Loading...
HomeMy WebLinkAbout1890 RUTHERFORD RD; ; PCR99208; Permit09/0711-999 · Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: POTTER GARY l I, City of Carlsbad Plan Check Re\tision Permit No:PCR99208 Building Inspection Request Line (760) 438-3101 1890 RUTHERFORD RD CBAD PCR 2121203500 Lot#: 0 $0.00 CB98384J Construction Type: VN DIVERSIFIED PROP. DEFERRED FLR & ROOF TRUSSES Status: ISSUED Applied: 08/30/1999 Entered By: MOP Plan Approved: 09/07/1999 Issued: 09/07/1999 Inspect Pi'!,§47 09/07/99 0001 01 02 C-PRMT 436"00 6305 LUSK BLVD SAN DIEGO CA 92121 619-535-0606 Total Fees: $436.00 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 Section 3.32.030. Failure to timely follow that procedure will barany 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 aiven a NOTICE similar to this or as to which the siatute of limitations has oreviouslv otherwise exoired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 -f-?JV!&.f ,--r #-vPJq ~'? tzi 4 ~ FOR OFFICE USE ONLY PERM1T APl>LICATION PLAN CHECK NO. q7 -"31& 0 EST. VAL. 0-±~ {X,-1_ c8 CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr:, Carlsbad CA 92009 (760) 438-1161 Plan Ck. Deposit -~--'~"-----L-L ..... C Validated By __________ _ Date ______________ _ Address (include-Bldg/Suite #) 7 Busipess Name (at this addres~) Legal Description lcot No. Subdivision Name/Number Unit No. Phase No. Total # of units Name Address City State/Zip Telephone # ~f:; }:~P.ROJ)~Rty.~OWNEl:i~-/:~ .~:: ·. ~. ~ _ ,n::::·· Name Address City State/Zip Telephone# /5,,.··,3:oij'l'AACTO~?::t~ol,'jiW~'i::~AMif', · (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 ex"mpt therefrom, and the basis for the alleged exemption. Any 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 # _________ _ i"s_J".WORJ{ER_S':cQMPt~S.ATION<':·:·-' :·,, ···:---:-· ... , : . , ., .. -·'-': ~ ,•,·,,,' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: .-0 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 ~ECTIONNEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE"HUNDRED DOLLARS·[$100J OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which-this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to 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 _________ _ 7. -·,owNt:.li-BUll:D~R:DECI.ARAT!ON,:·.-:·.·.'.,, ·'.''." ·.·",;:,.:,,_·.,. ·,· ·';.,_ ... -·--····· ... __ ,.;:·_,;:·.-,·,... ,-,.:··; . ,·-., ' .. ·. ~ -=·,_ . 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 anq 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 contni·ctors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply ti;, an owner of property who builds or improves thereon, and· contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). · 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to·provide the major labor and materials for construction of the proposed property improvement. 0 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 / 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 wqrk indicated (include name/ address / phone number/ type of work): _______________________ ~-------------------'------------------- PROPERTY OWNER SIGNATURE _____________________ _ -COMP.LETE :THIS.'SECTl<;)1fFQQ" NON.:Jl~~lbf/1[11,4.i.:ii!,I_ILD!N.G' PERP,Uts.9ij1/v; · .':. 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 Subst11nce Account Act? D 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? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 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. r~r: --:~.Q!V~fRQc;r1_<tr:t ~~o,Niji~~"Ncx ___ ::.::-'.: :' :::.::~ .. ·--_--; :; , .-:? .· -_ ~;.:,. _ 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 _____________ _ 19~~ ·, iAl;>~l:IC~NT-iCERTIF.ic_ATtO~: .. .-' ',' . : .,., ,, . -, ~- 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. J· hereby authorize representatives of the Cit\' 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 excavations over 5;0" deep l!nd demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued· by the Building Official under 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 commenced within 365 days 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 for a period of 180 days (Section 16~.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ----'----------------------'-DATE WHITE: File YELLOW: Applicant PINK: Finance ~/ . . . DATE: September 7, 1999 JURISDICTION: Carlsbad EsGil Corporation 1.n Partnusliip witli (jove.rnme.nt for '.13uifi£ing Safe.tg PLAN CHECK NO.: 97-3460 (PCR99-208) PROJECT ADDRESS: 1890 Rutherford Rd. SET:I ~~~~G~NT ~ Cl PLAN REVIEWER D FILE PROJECT NAME: Deferred Trusses for Carlsbad Research Center [g] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building code~. 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 sboUld be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has beeh sent to: D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jack Williams Telephone#: 619/247-2380 Date contacted: q-7-'i~ (by: At>) Fax #: Mail· Telephone Fax In Person ~ REMARKS: PCR 99-208. Approval for deferred trusses on plan check 97-3460. Applicant to carry app~c;)Ved set of plans to the city. Ok'd by Mike Peterson. - By: Abe Doliente Esgil Corporation D GA D MB D EJ D PC Enclosures: 8/31/99 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . . .. TURPIT AND POTTER ARCHITECTS -. 6305 Lusk Boulevard Suite 200 SAN DIEGO, CALIFORNIA 92121-2752 EMAIL: staff@tapainc.com (619) 535-0606 FAX (619) 535-9455 To _.....;::C:::..=-...t ....... r::c __ __.o~(__.;.·-=~'----::..C...~.;._L-__,;S'--~:...,,.,;-~r?=--· _ [s[§uu~~ @~ u~~@~Duu&[s DATE ~ (, RE: HAt--),1 t?'f£u VC:91!.rlt? WE ARE SENDING YOU ~ttached D Under separate cover via ___________ the following items: > ~hop drawings D Prints .YP1ans / obopy of Letter D Change order / 'tR "_ .... CA'""""" _____ L=C:..=. _-2_, _____________ _ D Samples D Specifications COPIES DATE NO. THESE ARE TRANSMITTED as checked below: For approval D Approved as submitted D Resubmit _____ copies for approval For your use D Approved as noted D Submit copies for distribution D As requested D Returned for corrections D Return ______ corrected prints > X For review and comment D _________________________ _ D FOR BIDS DUE -----------19 ____ _ D PRINTS RETURNED AFTER LOAN TO US REMARKS COPYTO SIGNED _-Jooo~~~:Yt-. -6-=b"--::r,k,~-=---- lf enclosures are hot as noted, kindly notify us at once. - s;~~jJOIST -. 9SX2S2S2S2St ~. SHI JOIST SHI 101ST. SO. CAROLIHA SHI JOIST• FLORIDA SHI JOIST• NEVADA 3565 HW'f. 3Z NORTH 650 TAYLOR ST., CAYCE, SC 29033 C-I00-A LINCOLN OTT ROAD 2121 TRENTO LH P.O. 8012000, HOPE, AR 71802•2000 P.O. 1012401, CATCE, SC 29171 RT. 31 10182, STARKE, FL 32091 FALLON NV 19406 (501) 777•8777 • (800) 643-1577 (S03) 796-5910 • (100) 763-0026 (904) 964-4851 • (800) 706-6476 (702) 331-3556 • (800) 811-0135 FAX# (800) 237-7571 FAX# (100) 774-0131 FAX# (800) 613°0279 FAX# (800) 811-0213 GIRDER BILL OF MATERIALS HOLE DIM. FOR FINAL USE AUG 041999 , ;; QIY..:. ~ DWG, BY; JED MK·,.-1 ,. X y GA .. , . -L. : .. R GA. . /16. ' ovr~::::L\;__L L~NCFi L CHECKEDBY: JED ~ f I A N='·J·'' 1E:: I E~·JGTLJ Q I i ' f .,_,. ,_ L.. ' I L_, ;.~-----------------~--., ·1 .,,, ------. ,---------,.-~--,-----.! -----•• ------. --).-~r=---·---~-' ! ; ·. 1 1r,~ · 1 1 , -~ t3q ,---_ _J -f_ ::,1.-r~;;-,--', , \ I \, V \ .: \ , /-·-f---=-A' I ~:c l~lp. ;,f_.Q_J:.. ',..,_ '. .: \ I ; ~_';. \ / • l //" -"f ~-~ ; ;:n'.~ :~ ' ' .: l "' ... \ . I / ! I ,._ ..... i ' ; • • ; I -.... I :.-., ============ I ; ; !~;_::<:_!, t c;\s;:-!_EJ,;.Jrh 1 !,7·:x~_j ;...-.