5.3 0.00 -4.34 d U 1 3/8 X .118 z 91 0.635 do .118 -1 1/2"
5.4 0.00 -2.86 u 1 X .090 z 138 0.910 do .091 -1 1/2"
5.5 0.00 -2.86 U 1 X .090 z 138 0.910 do .091 -1 1/2"
5.6 0.00 -4.34 d U 1 3/8 X .118 z 91 0.635 do .118 -1 1/2"
5.7 0.00 -6.62 d u 1 3/8 X .118 z 91 0.969 3'-4 1/4" .118 -1 7/8"
5.8 0.00 -9.40 d U 1 3/8 X .157 yy 76 0.818 3'-5 5/8" .158 -2"
Seconda:ry Web Member
7.1 0.63 -2.31 U 1 X .090 z 99 0.508 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.38 u 1 X 5/8 X .090 z 153 0.728 2' -4" do
7.3 0.00 -1.43 do z 153 0.752 do do
7.4 0.00 -1.45 do z 153 0.766 do do
7 .5. 0.00 -1.46 do z 153 0. 771 do do
7.6 0.00 -1.45 do z 153 0.766 do do
7.7 0.00 -1.43 do z 153 0.751 do do
7.8 o.oo -1.38 Ulx 5/8 X .090 z·153 0. 727 2'-4" do
7.9 1.13 -2.80 U 1 X .090 z 99 0.616 2'-5 1/2" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRJ:DGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-3 3/4" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-6 5/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" ( 31'-6 1/8")
Ratio: 1.649
Fabrication code unless noted
@ Bottom Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" ( 31'-6 1/8")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and laterai support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = vertical, O = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
e ~ canam~!~~! Project: Lot 105 B00182
09/12/01
Mark: J48
14:26:15
Projets no.: B00182
604 ( 111.02} /
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
638 ( 117.15} Area to Paint: 165.10 pi2
e, canam~i~rai~! Mark: J49
Project: Lot 105 B00182
09/12/01 14:26:15
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J49 (CHANNEL WEB, Asymetrical, Parallel, Free ends) A= 13 03/8"
12
I I I I I I I I I I I I I I I I I I I I I I I I I : I I I I I I I 00, I I I I I I ~· I I i -I I -I : I ;;:,;, : I ~: &>1 : I : I ~: ..... , ~: I ~: ~I 001 ~. ,....1 ~. -.., ~. ~. 01 I 0 iri' ;;:,;, 10, ..... , 10, in, in I 10, 10 I ..... , ..... , ..... , I N -.i-' oo' I '°' •' I -.i-, °'' Nt r;-1 o, 10, •' I '°' \01 ·i:: I ,I 'I '71 .' I Mi •' I •' I •' I • I •' I •' I o, .' I •' I 0 : I • I • I • I ..... , ..... , \01 oo, -I Mr \01 001 M1 N1 -sr, ::c: OI Ml '°1 °'1 .... I ___ , -I ..... , NI NI NI NI -..1 Ml "'1 ---.' I -._I ---· -.. I -..1 : I -..1 ---· ---1
___ , -..1 -..1 : I -..1 -..1 <I) 01 : I : I : I : I :::t1 : I : I : I : I : I : I ::;t, : I : I §' I ::;t• 'S!'I ::;ti :::t, Ml :::!:1 :;tr ::ti :::!:1 :::!:1 :::!:1 Ml :::t, :!1
~ ---1 <'l I ;:;:;1 Ml <">I _, <'l I Mi <">1 <">I <'l I Ml oi M1 .... I : I -srl col ,.....1 \01 ..... 1 'S!'I Q'\I NI t-1 01 IOI ..... 1 \01 \01 91 ,I 'I 'I •' I .' I .' I •' I •' I •' I •' I •' I .'I •' I •' I o: • I • I C)\I -1 <'ll \01 001 . -1 <'ll \01 001 01 Nt 'SI'! "', '°1 I ..... , ..... , ..... , .... I N1 N1 N1 N1 Mt "'1 M1
I I I I I I I I I I I I I I s I I ~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I M I ~ I I = I I ~ I I I I I V? I I ½ I -I I "r I I ii;> I '? I ii;> I I ii;> I ii;> I ii;> I ii;> I I ii;> I I -I I "' I "' I C'I I C'I I C'I I C'I I C'I I N I N I N I N I C'I I ;... I ;... I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14
"' "' 'SI; "' .-= .-= ..... .-=
(0 -?./ r,,,"':! ,,. ,_,"I ,,. .,,., ~ ..,. v' ..,_'? (0 "' . .,, . ., ..,. . .,,. "'
2.1 2.2 2.3
~I
2.4
~l
2.5
~I
2.6 :t1 2.7
~I
2.8 <I) 001 I : I 00! l:l. ;:::, I ::t, M1 M1 ;;,;, .Q Ml Ml Ml o' : I Mi ..... ,
°'' t-I 10' ..... , 10' v., ,, NI _, '71 'I ,, ,1 '71 'I o: •' I •' I • I • I • I • I • I • I 'SI'! °'' ~: ~: ~: ~: ~: ~: ,, ' '
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0 '-0" 3 1 90 0
2 1 Both No 0.24 0.17 0.00 1'-7 1/2"* 1'-7 1/2" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.:. No
at right: 3"
Project: Lot 105 BOO 182
09/12/01
Mark: J49
14:26:15
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.14 in (L/
Calculated deflection under service live load .... = 0.63 in (L/
Allowed deflection under total load .............. = 1.71 in (L/
Calculated deflection under service total load ... = 1.18 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 279. 66 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 49 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :t N MEMBERS [kips]
360)
649)
240)
346)
(THE SHOWN FORCES ARE REALS)
(.Fy = 50 Ksi U/N) {Eff. depth= 27.04 in)
Left Reaction = 4.97/ 0.00 kips Right Reaction = 4.75/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -7.92 LL 2 X .125 z 97 0.972 3'-4 3/4"
1.2 3.97 -12.02 do z 101 0.991 3'-4"
1.3 1.87 -17.01 do z 55 0.903 2'-5"
1.4 1.87 -16.99 do z 55 0.910 do
1.5 0.81 ~19.53 X do zz 36 0.949 do
1.6 0.82 -19.50 X do zz 36 0.948 do
1. 7 0.69 -19.89 X do zz 36 0.966 do
1.8 0. 70. -19.87 X do zz 36 0.965 do
1.9 1.50 -18.10 do z 55 0.965 do
1.10 1.51 -18.08 do z 55 0.964 do
1.11 3.24 -14.16 do z 55 0.803 do
1.12 3.25 -14.13 do z 55 0.771 2'-5"
1.13 4.52 -11.25 do z 50 0.623 1'-8"
1.14 0.10 -7.18 LL 2 x .125 z 54 0.496 1'-11 1/2"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .109 z 164 0.511 4'-2 7/8"
2.2 11.26 o.oo do z 201 o. 728 4'-11 3/4"
2.3 16. 06 0.00 do z 195 0.850 4'-10"
2.4 17.99 0.00 do z 195 0.951 do
2.5 17.05 0.00 do z 195 0.902 do
2.6 13.23 0.00 do z 195 0.773 4'-10"
2.7 6.54 o.oo do z 101 0.600 2'-6"
2.8 0.00 0.00 LL 1.5 X .109 z 133 0.333 3'-5 5/8"
End Diagonal
3.1 8.93 0.00 RD 15/16 z 235 0.431 4'-7 1/2" .223 -l"
3.2 8.82 -0.13 RD 7/8 yy223 0.489 4'-1 1/4" .215 -l"
Diagonal Towards End
4.1 3.91 0.00 U 1 X .090 z 138 0.576 3'-4 1/4" .091 -1 1/2"
4.2 2.05 o.oo do z 138 0.302 do do
4.3 0.27 -1.82 do z 138 0.583 3'-4 °1/4" do
4.4 1.82 0.00 do z 139 0.268 3'-4 3/8" do
4.5 3.28 0.00 do z 139 0.482 do .091 -1 1/2"
4.6 5.14 0.00 U 1 X .090 z 139 0.756 3'-4 3/8" .091 -l 7/8"
No Tension Compres.
Diagonal Towards Center
5.1 0.00 -5.17
5.2 o.oo -2.98
5.3 0.00 -1.82
5.4 0.00 -2.35
5.5 0.00 -4.21
5.6 0.00 -4.05
secondary web Member
7.1 0.69 -2.21
7.2 0.00 -1.19
7.3 0.00 -1.20
7.4 0.00 -1.20
7.5 o.oo -1.19
7.6 0.00 -1.17
7.7 1.66 -2.76
d
d
d
Project: Lot 105 B00182
09/12/01 14:26:15
F O R C E S :C N
REQU:CRED MATER:CAL
x = tied at mid-length
MEMB ER S (Cont.) [kips]
U 1 3/8 X .118
U 1 3/8 X .118
U 1 X ,090
U 1 X .090
U 1 3/8 X .118
U 1 X .090
U 1 X .090
U 1 X 5/8 X .090
do
do
do
U 1 X 5/8 X .090
U 1 X .090
slend.
z 95
z 92
z 139
z 138
z 92
z 95
z 100
z 154
z 154
z 154
z 154
z 154
z 115
Util. Length
0.774 3'-5 5/8"
0.438 3'-4 3/8"
0.583 3'-4' 3/8"
0.751 3'-4 1/4"
0.617 3'-4 1/4"
0.862 2'-4"
0.489 2'-5 1/2"
0.635 2'-4"
0.642 do
0.643 do
0.638 do
0.627 21 -411
0.692 2'-9 7/8"
Mark: J49
REQU:CRED WELD
Weld-Ea.Side Remarks
.118 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END RE:CNFORCEMENT --------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
LL 2.5 x .210 over 1 Panel(s) (Section Depth:
3 po)
3 po)
-------------------------------------------BR:CDG:CNG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-6 1/4" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 20'-5" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
11'-6 1/8" ( 11'-6")
23'-0 1/8" ( 23'-0")
Ratio: 2.030
Fabrication code unless noted
@ Bottom Chord
11'-6 1/8" ( 11'-6")
23'-0 1/8" { 23'-0")
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l U profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
point.)
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories {Cat.) O 0 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: 1 = Top, 2 = Bottom
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
and lateral support
Inclination (Incl.): 90 = Vertical, O = Horizontal COI11Posite (Crnp): 0 = standard, 1 = non-composite·
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
252 ( 51.87) / 266 ( 54.72) Area to Paint: 109.65 pi2
>.:I!
• '-canam~~~'ro!
. --
aw N# ts+w
Project: Lot 105 B00182
09/12/01 14:26:16
WI#
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : JS0 (CHANNEL WEB, Asymetrical, Parallel, Free ends)
I
I
I 3 : 8 I N I "C I ~ o:
......_ .,.1 I
Q) o, ~ --:
r:n c:r: o:
I
I
I I I I
1.1
2.1
I I
I
-I :.r I ._,
ff'}/ "'j,
• I ff'l I ._,
-I ::t' ff'}i
"SI" I 'I rt1:
I
I
I I I I
I I
-I NI .' I
"""' '
1.2
I I
I
-I
~I ff'}/ "?: \0: ._,
-I ~:
Ci?: -o:
I
I I
: 0
I N
1.3
2.2
I I I
-I
~I
ff'}:
'71 0'1: ._,
-I ~: '7: 0'1:
N r.:
I
I
I
I
I I
1.4 1.5 1.6 1.7 1.8
2.3 2.4
I I
I ee: .,.,,
N1
•' I ..... ,
NI ._,
: I ::t,
"'' NI
•' I -, <'11
I
I
I I
I
I
2.5
1.9 1.10 1.11
2.6
I
I
= : ee, .,.,, .,.,,
.' I ~: ._,
: I ::t,
"'' It'll
•' I 001 N1
I
I
I I I
I
1.12
I
-I ~: oi ..... ,
• I I o, ,..,, ...... ,
-I ::t1
"'' o' ..... ,
.' I o,
ff'l1
I
I I I
I
I
1.13
Mark: J50
KN#
1.14
2.8
'tPM
~= 15 5/8
12
1.15
I
I
I
I
I
-I ::ti ff'll
NI
'I Q\I
ff'll ._,
-I ff'll _, I
°'' ff'l1
I I I
I
I
I
2.9
1.16
03/8"
I
I
I
I
I
: I ::t1 ff'll
001 ,, ;...,
"""' ._,
-I °'' •' I ..... ,
"""' I
I
I
I
I
I
&:, I ;::;,
00' , ,
• I ;;:
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCEN'l'RA'l'ED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0 I -0" 3 1 90 0
2 1 Both No 0.24 0.17 0.00 1'-7 1/2"* 1'-7 1/2" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. .
(case 2) .. .
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
Project: Lot 105 B00182
09/12/01
Mark: J50
14:26:16 """ ................... »...,.,,........, ___ ...... , ______ ..__4,.,.., ..... , ... ,..,&WlllilllM--MMll---..... """"'"''NIIJIDliimuw....,,..,.,..,,. ..... ,...,.,..,tw,,..<tl.,,.@..,, ..,,,,,..,,m11mMDI""*""""'""'""""""""""'"""""""'"""""'""" ..... """""""'*®'""""""
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.38 in (L/
Calculated deflection under service live load .... = 1.00 in (L/
Allowed deflection under total load .............. = 2.07 in (L/
Calculated deflection under service total load ... = 1.89 in (L/
Joist inertia .................................... = 371.42 in"4
Required camber ................................. = 0. 69 in
Minimum Width .[in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
360)
495)
240)
263)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 27.01 in)
Left Reaction = 5.86/ 0.00 kips Right Reaction = 5.64/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -9.57 LL 2 x .156 z 98 0.821 3'-4 3/4"
1.2 3.32 -13.21 do z 101 0.840 3'-4"
1.3 0.40 -19.65 do z 55 0.764 2'-5"
1.4 0.41 -19.63 do z 55 0.809 do
1.5 0.00 -23.63 do z 55 0.918 do
1.6 0.00 -23.60 do z 55 0.917 do
1.7 0.00 -25.76 do z 55 0.998 do
1.8 0.00 -25.72 do z 55 0.997 do
1.9 0.00 -25.49 do z 55 0.988 do
1.10 0.00 -25.46 do z 55 0.986 do
1.11 0.00 -22.86 do z 55 0.889 do
1.12 0.00 -22.84 do z 55 0.887 do
1.13 0.55 -18.37 do z 55 0.793 do
1.14 0.56 -18.35 do z 55 0. 774 2'-5"
1.15 3.30 -11.93 do z 107 0.872 3'-6 1/4"
1.16 0.04 -9.16 LL 2 X .156 z 71 0.623 2'-6"
Bottom Chord
2.1 0.00 o.oo LL 1.5x .155 z 166 0.452 4'-2 7/8"
2.2 13.94 o.oo do z 203 0.673 4'-11 3/4"
2.3 20.77 o.oo do z 197 0.803 4'-10"
2.4 24.78 0.00 do z 197 0.937 do
2.5 25.96 0.00 do z 197 0.981 do
2.6 24.33 0.00 do z 197 0.920 do
2.7 19.87 o.oo do z 197 0.788 4'-10"
2.8 12.59 0.00 do z 188 0.644 4'-7 1/2"
2.9 0.00 0.00 LL 1.5 X .155 z 146 0.408 3'-8 7/8"
End Diagonal
3.1 10.79 o.oo RD 15/16 z 235 0.521 4'-7 5/8 11 .223 -1 1/8"
3.2 10.99 -0.04 RD 7/8 yy235 0.609 4'-4" .215 -1 1/4"
Diagonal Towards End
4.1 5.26 o.oo Ulx .090 z 138 o. 775 3'-4 1/4" .091 -2"
4.2 3.42 0.00 do z 138 0.504 do .091 -1 1/2"
4.3 2.15 0.00 do z 138 0.317 do do
4.4 2.15 0.00 do z 138 o.~11 do do
4.5 3.72 0.00 do z 138 0.547 do .091 -1 1/2"
4.6 5.56 0.00 U 1 X . 090 z 138 0.818 3'-4 1/4" .091 -2 1/8"
e "canam~t~~! Project: Lot 105 B00182
09/12/01
Mark: J50
14:26:16 _,....,.....,...,_, • .,. ____ ....,.,. __ ..,._,_..,. ________ l'lllll_,__.., __ ....,._. ____ ...,....,_....,.,11.,.., .... aa,,ma,11/Zli-lllOll.....,.,.me....,....,=....,~,m
F 0 RC E s :t llT MEMB ER s {Cont.} [kips]
REQU:tRED MA~ER:tAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Diagonal Towards Center
5.1 o.oo -6.56 d U 1 3/8 X .118 z 95 0.981 3'-5 5/8" .118 -1 7/8"
5.2 0.00 -4.34 d U 1 3/8 X .118 z 92 0.637 3'-4 1/4" .118 -1 1/2"
5.3 0.00 -2.50 u 1 X .090 z 138 0.800 do .091 -1 1/2"
5.4 0.18 -2.15 do z 138 0.688 do do
5.5 0.07 -2.15 do z 138 0.688 do do
5.6 o.oo -2.80 U 1 X .090 z 138 0.894 do .091 -1 1/2"
5.7 0.00 -4.64 d u 1 3/8 X .118 z 92 0.680 3 '-4 1/4" .118 -1 1/2"
5.8 0.00 -6.38 d U 1 3/8 X .118 z 88 0.912 3'-2 1/2" .118 -1 3/4"
Secondary Web Member
7.1 0.69 -2.22 U 1 X .090 z 100 0.490 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.20 U 1 X 5/8 X .090 z 154 0.641 2'-4" do
7.3 0.00 -1.22 do z 154 0.653 do do
7.4 0.00 -1.24 do z 154 0.659 do do
7.5 0.00 -1.23 do z 154 0.658 do do
7.6 0.00 -1.22 do z 154 0.650 do do
7.7 0.00 -1.20 U 1 X 5/8 X .090 z 154 0.638 2'-4" do
7.8 1. 79 -3.22 U 1 X .090 z 109 0.764 2'-8 1/8" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left: Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s)
LL 2.5 x .210 over 1 Panel(s)
(Section Depth:
(Section Depth:
3 po)
3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-7 1/2" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bot tom Chord: 2 0 ' -7 7 / 8" ==> Acc. to the code
POSITION @ Top Chord
XB 13'-11" ( ·13'-10 7/8")
27'-1011 ( 27'-9 7/8")
Column Joist: No Ratio: 1.399
Fabrication code unless noted
@ Bottom Chord
XB 13'-11" ( 13'-10 7/8")
27'-10" ( 27'-9 7/8")
-LL 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l U profile, uu 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional-member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (crop): 0 = standard, 1 = non-composite
Projets no.: B00182
364 ( 72.82) / 385 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
77.14) Area to Paint: 131.21 pi2
IMWWI
Project: Lot 105 B00182
09/12/01 14:26:17
Project: Lot 105 B00182
l\tiark: J52
A
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : J52 (CHANNEL WEB, Asymetrical, Parallel, Free ends) .il.= 171/2
12
03/8"
I
I
I
I l 'C I ~ ~: ...._ 'I
a.) 01 ~ ~:
<'-l 9: o:
I I
I I I I
1.1
2.1
I I ~:
•' I 'Sl'I
'
1.2
I
I I
-I ::!:' <'>I
O?: \0:
..__I
-I ~:
O?: \0:
I
I
I
: 0
I N
1.3
2.2
I I I
-I
~I "': ";'1 O'\:
..__I
: I ~: 7l O'\:
I
I
I : ~
I N
1.4
I I I :t: M1
\01
•' I ,..-, I ,..-,I
-....1 = I :::!:1 <'>I
\OJ
•' I -1 ....,I
I I
I
: 0
I N
1.5
2.3
I
-I ~:
,..-,I
,..-,1
•' I <">I -1
..... 1
-I :::t1
<"ll ,..-,I ..... ,
•' I <'>I -,
I I
I
: 0
I N
1.6
I I
= : ~:
'St I
•' I \01 ..... ,
-.1 : I ::!:1 Ml
'Si'I
•' I \OJ ...... ,
I I
I
: 0
I N
1.7
2.4
I
I I ~: l/"J I
0\1
•' I 001 ..... ,
..__I
::t: Ml
0\1
.' I 001 -1
I I I : ~
I N
1.8
I I
= :
~I l/"J1
:,': N: ..... ,
: I ::::!:1 <'>I
NI
•' I -1 N1
I
I
I
: 0
I N
1.9
2.5
I
I
:: :
~I trl I :r: ~:
-...1 : I ::!:1
Ml
01
•' I \01 <'11
I
I
I ~ : ~ N I N
1.10 1.11
2.6
I
I
= :
~I trl I ,: ~: ..... ,
: I :::t,
<'>I .,,,
•' I 001 NJ
I
I
I : ~
I N
I
-I ~: 01 ,..-,1
•' I 01 M1 ..... ,
-I :::t1 "'' 01 ..... 1
•' I 01 MI
I
I
I
: -;>
I N
1.12 1.13
2.7
I
I I ~: .,,,
<'>I
•' I <">1
<"l1
-....1
: I ::!:1 MJ
("ll
•' I Ml <"l1
I
I
I
I
= :
~I ..... ,
001
•' I l/"J1 "'1 ..... ,
: I ::::!:1
M1
001
.' I l/"JI M1
I
I
I
: 1?
I N
I
I
= : ~, ..... ,
-1
.' I 001
("ll .... ,
: I
::::!:1
<"ll ..... ,
•' I 001 "'• I
I
I : ~
I N
1.14 1.15 1.16
2.8
I
I
= : ~I ..... ,
101
•' I ~: .... ,
: I :::t,
<"ll
\01
.' I OJ -st,
I
I
I I I I
2.9
1.17 1.18
I I
= : ~I M1
0\1
•' I 101 ""'1 __ ,
: I
~I trl I
0\1
•' I \Oi -st,
I I
I I I I
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0"* 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. .
(case 2) .. .
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth. . . [ in] : at left. : 5 11
0.00
0.00
0.00
0.00
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
• ~ canam~o!~~! Mark: 152
Project: Lot 105 B00182
09/12/01 14:26:17
-----------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.55 in (L/
Calculated deflection under service live load .... = 1.24 in (L/
Allowed deflection under total load .............. = 2.32 in (L/
Calculated deflection under service·total load ... = 2.32 in (L/
Joist inertia .................................... = 470.38 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = O • 8 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
360)
451)
240)
240)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 26.87 in)
Left Reaction = 6.26/ 0.00 kips Right Reaction = 6.26/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side · Remarks
Top Chord
1.1 0.00 -10.59 LL 2 x .186 z 98 0.637 3'-4 3/4"
1.2 2.94 -14.03 do z 102 0.752 3'-4"
1.3 o.oo -21.58 do z 55 0.685 2'-5"
1.4 0.00 -21.55 do z 55 0.771 do
1.5 0.00 -27.21 dQ z 55 0.843 do
1.6 0.00 -27.18 do z 55 0.862 do
1. 7 0.00 -31.24 do z 55 0.965 do
1.8 0.00 -31.21 do z 55 0.964 do
1.9 0.00 -32.46 X do zz 37 0.900 do
1.10 0.00 -32.43 X do zz 37 0.899 do
1.11 0.00 -30.88 do z 55 0.954 do
1.12 0.00 -30.84 do z 55 0.953 do
1.13 0.00 -26.48 do z 55 0.852 do
1.14 0.00 -26.44 do z 55 0.821 do
1.15 0.00 -20.34 do. z 55 0.750 do
1.16 0.00 -20.31 do z 55 0.635 2'-5"
1.17 3.07 -11.96 do z 89 0.614 2'-11"
1.18 0.00 -8.19 LL 2 X .186 z 96 0.552 3'-3 7/8"
Bottom Chord
2.1 0.00 0.00 LL 2 x .156 z 124 0.375 4'-2 7/8"
2.2 15.74 0.00 do z 151 0.572 4'-11 3/4"
2.3 24.03 o.oo do z 147 0.703 4'-10"
2.4 29.50 0.00 do z 147 0.820 do
2.5 32.17 0.00 do z 147 0.894 do
2.6 32.03 0.00 do z 147 0.890 do
2.7 29.08 o.oo do z 147 0.808 do
2.8 23.32 o.oo do z 147 0.693 4'-10"
2.9 1~.75 o.oo do z 160 0.555 5'-3 1/4"
2.10 0.00 o.oo LL 2 x .156 z 95 0.351 3'-3 3/4"
End Diagonal
3.1 11.92 0.00 RD 15/16 z 235 0.575 4'-7 5/8" .223 -1 1/4"
3.2 10.21 o.oo RD 7/8 z 215 0.566 3'-11 3/4" .215 -1 1/8"
Diagonal Towards End
4.1 6.23 0.00 U l X .090 z 138 0.917 3'-4 3/8" .091 -2 3/8"
4.2 4.39 o.oo do z 138 0.646 do .091 -1 5/8"
4.3 2.55 0.00 do z 138 0.376 do .091 -1 1/2"
4.4 2.30 -0.17 do z 138 0.339 3'-4 3/8" do
e ~ canam~!~ra1ro! Mark: J52
Project: Lot 105 B00182
09/12/01 14:26:17
FORCES IN MEMBERS {Cont.) [kips]
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied.at mid-length Slend. Util. Length Weld-Ea.Side Remarks
4.5 2.30 -0.10 do' z 138 0.339 3'-4 1/4" do
4.6 2.74 0.00 do z 138 0.403 do .091 -1 1/2"
4.7 4.58 0.00 do z 138 0.673 do .091 -1 3/4"
4.8 6.41 0.00 U 1 X .090 z 138 0.944 3'-4 1/4" .091 -2 3/8"
Diagonal Towards Center
5.1 o.oo -7.55 d U 1 3/8 X .157 yy 76 0.657 3'-5 5/8" .158 -1 5/8"
5.2 0.00 -5.31 d U 1 3/8 X .118 z 91 0.778 3'-4 1/4" .118 -1 1/2"
5.3 o.oo -3.47 U 1 X .118 yyl04 0.859 do .118 -1 1/2"
5.4 0.00 -2.30 U 1 X .090 z 138 0.733 3'-4 1/4" .091 -1 1/2"
5.5 0.00 -2.30 U 1 X .090 z 138 0.733 3'-4 3/8" .091 -1 1/2"
5.6 0.00 -3.66 U 1 X .118 yyl04 0.906 do .118 -1 1/2"
5.7 0.00 -5.50 d u 1 3/8 X .118 z 91 0.805 3'-4 3/8" .118 -1 5/8"
5.8 o.oo -8.18 d U 1 3/8 X .157 yy 81 0.749 3'-8 1/4" .158 -1 3/4"
Secondary Web Member
7.1 o. 71 -2.14 U 1 X .090 z 99 0.471 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.21 u 1 X 5/8 X .090 z 153 · 0.640 2'-4" do
7.3 o.oo -1.24 do z 153 0.656 do do
7.4 0.00 -1.26 do z 153 0.667 do do
7.5 0.00 -1.27 do z 153 0.670 do do
7.6 0.00 -1.26 do 'z 153 0.666 do do
7.7 0.00 -1.24 do z 153 0.654 do do
7.8 o.oo -1.21 u 1 X 5/8 X .090 z 153 0.637 do do
7.9 1.19 -2.46 U 1 X .090 z 94 0.522 2'-4" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s)
LL 2.5 x .210 over 1 Panel(s)
(Section Depth:
(Section Depth:
3 po)
~ po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16 '-8 5/8 11 ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-4 7/8" ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-7 1/4" ( 15'-7 1/8")
31'-2 3/8" ( 31'-2 1/411 )
Ratio: 1.115
@ Bottom Chord
XB 15'-7 1/4" ( 15'-7 1/8")
31'-2 3/8" ( 31'-2 1/4")
------------------------------------------------------------.----------------------------------V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
-u = 1 u profile, tJU = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.} 0 ~ 6:
point.}
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.}: 90 = Vertical, O = Horizontal Composite (Cmp}: O standard, l = non-composite
• ', canam~!~!! Project: Lot 105 B00182.
09/12/01
Mark: J52
14:26:17
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
494 ( 94.27) / 519 ( 98.94) Area to Paint: 162.27 pi2
e, canam~I~!! Mark: J53
Project: Lot 105 B00182
09/12/01 14:26:17
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : J53 (CHANNEL WEB, Symmetrical, Parallel, Free ends) A= 17 3/4 0 3/8"
12
I I I I I I I I I I I I I I I I I I I
I I I I I : I I I I I I I I I I I I : I I I I I I I co, I I I • I I I ~: I I I I l:::!1 I ~ I I I • I =:t: Vll : I : I : I -I : I : I : I ~: ~: ~: _, :t: I ~I ~I ::!: I _, ~, ~, ~, ~I 12!:?, ~, 01 12!:?, o' 0 I ("ll <"l' ("ll <"l1 _, .,.,, .,.,, .,.,, I .,.,, .,.,, _, .,.,, -, -, -, _, -,
N I ""'' co' I \01 •' I ""'' °'' ~I r;-, o, .,.,, •' I <"lJ 001 -, \0 I •' I <"lJ ·i:: I , , ,, "71 .• I C"ll •' I .• I • I • I •' I •' I o, •' I •' I •' I .' I <"ll .• I ~ I • I • I • I -, -, \01 co, -, ~: ~: 001 <"l1 <"l1 .,.,, co, o, ""'' i;;,
01 ("ll \01 °'1 -, ._, -I -I NI N, ._, ("ll ("ll ("ll ""', ._, I ._ .' I ._, ._, ._, ._, I --1 ._, ._, ._, ._, ._, : I ._, ._, ._, ._, : I ._,
OJ 01 : I : I : I : I ~I : I : I : I : I : I : I :,t I : I : I : I : I :;t, : I .9 I ""' ""' :,t I :,t I ("ll :,t I ::!:1 :,t I ::t, ::!:1 ::!:1 C"ll :,t I ::t, :,t I :,t I C"ll l:::!1 ._, ;;:;, ;;:;, <"l' C"lJ _, C"lJ <"l1 C"lt <"l1 <"lJ <"lJ or <"lJ C"lJ <"lJ <"ll 01 -, Cf.l : I ""'' co' _, \01 _, "I'' °'' NI t--1 01 .,.,, _, C"ll 001 -I \01 _, C"ll '9, ,I ,, ,, •' I •' I • I •' I .• I .• I •' I •' I .• I •' I •' I •' I .' I .• I •' I o: • I • I • I --, <"ll \01 001 _, C"lJ \OJ 001 Ot <"ll .,.,, co, o, C"lJ t--1 <"l, \01 °',· -, -, -, -, N1 N1 Ni N1 <"l1 <"l1 <"l1 <"l1 ""'' -st, -st I
I I I I I I I I I I I I I I I I I I I I :::!: I I I I I I I I I I I I I I I I I 3:!: I I I I I I I I I I I I I I I I I I I I I M I ~ I I I ~ I ~ I I I I ~ I I ~ I ~ I ~ I ~ I ~ I ¾ I M I I "'t I I ;;;, I ;;;, I I I ii;> I ii;> I ii;> I I ii;> I I I I I I ) "'t I I "' I "' I M I N I M I M I M I M I M I c-, I c-, I N I c-, I c-, I c-, I N I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18
~ ...,":! ~ N N
2.1 2.2 2.3
~I
2.4 ::!: I
2.5
~I
2.6 2.7
~I
2.8
~I
2.9 2.10 OJ 001 I : I ;;,., NI 001 c.. ._, I ::!:1 <"l1 ;;,;, ._, irl' .Sl c--, ("ll ("ll ("ll ("ll -, : I <"lJ _,
°'' c--' .,.,, I I NI Cf.l '9, NI _, "71 ,, . , ,, c,;i, 'j' I "71 'I o: •' I •' I • I • I • I • I • I • I • I • I -st I °'' ~: ~: ~I 001 ~i co, ~: ~: ' ' ' N, <"l,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0" * 0 '-0" 3 1 90 0
----------------------------------------PARTIAL LOADS----------------------------------------
No
1
Spap
1
Left
[lb/ft2J [lb/ft]
15.00 15.00
Right
[lb/ft2J [lb/ft]
15.00 15.00
Start
[ft)
0'0
Length
[ft]
47'3 1/4
Chord Cat.
1 2
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L} Live
{D} Dead
or Seism (case 1) .. :
{case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e ', canam~!~ratEro! Mark: J53
Project: Lot 105 B00182
09/12/01 14:26:17
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Allowed deflection under total load .............. =
Calculated deflection under service total load ... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . =
1. 57 in (L/
1. 31 in (L/
2.35 in (L/
2.35 in {L/
512.99 inA4
0.90 in
------------------------FORCES IN MEMBERS [kips]
360)
431)
240)
240).