---,i-'------------'=---==-"=-'C--------------,_.,---,'- ti2'>:; 1 -~---i'~~i Sf!)· C-1. = 4" G1 I 3 1/2" 5" I 5" 11/2" 4" 13 i G2 I 5" 5" 5" 1 1/2" 3'-9 1/2" 4" 13. I ! i 4'-1 1/2" 4" I 13 i ! i l-~~-19.,n " I 1~({HI uu r , ·--1 1/2" 4"' 13 I I i ! ' I G4 i 5" 5" 5" I 1112" 1 112" I 4" 13 . I I i I I I y:2:~~ ' --:_-· ,_;..__ ~~~~ 7C'>:-; 8 L :•./fb7"~~~~ r't'P:£ ·'KU T"(PE "s" PLEASE SKIP A SPACE BETWEEN GIRDER _t,_h~/-· ,;;::::: ~g~~ ;i: ~;:; ~\ ;,_;~ \ I ;---~' / -1 ~= -,-=! -~_:W,_\...::/·~" ~ .: 1,'2" ~}/~-(,.)•.G:/~ y '. STD. ,.,,. = :, I l I I ! l I ,. I I j I ! i I ' ! -'CJ'.i:' jJ~-~A·_.,. ~ t,I.Jµ. CSEJS.r ~-m~ ll.1A_R~ TCXL' TCXR BASE SEAT DIM. BCXLI BCXRI I N JOIST TYP~ OAL LGTH TYP LGTH TYP ,LENGTH BDL BDR LGTH LGTH A NO. I LGTH I B REMARKS NOTE: TOTAL LOADS U180, LIVE LOADS L/240, CALC'S REQUIRED NOTE: 4" MIN TOP CHORDS REQUIRED . -----.--~-· -~ , .. ·---.-~ ... -~ ,.,__ ________ -r--·-·---·-·-· ·-·-------~ .. ----·------.. --,-·--. ~ ___________ __, NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT -·· -----------------.. --------·---------·- DEAD LOAD= 14 PSF, LIVE LOAD= 20PSF ----------------· G1 1 40G4N11.0K 38'-3" :0'-11/2" R 0'-1" R :38"-0112": 6" 611 1" 5" ; 9'-7112< 2 ' 10'-0" a~-7112": _ 39:3~ ~XIA~_~O~D_ -:--~~~-~---~-¥~.:.·.-~ ~~ -~:-:::(:...~~--&.lok"-ni'~~--~~-~-~~--------·---~-·--------____ -·--· G2 1 G3 G4 3 GXX=X GXX=X 40G7N13.0K 40G6N13.0K 40G5N13.0K GXX=X GXX=X DESIGN F/ CONC. LOAD OF +0. 7K AT 19"-6." FROM L.E.B.L. '·--. . ... . ... . . . . -. -·--' --. -..... -. ---.. -,.. . . . . . ... 43'-11" 0;-1" R 0'-1" R 43!-9" 39.3K AXIAL LOAD BOTH ENDS KNIFE Pl. BOTH ENDS-HOLD CLEAR 6" BOTH ENDS . . . - s·-o_·~ __ 3·~11 y2"_ A. _ -{cl~-_ 4'-5" ~~' V ...... ·--~ 3'-7" . ·-. . .. . . . "'I .. 6"· 6" 5" 5" 7'-11 1/2" 3 1 1 -.. ---· -.. - 43'-11" 0'-1" R 0'-1" R 43·_9.. 6" 6" 5" 5" 3·-11-112" 4 8'-0" 7'-111/2" 39.3K AXIAL LOAD BOTH ENDS , HOLD CLEAR 6" BOTH ENDS-KNIFE PL BOTH ENDS . . . --. . . . . ~ 39'-11" 0'-1" R 0'-1" R 39'-9" 6" 6" 5" . 5" 7~-11 /2" 3 8'-0" 39.3K AXIAL LOAD BOTH ENDS • HOLD CLEAR 6" BOTH ~-tr -P _BOTH ENDS - 1/2"ll."1-'o PAINT: GRAY OXIDE I JOB# 07-99-0075 I SHT 1 OF3 PO# 99495-01 FOR: !vi R Tlfyf BER I SHIPPED TO: CARLSBAD . CA I DA TE: 6-9-99 SMI # 07-99-0075 ·•' ,~ } , - t> ...... GIRDER BILL OF MATERIALS HOLE DIM, DWG: J.EU ... CKD:· J.EU MK X Y GA. L R GA. /16. MK X y GA. L R GA. /16. CJ') 0) w 0) en ,-::::> ""111:ft ....I Q <C z GS 5" I 5" 5" I 1 1/2" I 1 1/2" 4" 13 --------.--·-----t--~-----·------ G6 5" 3 1/2" 5" 1 1/2" 4" 13 ·----.. --------- G9 5" 5" 5" 11/2" 1 1/2" 4" 13 - ,. .. G10 5" 5" 11/2" 4" 13 --· i I I en u: G7 31/2" 5" => a:: <( 0 LL I i GB j i-5-" -I 5" I 11/2" j 4" 13 I ·-----· I -· ! I I ' I : i ! I I I I ! i ' I I ! ! i : : 1 I ! I I I I ~ t-Nl-l. 9aio.T ~ al\le l:::Pe""..E:> ~ MARK I QTY I JOIST TYPE TCXL TCXR BASE SEAT DIM. BCXL I BCXR I ~ OAL I LGTH TYPE LGTH TYP LENGTH BDL BDR LGTH LGT!"f A I NO. I LGTH I B REMARKS ) ( NOTE: TOTAL LOAD= U1B0, LIVE LOAD= U240, CALC'S REQUIRED . NOTE:4" MIN. TOP CHORDS --· . I NOTE:PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT NOTE: DEAD LOAD = 14PSF, LIVE LOAD= 20 PSF ------------;::-·; • ~--·1--·; -------, r --------: - ___ G~_J___1 __ 4!)G_5t-113.0!< J 40·-11" 1 0'-1" I R I o~:-1_'' J _R___l____i_0"-9"_ l_§." ~_J 5" J 5" ia·-11112··_1 3 ! ,8'-0" iT0111,2" ------------ 39.3K AXIAL LOAD BOTH ENDS , HOLD CLEAR 611 BOTH ENDS-KNIFE PL BOTH ENDS i I I :, I I j1 j. ! I , , I ! --~§~--=-· ·1 · ·-,.40GSN13JlK i 39'-3" ~--0-·--1·-· _!_R_.: o·~-1-1/2~-39'-o 112"; 6" i 6" ; 5" ; 1" 11·-11 _1,2·1 3 I 8'-0".; 7'-31/2"! --- 39.3K AXIAL LOAD --~~~-:-~. J:t.E'!_:-_~_~L,~-~-\::l"-:. ~-i::az. a.bk: 'l1'tzt.\ ~ • L.s-. I DESIGN F/ CONC. LOAD OF +2.0K AT 15'-10 1/2" FROM L.E.B.L. _ G7 1 40G6N13.0K 43'-10" 0'-11/2": R ; 0'-1" : R 43'-71/2" 611 • 611 1" : 81/2"~ 9'-71/2": 1 1 8'-8" : 1'-61/2"! --,. ··--·-· -·--··· ·-.. ·---·· --------________ :·-==--~-: __ ---· ------·--! --~ -~----~'..-.Q~----· -c ______ .L_ ______ ----------- 39.3K AXIAL LOAD BOTH ENDS TRANSFERS THRU SEAT AT BOTH ENDS DESIGN F/ CONC. LOAD OF +0.9K AT 9'-6" FROM L.E.B.L. . . , ..... , .... __ .. _., ..... , _____ ....... ·--·-·---····--------------... ----·- GB 1 40G7N1o.q~ 5~'-8 112° o·-.1" ..... ~---· o~~-1"_ _ R .. _51'-6 112" _ 611 ~ _ 6" .. 8 Y?"_ . 4" .. · ___ 3~:9~~ _2 __ --~-. -~-~-~9:'. .. J.':-1.J y~"I... . _____ _ . 39.3K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT LEFT END, HOLD CLEAR 611 AT RIGHT END ONLY-KNIFE PL. AT RIGHT END ONLY ··-·-----·-----------· ... ---····---. -----·------··---·-----------------------------------·----------------__, ____________________________ _ G9 40G5N9.0K 39'-11" .0'-1" R 0'-1" R 39'-9" 6" 6" 4" 4" 7'-111/2" 3 8'-0" 7'-11 1/2" 39.3K AXIAL LOAD BOTH ENDS , HOLD CLEAR 6" BOTH ENDS-KNIFE PL. BOTH ENDS . . G10 1 40G6N9.0K 45'-10 3/4" 0'-1" R 0'-1" R 45'-8 3/4" 6" 6" 4" 8 1/2" 7'-11 1/2" 4 8'-0" 5'-11 1/4" . ' 39.3K AXIAL LOAD BOTH ENDS, TRAf'.!SFERS THRU ?EAT_AT RIGHT END _ONLY, HO~D CL~~R_ ?" _Al-:_LEFT ~ND-KN_(FE PL AT LEF._T END ONLY GXX=X GXX=X PAINT: GRAY OXIDE JOB: CARLSBAD RESEARCH SHT2OF3 PO# 99495-01 en 0) 0) ,-- ~ 0 C!) :::::::> <t w (/) :::> ~ z ti: cc fr GIRDER BILL OF MATERIALS MK X I y GA. L G11 5" ' 5" I 11/2" ! -------------I I G12 ! 4 3/4" 5" I G13 ! 5" 5" l ------->-----I I ! I I ; ! I 14=· N\\1-l, se..-r ~ .. ~,~ HOLE DJM. DWG: JED. CKD: JED. R GA. l /16. MK X y GA. L R GA. /16. I 4 I 13 ·1 .. I i r-·--.. I ! I ' I I I 1 1/2" 4 ! 13 I ! ·--'-------- I ! I I ! i I i i ! I i ' I ! i I I I j I i I TCXL TCXR BASE SEAT DIM. BCXL I BCXR I ~ MARK , QTY I JOIST TYPE I OAL I LGTH TYPE LGTH TYP . LENGTH BOL BDR LGTH LGTH A I NO. 1 ·· LGTH I s ~EMARKS NOTE: TOTAL LOAD= U180, LIVE LOAD= U240, CALC'S REQUIRED . NOTE: 4" MIN. TOP CHORDS NOTE: PROVIDE FOR500# P_OINT LOAD AT _!\NY Q_NE ~1_NE'=P0Ir-.l_T NOTE: DEAD LOAD = 14PSF , LIVE LOAD= 20 PSF ____ ._;!____ 1-! ! f I ! --, : i . I I I ~-' _ _§_~~ . 1 ! 40G5N11.0K j 40·-11" o·-1" i R I i i 40·-10" I 6~~~j · 6" !s·-11112"1 3 I a~~~ !1~11-12;;-I 39.3KAXIAL LOAD AT BOTH ENDS. KNIFE PL. BOTH ENDS-HOLD CLEAR 6" AT LEFT END & 5" AT RIGHT END -· \-·-----' G12 , I • 1 I I 1 ' I j " ! 1 '. 40GsN11.oK 13a·-111,2· i··· 1 1" · R ·:ia,~10\,2:·: ··6;. : 6".: 6" ·\ 1,2;·!:,;_;·11i2:.] -·-3 ·-, -a·:o;;· 1 -1-;~o·;··-i---· ----L . I . . .. . . .. _ ...... --. . . ......... ----·-·---·· ··-·-··-_ .. _____________________ 1 ___ , ______ _ 39.3K AXIAL LOAD AT BOTH ENDS, TRANSFER THRU SEAT AT RIGHT END, KNIFE PL. AT LEFT END -HOLD CLEAR 5" AT LEFT END -····-··---·----·----------------------------------------'--------------! DESIGN F/ CONC. LOAD OF +1.3KAT 15'-111/2"'FROM L.E.B.L. ---,------·----------~----r---------------1 G-13 1 40G3N11.0K: 17'-43/4" 1" · R i 1" R : 17'-23/4", 6" 6" 81/2"; 4" j 1'-51/4"; 1 ! 8'-0" :7'-111/2"! ------.. ----------·------·-·-------.----__________ ., _____________ "--------·· ·----~ ··-------_____________ _._____ -. -·-------·---------~- 39.3K_AXIAL LOAqS AT BOT~ E~£.?S,_1:R~_N~FE~S_T~.Rl} __ S_E_AT_~§-~_"!" ~~D, HOLD C~~!:'.~ 6~'~J~_H:f. -~~(? _ _?~LX~ ~N!~.~_P_':,_._A1:-_(3!~~-!..EN~ ... __ .. ___ _ . -"' -_,, "'"~ ... -···· -··. ·---...!..·-·--.. ~---·--·-· , .... -_ _.__, --------·· GXX=X GXX=X PAINT: GRAY OXIDE JOB: CARLSBAD RESEARCH SHT3 OF3 PO# 99495-01 ,,, .. "111111 ) I S~l~Rl§T ., ~ SHI JOIST 3565 HWY. 32 NORTH P.O. BOX 2000, HOPE, AR 71802-2000 (501) 777-8777 • (800) 643-1577 FAX# (BOO) 237-7571 SHI JOIST • 50. CAROLINA 850 TAYLOR ST., CAYCE, SC 29033 P.O. BOX 2808, CAYCE, SC 29171 (803) 796-5910 • (800) 763-0026 FAX# (800) 774-0131 0 0 z z ::, ::, I • .... ~ "' .. ~1 J, I g ~ ~ ~ ~--~-i_~J. _ fj. L. ~ SSJ & LSJ BILL of MATERIALS TCXL ~, TAGGED END NET UPLIFT= .J.QL PLF. c--L--~---------------------~ BASE LENGTH BCXL OVERALL LENGTH i re x: J..J.?. t. I --- ~31/4"SSJ ~'\ TC2<R BCXR SMI JOIST• FLORIDA SHI JOIST· NEVADA C-100-ALINCOLNaTTROAD . 