{THE SHOWN FORCES ARE REALS)
{Fy = 50 Ksi U/N) (Eff. depth= 26.86 in)
Left Reaction = 6.67/ 0.00 kips Right Reaction = 6.67/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -11.30 LL 2 X .186 z 98 0.668 3'-4 3/4"
1.2 2.90 -14.55 do· z 102 0.782 3'-4"
1.3 0.00 -22.63 do z 55 o. 721 2'-5"
1.4 0.00 -22.60 do z 55 0.824 do
1.5 0.00 -29.15 do z 55 0.903 do
1.6 0.00 -29.11 do z 55 0.924 do
1. 7 0.00 -33.55 X do zz 37 0.931 do
1.8 0.00 -33.51 X do zz 37 0.957 do
1.9 0.00 -34.99 X do zz 37 0.970 do
1.10 0.00 -34.95 X do zz 37 0.969 do
1.11 0.00 -33.46 X do zz 37 0.956 do
1.12 0.00 -33.43 X do zz 37 0.928 do
1.13 0.00 -28.98 do z 55 0.921 do
1.14 o.oo -28.94 do z 55 0.897 do
1.15 0.00 -22.02 do z 55 0.819 do
1.16 0.00 -21.99 do z 55 0.706 2'-5"
1.17 2.45 -13.73 do z 102 0.740 3'-4"
1.18 0.00 -10.90 LL 2 x .186 z 98 0.649 3'-4 3/4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .186 z 124 0.339 4'-2 7/8"
2.2 16.82 0.00 do z 152 0.518 4'-11 3/4"
2.3 25. 71 0.00 do z 147 0.637 4'-10"
2.4 31.64 0.00 do z 147 0.743 do
2.5 34.60 0.00 do z 147 0.813 do
2.6 34.60 0.00 do z 147 0.813 do
2.7 31.64 o.oo do z 147 0.743 do
2.8 25. 71 0.00 do z 147 0.637 4'-10"
2.9 16.82 0.00 do z 152 0.518 4'-11 3/4"
2.10 0.00 0.00 LL 2 X .186 z 120 0.339 4'-1 1/8"
End Diagonal
3.1 12. 71 o.oo RD 15/16 z 235 0.614 4'-7 5/8" .223 -1 3/8"
3.2 12.71 0.00 RD 15/16 z 235 0.614 4'-7 5/8" .223 -1 3/8"
Diagonal Towards End
4.1 6.67 0.00 U 1 X .090 z 138 0.981 3'-4 1/4" .091 -2 1/2"
4.2 4.72 0.00 do z 138 0.695 do .091 -1 3/4"
4.3 2.78 o.oo do z 138 0.409 do .091 -1 1/2"
4.4 2.45 -0.13 do z 138 0.361 do do
4.5 2.45 -0.13 do z 138 0.361 do do
4.6 2.78 0.00 do z 138 0.409 do .091 -1 1/2"
4.7 4. 72 0.00 do z 138 0.695 do .091 -1 3/4"
4.8 6.67 0.00 U 1 X .090 z 138 0.981 3'-4 1/4" .091 -2 1/2"
No Tension Compres.
Diagonal Towards Center
5.1 0.00 -8.07 d
5.2 o.oo -5.69 d
5.3 o.oo -3.75
5.4 0.00 -2.45
5.5 o.oo -2.45
5.6 0.00 -3.75
5.7 o.oo -5.69 d
5.8 0.00 -8.07 d
Secondary Web Member
7.1 o. 71 -2.18
7.2 0.00 -1.25
7.3 0.00 -1.29
7.4 0.00 -1.31
7.5 0.00 -1.32
·7.6 o.oo -1.31
7.7 0.00 -1.29
7.8 o.oo -1.25
7.9 1.21 -2.67
Project: Lot 105 B00182
09/12/01 14:26:17
FORCE s :C N M ·EM B ER S (Cont.} [kips]
REQU:CRED MATER:CAL
x = tied at mid-length Slend. Util. Length
U 1 -3/8 X .157 yy 76 0.702 3'-5 5/8"
U 1 3/8 X .118 z 91 0.834 3'-4 1/4"
Ulx .118 yy104 0.928 do
U 1 X .090 z 138 0.781 do
U 1 X .090 z 138 0.781 do
U 1 X .118 yy104 0.928 do
U 1 3/8 X .118 z 91 0.834 3'-4 1/4"
U 1 3/8 X .157 yy 76 0.702 3'-5 5/8"
U 1 X .090 z 99 0.480 2'-5 1/2"
u 1 X 5/8 X .090 z 153 0.661 2'-4"
do z 153 0.680 do
do z 153 0.692 do
do z 153 0.696 do
do z 153 0.692 do
do z 153 0.679 do
u 1 X 5/8 X .090 z 153 0.660 2'-4"
U 1 X .090 z 99 0.588 2'-5 1/2"
Mark: J53
REQUJ:RED WELD
Weld-Ea.Side Remarks
.158 -1 3/4"
.118 -1 5/8"
.118 -1 1/2"
.091 -1 1/2"
.091 -1 1/2"
.118 -1 1/2"
.118 -1 5/8"
.158 -1 3/4"
.091 -1 1/2"
do
do
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END RE:CNFORCEMENT --------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s} (Section Depth: 3 po}
-------------------------------------------BR:CDGJ:NG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-1 1/4" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-6 5/8" ==> Acc. to the code
POSITION @ Top Chord
XB 15'-9 l/8 11 ( 15'-9 1/8"·)
31'-6 3/8" ( 31'-6 1/8")
Column Joist: No Ratio: 1.111
Fabrication code unless noted
@ Bottom Chord
XB 15'-9 1/8" ( 15'-9 1/8")
31'-6 3/8" ( 31'-6 1/8")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, UU = 2 U profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at cone. Loads
Definition of the categories (Cat.) 0@ 6:
point.)
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with.no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
rnclination (rncl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 =
PARTJ:AL LOADS
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Chord: l = Top, 2 = Bottom
standard, l = non-composite
Load Category {Cat.): l = Dead, 2 = Live, 3 = Wind 5 = Non-Composite Dead, 6 = Non-Composite Live
Project: Lot 105 B00182
09/12/01 14:26:17
Mark: J53
..,_ .... ..,_,,,..,.....,...,_,,_ _______________ ..... .,...,__....., __ IIIRii!llWrzma ... _,......,......,_...,....,...., • ..,.,_...,.....,.,.www...,,,.....,w.,.,.,.,.....,...,....,.,,,.,,.,..,
Projets no.: B00l82 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
527 ( 99.93) / 561 ( 106.06) Area to Paint: 163.71 pi2
-V&MHI
Project: Lot 105 B00182
09/12/01 14:26:18
MINMitt
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark: TJ2
li4iii m
Mark ...... : TJ2 (CHANNEL WEB, Syill1)1etrical, Parallel, Free ends)
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\01 ,I ""'' ,I .... , ,1
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 I -0" * 0 '-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
Mark: TJ2
Project: Lot 105 BOO 182
09/12/01 14:26:18 ______________ .. ,_..,, _____ ..., ____________ IIDl------·llliilil•Diiiaa----------·t~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.57 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 402. 50 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
783)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.06/ 0.00 kips Right Reaction = 12.06/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -27.11 LL 2.5 X .23 z 77 0.937 3'-4"
1.2 0.40 -25.40 do z 54 0.937 2'-2 3/4"
1.3 0.00 -31.82 do z 37 0.684 2'-0"
1.4 0.00 -31.82 do z 37 0.732 do
1.5 o.oo -36.29 LL 2.5 X .23 z 37 0.739 2'-0"
Bottom Chord
2.1 0.00 0.00 LL 2 x .156 z 142 0.625 4'-10"
2.2 26.23 o.oo do z 83 0.838 2'-8 3/4"
2.3 35.17 0.00 LL 2 X .156 z 121 0.978 4'-0"
End Diagonal
3.1 27.62 o.oo 1" SQUARE BAR z 209 0.921 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.39 · 0.00 TJ 1 X .090 z 115 0.645 2'-10" .091 -1 5/8"
Diagonal Towards Center
5.1 0.00 -8.15 d U 1 3/8 X .118 z 56 0.997 2'-1 1/2" .118 -2 3/8"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.00 -4.27 U 1 X .090 z 101 0.954 21 -611 .091 -1 5/8"
7.2 0.00 -2.70 do z 79 0.523 2'-0" .091 -1 1/2"
7.3 0.00 -2.72 Ulx .090 z 79 0.528 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .23 over 1 Panel(s) (Section Depth:· 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 7 /8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-6 3/4"
Column Joist: No Ratio: 19.816
1 Row{s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11.' -6 3/4"
Fabrication code unless noted
-LL= 2 angles short legs back to back,
Project: Lot 105 B00182
09/12/01 14:26:18
Mark: TJ2
BL= 2 angles welded in box, BR Round bar
V3.6.2.0
-u = 1 u profile, UU = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 Vertical, O = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182
317 ( 61.43) / 351 (
Designer: Gonzalo Garcia
67.69) Area to Paint:
Shop: Juarez (Mexique) [Production]
94.38 pi2
Project: Lot 105 B00182
09/12/01 14:26:19
Project: Lot 105 B00182
Mark: TJ5
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ5 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
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tr)' _, ::::, ,, 'I 'I ;..., ~: 001 _, _,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
Total Load
[kips]
0.50
Live load
[kips]
0 .35
Net uplift
[kips]
0.00
Position
[ft]
0 I -011 *
Spacing
[ft]
0'-0 11
Cat. Chord
0-6 1/2
3 1
Incl. Crop
[deg]
90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 o.oo 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
Mark: TJ5
Project: Lot 1051300182
09/12/01 14:26:19
Nit a..m-woomcumm0: satm~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load .............. .
Calculated deflection under service live load ... .
Joist inertia ................................... .
Required camber ................................ .
Minimum Width [in] = Vertical Leg
Top= 2
Bot=
Web=
= 0.47 in (L/
= 0.19 in (L/
: 339.56 inA4
= 0 .24 in
Horizontal Leg
2
------------------------FORCES I N MEMBERS [kips]
480)
1201)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi. U/N) (Eff. depth= 22.81 in)
Left Reaction = 9.95/ 0.00 kips Right Reaction = 9.95/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -20.27 LL 2.5 X .210 z 77 0.902 3'-4"
1.2 0.49 -19.75 do z 52 0.902 2'-1 3/4"
1.3 0.00 -23.67 do z 36 0.615 2'-0"
1.4 0.00 -23.67 LL 2.5 X .210 z 36 0.615 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1.75 x .143 z 162 0.603 4'-10"
2.2 19.85 o.oo do z 92 0. 725 2'-7 3/4"
2.3 24.35 o.oo LL 1. 75 x .143 z 139 0.845 4 '-0"
End Diagonal
3.1 21.83 0.00 1" SQUARE BAR z 209 0. 728 5'-0 7/8" .250 -3"
Diagonal Towards End
4.1 4.85 o.oo U 1 X .090 z 116 o. 714 2'-10" .091 -1 3/4"
Diagonal·Towards Center
5.1 0.00 -5.81 Ulx .118 yy 64 0.889 2'-1 1/4" .118 -1 5/8"
5.2 0.00 -3.60 U 1 X .090 z 116 0.904 2'-1011 .091 -1 1/2"
Secondary Web Member
7.1 0.10 -4.41 Ulx .090 z 101 0.987 2'-6" .091 -1 5/8"
7.2 0.00 -2.65 U 1 X .090 z 80 0.516 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20'-2 1/8" ==>
@ Bottom Chord: 22'-5 3/8" ==>
@ Top Chord
9'-5 5/8"
Column Joist: No Ratio: 31.327
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
9'-5 5/8"
V3.6.2.0
e, canam~!:a~! .. Project: Lot 105 B00-182
09/12/01
Mark: TJ5
14:26:19 111111..,...,=,_.IUl...,...,,.,.. ... ca._ ... ,.._, .. _...,_..,.,.. _ _, _____ 1111111:_,_,..,www"""'"""'Zillllll,.Mlllllh"'"am""""""'"""""""""''""",_.,.."""..,.,,,waa"''*'"-""""'Mlll•8"llll""""""'_, ... ....,..,.,...,,, .. rom;41w0"""'"""'"""111"'01umIDJ:.Wllll
Fabrication code.unless noted
-LL= 2 angles short legs back to back,
-o = 1 O profile,
BL
tro
= 2 angles welded in box, BR
= 2 o profiles one inside the other, -CL=
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
Round bar
crimped angle
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Crop): O = standard, 1 = non-composite
Projets no.: B00l82
236 ( 49.42) / 264 (
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
54.55) Area to Paint: 74.51 pi2
e ~ canam~!~:! Project:.Lot 105 B00182
09/12/01
Mark: TJ6
14:26:19 -----------------------------------------------------.....,--
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ6 (ROD WEB, Symmetrical, Parallel, Free ends)
I I I I I I I
I : I : I : I : I ~I ~I
I t::!1 t::!1 t::!1 t::!1 ;:::.1 -.. I
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b 3.1 ,_,--:-... ;, ... ,_,'? .,. ;, .,. ....,,
N
. .,, '-<" V ..., ..,. .
2.1 2.2 2.3 2.4 2.3 2.2
I I I I I I
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 20LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Both No
Total Load
[kips]
0.50
Live load
[kips]
0.35
Net uplift
[kips]
0.00
Position
[ft]
0 '-0" *
Spacing
[ft]
0'-0"
Cat. Chord
0-6 1/2
3 1
Incl. Crop
[deg]
90 0
--------------------------END MOMENTS [ft-kip] & AX:r.AL LOADS [kips] --------------------------
(Q) Wind
{L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e, canam~~ra1~! __ Project: Lot 105 BOO 182
09/12/01 14:26:19
Ii
Mark: TJ6
--.... ,,
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.39 in {L/
Calculated deflection under service live load .... = 0.19 in {L/
Joist inertia .................................... = 176 .11 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
{THE SHOWN FORCES ARE REALS)
480)
1019)
(Fy = 50 Ksi U/N) {Eff. depth= 19.01
Left Reaction = 8.49/ 0.00 kips Right Reaction= 8.49/ 0.00
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Eff.Throat-Ea.Side
Top Chord
1:.1 0.00 -13.57 LL 2 X .166 z 57 0.858 2'-0 1/2"
1.2 2.04 -15.08 do z 61 0.881 2'-0"
1.3 0.32 -19.13 do z 46 0.956 do
1.4 0.00 -21.15 LL 2 X .166 z 46 0.964 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 1.5 X .137 z 117 0.570 3'-0 1/2"
2.2 15.66 o.oo do z 81 0. 719 2'-0"
2.3 19.74 o.oo do z 81 0.839 do
2.4 21.10 o.oo LL 1.5 x .137 z 81 0.897 2 '-0"
End Diagonal
3.1 15.50 0.00 RD 13/16 (52) z 194 0.996 3'-3 7/8" .208 -1 3/4"
Diagonal Towards End
4.1 3.97 o.oo RD 3/4 z 120 0.300 l'-11 3/8" .200 -0 3/4"
4.2 2.51 0.00 RD 3/4 z 120 0.189 1'-11 3/8" .200 -0 3/4"
Diagonal Towards Center
5.1 0.00 -6.45 RD 7/8 yyl03 0.763 l'-11 3/8" .215 -0 7/8"
5.2 0.00 -3.97 RD 3/4 yyl20 0.865 do .200 -0 3/4"
5.3 0.00 -2.51 RD 3/4 yyl20 0.547 1'-11 3/8" .200 -0 3/4"
Secondary Web Member
7.1 1.19 -4.24 RD 7/8 yyl03 0.501 l'-11 3/8" .215 -0 7/8"
in)
kips
Remarks
--------------------------------------END REINFORCEMEN'l' --------------------------------------
Right: Parallel Reinforcement LL 3 x .224 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 15'-11" ==>
@ Bottom Chord: 18'-6" ==>
@ Top Chord
8'-0 1/2"
Column Joist: No Ratio: 17.377
1 Row{s) Minimum
1 Row(s} Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
8'-0 1/2"
• 'canam~!~a~!
UMtil
Fabrication code unless noted
Project: Lot 105 B00182
09/12/01 14:26:19
Mark: TJ6
., Iii# -PM
V3.6.2.0
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR
UU = 2 u profiles one inside the other, -CL
calculated according to non continuous joints.