2121 TRENTOLH RT. 3, BO.UZ, STARKE, FL 32091 FALLON NV 89406 · · (904) 964-4351 • (800) 706-6476 (702) 331-3556 • (800) 811-0135 FAJ # (800) 613-0279 · · • FAI # (800) 811-0213 . AUG.041999 . . . FOR FINAL USE · \ ;.: . ,: ; · PAINT: GRAY OXIDE ... g FOR: M R TIMBER ::, ·.,, PO# 99495-01 JOB# 07-99-0075 ~,~ JOB: CARLSBAD RESEARCH (LOT#47} SHIPPED TO: CARLSBAD , CA QUANTITIES: . SHEET: J1 O.F 6 DATE: JUNE 8-99 --.:--:: :-_:~~.":"~~~ l b.. '~- ··r -~\~Lf _ ··1 •:. T ~ ~ SSJ=11'x2 I I 4"LSJ L 13 1 H BOTTOM CHORD LEGEND: SSJ: 38 LSJ: 78 JS: 4 HDR: DWG.BY: JED .. . ,. __:j-..~ ..:1__ TYPE"S" PLEASE SKIP A SPACE BETWEEN JOIST MARKS. ,. SJ=1Sx12 PUNCHED SEAT DETAIL STD = NO EXTENSION TYPE-1 = ONE ANGLE EXTENDED TYPE-2 = BOTH ANGLES EXTENDED mw. t1-A,.-r. ~ ..... .. \~ -m.~ TCXL TCXR BASE SEAT DIM. CHECKED B¥': JED BCXL BCXR PUNCHED SEATS : MARK QTY JOIST TYPE OAL LGTH jTYPE LGTH jTYPE LENGTH BDL I BDR LGTH jTYPE LGTH_ ITYPE HLE I .i:-IRE I GA. REMARKS NOTE: 5" MIN TOP CHORD REQUIRED, 3X NAILERS USED, SEE N1 TYP UNO --· ---.. ·---------I . SEE ESFR BACK SHEET NOTE: TOTAL LOAD= U180, LIVE LOAD= ui40 NOTE: DEAD LOAD 14 PSF , LIVE LOAD 20 PSF --·----·-----·-. NOTE: PROVID!;: FOR 500# POINT LOAD AT ANY ONE PANEL POINT 4 BRDG. ROWS TYP. UNO I I I J1 15 32LH08 62'-6 i/4" 62'-6 1/4" . 3" 3" · , : 1 I ----------·---------. ---... ---· -... ·-·-· ---· ·-------------· --· ------·---------------------·----------. ··------------·-·-----------, .. . ---. __ . _______ __________ _______ _ _____ ____ ____ 8.6K AXIAL_LOAD, TRANSFERS THRU SEAT AT BOTH_ENDS _____ ·-----------· --- J3 2 32LH08 ,62'-6 3/8" 62' -6 3/8" 3" 3" . 1 3/4" 2" 4'' ---.... ·-· ·-.... --·-.. --... --·-.. -. . .. -·--·-·---------------·--· -----------·---. ------------------·-·------------------· -. 4~.0KAXIAL LOAD --r,e ?.e L.E.-'4oi-'t>~ ~~ 0~ b" ---rizAµ~ 8.lo~ ~ _sssre_ ~.E:_ ·------·····--·----.. SEE N2 FOR NAILER PATTERN . . . . . . .. . . -., -· -.. - SEE SLOPE SEAT WORK SHEET J4 1 32LH08 62'-6 5/8" 62'-6 5/8" 3" 3" 1 3/4" 2" 4" 8.6K AXIAL LOAD, TRANSFERS THRL,! SEAT AT BOTH ENDS SEE SLOPE SEAT WORK SHEET . .. -- ' ... - _, "11111111 ~~L~R~!! SSJ & LSJ BILL OF MATERIAL AUG 041999 FOR FINAL USE ~I . l~ Ml'-1--aas:t ~T:~·: DWG: JEQ : .... /';--;.~~~~,~ .. ::.' . ~ \" .. /CKD: :_._-.JEQ I I TCXL I TCXR I BASE I SEAT DIM. I BCXL I BCXR I PUNCHED SEATS MARKI QTY I JOIST TYPE I oAL 1 LGTH -i,:vpel ~LGTH 1rvp~-LENGTH I BDL 1 . eoR r LGTH .1TYPE1 LG_-r_H Jn:PE, HLE I HRE , GA. REMARKS. NOTE: TOTAL LOAD= U180, LIVE LOAD= U240 SEE ESFR BACKSHEET SEE N1 TYP UNO 3X NAILERS USED 4 BRDG. ROWS TYP. UNO DEAD LOAD= 14 PSF, LIVE LOAD= 20 PSF NOTE: 5" MIN. TOP CHORD REQUIRED NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT -~~-;.-~L-32LH08 62'-6 7/8" j i l i j 62'-6 7/8" \ 3" i 3" ! I J __ ~----1 SEE SLOPE SEAT WORK SHEET . . . . .. . . -·-----. 8~6K-AXiALLOAD~ TRANSFERS THRlTSEATAT-BO_T_H_E_N-DS -------· ------- . J_6 : . 9 _ __! ·-·-32LH08 ··-· , 62'-6 5/8" \ / ! I i 62'-6 5/8" I 3" ! 3" I· ! J I SEE SLOPE SEAT WORK SHEET I I I -·-·------------------------------8. 6 K AXIAL LOAD, TRANSFERS THRU SEAT AT 80TH ENDS 'Ji i ··1-r . -32LHoa'" ····:-· -62'-6' .. --, ·-------· r I -I ! 62'-6" T-3-" -,!c-3-" -,,--~, ~,----,,-,-, ---,_ 1---., --.-, ----11 44.0K AXIAL LOAD -"T'l'E::""le. 0 /..:E. • Hou:>~ 'Uoob 0~ <.:.''-~ 8.la)C -rw,z.u '$Eb.Te ~.E. SEE N2 FOR NAILER PATTERN J8 : 1 ! 32LH08 1 62'-61/4" ! · I 1 · .. · -1. j 62'-61/4"_! ?i' ! . 3" ! I I. r l 131-4"1-2"l 4" 8.6K AXIAL LOAD, TRANSFERS THRU SEAT AT RIGHT END I ! ; I i I l I ! I I I I I -' ----+-----f J9 1 32LH08 62'-6" 62'-611 --~3'' . 3" '. l j 1!~-;--7 l ----·-----------------~-----~-------------~ ,, I "44.0KAXIALLOAD,-~"'R?-e L.E.-/,loQ:> 1:',6d:::, ~oo"'l::> o~b··-~ 9.Cok:1ulZU SEJ::j"'c8}2':E. s.EEN2FORNAILERPATTERN --~ ~--~~=3~~=32LH08 . ' 62'-6" ·---.-I : '"T" i 62'~6'~ . -~:-3;;·-"t··--:r'~+-------·t--·~-" ! I 1 3/4"1 2" !----4"-l ··-...... 44.9~ t,,..-!J>J-1.-as,;,-:--rr.i'"~._<a '-·f:..·U_OL~~-.LJr:ibo~tp··-~ S.b~ --r:-~ ~~ -,z.e;. SEE N2 FOR NAILER PATTERN. -----------·--· ·--·-·---··-··-·-·-·--·--------------__ ·---_______ :.__ : _________________ : ______ i ______ i i ______ i_·--i---,--! _____ l ___ · ___ l ----1 J11 1 32LH08 62'-6. 5/8" . 62'-6 5/8" 3" · 3" __ ____ , 1 3/4"· 2" ! 4" 1 .. 44:01<· A'xi'Ai_"i.oAb--~ ,e. ce '-.e:. -l-loCb -g~-~¢1,;-·;;.-;_:;;-, _~ e.1o~ _ "Tif2u ~e -e-.ei: ----------. · · ·· · ..... · -·-· -----· ------· --------------·-· ·· -· -sEE.sLoPE sEATwoRi<-si=iE·E,------· SEE N2 FOR NAILER PATTERN . J12 2 .. 81<( ·-··--··11i-?1i4;,--·-........ ···--------···----·1f_7-174,-·---3 .. ----3;,· -··-----···---·-----·-· -----------.. --------··-··-------,---·---·----- · J13 21 32LH06 J13A 3 32LH07 J13B 1 32LH06 JOB# 07 -99-0075 ' l 8.6K AXiAL LOAD~-TRANSFERS-THRLi'SEATAT BOTH ENDS-. -··-. o·NE-BR'i:)cf"RoW""' -, ... ·-----... ··-······ -,. -----·-·-·- 56'-2 1/2" --56'-2.1/2" . 3'' . 3" . . . ..... 56'-2 1/2" 56'-2 1/2" 8.6K.AXIAL LOAD' TRANSFERS°fHRLi'SEAT AT BOTf:·i" ENDS·--·---' ... . -.. ' --' .. ..... -.. --·,.. -·-··-. -•-• -w -...... , ---·-,_ -•· -........ , .. -·-••-•·-• ,--.•-.-•-·-·,. ... ~ .......... ,, .. ,~~I· 56'-2 1/2" 3" 3" 8:6K AXIAL LOAD. TRANSFERS THRU SEATS AT BOTH. ENDS . " .. --. ---. . . -..... . ----. -~--., --. . . • ~~1~ ~ ~ 1 3/4" 4" JOB: CARLSBAD RESEARCH I PAINT: GRAY OXIDE ISHT. 2 OF 6 ..,, --· ------- ~ ~wa1,zs! ~I . SSJ & LSJ BILL OF MATERIAL AUS 041999 FOR FINAL USE: NET UPLIFT = XX PLF \~· 1-N'-'. ~ ~ 1\\,~e,gs, . DWG: JEQ • ,_ ~.F, :;.. '; ,: , . ',, ., ·~' . . . CKD: .·_ JEQ T -I-~-~-, --I TCXL I TCXR I BASE I SEAT DIM. I BCXL I BCXR I PUNCHED SEATS MARtq QTY I JOIST TYPE -1 OAL I L~TH jTYPEj LGTH jTYP~ LENGTH -7 BDL I BDR 1-LGTH.,, jTYPEj LGTH jTYPEI HLE I HRif GA. J ·. REMARKS NOTE: TOTAL LOAD= U180, LIVE LOAD= U240 SEE ESFR BACKSHEET SEE N1 TYP UNO, 3X NAILERS USED . 4 BROG. ROWS TYP. UNO DEAD LOAD= 14 PSF , LIVE LOAD= 20 PSF NOTE: 5" MIN TOP CHORD REQUIRED NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT I ! I j i ! I I I --i_ -L -L -! ! -! -_J I ~ ·_:-_1-__ ~--!·----~:-.'=-~~ .. _J ___ 56'-2" I I _ ! i 56'-2" I 3" i 3" I I I I I I I --~----, 44.0K AXIAL LOAD AT BOTH ENDS , TIE PLATE AT BOTH ENDS , HOLD WOOD BACK 6" AT BOTH ENDS S!=E N2 FOR NAILER PATTERN. ____ J_ ~~,----, t --f 7 i I I -----T- J15 I 1 i 32LH06 i 56'-2 3/4" \ I j I I --56'-2 3/£_j_3"_ L3:_ L_.' _ j j I I 8.6K AXIAL LOAD , TRANSFERS THRU SEAT AT BOTH ENDS l _ __ · I ___ I--, I I _ I_-_ -l -7 --7---, ---, l I I J16 ' 1 32LHo6 ! 29'-6" , 5" l 13J_-~-r i -29'-1" 1 3" 1 3" 1 1 -_J _ _J T T 75.5K AXIAL L:OAD AT BOTH ENDS SEE N2 FOR NAILER PATTERN ---TIE PLATE AT RIGHT END, HOLD WOOD BACK 6" AT RIGHT !;ND ----·--------------------TIE.PLATE AT LEFT END, HOLD WOOD BACK 9" AT L-E-FT_E_N_D-----------~-----, ----1 1 ! i I r 1 1 : 1 , i 1 1 ! 1 ---'-----, J17 1 . ,. 32LH06 , 56'-2 1/2" . . , i 56'-2 1/2" 1 3" . 3" : 1 : --,·-------•--------1-------'---~---L , ·-------~-----------~-~ I L._ ____ _ 44.0K AXIAL LOAD AT BOTH ENDS, TIE PLATE AT BOTH ENDS, HOLD WOOD BACK 6" AT BOTH ENDS, SEE N2 FOR NAILER PATTERN J·1a .. --3-~---32LH06--. ~ ~6:~21~~:-·:-----·--: ~---. . ;--·: ·-5~:~~-1;~~:-·:. ~.. : ~.:-r-· ---T . r-··----·-r-1~--~~.1~~,::-i--:.: I ---- • -------, It j. 1 J I --· _, __ 44.0K AXIAL LOAD AT BOTH ENDS, HOLD WOOD BACK 6" AT BOTH ENDS·~ SEE N2 FOR NAILER PATTERN. TIE PLATE AT BOTH-ENDS -·-.. --·-------··-------·-·-... ----·---, -----·----------------------... ·:--... -----------------·-----·-·--------:-------: ---~ ----·;--,---r-----: •.