-u = l u profile,
Round bar
Crimped angle
The welding length of web members is
~tis shorter for continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
point.}
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.} 0 0 6:
O = transfered by an additional member
2 = anywhere within a pan~l
4 = anywhere along the joist
6 = within a panel with no reinforcement
Chord: 1 = Top, 2 = Bottom
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and
and lateral support
lateral support
~nclination (~ncl.}: 90 Vertical, O = Horizontal Composite (Clllp}: O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
158 C 28.52} I 171 ( 31.25) Area to Paint: 45.66 pi2
e ~ canam~!~!?a! Mark: TJ14
Project: Lot 105 B00182
09/12/01 14:26:19 _,.,._.,.,,. _______ ,_ _____________ ,,,_,__,_, _ _,_,.....,...., ____ ....,,...,._,.,..._,.....,.Mm-....,llllllllm¥¥11$llll\U .... :IEllli:.IIIEn::ll:"""8_.,.i#:llli•iJJ1/Ui"'=ll:'lml
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ14 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
I
I
-I o· ,,
OI I I
I
I
I
I
I
I I
I
I
I I I
: I 0,
.' I 0,
~ "'
1.1
I
I
I
I
~I •I <"11 I
I I I I I I
I
I
3.-1
2.1
I
I
~I -1
Q\I
.' I ,nl
I
I I I
~ I I I q ',;> I c-, I <->
1.2 1.3
V . .,,
2.2 I
I
I I I 01 -1
•' I st,
I I I
I I ~i :t, ~I ..... 1 _, -,
Q\I O'I' c:i;-1
'I •' I • I F-,.1 O'II -1
I I -,
I I I I I I I I I
I I I I I I I : I 9 I
I 9 I I
I <-> I c-, I
1.4 1.5
"' ,-.:
-,'J ~
2.3 I I I I
I I ::ti ~I ,....1 -, O'II O'I, 'I •' I ;..1 t-1 -1
I I I I I ~: ~: ~: : I : I ~. ~I -, -, -1 "'1 "'· a;-I Q\J O'IJ NJ \OJ
• I .' I •' I .' I •' I "'1 "'1 t-, 01 "'· -, -, ..... , NI NI
I I I I I
I I I I I
I I I I I
I I I ~ I I
I I I I I
~ I 9 I 9 I I 'i I I I I ',;> I I "' I "' I "' I c-, I "' I
1.5 1.4 1.3 1.2 1.1
"" "' ,-.: ,-.:
,,,.iy ~ ,,,.'7 "" N
2.3 2.2 2.1
I I I
I I I
I I I "1"1 co, co1 ;:::;, ;;:;1 ;;:;,
O'II ool IO' ,I ,, ,I • I ~. 00' ,...., • I ~!
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0' -0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 O.QO 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: TJ14
14:26:19
15i&\1Chh iii *"" %1MiiP-illlliW,L\ifliW\5M0N~
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.~8 in (L/
Calculated deflection under service live load .... = 0.36 in (L/
Joist inertia .................................... = 417. 95 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480}
772)
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.27/ 0.00 kips Right Reaction = 12.27/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -26.11 LL 2.5 X .23 z 77 0.934 3 '-41~
1.2 0.00 -24.07 do z 59 0.934 2'-5 1/8"
1.3 o.oo -33.10 do z 37 0.695 2'-0"
1.4 0.00 -33.10 do z 37 0.754 do
1.5 0 .. 00 -37.57 LL 2.5 X .23 z 37 0.757 2' -0"
Bottom Chord
2.1 0.00 0.00 LL 2 x .166 z 142 0.618 4'-10"
2.2 27.52 o.oo do z 89 0.818 2'-11 1/8"
2.3 36.46 0.00 LL 2 x .166 z 122 0.955 4 1 -0"
End Diagonal
3.1 28.17 0.00 1" SQUARE BAR z 209 0.939 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.46 0.00 U 1 X .090 z 115 0.656 2 '-10" .091 -1 5/8"
Diagonal Towards Center
5.1 o.oo -8.58 d U 1 3/8 X .157 yy 47 0.597 2'-2 1/2" .158 -1 7/8"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.04 -4.59 U 1 X .118 yy 77 0.790 2'-6" .118 -1 1/2"
7.2 0.00 -2.70 U 1 X .090 z 79 0.525 2'-0" .091 -1 1/2"
7.3 0.00 -2.73 U 1 X .090 z 79 0.529 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth:
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20 '-2 7 /8 11 ==>
@ Bottom Chord: 24'-5 3/8" ==>
@ Top Chord
11'-9 1/8"
Column Joist: No Ratio: 18.967
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-9 1/8"
• MMtM¥¥ ¥
Project: Lot 105 BOO 182
09/12/01 14:26:19 s+w t wsua
Mark: TJ14
;sa Wiii#ii ,w a, ee
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = 1 u profile, 1JU = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
l = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
support 6 within a panel with no reinforcement and lateral
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): 0 standard, l = non-composite
Projets no.: B00182
329 ( 63.44) / 365 (
Designer: Gonzalo Garcia
69.89) Area to Paint:
Shop: Juarez (Mexique) [Production]
95.73 pi2
ML Ri!1R!1
e ~ canam~!~a:J Project: Lot 105 BOO 182
09/12/01
Mark: TJ16
14:26:20 ,_..,,,..,, .... , ,,_.....,....,""""_,,...,_,,"" • .,_,._ ______ _,, __ n..,,.....,.,.....,.. __ .,,.._...,.,.__,_, •• .., __ _,_ca,auz.,:111i111 ..,_..,..,..= ...... .,..,.1m11w,.....,...,.,.,.,.,,..u,,a,nTCP....,..,,,."""""""'""""'D*""''"""_.....,~
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ16 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I I
I I I I I ~: :t/ ~: = I c::: : I
I I ~I ~I ~I ::t, c::!,
I I ,....,, -1 ,-,1 ...... , ..... , -, ...... , -, ..... , z::,, ~I C\' C\' C\' 9'1 C\j 9'1 C\1 N, 'O,
.' I .' I .' I I I .' I • I •' I • I .' I •' I .' I
01 "'' ,,..., i:--1 OIi -1 "'1 in, t-1 01 "'1 I I I I I -I -I -, .... I NI N,
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I ~ I I I I I I I ~ I I
I I I I I I I I I I I
I ~ I I q I q I q I ~ I 9 I 9 I I ~ I
I I '1 I I I I I I I '1 I I
I "' I <'I. I <'I I M I <'I I <'I I M I M I M I "' I
1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1
2.1 2.2 2.3 2.3 2.2 2.1
I I I I I I I I I I I I I I
I I I I I I I r I ~: ~I 'st r Nr Nr
I I _, ;::;1 ;::;, ;::;,
I 01 .... I 01' OIi oo' ,o' 01 ...... , Cl\ I I I ,1 ,I I I
.' I •' I •' I ;.., • I co' ~I 01 -st I t-1 -1 :!l1 ...... , C'l!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips], [kips] [ft] [ft] 0-6 1/2 (deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0 I -0 11 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
·O. 00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
· at right: 5 11
Project: Lot 105 B00182
09/12/01
Mark: TJ16
14:26:20
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.58 in (L/
Calculated deflection under service live load .... = 0.36 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 417. 95 in"4
Required camber ................................. = 0. 29 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
771)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.73 in)
Left Reaction = 12.28/ 0.00 kips Right Reaction = 12.28/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chox-d
1.1 0.00 -27.51 LL 2.5 X .23 z 77 0.956 3 '-4"
1.2 0.25 -25.72 do z 59 0.956 2'-5 1/4"
1.3 0.00 -33.14 do z 37 0.695 2'-0"
1.4 0.00 -33.14 do z 37 0.755 do
1.5 0.00 -37.61 LL 2.5 X .23 z 37 0.757 2'-0"
Bottom Chox-d
2.1 0.00 o.oo LL 2 x .166 z 142 0.618 4'-10"
2.2 27.55 0.00 do z 89 0.819 2'-11 1/4"
2.3 36.49 o.oo LL 2 X .166 z 122 0.956 4'-0"
End Diagonal
3.1 28.19 o.oo 1" SQUARE BAR z 209 0.939 5'-0 7/8" .250 -3 7/8"
Diagonal 'l'owax-ds End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.46 o.oo U 1 X .090 z 115 0.657 2 '-10" .091 -1 5/8"
Diagonal 'l'owax-ds Centex-
5.1 0.00 -8.60 d U 1 3/8 X .157 yy 47 0.598 2'-2 1/2" .158 -1 7/8"
5.2 o.oo -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Membex-
7.1 0.00 -4.41 U 1 X .090 z 101 0.985 2'-6" .091 -1 5/8"
7.2 0.00 -2.70 do z 79 0.525 2'-0" .091 -1 1/2"
7.3 0.00 -2.73 U 1 X .090 z 79 0.529 2' -0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20'-2 7/8" ==>
@ Bottom Chord: 24'-5 3/8" ==>
@ Top Chord
11'-9 1/4 11
Column Joist: No Ratio: 18.943
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (3611 )
Acc. to the code
11'-9 1/4"
Mark:TJ16
Fabrication code unless noted
-LL= 2 angles short legs back to back,
Project: Lot 105 BOO 182
09/12/01 14:26:20
= 2 angles welded in box,
V3.6.2.0
BR Round bar
-u = 1 u profile,
BL
uu 2 U profiles one inside the other, -CL = Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories {Cat.) O@ 6:
0 transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination {Incl.): 90 = Vertical, O = Horizontal C0111Posite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182
328 { 63.13) / 364 (
Designer: Gonzalo Garcia
69.58) Area to Paint:
,shop: Juarez {Mexique) [Production]
95.74 pi2
e, canam~!~Jro! Project: Lot 105 B00182
09/12/01
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ24 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I : I : I : I : I
I I 001 001 001 ~, ~I ~I ~I I I ;,,;, ('ii en' "'' l"l I l"l I "'' I I .... , .... , ,....1 .... , _, .... , _,
bi ~I _, _, _, 71 -, -, -,
.' 1 ·' 1 .' I •' I •' I • I •' I •' I •' I OI ""'' "'' r--1 Q\I -, <"'>1 In I r--,
I I I 1 I ..... , ..... , -, -,
I I I 1 I I I I I
I I ·, I I I I I I I I I I I I I I I I I ~ I I 1 I I I I I I I I 1 1 I I I
I ~ I I 9 I 9 I 9 I q I q I 9 I I I r;-I I I I I I I
I "' I <'l I M I ;,, I ;,, I ;,, I ;,, I ;,, I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8
"' "' .... r.: r.: r.:
~ 3.1 .... 'I"..., ..,iy ~ 'T-":> v' 'T-,,.,. ·er 'T-·
2.1 2.2 2.3 2.4 2.5
I I I I I
I I I I I
I I : I g,,I 001 I I ~I ..... , ..... ,
I I "'' ""', "',
I 01 _, .... , ::: I 01 .... , ..... , 7, 'I .' I .' I •' I ;...,, v,1 o, "St I r--, .... , ..... ,
Mark: TJ24
I : I : I ~I ~, "'' <'l I 01 \CJ -, .' I .' I ~: <"'>1 NI
I I I I I I ~ I I I I I "I' I r;-I I ;,, I "' I
1.9 1.10
"" N
2.6
I I I I I ""' :t1 ---.,
""'' ""',
o' 81 'I ,,
• I ~, "'' N!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL}
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
Position
[ft]
No Sp Side Hole
1 1 Near No
2 1 Near No
Total Load
[kips)
0.50
0.21
Live load
[kips]
0.35
0.15
Net uplift
[kips]
0.00
0.00
0 I -0 1l *
3'-11 3/4"*
Spacing
[ft]
0'-0"
3'-11 3/4"
Cat.
0-6
3
1
Chord
1/2
1
1
Incl.
[deg]
90
90
Cmp
0
0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q} Wind
(L} Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
e, canam~!~1!
---
Mark: TJ24
Project: Lot 105 BOO 182
09/12/01 14:26:20
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.59 in (L/
Calculated deflection under service live load .... = 0.37 in (L/
Joist inertia .................................... = 438. 75 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
767)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.61 in)
Left Reaction = 12.63/ 0.00 kips Right Reaction = 12.49/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -28.32 LL 3 x .224 z 64 0.765 3'-4"
1.2 0.06 -26.37 do z 53 0.765 2'-7 3/8"
1.3 o.oo -34.74 do z 40 0.594 2'-0"
1.4 0.00 -34.74 do z 40 0.636 do
1.5 0.00 -39.16 do z 40 0.636 do
1.6 0.00 -39.16 do z 40 0.635 do
·l.7 0.00 -34.60 do z 40 0.635 do
1.8 0.00 -34.60 do z 40 0.581 2'-0"
1.9 0.11 -26.20 do z 53 0.749 2'-7 3/8"
1.10 0.00 -28.06 LL 3 X .224 z 64 0.749 3 '-4"
Bottom Chord
2.1 0.00 0.00 LL 2 X .166 z 142 0.655 4'-10"
2.2 29.17 o.oo do yy116 0.855 3'-1 3/8"
2.3 38.08 o.oo do z 122 0.997 4'-0"
2.4 38.00 o.oo do z 122 0.995 4'-0"
2.5 28.95 0.00 do yy116 0.853 3'-1 3/811
2.6 0.00 o.oo LL 2 X .166 z 142 0.650 4'-10"
End Diagonal
3.1 29.14 0.00 l" SQUARE BAR z 209 0.971 5'-0 7/8" .250 -3 7/8"
3.2 28.76 0.00 1" SQUARE BAR z 209 0.959 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.82 o.oo U 1 X .118 z 112 0.882 2'-10" .118 -2 1/4"
4.2 4.59 0.00 Ulx .090 z 115 0.676 do .091 -1 3/4"
4.3 4.59 0.00 U 1 X .090 z 115 0.676 do .091 -1 3/4"
4.4 7.92 0.00 U 1 X .118 z 112 0.894 2'-10" .118 -2 1/4"
Diagonal Towards Center
5.1 0.00 -9.06 d U 1 3/8 X .157 yy 49 0.637 2'-3 1/2" .158 -1 7/8"
5.2 0.00 -4.80 U 1 X .118 yy 87 0.926 2'-10" .118 -1 1/2"
5.3 o.oo -4.90 U 1 X .118 yy 87 0.945 2'-10" .118 -1 1/2"
5.4 0.00 -9.08 d U 1 3/8 X .157 yy 49 0.638 2'-3 1/211 .158 -1 7/8"
Secondary Web Member
7.1 0.00 -4.73 U 1 X .118 yy 76 0.811 21 -611 .118 -1 1/2"
7.2 0.00 -2.71 U 1 X .090 z 79 0.525 2'-0" .091 -1 1/211
7.3 0.00 -2.73 do z 79 0.529 do do
7.4 0 .. 00 -2. 71 U 1 X .090 z 79 0.525 2'-0" .091 -1 1/2"
7.5 0.00 -4.53 U 1 X .118 yy 76 0.777 2 '-6" .118 -1 1/2"
• '-canam~!~~! Mark: TJ24
Project: Lot 105 B00182
09/12/01 14:26:20
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 22' -11 5/8" ==> 1 Row{s) Minimum
1 Row{s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-11 3/8"
@ Bottom Chord
11'-11 3/8"
Column Joist: No Ratio: 26.160
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, uu = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at.any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
366 ( 69.60) / 402 ( 76.05) Area to Paint: 104.79 pi2
Mark: TJ26
Project: Lot 105 B00182
09/12/01 14:26:21 -----------------------------------------------------""'··
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE.
Mark. ..... : TJ26 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I
-I 01
'I 01
I
I
I
I
I
I
I
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I
I I J I I
: I
01
.' I 01
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1.1
I I I
I
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.' I <'l I I
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1.2 1.3
v
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I I ..... ,
I I I
I I I
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I I I
I I I
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1.4 1.5
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.,'y ~
2.3 I I I I I I = I 001
~I in1 ""'1 °'' C\1 ,1 .• I ;...1 r-1 _,
I I I I I : I : I = I ~: ~: ~I ~I ~I
""'1 ""'1 ""'1 -, ..... ,
C\1 C\1 C\1 <'ll r-1 .' I •' I •' I .' I .' I <'l1 ""'1 r-1 01 <'l1 ..... , ..... , -, NI NI
I I I I I I I I I I I I ~ I I I I q I I 9 It') I I 9 I '? I 'T M I M I M M I ;..,
1.6 1.7 1.8 1.9 1.10
"1 -q; .... ....
,,,_":> fr ,,,_>r-::,. N
2.4 2.5 2.6 I I J I I I I I I 001 ~I s:l'I ir,1 ,....1 ;::;1
°'' °'' r-' ,I ,I ,1 • I oo' .,,1 ~I _, N!