• -•• ---•• ·-------•• -·--·-·----••• _, __. ··--·---·---. ·-------------........ -• -· ·--• ----·--•-----· --·-·-·-_, ·---··---·· _____ ,,_,,_' ·-I --------· 32LH06 56'-2 1/2" 56'-2 1/2" 3" 3" · . ' 11 3/4". 4" '. J19 1 ----· -------. ·---· ------------------·----., --------------··--· ----·· ----------------------·-------------·-·-----------· ' 44.0K AXIAL LOAD AT BOTH ENDS, TIE PLATE AT BOTH ENDS, HOLD WOOD BACK 6" AT BOTH ENDS, SEE N2 FOR NAILER J20 2 32LH06 56'-2 3/4" "' · 56'-2 3/4" · 3" 3" ·: ' : ' ,--.. . . . . . . .......... ---. ·a.Bi< Ax'iAC LOAD :·YRANSFERS °tHRL(SEATS-AT-BOTH_E,Nffs-------'----· --···-_____ : _____ .:._ ----... -·-·· --------- J20A 1 32LH06 -45'-1 1/2" 5" R 44'-8 1/2" ,· 3" 3" , ---------· ·-------. --------- --····· ··Ys.sK AXIAL LOAD Ai"so=r1.:1Er,-ios -,-TIEPLATE ATBcrrHENbs·:HoT.b wooo BACK6" AT°R:E~& 9';-AtT:E:-----·-.. -....... -------· -. . . SEE N2 FOR NAILER PATTERN. -~fi3RffG. ROWS . . --· . . .. ... -.. ---.. - J21 .24K7 34;-2 11i· . -· 2" R ----------34'-o 1i2"· -3" . 3,i ·· .............. · ... --· · · · ·· -----... · · ... ---· -· · · · ·--- Aho Lo AB'; 0. 7K ' 8.6K. AXIAL LOA6T-RANSFERS THRU s·EAT A-f"BOTH ENo'S~ f BROG. ROWS --. -. -----.. ---·---' ... J22 24K7 34'-21/2" 2" R. . .34'-0 1/2" 3'' 3" . . . +• ----• • •• ---• • •• ----·-· •••••• 44.0K AXIAL LOAD -"Tili=lZ. e ,z.e .. 1iOL.""i::> ~ \L./Co°l::> ~(o·· e ~;e:. -~~ e.<.:.lc::. 11£'-I SE3sr e, L-.e:. -see: S&rr. NZ r=srz NA•l.:EIZ. ~~ JOB# 07-99-0075 I JOB: CARLSBAD RESEARCH l PAINT: GRAY OXIDE ---jSHT. 3 OF 6 .. - S~L~Rl~! ~, SSJ & LSJ BILL OF MATERIAL AUG 041999 .. FOR .FINAL USE DWG: J.EQ J.EQ '~ t-N\..l_. -~r ~ ~,cl:::'14eS6 CKD; I I I I TCXL I TCXR I BASE I SEAT DIM. I BCXL I BCXR I PUNCHED SEATS I MARtq QTY 1 --JOIST TYPE r -OAL I LGTH 1TYPE1 LGTH 1TYP~ • LENGTH I BDL I BDR I LGTH .. 1-ry'PE1 . LGTH . 1TYPE1 HLE 1 . HRE I GA. 1 REMARKS NOTE: TOTAL LOAD= U180, LIVE LOAD= U240 SEE N1 TYP UNO, 3X NAILERS USED, SEE ESFR BACK SHEET TYP. UNO ---·-DEAD LOAD= 14 PSF , LIVE LOAD= 20 PSF NOTE: 5" MIN TOP CHORD REQUIRED NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT -----· I -----i ----L i i I I I i J2_3_: ~ :. -. ~4K! .... -·_)--~~:~~5i~~--! .. __ .. 2~· .... 1B.L ____ _J_._J __ ~~'.=-~-~~-=--L-~'_'_J_ ___ ~:.J.. I I I I ' i ! _J SEE SLOPED SEAT WORK SHEET, 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT BOTH ENDS, 3 BROG. ROWS : 1 _i I r 1 -1 1 1 i 1 11 11 I I l J21A, 1 1 24K7 1 34'-2 112" , 2" 1 R 1 1 1 34'-o 1,2.. 1 3" 1 3" 14 3/4" 4" r 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT BOTH ENDS, 3 BROG. ROWS I ! i ___ J I I ,---, -i -LJ-_~T __ l I I 1 J24: 1 I 24K7 I 34·~2 7/8" i 2" / R i _j __ j 34'-~J/~ 3" ~II i I_I_ j _l _ j I I l 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT BOTH ENDS, 3 BROG. ROWS SEE SLOPED SEAT WORK SHEET --·--· ····1·-.-·--· -··--·-, ---·-·-·---;----·--r-·--,··-----I I ·--r I ···r -----·-i-f 1 1 ! , I -- J25 1 24'K7--25'-7 1/2" ' 3 1/2" i R 1 , -,-25'-4" 311-: 3" ' --! ! ----7-j ----~ ··7 ! ----~ I I i l I l I I I I I ,. 54.4K AXIAL LOAD AT BOTH ENDS, TIE PLATE AT BOTH ENDS, HOLD WOOD CLEAR 9" AT LEFT END, 4" AT RIGHT END . -·. .. -. 2 BROG. ROWS, SEE N2 FOR NAILER PATTERN . - J26 · ! NOT USED ; i l ; 1 ! 1 j f -·~~-~--------1--'-: -·2:~----·: 39'-9" 1" R '. i : 39~-8" 3" : 3" I l l l l i -44.0KAXIALLOAD--=-"Tf'e:=re. et?~. -1-toC:>~~ o:..eo"a-~.:e:~-=-~ 0,ld:::11lt2)...\ SE:p:rce L.'E:. -SEE N2 FOR NAILER PATTERN 3 BROG. ROWS -.... -----·-· ---·-------------------------··--------· ----·-------·--·· ----------, J28 4 24K7 39'-9" 1" : R 39'-8" 3" 3" : ; , , _ _ •• _ . _ -· .. --·--_ .. --··· • ..:. .... _ ~-. ··-, • _ •.• -· __ ... ·-----------------;-------·---···-_...!_ __ ·-t __ ----------1----------· -----·------. 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT BOTH ENDS, 3 BROG. ROWS J29 1 24K7 39'-9 1/4" · 1" ..., R . 39'-8 1/4" 3" 3" i :-l : -,-- SEE sLoPE sEAT woRk sl-iEET: a:61< AXIAL LoAo AT·soTH Eriios. TRANsFERs rHRu sEArs·A-r scifi=f ENos:·i'i:3RoG~ ·Rows --· ·-. -. --··---·· -. ,_ ----·. ----------------· --·----. --· ----··-· ----· ---· .. ---· -·· ----------.. .. ----· . -----. ----------------------.. --....-----------------------------------···- J30 1 22K4 29'-113/4" 10" R 29'-13/4" 3" 3" . '1•.0,,2 .. 13/4;;:---·4;,·---···-·········· 44 .OK AXIAL LOAD .:-rf E "l=e. @ 12'.E. -l,\oCb ~ '-LI0:."'1:> ~ Le..'!-~ 9 Jolc:: .1'ife\A ~ e· t....E'. . . SEE SLOPE SEAT WORK SHEET, SEE N2 FOR NAILER PATTERN, 2 BROG. ROWS ..... - NOTE: SLOT GAGE AT LEFT END TO BE 3 1/4", SLOTS GAGE AT RIGHT EN·o TO ·sE 4" J31 8 22K4 29'-7 5/8" 3" R ifo.-_4 sis" 3" 3" --... ... .. · ·· ·· ··· · . . . . . ,. .. -. . . . ---SEE SLOPE SEAT WORK SHEET 1:i.'f3f<:°AXIAL.LOAD. AT a·oTH iiNDS ,TRANSFERS THRl.i'SEATS AT BOTH-·E"t,ibs: :fsRoi:f. ROWS ·-----·····-· ... -·--···------· .. - JOB# 07-99-0075 I JOB: CARLSBAD RESEARCH I PAINT: GRAY PAINT jSHT. 4 OF 6 ~~l~£},~x! ~, . SSJ & LSJ BILL OF MATERIAL FOR FINAL USE ~ t-N\-\ ·"':SBS.r·· ~ "T\\~ .--_ AU.G 0. 41999 _ DWG:_ J.E.U · ·, ·--·.-.. , .. :_._ · · · --· : -_··_ci<o~'.;.:<~-ilEi{ · ·.,·:··' I I TCXL I TCXR ,--BASE I SEAT DIM. I BCXL I BCXR I PUNCHED_ SEATS· I MARKI QTY I JOIST TYPE OAL LGTH ITYPEI LGTH ITYP~ LENGTH I _BDL I BDR I . LGTH ITYPEI. LGTH ITYPEI HLE I HRE I GA. I REMARKS NOTE: TOTAL LOAD = U180 ; LIVE LOAD = U2:40 SEE ESFR BACKSHEET SEE N1 TYP UNO , 3X NAILERS USED DEAD LOAD= 14 PSF , LIVE LOAD= 20 PSF NOTE: 5" MIN TOP CHORD REQUIRED -------NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT ----··---------- -~~-?-. __ !___ 22K4 ! 2~-::! 5!~_'.' ! 3" I R I i __ ! 29'-4 5/8" I 3" ! 3" I . : i I I 4 3/4"i 1 3/4"1 4" I I SEE SLOPE SEAT WORK SHEET SEE N2 FOR NAILER PATTERN 2 BROG. ROWS ---44.0K AXIAL LOAD --ri"e:12-6 -,:2".E:' .• \-loet:>~~ "-IQ;it:) o~ 6"-ce ~.E. -~~ • S..~ 11-l1Z1.1 SE).re t-.e. -----------! NOTE: SLOT GAGE AT LEFT END TO BE 31/4" AND 4" AT RIGHT END J33. 1 .!. · .. ·_2?~~--~~ I29i:11 3;,vr · fO'i --rRT __ .. -~--=--1~:-.t~~-~-9'~i~si411_~_[:~~:~r __ ~ .. ::~:c_=·~-----1--·---r----~-~:~~T-Tf3T4•i11 3/4"1 3 fi·vr~:~~:=~~=~=~~-~ 44.0K AXIAL LOAD·-'Tie "'lB, <a lZ'~--1-fot.l:>~ ..... ~ o!. b" -e ~-• -r"tzA~S~ ca.blc:: -r-~ "SEJ$:re L...S. SEE SLOPE SEAT WORK SHEET, SEE N2 FOR NAILER PATTERN, 2 BRDG. ROWS .. NOTE: SLOT GAGE AT LEFT END TO BE 31/4"AND 4" AT RIGHT END ··----. I : ! I i I : I ! I I J34 .. _ ~--~ ----_ 18K.?_ ___ l_ ___ 34'-9" 1" _j R I I 34'-8" j 3" I --~~~ _ _j __ [ I 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEATS AT BOTH ENDS, 2 BROG. ROWS -~~5-···s··--·-100-----~-34':g.~---: __ -1,, ; R: --~----: 34'-8" ; 3" '. :f--~------1 ; 1 1 1 ! ! I 8.6KAXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEATS AT BOTH ENDS, 2 BROG. ROWS _¥____ i i I i ; f I ! ' ! I "J36 1 18K7 34'-9" : 1" ! R : 34'8" j 3" 1 3" : 1 1 ; 2 I 1 3/4 1 4" i ... -----·-· SEE N2 FOR NAILER PATTERN , NOTE: SLOT GA. AT LEFT END TO BE 3 1/4" & 4" AT RIGHT END~2BRDG. ROWS 44:oK A5<"1AL LOAD-,:_---~ -re. <B l?.e, -Uow:> ~ "-'ebb c~1o·e 2:e. ~ °'TH2~--~~-z.-ii:·------···------.. ----·--·-· -·----·---··· - J37 ·-r-·-· ---14K3 -20·i~f3i4i,-·-3112~-, R-;-· --------------20·-6 114" , 3" jii·-------·---:-: , 1 1 · ------- • ----I : ' SEE SLOPE SEAT WORK SHEET, TIE PLATE AT RIGHT END, HOLD WOOD CLEAR 4" AT RIGHT END-~------. 54,4K AX.IAL LOAD AT-BOTH ENDS' TIE PLATE AT LEFT END 'HOLD WOOD CLE.A."f:f'g;i ATT.EFT ... END ···--....... -.. ---.... 'i:iEEN2.FORNAILERPATTERN ______ ADDLOAD=0.5K -··-·2-BRDCf-Ro-,iis·· ------------------------. ---------· ' -• • • ---• >• -· • 0 • • • • • •• -• •H•-· -· -0 ---• • -0 • 4 • • • ... •• 0 -•> o, J38 2 14K3 24'-2 1/2" 2" R 24'-0 1/2" 3" 3" 8.6K AXIAL LOAD AT BOTH ENDS, TRANSFERS THRU SEAT AT BOTH ENDS, ADDLOAD=0.8K, 2 BROG. ROWS J34A 1 18K7---34'-91/4". 1·,,·· ·R-..... -·34'-8.1i4" . 3" 3" ..... --.. -· ---. -----· .. . -· SEE SLOPE SEAT WORK SHEET 2 BROG. ROWS s.ciK AXIAL LoA·D AT BOTH Er~iDs ,'TRANSFERS THRU SEAT.AT BOTH ENDS J35A 1 18K7 34'-9 114" 1" R . 34'81/4" ·3.. 3" . . SEE SLOPE ·sEAT WORK sH.EET • 8.6K AXIAC L:oAb AT BOTH EN'os , ADD 'i.:.ciAiS-= fi1( 2 °BRDG. Rows JOB# 07-99-0075 I JOB: C/\_RLSBAD RESEARCH . I ----PAINT:_ GRAY OXIDE ISHT. 5 OF 6 SSJ & LSJ s·ILL OF MATERIAL AUG 041999 'FOR FINAL USE · ~l~z5?zlf6! ~ I ~ h\.\1-1. 9EJ<l ~ 11'\(kU:95, DWG: ci<b_:·· J.E.Q J.E.Q TCXL I TCXR I BASE I SEAT DIM. I BCXL I BCXR I PUNCHED SEATS 1 MARKI QTY JOIST TYPE OAL I LGTH jrvPel LGTH jrvPij LENGTH -I BDL I BDR I .LGTH. lrvPel . LGTH .. ITYPEj HLE I HRE I GA. NOTE: TOTAL LOAD= U180, LIVE LOAD= U240 SEE N1 TYP UNO 3X NAILERS USED 4 BROG. ROWS TYP UNO SEE ESFR BACKSHEET DEAD LOAD= 14 PSF, LIVE LOAD= 20 PSF NOTE: 5" MIN TOP CHORD REQUIRED NOTE: PROVIDE FOR 500# POINT LOAD AT ANY ONE PANEL POINT - REMARKS J1A ' 1 _; _ -·· 32LH08 _ _ I 62'-6 1/4" __ ! --------_L T------J ___ J 62,::6114'' 1_ __ 3" ... i __ 3" l ________ I_ __ J ___ -----_ !__J ____ -____ J ______ ]__ _____ _J ___ ---------------- 8.6K AXIAL LOAD , TRANSFERS THRU SEAT AT BOTH ENDS , ADD LOAD = 1.2K r J1 B 1 : I I T ----~I I ! I l _ J ~l I l 1 T 32LH08 62'-6 1,4 .. 1 , 1 --r--=1 62'-6 114"_ 1 3" , 3" 1 , 1 T 8.6K AXIAL LOAD , TRANSFERS THRU SEAT AT BOTH ENDS , ADD LOAD = 2.0K -----i I _ I I L___ I_ I __ =-_]__ . I __ ::J I __ I I I I l I s6'-2 112·· I-I I I I 56'-2 112" I 3" I 3" -1 . -, I I I .J13C; 1 32LH07 8.6K AXIAL LOAD , TRANSFERS THRU SEAT AT BOTH ENDS , ADD LOAD = +1.1 K --__ : ____ ~-:------. ---r··---------T-1 _ , ; -----r-··· 1 --~-..-----~--r------ J130· 1 : 32LHO6 I 56'-2 1/2" j 7---I j 56'-2 1/2" j 3" I 3" I j ---~ 8.6K AXIAL LOAD, _JRANSFERS TriRU ~EAT AT BOT_I--I_ ENDS , ADD LOAD = +1.8K J1c --2 .. -32L.Haa· -~2·:tf1i4·;:~-.. L -!--: -· -.:~r. -!---62.:s~,~.---l--·s .... -!--;" L ____________ J _____________ 11--·+ , ----!------!------ -. I I I • ' • ' I I . I I I I 8.6K AXIAL LOAD, TRANSFERS THRUSEAT AT BOTH ENDS ______________________ D_E_S-IG-N FOR CONC. LOAD OF 0.75K AT 38'-3 3/4" FROM LEFT END B.L. r .. --·-·1 ------------------r-··---, ---·---------·,,---7-· --··-:--. --····1------··1 I ' j I • ---------... ----------------------------0-----------________ .... ·_ ·: __ .------·-·-·---.------:---·-·:·-·-··--.---_--·,_--r··----.---:--·. ·--.. ·r---__ -·--t--··----_----------.. ' I .. ·1 -• l ·----. ----··-,· . -----.. -r --r -------r-·· .• , ... -----. 1--........... --. I ' ----------·····----------·----------------·-------------···-------------·--------------·-·-----··-----------··-------.-1··---------· ' ------· ------' --------·----\ i ! ---·· ---------· --------------·. -----·--------...---· -----------~ --------· ----·-·-----·-----· -----------:----··-·· ---------------- ... ------... '"·-........ _ -····--__ ,.,. ____ --. - JOB# 07-99-0075 JOB: CARLSBAD RESEARCH PAINT: GRAY OXIDE ISHT. . 6 OF 6 ·, I ·s11Jj<DIST ;~ __ ,,_?~-??fVS?ti't SHI JOIST SHI JOIST • SO. CAROLINA SMI JOIST --FLORI" · S14I JOIST· HEVAOA 3565 HWY. 32 NORTH 850 TAYLOR ST., CAYCE, SC 29033 C•tOO-ALIHCOLI ROAD 2121 TREHTOLH P.O. BOX 2000, HOPE, AR 71802-2000 P.O. llOX'2808, CAYCE, SC 29171 (501) 777-8777 • (800) 643-1577 (803) 796-5910 • (800) 763,0026 RT. 3, BOX 82, s1,.~KE, FL 32~1 FALLON IIV 89406 (904) 964•485I • (800) 706-6476 (702) 331-3556 • (800) St t-0135 FAX# (800) 613-0279 FAX# (800) St 1-0213 FAX# (800) 237-7571 FAX# (800) 774-D13I ~; 'f , ~ .. , :., BRIDGING WORKSHEET FOR FINAL USE AUG 041999 : -. ~?;:::~.. . _J{ __ . JOB# ' .. JOB NAME LOCATION P~NT DWG.BY CKD.BY SHEET 07-99-0075 · CARLSBAD GRAY OXIDE JED JED 01 OF1 TYPE X-WELDED (SSJ OR LSJ) X-BOLTED (LSJ STD.) X-BOLTED (SS,J STD.) > >·. -~~ DETAIL-, TAB D I I · ~ 11· ., E DETAIL 1 ~6-HOLES.& SLOT@ DETAIL 2B 16 HOLES & SLOT @ DETAIL 2A T DIM "A" i6° HOLES & SLOT O DETAIL 2 ,n= A _ _ _ Jf\ Ji\ ¢.+ ::s; -:; -~ j ~L¼2• . ' D ETA! L-~ \ / .J~ "~Heu: ~ C-CLIP I .J .JL . DETAIL 2,2A,28 J['-::::--MOTE: C-CLIP 15 tOP. AI-IGLE L SLP 1,1,.+.,1,.-.,1 1.,.-.,1,.+.,/.sLP 2 WEB JOISTS OMLY. ROUl·JD"i:£8 JOISTS REQUIRE TAB BRIDc..;11c. s SLP1 & SLP'~" / _ 1 DIM A 1 * JOIST SIZE OR 'G]' I -----I p BEAM DEPTH . ,-~ DETAIL- [ 7 r 7 r -,... BEAM OR WALL MUST BE LISTED _,,,,/,9, ~ 'u SECOND (Dn.f "C"). ..,,,:;.,.,. A -C LI p • ~ • J;]Cfi ::;; ..,. D11.4 "O"= DIFFERENCE IN EtEVA TION. a 15 REFERENCE FROM FIRST JOIST LISTED. • ..J L ~ ..J L • " ""''° """"'""'"" . -" ALTERNATE CLIPO --IF SECOND ME~iBER IS LOWER-"+" PIECES I MARK I ANGLE SIZE I DETAIL DIM"A" 309 B1 I 1 3/4"X 1 3/4" X 47" WOOD 1----1--------------1----·----·····-•--·--···--···· .. 2 1 B2 1 3/4" X 1 3/4" X 14" WOOD 38 I B3 I 1 ~~~·~ ?( 1 3/4" X37" 18 i B4 T13/4" X 1 3/4" X 27" 6 I BS I 1 3/4" X 1 3/4" X 22" 22 1 B6 1 3/4" X 1 3/4" X 33" .. WOOD . f--. I :~~L -~ ~-: ! I ---·----~ -1· -~-~-I 32LH l --·--------.. . . / - -----------------1---'-- _51_: BCB1 _ I 1 3/4" X 1 3/4" X .170 _ I ! l DIM "B" I DIM "C" I 40G i I i l ·-I I I I ! . ' , ___ i . ____________ ...,__ ________ : __________ --.. -. 395 MB-1 5/8" X 4" W/NUTS & 2" 0.0. WASHERS -BROG 2-WASHERS PER SOLT ~---, ___ ---=----_-·····---=------~~ -~---· -1~~-. ~~~ --------,---------1----. --. --__ ]__ ____ . -. 40 MB-2 3/4" X 2" W/NUTS & 2" 0.0. WASHERS -JOIST TO GIRDER -·---------··---- =···--·-··--····f-----~~-- 1 ! ' I -I" ! I ----. -·------ DIM"D" 'i- SHI JOIST SHI JOIST. SO. CAROLINA SHI JOIST• FLORIDA SHI JOIST· HEVADA 3565 HWY. 32 NORTH 850 TAnOR ST,1 CAYCE, SC 29033 C-fOO·A LINCOLN CIT\ J 2121 TRENTO LIi ·S~M.IJ~CtllSJ *i;'Vm_e P.O. l!OX Z000, HOPE, AR 71602-2000 P.O. I0X 2608, CATCE, SC 29171 RT. 3, BOX 82, STARKE, FL 32091 FALLON NV 89406 (501) 777-8777 • (SOO) 643-1577 (803) 796-5910 • (800) 763-0026 (904) 964,4851 • _(800) 706-6476 (702) 331-3556 • (800} 811-0135 FAX# (800) 237-7571 FAX# (800) 774-0131 FAX# (800) 613,0279 FAX# (800) 811-0213 SLOPE SEAT WORKSHEET · .. ~ JOB# · JOB NAME LOCATION PAINT 07-99-0075 ., CARLSBAD , CA CARLSBAD GRAY OXIDE FOR FINAL USE .AUG 041999 DWG.BY CKD.BY JED JED SHEET D20F2 . :_LEFT END RIGHT END 12 . HALF HALF E r- MK ·oET ·!.'·E SKEW L G DET E SKEW L G [~- J3 B -~-3/8" ;, 6" 3" A 3/8" 6" 3" G J4 ' B · ··3/8" . 6" 3" A 3/8" 6" 3" .. . I L I JS '; B ~ ··-1/2" 6" 3" A 1/2" 6" 3" . ,. ,. . ~ J6 ''B :. '3/8" 6" 3" A 3/8" 6" 3" ... o_E_T_A_IL_A_.___ _____ _ 12 J11 . B 1/2" 6" 3" 1--A-1--1/-2"-1 6" 3" G[~E J23 A 3/8" 5" 3" B -3/8" 4" 3" ~ J24 A 1/2" 5" 3" B 1/2" 4" 3" w J29 · A 3/8" · 5" 3" B 3/8" 4" 3" J30 A · 112" 14" 3" B 1/2" 4" 3" ... D_E_T_A_IL_"B_"...._ _______ _ J31 · A 3/8" 7" 3" B 3/8" 4" 3" . .__ '71 r J32 A 3/8" 7" 3" B 3/8" 4" 3" G c:dJ ...,..__~, J33 A 1/2" 14" 3" B 1/2" 4" 3" ..._ __ ___, fl'-- J34A A 3/8" 5" 3" s 3/a" 4" 3" DETAIL '"c" 12 J35A A 3/8" 5" 3" B 3/8" 4" 3" J37 A . 