--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0'-0"* 0 I -0 11 3 1 90 0
2 1 Near No 0.21 0.15 0.00 3'-7 1/2 11 * 3'-7 1/2" 1 1 90 0
--------------------------END MOM:ENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 511
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e, canam~!~~! Project: Lot 105 B00182
09/12/01 ·
Mark: TJ26
14:26:21
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.58 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 43 8. 7 5 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
796)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.61 in)
Left Reaction = 12.49/ 0.00 kips Right Reaction = 12.34/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -30.50 LL 3 X .224 z 44 0.333 3'-4"
1.lr LL 2.5 x .210 3 '-2"
1.2 0.17 -26.13 LL 3 x .224 z 50 0.556 2'-5 5/8"
1.3 0.00 -33.78 do z 40 0.567 2'-0"
1.4 0.00 -33.78 do z 40 0.621 do
1.5 o.oo -38.20 do z 40 0.622 do
1.6 o.oo -38.20 do z 40 0.622 do
1. 7 0.00 -33.64 do z 40 0.621 do
1.8 0.00 -33.64 do z 40 0.567 2'-0"
1.9 0.22 -25.97 do z 50 0.737 2'-5 5/8"
1.10 o.oo -27.78 LL 3 x .224 z 64 0.737 3'-4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .166 z 142 0.633 4'-10"
2.2 28.20 0.00 do yy114 0.833 2'-11 5/8"
2.3 37 .11 0.00 do z 122 0.972 4'-0"
2.4 37.05 o.oo do z 122 0.970 4'-0"
2.5 28.00 o.oo do yy114 0.832 2'-11 5/8"
2.6 0.00 0.00 LL 2 X .166 z 142 0.628 4'-10"
End Diagonal
3.1 28.75 o.oo 1" SQUARE BAR z 209 0.958 5'-0 7/8" .250 -3 7/8"
3.2 28.36 0.00 1" SQUARE BAR z 209 0.945 5'-0 7/8" .250 -3 7 /8"
Diagonal Towards End
4.1 7.82 0.00 U 1 X .118 z 112 0.883 2'-10" .118 -2 1/4"
4.2 4.54 o.oo U 1 X .090 z 115 0.668 do .091 -1 3/4"
4.3 4.54 o.oo U 1 X .090 z 115 0.668 do .091 -1 3/4"
4.4 7.91 0.00 U 1 X .118 z 112 0.893 2'-10" .118 -2 1/4"
Diagonal Towards center
5.1 0.00 -8.66 d U 1 3/8 X .157 yy 47 0.603 2'-2 5/8" .158 -1 7/8"
5.2 0.00 -4.81 U 1 X .118 yy 87 0.927 2'-10" .118 -1 1/2"
5.3 0.00 -4.90 U 1 X .118 yy 87 0.944 2'-10" .118 -1 1/2"
5.4 0.00 -8. 71 d U 1 3/8 X .157 yy 47 0.606 2'-2 5/8" .158 -1 7/8"
Secondary Web Member
7.1 0.00 -4.67 U 1 X .118 yy 76 0.801 2'-6" .118 -1 1/2"
7.2 0.00 -2.70 U 1 X .090 z 79 0.524 2' -0" .091 -1 1/2"
7.3 o.oo -2.73 do z 79 0.528 do do
7.4 0.00 -2.70 Ulx .090 z 79 0.524 2 1 -0" .091 -1 1/2"
7.5 0.00 -4.43 U 1 X .118 yy 76 0.760 2'-6" .118 -1 1/2"
e, canam~!~~! Mark: TJ26
Project: Lot 105 B00182
09/12/01 ¥+ 14:26:21
E!W1XBM A smanwHE'5ffiJMlliii½MiFAk'S'J
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 22'-11 5/8" ==> 1 Row(s) Minimum
1 Row{s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-9 5/8"
@ Bottom Chord
11'-9 5/8"
Column Joist: No Ratio: 27.097
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u 1 u profile, uu = 2 u profiles one inside the other, -CL= crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
O = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): o = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
377 ( 72.13) / 414 ( 78.58) Area to Paint: 106.17 pi2
Project: Lot 105 B00182
09/12/01 14:26:21
Project: Lot 105 B00182
Mark: TJ29
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ29 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I l I I I I I I I I I I l I I I ~: ~: ~: ~: I I I I ~I ~I ~I I I I I _, _, .... , -1 -, -, -, l I b, ;i. r °'' °'' °'' 0\1 °'' °'' °'' <'>I F;-1
•' I .' I .' l •' I .' I • ' l •' I •' I • 'l .' I • I or ""' It'll ,......., °'' .... , <">r ll'l1 ,......., o, ""1 I I I I I -I .... I -, -, NI N,
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I s I I I I I I s I I
I I I I I I I l I I I ~ I q I 'i' I 9 I 9 I 9 I ~ I I ¾ I
I I '? I I I I I I '? I I
I "' I "' "' I "' I "' I "' I "' I "' I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
<'! ""' ~ r--,-: r--
~ 3.J ... 'if' "') ~ ,,.., -r,.,, ,,."r-~ CII ,,,. ..,, CII
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I I I I I I I I
I I I I I I I
I I ~: NI NI I I I I ;::;1 ;::;1 I I I b1 -1 °'I °'I : I : I 01 -1 °" I
'I ,, °"I r-:"1 •' I •' I • I ;....1 • I ool <'I I 01 ~I ,.......1 ,.....1 :!31 .... 1 NI
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES·ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0 11 * 0 I -0 11 3 1 90 0
2 1 Near No 0.21 0.15 0.00 3'-7 1/2"* 3'-7 1/2 II 1 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth... [in]: at,: left.: 5 11
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
e,canam~!~ Project: Lot 105 B00182
Mark: TJ29
09/12/01 14:26:21
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.58 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 438.75 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 • 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS}
(Fy = 50 Ksi U/N} (Eff.
Left Reaction = 12.48/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
Top Chord
1.1 o.oo -28.03 LL 3 x .224 z 64 0.747 3'-4"
1.2 0.18 -26.12 do z 50 0.747 2'-5 1/2"
1.3 o.oo -33. 71 do z 30 0.567 2'-0"
1.4 o.oo -33. 71 do z 30 0.620 do
1.5 0.00 -38.14 do z 30 0.622 do
1.6 0.00 -38.14 do z 30 0.622 do
1. 7 0.00 -33.58 do z 30 0.620 do
1.8 o. oo· -33.58 do z 30 0.566 2'-0"
1.9 0.22 -25.95 do z 50 0.736 2'-5 1/2"
1.10 o.oo -27.76 LL 3 X .224 z 64 0.736 3'-4"
Bottom Chord
2.1 0.00 o.oo LL 2 x .166 z 142 0. 631 4'-10"
2.2 28.13 0.00 do yy114 0.832 2'-11 1/2"
2.3 37.05 0.00 do z 122 0.970 4'-0"
2.4 36.98 o.oo do z 122 0.968 4'-0"
2.5 27.93 o.oo do yy114 0.830 2'-11 1/2"
2.6 o.oo o.oo 'LL 2 X .166 z 142 0.627 4'-10"
End Diagonal
3.1 28. 72 o.oo l" SQUARE BAR z 209 0.957 5'-0 7/8"
3.2 -28. 32 0.00 l" SQUARE BAR z 209 0.944 5'-0 7 /8"
Diagonal Towards End
4.1 7.82 o.oo U 1 X .118 z 112 0.883 2'-10"
4.2 4.54 o.oo U 1 X .090 z 115 0.667 do
4.3 4.54 o.oo U 1 X .090 z 115 0.667 do
4.4 7.91 o.oo U 1 X .118 z 112 0.893 2'-10"
Diagonal Towards Center
5.1 o.oo -8.64 d U 1 3/8 X .157 yy 47 0.601 2'-2 5/8"
5.2 0.00 -4.81 Ulx .118 yy 87 0.927 2'-10"
5.3 0.00 -4.90 Ulx .118 yy 87 0.944 2'-10"
5.4 0.00 -8.68 d U 1 3/8 X .157 yy 47 0.604 2'-2 5/8"
Secondary Web Member
7.1 0.00 -4.66 U 1 X .118 yy 76 0.800 2'-6"
7.2 0.00 -2.70 U 1 X .090 z 79 0.524 2'-0"
7.3 0.00 -2.73 do z 79 0.528 do
7.4 0.00 -2.70 U 1 X .090 z 79 0.524 2'-0"
7.5 0.00 -4.43 Ulx .118 yy 76 0.759 2'-6"
480)
798)
depth = 22.61
12.33/ 0.00
REQUIRED WELD
Weld-Ea.Side
.250 -3 7/8"
.250 -3 7/8"
.118 -2 1/4"
.091 -1 3/4"
.091 -1 3/4"
.118 -2 1/4"
.158 -1 7/8"
.118 -1 1/2"
.118 -1 1/2"
.158 -1 7/8"
.118 -1 1/2"
.091 -1 1/2"
do
.091 -1 1/2"
.118 -1 1/2"
in}
kips
Remarks
Mark: TJ29
Project: Lot 105 B00182
09/12/01 14:26:21
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement
Right: Parallel Reinforcement
LL 2.5 x .210 over 1 Panel(s)
LL 2.5 x .210 over 1 Panel(s)
(Section Depth:
(Section Depth:
5 po)
5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 22' -11 5/8" ==> 1 Row(s} Minimum
1 Row(s} Minimum
Laterals supports
Deck (36"}
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-9 1/2"
@ Bottom Chord
11'-9 1/2"
Column Joist: No Ratio: 27.181
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u l U profile, utJ = 2 u profiles one inside the other, -CL= Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (C:mp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Sbop: Juarez (Mexique) [Production]
362 ( 68.80) / 398 ( 75.24) Area to Paint: 103.65 pi2
e, canam~!~ro! Project: Lot 105 B00182
09/12/01
Mark: TJ30
14:26:22
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark ..... : TJ30 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I I
I I I I I ~: ~: :t: ~: : I ~: I I ~I ::t, ~I ~,
I I _, _, _, -, -, -I -, -, ..... ,
b• ~I °'' °'' °'' °'' Cl'' °'' 0\1 Nt \Or ,, •' I •' I .• I •' I •' I • I •' I •' I .' I .' I 01 (")I .,.,, ['I °'' -, ""' .,.,, r--, o, ""' I I I I I -, -I -, .... , NI NI
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I ~ I I I I I I I ~ I I
I I I I I I I I I I I I ~ I I q I 9 I q I ~ I 9 I q I ',;> I ~ I I I ',;> I I I I I I I I I I "' I <" I <" I <" I <" I <" I C'l I C'l I C'l I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
N "' st r-: r-: r-:
~ 3.; ..... ~ ,,')' ~ ..,."l {.-, ..,."r-"'" C\I .,,. C\I
2.1 2.2 2.3 2.4 2.5 2.6
I I I I I I I
I I I I I I I
I I I I I I I
I I ~/ ~' ~I NI NI
I I ..... ;::;1 _, ,....1
_,
I 01 ..... , °'' °'' ool \01 o, .... , °'' 'I , 1 ,1 ,I ... '1 •' I .' I ::...1 ;;-.1 oo1 "'I o, -st, t--1 _, _, -1 N!
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENT:RATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0"* 0 I -0 11 3 1 90 0
2 1 Near No 0.21 0.15 0.00 3'-7 1/2"* 3'-7 1/2" 1 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Project: Lot 105 B00182
09/12/01
Mark: TJ30
14:26:22
------------------------------------------DEFLECT:CON ------------------------------------------
Allowed deflection under live load ............... = 0.58 in (L/
Calculated deflection under service live load .... = 0.35 in (L/
Joist inertia .................................... = 438. 75 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = O • 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES :C N MEMBERS [kips]
480)
803)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.61 in)
Left Reaction = 12.45/ 0.00 kips Right Reaction = 12.31/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 o.oo -27.99 LL 3 x .224 z 64 0.745 3'-4"
1.2 0.19 -26.08 do z 49 0.745 2'-5 1/4"
1.3 0.00 -33.58 do z 30 0.566 2'-0"
1.4 0.00 -33.58 do z 30 0.618 do
1.5 o.oo -38.00 do z 30 0.620 do
1.6 o.oo -38.00 do z 30 0.620 do
1.7 o.oo -33.44 do z 30 0.618 do
1.8 o.oo -33.44 do z 30 0.565 2' -0".
1.9 0.24 -25.92 do z 49 0.734 2'-5 1/4"
1.10 o.oo -27. 72 LL 3 X .224 z 64 0.734 3 '-4"
Bottom Chord
2.1 o.oo o.oo LL 2 x .166 z 142 0.628 4'-10"
2.2 27.99 o.oo do yy114 0.829 2'-11 1/4"
2.3 36.91 0.00 do z 122 0.967 4'-0"
2.4 36.85 o.oo do z 122 0.965 4 1 -0"
2.5 27.80 0.00 do yy114 0.827 2'-11 1/4"
2.6 0.00 0.00 LL 2 X .166 z 142 0.624 4'-10"
End Diagonal
3.1 28.66 0.00 1" SQUARE BAR z 209 0.955 5'-0 7/8" .250 -3 7/8"
3.2 28.27 o.oo 1" SQUARE BAR z 209 0.942 5'-0 7/8" .250 -3 7/8"
Diagonal Towards End
4.1 7.82 0.00 U 1 X .118 z 112 0.883 2'-10" .118 -2 1/4"
4.2 4.53 0.00 U 1 X .090 z 115 0.666 do .091 -1 3/4"
4.3 4.53 o.oo Ulx .090 z 115 0.666 do .091 -1 3/4"
4.4 7.91 0.00 U 1 X .118 z 112 0.893 2'-10" .118 -2 1/4"
Diagonal Towards Center
5.1 0.00 -8.59 d U 1 3/8 X .157 yy 47 0.597 2'-2 1/2" .158 -1 7/8"
5.2 0.00 -4.81 U 1 X .118 yy 87 0.927 2'-10" .118 -1 1/201
5.3 0.00 -4.90 U 1 X .118 yy 87 0.944 2'-10" .118 -1 1/2"
5.4 0.00 -8.63 d U 1 3/8 X .157 yy 47 0.600 2'-2 1/2" .158 -1 7/8"
Secondary Web Member
7.1 0.00 -4.65 U 1 X .118 yy 76 0.797 2 '-6" .118 -1 1/2"
7.2 0.00 -2.70 U 1 X .090 z 79 0.524 2'-0" .091 -1 1/2"
7.3 0.00 -2. 73 do z 79 0.528 do do
7.4 0.00 -2.70 U 1 X .090 z 79 0.523 2'-0" .091 -1 1/2"
7.5 0.00 -4.41 U 1 X .118 yy 76 0.757 2 '-6" .118 -1 1/2"
e ', canam~~~!! Mark: TJ30
Project: Lot 105 B00182
09/-12/01 14:26:22
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s} (Section Depth: 5 po}
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of
@ Top Chord:
bridging
22'-11 5/8" ==>
24'-5 3/8" ==>
1 Row{s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (3611 )
@ Bottom Chord: Acc. to the code
POSITION @ Top Chord
11'-9 1/4"
@ Bottom Chord
11'-9 1/4"
Column Joist: No Ratio: -27. 321
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, uu = 2 u profiles one inside the other, -CL= crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.}
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.} O@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with·no reinforcement
· 3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.}: 90 = Vertical, O = Horizontal Composite (Cmp}: O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
361 ( 68.69} / 397 ( 75.14) Area to Paint: 103.50 pi2
Project: Lot 105 B00182
09/12/01 14:26:23
Project: Lot 105 B00182
Mark: TJ31
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ31 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I I I I I I I I I I I I I I I I : I : I : I : I : I ~: I I oo, oo, ~I ~, ~, ~, ~, ~I I I ;::;, ;::;, _, -, -, -, -, -, -, bi ;,i-1 oo' co' col 00) 00) 00) 00) o, ~,
.' I •' I .' I •' I •' I •' I •' I •' I .' I .' I .' I
01 enl IOI r--1 Q\I -, en, 10 I r-, o, en,
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I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I ~ I ~ I ~ I q I er I 9 I q I 9 I '1" I ¾ I I I I I I I I I I I I
I "' I "' I "' I "' I "' I "' I "' I "' I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10
2.1 2.2 2.3 2.4 2.5 2.6
' I I I I I I I I I I I I I I I I I I I I I I : I 001 00) 00) 00)
I I !!2, ;::;, ;::;, ;::;, ;::;,
I 01 .... , ·, oo' '°' ~I o, -, 00) "'?, ,1 'I ,,
•' I •' I •' I ;...., r,..,1 co' ~; o, ~, l'-I _, _, _,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 , 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0' -0 11 * 0'-0 11 3 1 90 0
2 1 Near No 0.21 0.15 0.00 4'-6 3/8 11 * 4'-6 3/8 11 1 1 90 0
--------------------------END MOMENTS [ft-kip] &: AXIAL LOADS [kips] --------------------------
MOMENTS AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R------L------R---
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : Yes
Bearing Depth. . . [ in] : at left. : 5 11
0.00
0.00
0.00
0.00
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5 11
Project: Lot 105 B00182
09/12/01
BN
Mark: TJ31
14:26:23
AW@#ifiil#
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.58 in (L/ 480)
Calculated deflection under service live load ..... = 0 .. 34 in (L/ 822)
Joist inertia .................................... = 438. 75 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 2 8 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.61 in)
Left Reaction = 12.35/ 0.00 kips Right Reaction = 12.22/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 ·-27. 79 LL 3 X .224 z 64 0.742 3'-4"
1.2 0.25 -25.96 do· z 47 0.742 2'-411
1.3 0.00 -33.01 do z 30 0.558 2'-0"
1.4 0.00 -33.01 do z 30 0.611 do
1.5 o.oo -37.42 do z 30 0.613 do
1.6 0.00 -37.42 do z 30 0.613 do
1. 7 0.00 -32.85 do z 30 0.610 do
1.8 0.00 -32.85 do z 30 0.561 2'-0"
1.9 0.30 -25.78 do z 47 0.727 2'-4"
1.10 0.00 -27.55 LL 3 X .224 z 64 0.727 3'-4"
Bottom Chord
2.1 o .o·o 0.00 LL 2 x .166 z 142 0.616 4'-10"
2.2 27.44 o.oo do yy113 0.816 2'-10"
2.3 36.34 o.oo do z 122 0.952 4'-0"
2.4 36.26 o.oo do z 122 0.950 4'-011
2.5 27.19 o.oo do yyll3 0.814 2'-10"
2.6 0.00 o.oo LL 2 x .166 z 142 0.610 4'-10"
End Diagonal
3.1 28.37 0.00 1" SQUARE BAR z 209 0-.946 5'-0 7/8" .250 -3 7/8"
3.2 28.02 0.00 1" SQUARE BAR z 209 0.934 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.81 o.oo U 1 X .118 z 112 0.882 2'-10" .118 -2 1/4"
4.2 4.49 0.00 U 1 X .090 z 115 0.661 do .091 -1 3/4"
4.3 4.49 0.00 U 1 X .090 z 115 0.661 do .091 -1 3/4"
4.4 7.93 0.00 U 1 X .118 z 112 0.895 2'-10" .118 -2 1/4"
Diagonal Towards center
5.1 0.00 -8.45 d U 1 3/8 X .157 yy 46 0.583 2'-2" .158 1 3/4"
5.2 0.00 -4.80 U 1 X .118 yy 87 0.924 2'-10" .118 -1 1/2"
5.3 0.00 -4.91 U 1 X .118 yy 87 0.947 2'-10" .118 -1 1/2"
5.4 0.00 -8.42 d U 1 3/8 X .157 yy 46 0.581 2'-2" .158 -1 3/4"
Secondary Web Member
7.1 0.00 -4.48 U 1 X .090 z 101 0.998 2'-6" .091 -1 5/8"
7.2 0.00 -2.70 do z 79 0.523 2'-0" .091 -1 1/2"
7.3 0.00 -2. 72 do z 79 0.527 do do
7.4 0.00 -2.70 do z 79 0.523 2'-0" .091 -1 1/2"
7.5 0.00 -4.35 U 1 X .090 z 101 0.968 2'-6" .091 -1 5/8"
Mark: TJ31
Project: Lot 105 B00182
09/12/01 14:26:23
--------------------------------------END REINFORCEMENT--------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s} (Section Depth: 5 po}
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 22'-11 5/8" ==> 1 Row{s) Minimum
1 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 24'-5 3/8" ==> Acc. to the code
POSITION @ Top Chord
11'-8 1/8"
@ Bottom Chord
11'-8 l/811
Column Joist: No Ratio: 28.001
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = 1 u profile, uu = 2 U profiles one inside the other, -CL Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, 0 = Horizontal Composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
357 ( 67.85) / 393 ( 74.29) Area to Paint: 102.77 pi2
Project: Lot 105 B00182
09/12/01 14:26:23
Project: Lot 105 B00182
Mark: TJ34
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ34 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
I
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~I i'--1 t--I ..... , c-;:i, • I _, I -' I _, I • I «11 on, t-1 °'' M1 -, -, -, -, NI
I I I I I I I I I I I I I I I I I I I I
9 I 9 I 9 "';> I ~ I I I I I cs I cs I cs cs I <"\ I
1.1 1.2 1.3 1.4 1.5 1.5 1.4 1.3 1.2 1.1
I I I
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•' I o,
2.1
~..,
2.2
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2.3
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--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS-------------------------------------
No Sp Side Hole
1 1 Near No
Total Load
[kips]
0.50
Live load
[kips]
0.35
Net uplift
[kips]
0.00
Position
[ft]
0 r -0 II*
Spacing
[ft]
0 r -0 II
Cat. Chord
0-6 1/2
3 1
Incl. Crop
[deg]
90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
{Q) Wind
(L) Live
(D) Dead
or Seism {case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
• 'canam~o!~rm'ro! Mark: TJ34
Project: Lot 105 B00182
09/12/01 14:26:23
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... =
Calculated deflection under service live load .... =
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
Reqt.1ired camber . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . =
0.57 in (L/
0.36 in (L/
390.21 inA4
0.29 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES I N MEMBERS [kips]
480)
755)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.74 in)
Left Reaction = 12.09/ 0.00 kips Right Reaction = 12.09/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD.
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -25.64 LL 2.5 x .210 z 77 0.996 3'-4"
1.2 0.00 -23. 77 do z 55 0.996 2'-3"
1.3 0.00 -31.94 do z 36 0.746 2'-0"
1.4 0.00 -31.94 do z 36 0.800 do
1.5 0.00 -36.41 LL 2.5 x .210 z 36 0.807 2'-0"
Bottom Chord
2.1 0.00 o.oo LL 2 X .156 z 142 0.628 4'-10"
2.2 26.35 0.00 do z 83 0.841 2'-9"
2.3 35.29 0.00 LL 2 x .156 z 121 0.981 4'-0"
End Diagonal
3.1 27.67 o.oo 1" SQUARE BAR z 209 0.922 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 o.oo U 1 X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.39 o.oo U 1 X .090 z 115 0.646 2'-10" .091 -1 5/8"
Diagonal Towards Center
5.1 0.00 -8.19 d U 1 3/8 X .157 yy 46 0.564 2'-1 5/8" .158 -1 3/4"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.08 -4.50 Ulx .118 yy 77 0.774 2'-6" .118 -1 1/2"
7.2 0.00 -2.70 Ulx .090 z 79 0.523 2'-0" .091 -1 1/2"
7.3 0.00 -2.72 U 1 X .090 z 79 0.528 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20 '-2 1/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-711
Column Joist: No Ratio: 17.900
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
11'-7"
Laterals supports
Deck (36")
Acc. to the code
e, canam~!~Jro! Project: Lot 105 B00182
09/12/01
Mark: TJ34
14:26:23 -----------------------------------------------------------------"
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-0 = 1 O profile, 00 = 2 u profiles one inside the other, -CL Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5. = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
Inclination (Incl.): 90 = vertical, O = Horizontal Composite (Clllp): O = standard, 1 = non-composite
Projets no.: B00182
306 ( 63.88) / 341 (
Designer: Gonzalo Garcia
70.14) Area to Paint:
Shop: Juarez (Mexique) [Production]
94.55 pi2
e '-canam~!~~! Project: Lot 105 BOO 182
09/12/01
Mark: TJ36
14:26:23
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ36 (CHANNEL WEB, Symmetrical, Parallel, Free ends)
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--------------------------------------LOADING CONDITIONS-------------------------------------
( THE SHOWN VALUES ARE REAL)
TOTAL LOAD ... : 1015.00 lb/ft 24LHSP1015/560 LIVE LOAD .. : 560.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Crop
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0" * 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] -------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
Mark: TJ36
Project: Lot 105 B00182
09/12/01 14:26:23
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.57 in (L/
Calculated deflection under service live load .... = 0.36 in (L/
Joist inertia .................................... = 390.21 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . = 0. 29 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top = 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
480)
759)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 22.74 in)
Left Reaction = 12.06/ 0.00 kips Right Reaction = 12.06/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -25.58 LL 2.5 X .210 z 77 0.994 3'-4"
1.2 0.00 -23.74 do z 54 0.994 2'-2 3/4"
1.3 0.00 -31.81 do z 36 0.745 2'-0"
1.4 0.00 -31.81 do z 36 0.797 do
1.5 0.00 -36.28 LL 2.5 X .210 z 36 0.805 2'-0"
Bottom Chord
2.1 0.00 0.00 LL 2 X .156 z 142 0.625 4'-10"
2.2 26.22 0.00 do z 83 0.838 2'-8 3/4"
2.3 35.16 0.00 LL 2 x .156 z 121 0.977 4'-0"
End Diagonal
3.1 27.61 o.oo l" SQUARE BAR z 209 0.920 5'-0 7/8" .250 -3 3/4"
Diagonal Towards End
4.1 7.87 0.00 U l X .118 z 112 0.888 2'-10" .118 -2 1/4"
4.2 4.39 o.oo U l X .090 z 115 0.645 2'-10" .091 -l 5/8"
Diagonal Towards Center
5.1 0.00 -8.15 d U 1 3/8 X .118 z 56 0.997 2'-1 1/211 .118 -2 3/8"
5.2 0.00 -4.85 U 1 X .118 yy 87 0.938 2'-10" .118 -1 1/2"
Secondary Web Member
7.1 0.08 -4.49 U 1 X .118 yy 77 0.772 2'-6" .118 -1 1/2"
7.2 0.00 -2.70 Ulx .090 z 79 0.523 2'-0" .091 -1 1/2"
7.3 0.00 -2.72 U 1 X .090 z 79 0.528 2'-0" .091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 5 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
POSITION
@ Top Chord: 20' -2 1/8" ==>
@ Bottom Chord: 24'-4 7/8" ==>
@ Top Chord
11'-6 3/4"
Column Joist: No Ratio: 17.997
1 Row(s) Minimum
1 Row(s) Minimum
@ Bottom Chord
Laterals supports
Deck (36")
Acc. to the code
11'-6 3/4"
Mark: TJ36
Fabrication code unless noted
Project: Lot 105 B00182
09/12/01 14:26:23
V3.6.2.0
-LL= 2 angles short legs back to back,
-u = l U profile,
BL 2 angles welded in box, BR
OU= 2 U profiles one inside the other, -CL
Round bar
Crimped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
rnclination (rncl.): 90 Vertical, O = Horizontal Composite (Cmp): 0 = standard, l = non-composite
Projets no.: B00182
304 ( 63.38) / 338 C
Designer: Gonzalo Garcia
69.64) Area to Paint:
Shop: Juarez (Mexique) [Production]
94.41 pi2
Project: Lot 105 B00182
09/12/01 14:26:24
Project: Lot 105 B00182
Mark: TJ38
JOIST CALCULATION ACCORDING TO-STI CODE
Mark. ..... : TJ38 (ROD WEB, Asymetrical, Parallel, Free ends) Jl.=-5 I -o3,s"
I I I I I
I I I : I 91 • I o,
..._I
: I 01
•' I o,
I I
I I I
I
~ --' N
1.1
3.1
2.1
I I
~I _,
I ..... ,
'71 N: ..... ,
: I
::t1 _, _, .... ,
•' I Ni
I I I I q I I N
1.2
.,~
=:t: -, -,
'";"I • I "'1
I I I I
~I ~I ,...,1 _,
I I ..... ,
'71
..... ,
'71 ~: -I 10, ..... , ..... ,
I
~I _, : I ::r, ..... , _, _, _, _,
•' I •' I s:1'1 10\
I I I I q I I N I
1.3
,,. .,n_, . .,,
2.2 2.3 :t: -, ..... ,
'71
-I "'1
I
I
~I ..... , -,
::: I
'I co: ..... ,
: I
::t1 _, _, _,
•' I 00\
I
I I
9 I
I
N I
1.4
,J' ~n_, ,J'
\y ....
2.4 ~: -, -,
";'1 • I r--,
I ~: -, ..... ,
'"';"1 • I
:21 I ..... , ~: ..... , ..... ,
'";"I
-I :2 I I
I
I
9 I
I
N I
1.5
~: ..... , -,
'71 • I °'1
12
1.6
2.5
I I : I 001 c,'jl
"'' 'I • I
~I
..._I
-I NI ..... , -, c,;>1
• I
~I I
I
I I I
I
co ,-
I
I
-I 'st-I 'I "'' .... ,
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 18KSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0'-0"* 0 I -0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
(case 2) .. :
Load ............ · ... :
Load ............... ;
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
No
2 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 2 1/2"
Mark: TJ38
Project: Lot 105 B00182
09/12/01 14:26:24
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 0.43 in (L/
Calculated deflec~ion under service live load .... = 0.04 in (L/
Allowed deflection under total load .............. = 0.65 in (L/
Calculated deflection under service total load ... = 0.07 in (L/
Joist inertia .......................•. ·. . . . . . . . . . . = 111. 3 6 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 1 7 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES :r N MEMBERS [kips]
360)
4033)
240)
2229)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 17.04 in)
Left Reaction = 2.11/ 0.00 kips Right Reaction = 2 .11/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compres. x = tied at mid-length Slend.· Util. Length Eff.Throat-Ea.Side Remarks
Top Chord
1.1 0.07 -4.53 LL 2 X .125 z 84 0.679 2'-11 1/4"
1.2 5.98 -9.84 do z 60 0.679 2'-011
1. 3 5.87 -10.51 do z -60 0.552 do
1.4 6.01 -10.56 do z 60 0.555 do
1.5 6.40 -9.94 do z 60 0.583 2'-0"
1.6 o.oo -3.98 LL 2 X .125 z 66 0.583 2'-4 1/4"
Bottom Chord
2.1 0.00 0.00 LL 1.5x .109 z 150 0.208 3'-10 3/4"
2.2 4.47 0.00 do z 81 0.236 2'-0"
2.3 4.79 0.00 do z 81 0.253 do
2.4 4.20 0.00 do z 81 0.222 2'-0"
2.5 0.00 o.oo LL 1.5 X .109 z 130 0.190 3'-4 3/4"
End Diagonal
3.1 4.87 -0.08 RD 13/16 (52) z 233 0.348 4'-0 5/8" .208 -0 7/8"
3.2 4.27 o.oo RD 13/16 (52) z 201 0.305 3'-6 1/4" .208 -0 7/8"
Diagon,al Towards End
4.1 0.64 -0.19 RD 11/16 z 115 0.058 1'-9 5/8" .193 -0 3/4"
4.2 0.71 -0.10 RD 11/16 z 116 0.064 1'-9 5/8" .193 -0 3/4"
Diagonal Towards Center
5.1 0.00 -1.20 RD 11/16 z 116 0.290 1'-9 5/8" .193 -0 3/4"
5.2 0.19 -0.64 do z 116 0.155 do do
5.3 0.10 -0. 71 do z 115 0.170 do do
5.4 0.00 -1.41 RD 11/16 z 115 0.338 1'-9 5/8" .193 -0 3/4"
Secondary Web Member
7.1 0.43 -1.74 RD 11/16 z 115 0.417 1'-9 5/8" .193 -0 3/4"
7.2 0.07 -1.29 RD 11/16 z 116 0.312 1'-9 5/8" .193 -0 3/4"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging Laterals supports
POSITION
···--
@ Top Chord:
@ Bottom Chord:
Project: Lot 105 B00182
09/12/01 -PWIM
14:26:24
&&Q
13'-l 3/4" ==>
17'-10" ==>
1 Row(s) Minimum
1 Row(s) Minimum
@ Top Chord @ Bottom Chord
Mark: TJ38
Deck (36")
Acc. to the code
6'-7 3/4" { 6'-7 5/8") 6'-7 3/4" ( 6'-7 5/8")
Column Joist: No Ratio: 19.376
FW§ftC#i rrnzm7l)
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-u = l U profile, UU = 2 U profiles one inside the other, -CL= Crimped angle
The welding length of web members is calculated according to non continuous joints.