1/2" 8" 3" B 1/2" 4" 3" Gr nlrr ..... . ~E 12 DETAIL "D" 12 El --= ~~ -;j'-w DETAIL "E" 12 El A LE RE G =DEPTH@ END OF SEAT -d ~ b.c::::=: --~ L = SEATLENGTH ::.. ~ I G ~ --~] STD. SHORT SPAN SEAT LENGTH= 4" I L I ___:,~ STD. LONG SPAN SEAT LENGTH= 6" i--------,l<--=--,} . E' -A _DE_T_AIL--,--."F ...... " ___ __,..,.. + HALF SKEW E = ROOF SLOPE WREN STANDARD SLOPED SEATS ARE REQUIRED \ . ·-, SHI JOIST SHI JOIST • SO. CAROLINA 3565 HWY. 32 NORTH 850 TAYLOR ST., CAYCE, SC _29033 SHI JOIST. FLORlr -• SHI JOIST· NEVADA C-100-A LINCOLN .OAD ZIZ1 TRENTO LN SMIU .. e1s1 :.,'., "2.5~-:/\/\/\:51'' P.O. BOX 2000, HOPE, AR 71802-2000 P.O. BOX 2808, CAYCE, SC 29171 (501) 777-8777 • (800) 643-1577 (803) 796-5910 • (800) 763-0026 RT. 3, IOX 82, STAM!:, Fl 32091 FALLON NV 89406 (904) 964-4351 • (800) 706-6476 (702) 331-3556 • (800) Sf 1-0135 FAX# (800) 237-7571 FAX# (800) 774-0131 FAX# (800) 613-0279 FAX# (800) 81 f-0213. JOIST SUBSTITUTE AND HEADER WOR_KSHEET , :? .. . . . JOB·# JOB NAME LOCATION PAINT DWG.BY CKD.BY SHEET .. 07-99-0075 HEADERS JOISI SUBSJ]TUTES CARLSBAD CARLSBAD , CA GRAY OXIDE JED ~· ::I .., TYPE 1 Cl F.:==-l #1 ~ ., NOTES: TYPE 2· A 't, JOIST .c r ai :II , MARK ALL HEADERS -H 1. H2, ETC. MARK ALL SUBSTITUTES -St, 52, ETC. JML = JOIST MK LEfT JMR = JOIST MK RIGHT JED S1 OF 1 AUG 041999 FOR FINAL USE F & F1 == JOIST BEARING UK ANO/OR CONCENTRATED LOAD (THIS SHEEf TO Bl;: JNCWDED WITH BRIDGING WORKSHEETS) QTY MARK · HEADER TYPE OR SUBSTITUTE SIZE DIM "A" I DIM "B" I DIM "C" I DIM "D" I DIM "E" 2.5VS5 17'-4 1/2" 3• SEAT DEPTH ---!-------.. ·-----!----+---------·--·•··· 2 ! S1 ~--- i ·-· ··-· ! ---- 2.5VS~_ _ __ J~'-2" 2 11~· sE_~r D§'n~ __ , __ -----'-----~~-~~-~-~ ~~:-~ .. :-__ :.==~~~~-==[= -:-: 2 I S2 i ' ' -f ·-"'-·----· I .l I ,~---·==---+1----l-----~---= ·-----· --------------· ---.. -f----·-+ ------l_ ___ .. •····· I --+-----•--------·----·--1----··--·-+--·--·--- i -----: -----·-------------------t·--------4-----------1--·-------1-----------,-···-·- _J --------i -------___ ,. i 1------l -----+---------------1---------t----------1---- ---+------+-----0--------1-----------·---, ..... ·-·-· t------------------------+------+-----1--------1--_______ ,__ __ _ --------t ----7----t------ ' ,----~---+------·--·--·-·-!--·. 1------1--- ------•·-----i·--------- ----f --------- "F" "F1" JML JMR · l JOB# ·---· . ~. 1 Or 2 _._____,, ______ #"> •• • • • ~ ··- ·. ~:c: FILE NUMBER: 7-9 9-7? I f • .. ·• JOB NAME. CtflL';?EAQ R~ ~ (I-Of =lf47) ESFR BACKSHEET LOCATION FROM BASE LENGTH LEFT END TOP OF JOIGl ~. .. AUG 04 ·1999 FOR FINAL USE I i { l 1 MARK PIPE PIPE PIPE PIPE I ' HUMBER LOCATION LOCATION LOCATION lOC/\llON ! ' JL JfA. P)!5?i4 21!!!)~4 3?J~B~ 45~.5~ 57~6~ J1~.JfC J?J~nAJH (' t') r I':') C n (" b ("_ r) J1~.JfQA B~Plit-17!8~4 ~9!8~ ,4fi ef-4. ~!.~ .H-:?Jf; .. Jf~ Jt~o A ,I •J20 Jl'nJIJLf , . J20A C 0 CD C (J C C) C () .J21A t~~9~ 32!9~ I J21-tnn.\J24 . <41> ~ , , . J'2.~ 4'-o':2. ie/-ot-z. J'27-ttiru J~ 1ei~ 7 ·32!. 7 . - J?x:) O)~~ -?J~ot Ja1~JQ.2. g'!.P) 22~5!2 ' , J~ 9l5 2~!02. .. _ ... s+1i: FiLE NUMBER: 7-B9-7S 04r:2at:-2 --· -·-H-·-----~ --~ • ~. ( .. . - . -: Joa NAME. cARb~ ~-H cs-N~ ( i..or .ft-41) ' . ESFR BACKSHEET LOCATION FROM BASE LENGTH LEFT END TOP OF JOISl gi. ,. AUG 041999 FOR FINAL USE PMRK PIPE PIPE PIPE PIPE HUMBER LOCATION LOCATION LOCATION lOCAllOH ._i·J~ 14-~r1t2 7-74-7 J~~ruJ~k I J~BA d 0 C.,O .J-;>;)1 711-1?)~112 J JBe, 4t4 uo'-1112 ' . ' , .. . -. : r •.rs: . . •. \. ~~t~~-r:~i~2-·as1-2113 SMI JO~~ 1f ,;; F 1~:f 70~:::867-2164 &wl "VSZSZSZSZSZSP ·-t?-· , .. : .,. SMI JOIST-NV P.O. Box 440 2121 Trento lane Fallon, NV 894.07 N1 -OF_..:!:._ ,,;;-JOB, NUMBER I . JOB NAME LOCATION I OWG BY I CKD BY I DATE ,_:. I:·:;.,-. ,· .·, ... · · , 97._ 't1 -007 s I c,qR~~r 1119 o t;.S. I I I Cfl~l-~~;, pco I Jeo I c.,~ ~'l 1 1, -· ,;.; ·/. ·-·:' ... · ·.a" ~~·:·~-y Jwv •.. : .. . , .... • 2 ... ll TYP. ALONG. T.C . LENGTH OF T.C . • • -------------I-----------. -- ------------~ --. . ------------• • • ,, 201\ 12'' EjlP ¢ HOLE · MARKS: OFFSET TYP. HOLES IN TOP CHORD f'(fJ 17LL J6157' t 1 I • I , U.JV.O. LJN .5?-1/£1~.-r .NI FOR FINAL USE AUG O 4 ~1999 JOB#_o7 ... c;9-oo7S . --. ---- \. •• ________ ,--... p~-O~E~ ·7.02--867-2113 ~Ml JO~ ~ lJ FAX:. 702-867-2164 . · l}j:i <QSZSlSlSlSlSP ~I ::JOB NUMBER I . JOB NAME tJ 7 -Cf Cf-001.s I cRR1..rMP {lt.S . 8" LOCATION o,~L,~ /51901 CA- t:i' SMI JOIST-NV P.O. Box 440 2121 Trento lone Fallon, NV 89407 N1., OF~ OWG BY I CKD BY I · DATE JcD I Ji(} I &>-11 TYP. ALONG" LENGTH OF T.C . T.C. • • • ---------------, ----------- • • • 1411 0" .51\ liP ¢ HOLE TYP. -- OFFSET TYP. HOLES IN TOP CHORD MARKS: J3, J10J .JI', JJ4 JJ\t,,JtCf, ..j.ZOrl J3D, .J 3Z 1 J3 7 > J22> J0~ J·~(o j 'f J J 17 1 J ~ 7 } J"l 5 J .J 1 (p I Jl FOR FINAL USE AUG o· 11 ·1999 I JOB# ____ <?!_--'f'f-Oo75 -~-. .. . -· .. ·- . -------... QTY TYPE ' SERIES DEP CUT LENGTH TOTAL PR· .ttILE NOTES FEET . ,?,":} \) .LJ.oS \ \I} 9. _\tp'r-i" l.\o " f), LlDS \\7/~ \() lo~ _::::i,9 D~ \ . ~ \ 1.,,' 1:o''. 3~ \~.< \ \1' Lo'' -\ 7'V ·-:l C\ Du •' .•. l''D \)c: ' \ \'-\ I l..ot ·""'- ~s 1)1 l \7 10" eoc · . C, \Ur \ C\ I [ ,,'' r-~:~--R \ I A ':::)'::':,IL, I I .C . \~ ~--~I l.," J· -~-("', k \~ '.::::\'4-\ Jr,,, ~ \-. ' I <l. C-.. \ \7A. \'f e::," -£s\ 9 t.\( s. ., . ('..,. L~D ... \ I.\. \ \ \ r--.'' R\~c. \. J \ d,-.. '\.J, ) \ \.o. \ '-*' D~ \• - ~ 1 l \~ ~~' o'' l l \ ::s ' ~ JI® A~CCESS0RIES .. HANGERS NAILS WEB STIFFENERS QTY. 1YPE OTY. TYPE QUANTITY .. Th?,\\7/~ 1..\4;.~ LBS. 10d x 1.5'' FIEU>INST. · 'PLANT INST. DEPTH SERIES DETAIL 3 I ~, n LBS. 10dx3" R~L . .. \\l/..;;. lt'>...t:. t ~-. ~\\i~\\j .. f''\\i'.3\l, LBS. 16d x 2.5" ~~(.) \\..\ .. f :i-'\''\\\~,...;a · LBS.16dx3.S" \l"'IC""i \ \,... :::tJj ~ \\f "l LBS. N20Ax 1,75" \0.. \,, \.;;). .. 1 • ~· ~ 1:.ii 4 \ q \ .. °).D I'""\\ 4\\..,, .--4 ; \OH-~\~~ 'Z-2.-9(,, JV\ \ 1 Ui \"il r PLYWOOD EDGE BLKG. BLOCKRiG PANE~ BRG.P.LATE j QTY SIZE NOTES OTY ... DEPllI o.c. SERIES LEN01H Fr. SIZE ·oET. ~ WI Z.CUPS B01HENDS WI Z.CUPS B01H ENDS f-. WI Z.CUPS ONE ENO ~E Z.CLIPS F . ' .. APPROVAL STAMP JOB NAME: \_{<._(_ LO-t i..\1 · f:1.\ ,¾°: -e; ··:--'·· : I LOCATION: f\ e:, ,;.\ c,\\ l'.\f>.. . . ' ) .. IDENTiFICA TION: -- JOB NUMBER: MFG.PLANT: C.,\-\ \ ,:-i C") . PLANT NUMBER: TEMPLATE TJILST.DOT DRAWN BY: l SHEET# I ' c,-;: \ cr;~'°" ; {)(,IL q,; .. -i.c) ~ • ..... , ........ -: • LOT47 M.R.TlMBER CARLSBAD, ceoR CONSTRUCTION SMI # 07-99-00'5 FOR FIELD USE ONLY STRUCTURAL CALCULATIONS STEEL JOIST DESIGN AUG 19, 1999 REFERENCES * S. J. I. STEEL JOIST SPECIFI~TI STEEL JOIST INSTITUT16 EDITION 40 ct 0-~ O..,_: en ;:C a.. rm ca UJ N~ ~Cl ~ t') t) ~ 0 9 ~5 * A. I. S. C. STEEL CONSTRUCTION N.tt\NUAL U 0l AMERICAN INSTITUTE OF STEEL CONST1JRCTION 9TH EDITION, 1989 * WELDING OF OPEN WEB STEEL JOISTS STEEL JOIST INSTITUTE TECHNICAL DIGEST NO. 8 -AUGUST, 1983 NOTE: The Professional Engineer's Seal affixed hereto indicates that the joists have been designed in accordance with the Steel Joist Institute 's Standard Specifications to ' resist the specified loads, as noted within this submittal. The seal is not intended to certify or imply that this building does or does not conform to any national or local 1 building codes. ~==::,,-,,,,__ · ~:; 2121 Trento Lane Fallon, Nevada 89406 Phone 775-867-2130 Toll Free 888-643-1577 Toll Free Fax 888-867-2140 • DESIGN CRITERIA PROJECT: LOT #4 7 CARLSBAD, CA SMI # 07-99-007 5 DESIGN LOADINGS: ·e Joists have been designed to support the loads tabulated in the Steel Joist Institute's Standard Joist Load Tables, and any special loads indicated on the Joist Placing Plans and/or Bills of Materials. All concentrated loads are to be placed at a joist panel point, or a field strut must be added to support the joist chord. Joists have not been designed to resist any loads other than those shown; any requirements for joists to support any additional loads should be reviewed by SMI Joist for possible joist reinforcing requirements. DEFLECTION LIMITATIONS: -Maximum Live Load Deflection= L/240 of the roof joist span = L/360 of the floor joist span LATERAL SUPPORT: The joist design is based on adequate lateral support being provided by the roof deck, and attachments, to effectively brace the top chord of the joist at a maximum of 36" o.c., per Sil Standard Specifications. Bridging has been designed, as required, to provide adequate chord bracing under uplift design loads, as well as during erection. The erection bridging requirements were determined ba!:?ed on SJI Standard Requirements. STEEL STRENGTH: Yield Stress Allowable Tensile Stress Allowable Bending Stress WELDMENT: = 50 ksi = 30 ksi = 30 ksi (chords) DESIGN TOP CHORD REINFORCIN.N STRUT JOISTS *bepth seat · = 3 .0· in *Depth cs ·=3.0·in *Fy = 50.0 ksi sf 07-99-0075 08/19//99 ASE Mar : typical 8.6 Kip axial load * Denotes User Input Required * * Denotes Critical Output TOP CHORD ANGLE SECTION PROPERTIES *Top_Chord = 2016 nj = if(Anglej=Top_Chord,j,0, tc = ;n: Thicknesstc = 0.163 •in xtc = 0.56 •in Areatc = 0.625 •in2 Ixtc =0.241 •in4 REINFORCING MEMBER ANGLE SECTION PROPERTIES *Reinforcing = 2025 nj = if( Anglej=Reinforcing,j, 0 Thicknessrm = 0.25 •in xrm = 0.592 •in Arearm = 0.938 •in2 Ixrm = 0.348 •in4 COMBINED SECTION PROPERTIES Areatc' ( Depth cs -Xtc --Arearm · Xrm Xcs = Areatc + Arearm Q = Areatc·f \ Depth cs -Xtc -Xcs 1·2 -J X cs = 1.331 •in Q = l .386 •in3 -~ 2~ Ix cs = l Ixtc .... Ixrm +-Areatc·[ Depth cs -Xtc --X cs --Arearm-X cs -X1111 j-2 LOAD INFORMATION & PANEL LENGTHS * Axial 1 · = 27000· lb *Strut = 8600· lb <----(Axial force from calc's; includes strut load) Axial = Axial I -Strut <-----(Force without strut load) Axial= l.84•104·lb *Reaction joist = I 0000· lb *u . L d lb m oa =271·--ft *Kep = 1.0 *Stress_ratio = 1.33 *Span1 = 41.00·in *Span2 = 42.0·in *Span3 = 32.0·in Eccentricity -Depth seat -Xtc I K =~--=-sr Stress_ratio II =Ixcs 12 = 2· Ixtc 13 = 2·Ixtc *Mom ext 100-in·lb <----(Moment que to extension load) Moments ·. Strut-Eccentricity -Mom ext Moment 5 = 2 I 084 •in· lb Ix cs = 3.74 •in4 rm·= 'ni , I -TOP CHORD CONTINUOUS BEAM ANALYSIS Moments at Supports: 1 . Span1 Span2 \ I 2<-1 -.,..-I-) F =I ' I 2 : l I i I T = Uhi'_Load 4 Span1 3 · . Spa~ 3 Span1 II .,.. I2 .,.. Moment s·-11- I I Span2 Span3 ·1 : 2-~ + -I -/ I -. 3 Uni_Load ,_Spa~. I '- :-M:ent51 Mom= 1 M2 I O·in-lb J "2 3 : l L ;--21084 I • ! -2248.335 , . lb Mom=• ·m· 1-3438.251 i L o Positive Mid-Span Moments: For i = 1 .. 3 Uni_Load·Spani VI.=------1 2 Uni_Load· [\? M_Posi .: Momi +-2 Momi _ 1 -Momi Spani 4 ½ VI X =------Uni_Load M_Pos.1 .=if." x.>Span., ·r x.<0-in 1,,if Mom.1 1>Mom.,Mom. 1,Mom. ,M Pos.· ~~ 1 I' 1 \ -1 1-l -I ~ -2.248• 103 ! M_Pos = '. 2.154• 1 o3 ! •in· lb I 1.427· 103 j Reactions: Yr = (VI -Uni'-Load·Span) For i =2 .. 3 Ri = Vii -Vri _ 1 R4 =-Vr3 -922.365 ' R= 449.471 971.36 .•lb 253.888 . 922.365 -3.552 VI=. 445.919 •lb Yr= ·502.581 •lb 468.779 ··253.888 -CHECK SECTION STRESS AT PANEL POINTS: For i = 1 .. 3 . 2·lxtc Ix cs St. -=tf:Ii=2·1xtc'-X 'D th -X 1 i tc epcs cs ' / 2.241 st= I 0.861 ·in3 \ 0.861 2.81 \ - : 3.126 i Sb = 0.335 ; •in3 0.335; I ' 2 A=/ 1.25 :-in ' f : 1.503 '-IMomil Mom. fb1• = if Mom.<0·in-lb, 1 : 1 \ ; I Sb. 'SZ-1 I I .' fb = / 6.717 \•ksi \ 10.272 / ; j Momd Momi \ fbti .=ifMomi<0·in·lb, s ',-S---1 : t. b. I '. 1 I ' r I fb Strut, fb. _ Strut K 7 1 t. ---1 t. ----\ · sr I 1 l 1 A : : fa. , tb. , 1 A i fa_ + fb. ·1 • K sr , I . _. . 1 . 1 I_ I / I I I nteractton .. -tf: -----.->------, ,---. --,----. -- 1 l 0.6-Fy·kst 0.6·Fy·ks1 0.6·Fy·ks1·Kep 0.6·Fy·ks1·Kep j ( 0.405 \ Interaction = \ 0.71 l \ ' \ 0.799 / CHECK SECTION STRESS AT MID-PANEL: · M Pos. iM Pos. fb1-= if M Pos.>0·in·lb _-__ , ' -1 -I ' S ' S ti bi / M Pos. i M Pos.· fb . . . -l ! -11 ti =if M_Posi>0·tn·lb,-5--., S bi ti . ( Le~c Legnn Le~ Legnn wt ratio = tft Thicknesstc > Thicknessnn' Thickness1c' Thi"cknessrm · 76 ~-: Q 5 = if; wt ratio>-.=, , 1.340 -0.00447 ·wt ratio··_ Fy _), 1.0 : ~ -;Fy -J .~ . 155, 15500 . Q s = tf: wt ratio c::--.==, ; 2 'Q s l ·/Fy :fy·wtratio ---:,-.. 1.094 · 37.484 ' span , r A r=i 0.621 •in ----= · 67.636 r 0.621 51.533 fb = 0.8 \ 2.503 1 •ksi I 1.658 / Q 5 =0.952 Cc , 1.25 , 2 2·1t ·E Q~·Fy Axial -Strut fa = --,---A max( Interaction) = 0.799 Cc= 109.653 ** FaJ 1 I I I l Spani --<Cc r. ' 1 2 - . 2" ,spani i l I \-r.-. i ; 1 -'-1 :.Q -Fy·ksi . 2 C 2 I s L . C j 2 12·1t ·E·ksi i Spani \ / ~pani \ 3 , 23· _sp_a_ni ; 2 ! 5' 3 ri i 1 I ri \ ri : _\_,__. --1-~·i--/ 3/'8 Cc/ 8 1 Cc/ - 25.045 Fa = 20.631 •ksi 23.144 C m·fb i Ksr i 12·1t ·E·ksi Fe:=----·Span·2 23·i--j . fa' Cm = . 1 -0.3·-F ) e,. :: fa Interaction = i, -~ : Fa fa. . .·Kep, 1 ---·Q s·(0.6·Fy·ks1) : : Fe· . J , r I ; 1 -Strut\ 1fb . Strut\ l ; . fbtj -~ j ! ti -~ : I • • i \ i . • \ i / • 1· Interaction .. = 1f -0 6 -F -k .. > Interact1oni'-O 6 Fr, Interact1oni • I L . . y· SI • • y· SI J ; 0.282· Interaction = I 0.943 . \ 0.764 DESIGN FILLET WELD REQUIREMENTS: Spacing = 12·itl max( Interaction) = 0.943 T 1 :: Thicknesstc T 2 · = Thicknessrm Thick = min(T) ** V =if.",VI1:>1vr,1, Yl1,iYr1: V =922-lb Thick -= if(Thick<0.2S·in, Thick, Thick -0.0625·in) • I ' I • I : Sflow Y·Q -Ix cs lb Sflow = 341.902 •.-m Vforce . 1 = Reaction joist, R1 ,.2 Hforce Spacing = Sflow·Spacing.,.. Strut· . ·--Span1 . 2 Rforce = · Vforce2 ..-Hforce2 Weld 1 Rforce Ksr =------ ' 14847-~?.-·Thick.Ke; · in2 Hforce Ksr lb . Kep 14847· --·Thick in2 Thick = 0.163 •in Vforce = 5461 •lb t{force = 3310 •lb Rforce = 6386 •lb Weld I = l.984•in ** Weld 2 = l.028 •in. ** At Panel Points (Each Side of Joist) At Mid-Panel (Each Side of Joist) -DESIGN TOP CHQRD REINFORCING ON STRUT JOISTS *Depth seat = 3.0·in *Depth cs = 3.0·in *Fy = 50.0 TOP CHORD ANGLE SECTION PROPERTIES *Top_Chord ~3022 Thicknesstc = 0 .227 •in xtc = 0.834•in Areatc = 1.31 •in2 b::1c = l.142 •in4 ksi A 07-99-0075 08/19//99 ASE Mark: typical 44 Kip axial load * Denotes User Input Required * * Denotes Critical Output tc = in; REINFORCING MEMBER ANGLE SECTION PROPERTIES *Reinforcing · = 2025 nj = ift Anglej=Reinforcing,j, 0 , Thicknessrm = 0.25 •in xrm = 0.592 •in Area =0 938•in2 rm . lxrm = 0.348 •in4 COMBINED SECTION PROPERTIES Areatc· Depth cs -Xtc · -Arearm· Xrm X cs = ______ A ___ A ______ _ reatc :-rearm Xcs = l.509•in Q = L721 •in3 r -2 2" Ix cs = l Ix -Ix -'-Area ,f Depth cs -Xtc , -X cs \ ·:-Arearm· X cs ~ Xrm : ; · 2 L tc rm tc ~ _ LOAD INFORMATION & PANEL LENGTHS * Axial 1 = 62000· lb *Strut · = 44000· lb <-'---(Axial force from calc's; includes strut load) Axial = Axial 1 -Strut <--(Force without strut loqd) Axial = 1.8• 104 lb *Reaction Joist :,, l0000·lb * lb Uni_Load = 27·1 ·ft *Kep = 1.0 *Stress ratio = 1.33 *Span1 = 41.00·in *Span2 =42.0·in *Span3 =32.0·in Eccentricity -Depth seat -X1c 1 K =,,,---,...... sr Stress_ratio 1, = Ix cs 12 = 2·lxtc l3 = 2·Ixtc *Mom ext -100· in· lb <-(Moment due to extension load) Moments Strut· Eccentricity · .\tom ext Moments = 95404 •in· lb rm = :n\ Ix cs = 5.688 •in4 -TOP CHORD CONTINUOUS BEAM ANALYSIS Moments at Supports: Spa!½ ~ . Span2 Span3 ·, · 2·:-· ----- : 12 13 f-Moinent 5 ~ T.= ~ -95404 i I r 3 • Uni_Load I ( Span! ! ---··---4 L II Uni Load 4 Mom =I Ml ! , 11115.974 i. lb Mom=: 1•m· M2 0·in-lb Positive Mid-Span Moments: : -7230.825 i I O i For i = 1 .. 3 Uni_Load-Spani Vii= 2 Mom. 1 -Mom. I-;-I Spani Uni Load· x. 2 M Pos. =Mom.... -· 1 -, I I' 2 Spell½ 3 Span1 1 + Moment 5--1 - 2 I Span2 3 ( Span3. 3 1i 13 VI X ==-=-,~--: Uni_Load M_Posi =if:.: xi>Spani ··i M_?osi<0·in·lb,, -if, (Mom)i-t: >:(Mom)i, ,Momi _ 1,Momi~~.M_posi · L ,_ -• J... • : 1.112• 104 I M_Pos = 1 1.1 15•104 •in·lb '405.721 Reactions: Vr = ( VI -Uni:_Loa<l·Span) For i =2 .. 