Xt is shorter for continuous joints.
CONCENTRATED LOADS·· (* indicates that the cone. load is not directly on the panel
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
point.)·
0 = transfered by an additional member
2 = anywhere within a panel
1 = within a panel with no reinforcement
3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and
support 6 = within a panel with no reinforcement and lateral
Chord: 1 = Top, 2 = Bottom
lateral support
Inclination (Incl.): 90 Vertical, 0 = Horizontal composite (Cmp): O = standard, 1 = non-composite
Projets no.: B00182
94 ( 17.79) / 108 (
Designer: Gonzalo Garcia
20.46) Area to Paint:
Shop: Juarez (Mexique) [Production]
36.21 pi2
Mark: TJ40 e ~anamf!!~! Project: Lot 105 B00182
09/12/01 14:26:26
UM IIIIWW-W iGZ&WWWUilib&ZiiiQiSi!
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ40 (ROD WEB, Symmetrical, Parallel, Free ends) A=-9 I -o 3/8"
12
I I I I I I I I I I I I
I -I I -I -I ~: ~: : I ~: ~: : I ee: ] I ~: :t: ::;,,., ~: ~I ~I
I ::::.: ,....I ,....I -1 ,...I ,...I -1 M1
§ I I ,....I I -1 ,....I ,-,I -1 -1 -1 o,
I ,....I -1 ,...I :::1 'j'I 'j'I 'j'I 'j' I 'j' I 'j'] 'j' I N '71 '71 'i'1 ·.:: I 'I • I • I • I • I • I • I • I
0 I N: ~: ::o: oo: ~I ~I ;:!;1 ~I ~I ~: ~: ::i:: : I I I I I I .... 91 -.1 -.1 ..... 1 ...._1 ..._I --1 --1 --1 ..._I --1 ..._I
• I I : I : I I : I : I ~: : I ~: :at: ~: "' 01 ~I ~I ~I ~I ~I ~I ~I ]' -.I ,-, I ..... 1 ..... 1 ..... 1 ,...I -1 ,...I .... I ,-,I ,....I ,...I
r.t.) : I ,....1 ,.....1 ,....1 ,....1 -1 -1 -1 ,...I ,...I -1 01 01 ..... 1 ..... , ..... 1 ..... 1 'j' I '71 ";'I 'j' I ";'I ";'I '71
•' I •' I •• .. 11 •' I •' I • I • I • I • I • I • I • I OJ N1 'Si'] \O] 00] ~: ~I ;:!;1 ~I ~I ~: ~: I ~ I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I -I q I 9 I 9 I 9 I 9 I 9 I 9 I 'i' I q I I I -I I I I I I I I I I -I ' ' I N I N I ('I I ('I I ('I I ('I I c-, I c-, I c-, I c-, I c-, I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11
Ea .J.-1 ,,,-:-, co ... ...
2.1 2.2 2.3 2.4 2.5
~I
2.6 2.7 2.8 2.9 2.10
"' I ~: ~: :at: : I ~I ~l "'"' "Tl 001
.9' Eo1 ~I ,....1 ,....1 ,....1 ;::;1 ;::;1 ;::;,
;,:;1 ,-,I -1 ,...I ,...I ,....1 ,....1 ,....1 ,....1 ,....1 ,....1
r.t.) 01 -1 -1 -1 -1 ,....1 .... , ,....1 ,.... I ,....1 ,....1
'I 'j'1 'j' I 'j'1 ,'1 •' I •' I 'I •' I 'I •' I • I • I • I • I • I -1 (')I ii-,1 {-I 0'11 (')I 01 Ml "11 l-1 °'1 -1 -1 -1 -1 -1 Ni
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 18KSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0I-0 11 * 0 '-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind or Seism (case 1) .. :
(case 2) .. :
(L) Live Load ............... :
(D) Dead Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
No
2 1/2"
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> < Bottom Chord>
---L------R------L------R---
-10.00 10.00 0.00 0.00
10.00 -10.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 2 1/2"
Project: Lot 105 B00182
09/12/01
Mark: TJ40
14:26:26
------------------------------------------DEFLECTION-------------------------------·----------
Allowed deflection under live load ............... = 0.78 in (L/
Calculated deflection under service live load .... = 0.37 in (L/
Allowed deflection under total load .............. = 1.18 in (L/
Calculated deflection under service total load ... = 0.69 in (L/
Joist inertia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 111. 3 6 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 . 3 0 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
----------------------.-FORCES IN MEMBERS [kips]
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff.
Left Reaction = 3.42/ 0.00 kips Right Reaction =
REQUIRED MATERIAL
No Tension Compres. x = tied at mid-length Slend. Util. Length
'l'op Chord
1.1 o.oo -7.91 LL 2 x .125 z 84 0.782 2'-11 1/4"
1.2 4.67 -12.52 do z 60 0.782 2'-0"
1.3 3.85 -14.73 do z 60 0.774 do
1.4 3.29 -16.34 do z 60 0.858 do
1.5 2.98 -17.32 do z 60 0.910 do
1.6 2.93 -17.71 do z 60 0.931 do
1. 7 3 .13 -17.52 do z 60 0.921 do
1.8 3.58 -16.71 do z 60 0.878 do
1.9 4.28 -15.29 do z 60 0.804 do
1.10 5.24 -13.26 do z 60 0.810 2' -0"
1.11 0.00 -8.10 LL 2 x .125 z 84 0.810 2'-11 1/4"
Bottom Chord
2.1 0.00 0.00 LL 1.5 X .109 z 150 0.415 3'-10 3/4"
2.2 9.15 0.00 do z 81 0.526 2'-0"
2.3 11.60 o.oo do z 81 0.614 do
2.4 13.24 o.oo do z 81 0.700 do
2.5 14.06 0.00 do z 81 0.743 do
2.6 14.06 o.oo do z 81 0.743 do
2.7 13.24 0.00 do z 81 0.700 do
2.8 11.60 o.oo do z 81 0.614 do
2.9 9.15 o.oo do z 81 0.526 2'-0"
2.10 0.00 o.oo LL 1.5x .109 z 154 0.415 3'-11 7/8"
End Diagonal
3.1 8.50 o.oo RD 13/16 (52) z 233 0.607 4'-0 3/4"
3.2 8.50 0.00 RD 13/16 (52) z 233 0.607 4'-0 3/4"
Diagonal 'l'owards End
4.1 2.25 o.oo RD 11/16 z 115 0.202 1'-9 5/8"
4.2 1.59 0.00 RD 9/16 z 141 0.214 do
4.3 1.04 -0.02 do z 141 0.140 do
4.4 1.04 -0.28 do z 141 0.149 do
4.5 1.04 -0.28 do z 141 0.150 do
4.6 1.04 -0.02 do z 141 0.140 do
4.7 1.59 o.oo RD 9/16 z 141 0.214 do
4.8 2.25 0.00 RD 11/16 z 116 0.202 1'-9 5/8"
360)
758)
240)
408)
depth
3.42/
=
REQUIRED
17.04
0.00
WELD
Eff.Throat-Ea.Side
.208 -1"
.208 -1"
.193 -0 3/4"
.178 -0 3/4"
do
do
do
do
.178 -0 3/4"
.193 -0 3/4"
in)
kips
Remarks
No Tension Compres.
Diagonal Towards Center
5.1 0.00 -2.90
5.2 0.00 -2.25
5.3 0.00 -1.59
5.4 0.02 -1.04
5.5 0.02 -1.04
5.6 0.00 -1.59
5.7 0.00 -2.25
5.8 0.00 -2.90
Secondary Web Member
7.1 0.43 -1.75
7.2 0.00 -1.40
Project: Lot 105 B00182
09/12/01 14:26:26
FORCE s J: N MEMBE RS (Cont.) [kips]
REQOJ:RED MATERJ:AL
x = tied at mid-length Slend. Util. Length
RD 11/16 z 116 0.699 1'-9 5/8"
RD 11/16 z 116 0.541 do
RD 9/16 z 141 0.855 do
do z 141 0.560 do
do z 141 0.558 do
RD 9/16 z 141 0.853 do
RD 11/16 z 115 0.540 do
RD 11/16 z 115 0.697 1'-9 5/8"
RD 11/16 z 115 0.421 1'-9 5/8"
RD 11/16 z 116 0.337 1'-9 5/8"
Mark: TJ40
REQUIRED WELD
Eff.Throat-Ea.Side Remarks
.193 -0 3/4"
.193 -0 3/4"
.178 -0 3/4"
do
do
.178 -0 3/4"
.193 -0 3/4"
.193 -0 3/4"
.193 -0 3/4"
.193 -0 3/4"
--------------------------------------END REJ::NFORCEMEN'l' --------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRJ:DGING ------------------------------------------
Maximum spaeing between rows of bridging
@ Top Chord: 12 '-6 1/2" ·==> 1 Row(s} Minimum
1 Row(s} Minimum
Laterals supports
Deck (36"}
@ Bottom Chord: 16'-9 3/8" ==> Acc. to the code
POSITION @ Top Chord @ Bottom Chord
11'-11 1/4" ( 11'-ll 1/4") 11'-11 1/4" 11'-11 1/4")
Column Joist: No Ratio: 3 .110
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
-U· = 1 u profile,
'l'he welding length of web members is
It is shorter for continuous joints.
uu = 2 u profiles one inside the other, -CL= Crimped angle
calculated according to non continuous joints.
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: 'l'op Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
O = transfered by an additional member l = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
Inclination (Incl.): 90 = Vertical, O = Horizontal Composite (Cmp): 0 = standard, l = non-composite
Projets no.: B00182
167 ( 31.93) / 182 (
Designer: Gonzalo Garcia
34.85) Area to Paint:
Shop: Juarez (Mexique) [Production]
63.69 pi2
e ~ canam~!t~! Mark: TJ44
Project: Lot 105 B00182
09/12/01 14:26:27
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO SJI CODE
Mark. ..... : TJ44 (CHANNEL WEB, Asymetrical, Parallel, Free ends) A= -161/4 I -o 3ts"
12
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I : I I I I I I I I I I co, -I I I I I I ~: I I I I 1 I I -I -I • I ;,:;, -I : I • I : I = I : I ~: : I ~: = I
I ~I "'"' "'"' ~I _, ~, ~, ~, ~: ~, ~, o' c::!, ~,
I <n I ..... , ~: I ..... , .,.,, .,.,, .,.,, .,.,, .,.,, ..... , ..... , .... , ..... , <n I
N I 'St I "', 10, •' I 'Sl'1 °'' N1 r--1 o, .,.,, •' I '?' 00, o, N1 ·i:: I 'I ";', '71 .' I <n I .' I •' I •' I •' I .' I •' I o, • I •' I .' I •' I ~ I • I • I • I ..... , ..... , 10, 00, ..... , "'' 10, 00, "'' "'' .,.,, °'' "'' 6, <n I 10, °', ..... , ..._, ..... , ... , NI NI N, N, ..._, '"', "', <n I 'St,
---•' I ..._, ..._, ..._, ..._, : I ..._, ..._, ..._, ..._, ..._, ..._, I ..._, ..._, ..._, ..._,
0 o, : I I : I : I ::;!: I : I : I : I : I = I • I ~I • I : I = I = I §' I ::;!: I ~I :::!:' ::t, "'' ::::t, ::::t, ::t, ::::t, ::;!: I ::t, "'' ::t, ::t, ::::t, ~: v.i ..._, <n I "'' ro' "'' ... , "'' "'' "'' "'' "'' "'' 01 "'' "'' <n I
: I 'St' 00' _, IOI _, 'Sl'I 0\1 NI r--1 01 .,.,, ..... , "'' 001 01 NI 9, 'I ,, ,, •' I •' I •' I •' I •' I •' I .' I •' I •' I •' I _, I .' I •' I o: ~: \0: "'i ..... , "'' IOI 001 ..... , "'' IOI 001 o, "'' .,.,, O\i "'' .... , -, .... , .... , N1 N1 N1 N1 "'' "'' "'' <n I -st,
I I I I I I I I I I I I I I I I I I :i!: I I I I I I I I I I I I I I I ~ I
I I I I I I I I I I I I I I I I I I "' I ~ I ~ I I I I ~ I I ~ I ~ I I I I I I ,-I 'i -;> -;> -;> -;> -;> r.;, -;> -;> 1" -I I I I I I I I I I I I I I I ' I
I ;., I ;., I C'l I C'l I C'l I C'l I C'l I N I C'l I N I C'l I C'l C'l I C'l I "' I 'st-I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16
N M "<t ""' r-: r-: r-: r-:
00 ... Ji' ~ v' ,,, lo v' 00 ,,,'y 00 "'
,,,. . .,,. ·,;--.,: .,., "cP r-: "'
2.1 2.2 2.3 ::r, 2.4 ~: 2.5
~I
2.6 ::!: 1
2.7
~I
2,8
~I
2,9
~I 0 : I I ~:: l ~I I "'' ..._, <n I ..._, ..._, ..._,
r--1 : I C'"l I -, "', "', .,.,, "', "', -,
01 NI ...,. I -;' I o;-, i-;-, 'I '?1 o;-, '?1
•' I •' I .' I • I • I • I • I • I -I • I
01 'Sl'I °'' ~: ~: ~: ~: ~: ~: ~: ' ' '
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Both No 0.50 0.35 0.00 0 '-0 11 * 0 I -0 11 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q) Wind
(L) Live
(D) Dead
or Seism (case 1) .. :
{case 2) .. :
Load ............... :
Load ............... :
MOMENTS
---L---
0.00
0.00
0.00
0.00
Weld Plate required Y/N ........ : No
Bearing Depth ... [in]: at left.: 5 11
---R---
0. 00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
::iii
Project: Lot 105 BOO 182
09/12/01
Mark: TJ44
14:26:27
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.43 in (L/
Calculated deflection under service live load .... = 1.09 in (L/
Allowed deflection under total load .............. = 2.14 in (L/
Calculated deflection under service total load ... = 2.07 in (L/
Joist inertia .................................... = 388. 09 in"4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 0 • 7 5 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES MEMBERS [kips]
360)
470)
240)
249)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 26.95 in)
Left Reaction = 5.81/ 0.00 kips Right Reaction = 5.81/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
No Tension Compre~. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
Top Chord
1.1 0.00 -9.40 LL 2 x .156 z 98 0.731 3'-4 3/4"
1.2 3.46 -13.29 do z 101 0.858 3'-4"
1.3 0.52 -20.26 do z 55 0.782 2'-5"
1.4 0.52 -20.29 do z 55 0.843 do
1.5 0.00 -24.78 do z 55 0.960 do
1.6 0.00 -'24.81 do z 55 0.962 do
1. 7 0.00 -27.23 X do zz 37 0.953 do
1.8 0.00 -27.26 X do zz 37 0.954 do
1.9 0.00 -27.49 X do zz 37 0.962 do
1.10 o.oo -27.53 X do zz 37 0.963 do
1.11 0.00 -25.65 do z 55 0.994 do
1.12 0.00 -25.68 do z 55 0.995 do
1.13 0.55 -21.71 do z 55 0.865 do
1.14 0.55 -21.74 do z 55 0.844 2'-5"
1.15 3.84 -14.59 do z 101 0.918 3 '-4"
1.16 o.oo -10.12 X LL 2 X .156 xx 77 0.896 4'-1 7/8"
Bottom Chorcl
2.1 0.00 0.00 LL 1.75 X .143 z 136 0.428 4'-1 1/8"
2.2 14.38 0.00 do z 173 0.644 4'-11 3/4"
2.3 21.65 0.00 do z 168 0.777 4'-10"
2.4 26.10 o.oo do z 168 0.906 do
2.5 27.73 o.oo do z 168 0.963 do
2.6 26.54 0.00 do z 168 0.922 do
2.7 22.54 0.00 do z 168 0.790 4'-10"
2.8 15.71 0.00 do z 191 0.671 5'-6"
2.9 0.00 0.00 LL 1. 75 X .143 z 150 0.468 4'-5 3/4"
End Diagonal
3.1 10.98 o.oo RD 15/16 z 235 0.530 4'-7 5/8" .223 -1 1/8"
3.2 11.26 o.oo RD 1" z 230 0.478 4'-10 1/8" .230 -1 1/8"
Diagonal Towards End
4.1 5.56 0.00 U 1 X .090 z 138 0.818 3'-4 1/4" .091 -2 1/8"
4.2 3.71 0.00 do z 138 0.547 do .091 -1 1/2"
4.3 2.14 o.oo do z 138 0.314 do do
4.4 2.14 0.00 do z 138 0.314 do do
4.5 3.42 0.00 do z 138 0.504 do .091 -1 1/2"
4.6 5.27 o.oo U 1 X .090 z 138 0.775 3'-4 1/4" .091 -2"
e ~ canam~~~!! Project: Lot 105 BOO 182
09/12/01 14:26:27
F 0 RC E s I N MEMB ER s (Cont.) [kips]
REQUIRED MATERIAL
No Tension Compres. X = tied at mid-length Slend. Util. Length
Diagonal Towards center
5.1 0.00 -6.86 d U 1 3/8 X .157 yy 76 0.598 3'-5 5/8"
5.2 0.00 -4.63 d U 1 3/8 X .118 z 92 0.680 3'-4 1/4"
5.3 0.00 -2.79 Ulx .090 z.138 0.893 do
5.4 0.09 -2.14 do z 138 0.682 do
5.5 0.20 -2.14 do z 138 0.681 do
5.6 0.00 -2.50 Ulx .090 z 138 0.798 do
5.7 0.00 -4.34 d U 1 3/8 X .118 z 92 0.637 3'-4 1/4"
5.8 0.00 -7.35 d U 1 3/8 X .157 yy 85 0.705 3'-10 3/8"
Secondary Web Member
7.1 0.71 -2.13 U 1 X .090 z 100 0.471 2'-5 1/2"
7.2 0.00 -1.21 U 1 X 5/8 X .090 z 153 0.640 2'-4"
7.3 0.00 -1.23 do z 153 0.653 do
7.4 0.00 -1.24 do z 153 0.660 do
7.5 0.00 -1.24 do z 153 0.661 do
7.6 0.00 -1.23 do z 153 0.655 do
7.7 0.00 -1.21 do z 153 0.644 2'-4"
7.8 0.00 -1.49 U 1 x 5/8 X .090 z 154 0.803 2'-4 1/8"
Mark: TJ44
REQUIRED WELD
Weld-Ea.Side Remarks
.158 -1 1/2"
.118 -1 1/2"
.091 -1 1/2" ·
do
do
.091 -1 1/2"
.118 -1 1/2"
.158 -1 5/8"
.091 -1 1/2"
do
do
do
do
do
do
.091 -1 1/2"
--------------------------------------END REINFORCEMENT--------------------------------------
Right: Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
-------------------------------------------BRIDGING------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 17'-0" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36 11 )
@ Bottom Chord: 22'-5 3/8 11 ==> Acc. to the code
POSITION @ Top Chord @ Bottom Chord
XB 14' -4 7 / 8 11 ( 14 • -4 3 / 4 11 ) XB 14'-4 7/8 11 ( 14'-4 3/411 )
28'-9 3/4 11 ( 28'-9 5/8 11 ) 28'-9 3/411 ( 28'-9 5/8")
Column Joist: No Ratio: 1.214
V3.6.2.0
Fabrication code unless noted
-LL= 2 angles short legs back to back,
-u = 1 u profile,
BL 2 angles welded in box, BR
UU = 2 U profiles one inside the other, -CL
Round bar
Crilllped angle
CONCENTRATED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) O@ 6:
0 = transfered by an additional member 1 = within a panel with no reinforcement
2 = anywhere within a panel 3 = at any panel point along the joist
4 = anywhere along the joist 5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: 1 = Top, 2 = Bottom
rnclination (rncl.): 90 = Vertical, O = Horizontal Composite (Cmp): 0 = standard, 1 = non-composite
Projets no.: B00182 Designer: Gonzalo Garcia Shop: .Juarez (Mexique) [Production]
391 ( 75.47} / 415 ( 79.94) Area to Paint: 142.10 pi2
e, canam~!~rat~! Mark: TJ51
Project: Lot 105 B00182
09/12/01 14:26:27
Project: Lot 105 B00182
JOIST CALCULATION ACCORDING TO sn CODE
Mark. ..... : TJ51 (CHANNEL WEB, Asymetrical~ Parallel, Free ends) L\=175/8 03/8"
12
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I : I I I I : I I I I I I I co, I I I I I I ~: I I I I c:::!1 I 1 I I -I -I ~: i,=;, ~: : I : I oo, : I : I : I ~: ~: ~~ _, I I ~I ~I ~I _, ~, ~, i,=; I ~, ~, 01 ~, o' I I ,..., ,..., ,..., ""' _, 1/')I 11')1 11')1 I .,.,, 11')1 _, 11')1 -, -, -, _, I N I "St' oo' I '°' •' I 'Sf-1 °'' 'il' t-;-1 o, 1/')J •' I ""' oo, -, '°' •' I N1 ·i:: I 'I 'I ,'1 •' I ""' .' I •' I • I • I •' I •' I o, •' I •' I •' I •' I ""' .' I 0 I • I • I • I -, .... , '°' oo, -, ""' '°' 00, ""' ""' in, 00, ~: 'Sf-1 ;;:, ::r: 01 "", '°1 °', .... , ..... , -, .... , N, NI N, N, ..... , "", "", "", ..... , I ..... .' I ..... , ..... , ..... , ..... , : I ..... , ..... , ..... , ..... , ..... , ..... , I ..... , ..... , ....., ..... , : I ..... , cu 01 I : I : I : I ::;t, : I : I : I : I : I : I ~I : I : I : I : I ::;t, : I i I '<1-1 :::!:' :::!:' :::t, Mr :::t, :::t, :::t, :::t, :::t, :::t, ""' :::t, :::t, :::t, ::!:1 ""' ::t, ..... , ;;,, ""' ""' ""' .... , ""' ""' ""' ""' ""' ""' 01 ""' ""' ""' ""' o' _,
: I "St! 00' .... , \01 -, 'Sf-I 0\1 NI t--J 01 11')1 .... , ""' 001 .... , \01 .... , NJ 9, 'I ,! ,I •' I •' I •' I •' I •' I •' I .' I .' I •' I •' I .' I •' I •' I •' I •' I o: c<l I -:o: • I -1 ""' '°' 001 -, ""' '°' 001 o, ""' in, 001 ~: ~: \";: I °', .... , .... , .... ,. ...., N1 N1 N1 N1 ""' ""' ""' ""' I I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I I I I I I s I I I I I I I I I I I I I I I I I I I I "' I ~ l I I I ~ I I fr;, I I I I ~ I ~ I I I ~ I I
I "1 I I ii;> I ii;> I ; I I ii;> I I ii;> I ii;> I ii;> I I ii;> I ii;> I ii;> I I '7 I I "' I "' I "' I "' I "' I "' I "' I "' I "' I "' I "' I "' I "' "' I "' I "' I "' I "' I
1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18
&, 0:, u' °' ,.,"I a) N ,.... "d' ,-: N
2.1 2.2 2.3 5:t, 2.4
~l
2.5
~I
2.6
~I
2.7
~I
2.8
~l
2.9
~I
2.10 _ cu co, I : I 001 ]" r=,:1 I ::!:1 ""' ,..., ..... , ..... , ,..., ,..., ;;:;1 ~: o' I ""' .... , °'' "", "", I I °'' tl.l 'I NI _, '71 ,, t-;-, ";', c,;,, '71 ,, '";'1 o: •' I •' I • I • I • I • I • I • I • I • I "St I 0\1 ~: ~: ~: ~: ~: ~: ~l t;: ' '
--------------------------------------LOADING CONDITIONS-------------------------------------( THE SHOWN VALUES ARE REAL)
TOTAL LOAD 248.00 lb/ft 28LHSP248/128 LIVE LOAD .. : 128.00 lb/ft
--------------------------------------CONCENTRATED LOADS -------------------------------------
No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl. Cmp
[kips] [kips] [kips] [ft] [ft] 0-6 1/2 [deg]
1 1 Near No 0.50 0.35 0.00 0 '-0" * 0'-0" 3 1 90 0
--------------------------END MOMENTS [ft-kip] & AXIAL LOADS [kips] --------------------------
(Q} Wind
(L) Live
(D) Dead
or Seism (case 1) .. .
(case 2) .. .
Load ............... :
Load ............... :
Weld Plate required Y/N ........ :
Bearing Depth ... [in]: at left.:
MOMENTS
---L---
0.00
0.00
0.00
0.00
No
511
---R---
0.00
0.00
0.00
0.00
AXIAL LOADS
<<< Top Chord>>> <
---L------R---
-10.00 10.00
10.00 -10.00
0.00 0.00
0.00 0.00
Bottom Chord>
---L------R---
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Imposed Rows of Bridging Y/N.: No
at right: 5"
e, canam~!~!! -.... Project: Lot 105 B00182
09/12/01 14:26:27
Mark: TJ51
------------------------------------------DEFLECTION------------------------------------------
Allowed deflection under live load ............... = 1.56 in (L/
Calculated deflection under service live load .... = 1.28 in (L/
Allowed deflection under total load .............. = 2.34 in (L/
Calculated deflection under service total load ... = 2.34 in (L/
Joist inertia .................................... = 470.38 inA4
Required camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = O • 8 9 in
Minimum Width [in] = Vertical Leg Horizontal Leg
Top= 2 2
Bot=
Web=
------------------------FORCES IN MEMBERS [kips]
360)
440)
240)
240)
(THE SHOWN FORCES ARE REALS)
(Fy = 50 Ksi U/N) (Eff. depth= 26.87 in)
Left Reaction = 6.31/ 0.00 kips Right Reaction = 6.31/ 0.00 kips
REQUIRED MATERIAL REQUIRED WELD
. No Tension Compres. x = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
'l'op Chord
1.1 0.00 -10.68 LL 2 X .186 z 98 0.639 3'-4 3/4"
1.2 2.91 -14.09 do z 102 0.755 3'-4"
1.3 0.00 -21. 72 do z 55 0.689 2'-5"
1.4 0.00 .-21. 70 do z 55 0. 778 do
1.5 0.00 -27.52 do z 55 0.852 do
1. 6 0.00 -27.48 do z 55 0.872 do
1. 7 0.00 -31.66 do z 55 0.978 do
1.8 0.00 -31. 62 do z 55 0.976 do
1.9 0.00 -32.99 X do zz 37 0.914 do
1.10 0.00 -32.95 X do zz 37 0.913 do
1.11 0.00 -31.51 do z 55 0.973 do
1.12 0.00 -31.48 do z 55 0.972 do
1.13 0.00 -27.23 do z 55 0.867 do
1.14 0.00 -27.20 do z 55 0.843 do
1.15 0.00 -21.00 do z 55 0.770 do
1.16 0.00 -20.97 do z 55 0.675 2'-5"
1.17 3.06 -11.99 do z 102 0.675 3' -4"
1.18 0.00 -8.24 LL 2 X .186 z 95 0.578 3'-3 1/2"
Bottom Chord
2.1 0.00 0.00 LL 2 X .156 z 124 0.378 4'-2 7/8"
2.2 15.89 0.00 do z 151 0.578 4'-11 3/4"
2.3 24.28 o.oo do z 147 0. 711 4'-10"
2.4 29.86 0.00 do z 147 0.830 do
2.5 32.63 o.oo do z 147 0.907 do
2.6 32.60 0.00 do z 147 0.906 do
2.7 29.77 0.00 do z 147 0.827 do
2.8 24.12 0.00 do z 147 0.709 4'-10"
2.9 15.67 0.00 do z 172 0.575 5'-8"
2.10 0.00 0.00 LL 2 x .156 z 95 0.373 3'-3 5/8"
End Diagonal
3.1 12.02 0.00 RD 15/16 z 235 0.580 4'-7 5/8" .223 -1 1/4"
3.2 10.28 0.00 RD 7/8 z 215 0.570 3'-11 5/811 .215 -1 l/811
Diagonal 'l'owards End
4.1 6.30 0.00 U 1 X .090 z 138 0.927 3'-4 1/411 .091 -2 3/8"
4.2 4.46 0.00 do z 138 0.657 do .091 -1 5/8"
4.3 2.63 0.00 do z 138 0.386 do .091 -i 1/2"
4.4 · 2.32 -0.14 do z 138 0.341 do do
e ~ canam~!~rat~! Mark: TJ51
Project: Lot 105 BOO 182 ,._,
09/12/01 14:26:27
FORCES J: N MEMBERS (Cont.) [kips]
REQUJ:RED MATERJ:AL REQU:CRED WELD
No Tension Compres. X = tied at mid-length Slend. Util. Length Weld-Ea.Side Remarks
4.5 2.32 -0.13 do z 138 0.341 do do
4.6 2.67 o.oo do z 138 0.392 do .091 -1 1/2"
4.7 4.50 o.oo do z 138 0.663 do .091 -1 3/4"
4.8 6.34 o.oo u 1 X .090 z 138 0.933 3'-4 1/4" .091 -2 3/8"
Diagonal Towards Center
5.1 0.00 -7.63 d U 1 3/8 X .157 yy 76 0.664 3'-5 5/8" .158 -1 5/8"
5.2 0.00 -5.38 d U 1 3/8 X .118 z 91 0.788 3'-4 1/4" .118 -1 1/2"
5.3 0.00 -3.54 u 1 X .118 yyl04 0.877 do .118 -1 1/2"
5.4 0.00 -2.32 u 1 X .090 z 138 0.739 do .091 -1 1/2"
5.5 0.00 -2.32 Ulx .090 z 138 0.739 do .091 -1 1/2"
5.6 0.00 -3.58 u 1 X .118 yy104 0.887 do .118 -1 1/2"
5.7 0.00 -5.42 d u 1 3/8 X .118 z 91 0.794 3'-4 1/4" .118 -1 1/2"
5.8 0.00 -8.90 d U 1 3/8 X .157 yy 88 0.884 4'-0" .158 -1 7/8"
Secondary Web Member
7.1 0. 71 -2.14 U 1 X .090 z 99 0.471 2'-5 1/2" .091 -1 1/2"
7.2 0.00 -1.21 Ulx 5/8 X .090 z 153 0.640 2'-4" do
7.3 0.00 -1.24 do z 153 0.657 do do
7.4 0.00 -1.27 do z 153 0.668 do do
7.5 0.00 -1.27 do z 153 0.672 do do
7.6 0.00 -1.26 do z 153 0.668 do do
7.7 0.00 -1.24 do z 153 0.656 do do
7.8 0.00 -1.21 u 1 X 5/8 X .090 z 153 0.638 do do
7.9 1.18 -2.51 U 1 X .090 z 94 0.532 2'-4" .091 -1 1/2"
--------------------------------------END REJ:NFORCEMENT --------------------------------------
Left : Parallel Reinforcement LL 2.5 x .210 over 1 Panel(s) (Section Depth: 3 po)
------------------------------------------BR:CDG:CNG ------------------------------------------
Maximum spacing between rows of bridging
@ Top Chord: 16'-8 5/8" ==> 2 Row(s) Minimum
2 Row(s) Minimum
Laterals supports
Deck (36")
@ Bottom Chord: 24' -4 7/8 11 ==> Acc. to the code
POSITION
Column Joist: No
@ Top Chord
XB 15'-8 3/4" ( 15'-8 5/8")
31'-5 1/2" .( 31'-5 3/8")
Ratio:· 1.074
Fabrication code unless noted
@ Bottom Chord
XB 15'-8 3/4" ( 15'-8 5/8")
31'-5 1/2" ( 31'-5 3/8")
-LL= 2 angles short legs back to back, BL= 2 angles welded in box, BR= Round bar
V3.6.2.0
-u = l u profile, UtJ = 2 U profiles one inside the other, -CL= Crimped angle
CONCEN'l'RA'l'ED LOADS (* indicates that the cone. load is not directly on the panel point.)
Span: l = Main Joist, 2 = Left Extension, 3 = Right Extension
Side: Both Sides, Near Side, Far Side Hole: Top Chord with Holes at Cone. Loads
Definition of the categories (Cat.) 0@ 6:
0 = transfered by an additional member
2 = anywhere within a panel
4 = anywhere along the joist
1 = within a panel with no reinforcement
3 = at any panel point along the joist
5 = transferred by an additional member and lateral support
6 = within a panel with no reinforcement and lateral support
Chord: l = Top, 2 = Bottom
rnclination (rncl.): 90 = Vertical, o = Horizontal Composite (Cmp): 0 standard, 1 = non-composite
Projets no.: B00182
498 ( 95.05) /
Project: Lot 105 BOO 182
09/12/01 14:26:27
Mark: TJ51
Designer: Gonzalo Garcia Shop: Juarez (Mexique) [Production]
523 ( 99.72) Area to Paint: 163.50 pi2