3 Ri = Vii -Vri _ 1 R4 =-Vr3 -306'1 .006 : R ---2097.668 •lb 1498.375 135.37 3.061· 103 · VI= 37.421 •lb ·i 587.297 2.135• 103 Vr = -911.079 •lb 135.37 • CHECK SECTION STRESS AT PANEL POINTS: For i.=1 .. 3 . 2· lxtc Ix cs st.:= 1f Ii=2·1xtc'-x· 'D h -X I 1 \ tc ept cs ' cs p.816 \ St=\ 2.739 /•in3 \ 2.739. I 3.769 \ ,' 4.496. iMom. Momi fb.1 = if Mom.<0·in·lb, 1 1 I Sb.·~ I I Sb = \ 1.054 / •in3 I l.054i : 25.312 fb = \ 4.059 \ 6.857 •ksi Interactioni • ; Strut Strut") ! i fbt. ----fbt. '---·K sr . ; ; , Ai : fai -tbi ! i Ai ' fai + tbi : K sr -if;.----->---___ , -----· l 0.6-Fy·ksi 0.6-Fy·ksi' 0.6·Fy·ksi·Kep '0.6-Fy·ksi·Kep ; 0.98 I I Interaction = : o~695 ; ! f ·, 0.765 .' CHECK SECTION STRESS AT MID-PANEL: 2.913 A=; 2.62 \ 2.62 . M_Posi M_Posi! tbi = if M Pos.>0·in·lb ···-· --·-----··---· i -I ' St. ' S b. ' tb = ! 4.07 •ksi \ \ 0.148 .I I i M Pos. M Pos.• . tbt1• = ifi M Pos.>0·in·lb,-S-1 , - 1 i -I b. St. I I , Leiz Leiz Leg,c Legrm , = if: "'tC "ml =-,,-,---'------I wt ratio '. Thicknesstc > Thicknessrm' Thicknesstc' Thicknessrm) .I . ; 76 r.;-, 7 Q s = 1f wt ratio>-=-, . 1.340 -0.00447 ·wt ratio· '-f Fy i, 1.0 ! ~ . ._,Fy . ' . 155 . 15500 Q.s = 1~ wt ratio.::.-;=::, -----·--·--1 'Q s' : · 1Fy Fy·wt ratio I. • 1.125 36.45 ~£an = : 44.983 r A r= 0.934 •in r 0.934 34.273 Q s =0.922 2 Cc 2·1t ·E Q~fy I '•in2 I : ' Axial -Strut fa = A max( Interaction) = 0.98 Cc= 111.416 ** • r - . ! (Spani I Spani 21 -r. 11 , 1-1 • ·Qs·Fy·ksi 2 ~ 2·C / ~ . . 12·1t ·E·ksi i Fai .= If] \---i:;-<C c ,ll i. 3 I' 2' Span.\ , Spani I i . Spani ·\ i -·- 1 \ 1'--! 23-.---1 ! 5 ·, 3 ri i 1 : ri ! ri / I 3' 8 Cc 1 s·Cc/1 ,l • .J 2 12·1t ·E·ksi Fe=----. 2 23·1 Span' l r · ' fa i cm = I 1 -0.3·-J · Fe Interaction l fbt. ---I : fbt. ---I Interactioni f (' Strut , .' Strut, - I I A. ; I A. I ·r' ' 1 • I · · 1 ' 1 · = 1 · -0 6 -F -k . · > nteract1on.1,-0 6 -F -k . · , nteract1on.1 L .•. y· SI • • y• SI ·- 24.452 Fa= 23.403 •ksi 24.703 . 0.511 \ Interaction=· 0.907 : 0.725 ! max( Interaction) = 0. 907 ** DESIGN FILLET WELD REQUIREMENTS: Spacing -= 12·in V .:jf !Y11 1 > Vr1;, 1Vl1 , Vr1:,. ' ' ' Sflow V·Q -Ix cs lb Sflow = 925.944 •.-m l Vforce = . Reaction joist -R1 -2 . . Spacing I Hforce · =, Sflow·Spacmg -Strut· . '.·-, Span1 1 2 Rforce :: ·, V force2 ··-Hforce2 Weld I Weldz Rforce Ksr ---lb\ -~---· k- 14847·--i·Thtck ep in2 · Hforce Ksr -·-1;·;4;~1.6 -.~;ck. K ep in2 V =3061 •lb T 1 = Thicknesstc T 2 · = Thickness rm Thick = min(T) Thick = if(Thick<0.25-in, Thick, Thick--0.0625-in) Thick = 0.227 •in Vforce = 6531 -lb Hforce = 11995 •lb Rforce = 13657•lb Weld l =3.047•in ** Weld 2 = 2.676 •in ** At Panel Points (Each Side of Joist) At Mid-Panel (Each Side of Joist) ·e Job: 0790075 Mark: Gl 08-11-99 18:08:32 Page 001 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.500 TC WP: 2.000 TC EndP: 54.000 TC 1st PP: 60.000 BC EndP: 54.000 BC 1st PP: 60.000 -·----------------- Joist: 40G4Nll.OK Mark: Gl Loe: CARLSBAD OAL: 38 1 -311 BL: 38'-0 4/8 11 WL: 37 1 -8 4/8" 4 @ 60.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1. 000 TC WP: 2.000 TC EndP: 50.000 TC 1st PP: 52.500 BC EndP: 50.000 BC 1st PP: 52.500 Depth: L 40.000 M 40.000 R 40.000 Ridge@ 19 1 -0 2/8" Eff. Depth: 38.42 Support Locations: {From Left End Base Length) 1) 0 1 -2 11 2) 37'-10 4/8" Joist Loading (ft, lbs, & ft*lbs) LC 1 4 Type U. Load 0 0 Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load U. Load 0 0 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 U. Load 0 Load Distance Load Stress Deflec 1. 33 . 00 Cases ------------------------------------------------------------------ Shea N/A N/A 500 o•-0" 0 o•-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 Qi-0" 0 o•-0" 5 Mins PriWeb N/A 1000 0'-O" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 o•-0" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 o•-2" 1 37 I -lQ 4/8" 1 2 5 ConA TC-LE GY 11000 9'-6" 0 0'-0" 1 2 5 ConV TC-LE GY 1000 19 •.,. 0 2/8" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 19 1 -6" 0 0'-0" 1 2 5 ConA TC-LE GY 700 19'-6" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 29'-6" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 37'-10 4,/8"" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -22440.6 -23297.1 Load Case # 2 .3 -22440.6 -23297.1 Load Case # 3. . 0 .0 . 0 Load Case # 4 .o . 0 .0 Load Case # 5 . 3 -22440.6 -23297.1 - Job: 0790075 Mark: G1 08-11-99 18:08:32 Page 002 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3031 6.17 2.319 3022 6.00 .936 1.566 .922 111.416 10.033 12.330 3 X 3 X .312 3 X 3 X . 227 Mem LC T0l 3 Force Fills 39300 0 LX LZ LYY KL/RX KL/RZ KL/RYY 3.5 1.5 3.5 36.0 3.7 23.0 fa FA 6369 30000 +Moment -Moment 0 0 fb FB FE CM 065574385 30000 1.0000 ARat BRat .160 SRat .000 .160 3031 3.55 .922 .589 1.647 1.000 106.999 1.412 3.487 3 X 3 X .312 T02 5 -62226 6 T03 5 -62226 0 T04 5 -97932 1 'T05 5 -97932 1 T06 5 -96444 1 T07 5 -96444 1 T08 5 -61533 0 T09 5 -61533 0 52.0 52.0 112.0 -56.4 88.3 68.0 60.0 60.0 112.0 65.1 101.8 68.0 60.0 30.0 114.3 65.1 50.9 69.4 60.0 30.0 114.3 65.l 50.9 69.4 60.0 30.0 120.0 65.l 50.9 72.9 60.0 30.0 120.0 65.l 50.9 72.9 52.5 52.5 100.5 57.0 89.l 61.0 48.0 48.0 100.5 52. l 81. 5 61. 0 -17532 17311 -17532 14279 -27592 21054 -27592 21054 -27172 20402 -27172 20402 -17337 17130 -17337 18717 16 -27 12 -27 13 · -25 13 -25 12 -26 14 -26 7 -22 15 -21 5 30000 3 30000 4 30000 4 30000 3 30000 4 30000 2 30000 4 30000 46922 -.761 .8879 .000 .762 35243 -.923 .8508 .000 .923 35243 -.985 . 6868 . 000 . 986 35243 -.985 . 6868 . 000 . 986 35243 -1.001 .6916 .000 1.002 35243 -1.001 . 6916 . 000 1. 002 46032 -.761 . 8870 . 000 . 761 55068 -.696 . 9056 . 000 . 697 3031 6.17 2.319 3022 6.00 .936 1,566 .922 111.416 10.033 12.330 3 X 3 X .312 3 X 3 X . 227 Tl0 5 -39300 0 3.0 1.3 3.0 36.0 3.2 23.0 -6369 25894 0 0 2525 2.38 BOl 1 .769 .491 1.440 1.000 106.999 1.961 B02 1 B03 l B04 1 BOS 1 0 0 49373 1 67735 .l 4·6545 0 0 0 54.5 54.5 112.0 70.8 110.9 77.8 120.0 60.0 114.3 155.9 122.1 79.3 120.0 60.0 120.0 155.9 122.1 83.3 112.5 112.5 120.0 146.2 228.9 83.3 46.0 46.0 100.5 59.8 93.6 69.8 0 30000 20789 30000 28.520 30000 19598 30000 0 30000 0 0 0 0 0 0 0 0 0 0. 089254025 -.185 30000 1. 0000 . 000 .185 .789 2 1/2 X 2 1/2 X .250 0 30000 0 30000 0 30000 0 30000 0 30000 29769 1. 0000 6140 -.3542 6140 -.8578 6986 -.1221 41787 1.0000 .000 .000 .693 .000 .951 .000 .653 .000 .000 .000 .000 .693 .951 .653 .000 -------------------------------------------------------------------------------- Summary of Joist Defle~t~on Criteria (in, inA4, plf) --------·------------------------------------------- \ - Job: 0790075' Mark: Gl 08-11-99 18:08:32 Page 003 I req.= 995.47 in4 I act.= 2104.52 in4 W-L/360= 1466.4 W-L/240= 2199.5 Complex Loading Deflections: (T:t'USS Sti~fness Matrix Analysis) Load Case #01 Allowable Deflection= 2 .5411 Actual Deflection = 1.19 11 ---------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio P0l 1715 l 3/4 X l 3/4 X . 155 2 l 29347 . 64.65 l 119.41 12.6 .943 P02 2521 2 1/2 X 2 i/2 X .212 2 1 -32331. 71.25 l 91. 96 10.2 .978 P03 1510 l 1/2 X l 1/2 X .109 2 l 11922. 71.25 l 152.41 7.3 . 736 P04 2016 2 X 2 X .163 2 l -11735. 71.25 l 114. 77 4.8 .828 P05 2016 2 X 2 X .163 2 l -13503. 71.25 l 114.77 5.5 .952 P06 1510 l 1/2 X l 1/2 X .109 2 l 13512. 71.25 l 152.41 8.3 .834 P07 2518 2 1/2 X 2 1/2 X . 187 2 l -30973 . 65.06 l 83.58 11. 0 .987 P08 1517 l 1/2 X l 1/2 X . 170 2 l 29278 . 61.48 l 133.95 11.5 1.014 S01 1510 l 1/2 X l 1/2 X .109 l 5 -1959. 38.42 0 129.29 2.0 .753 S02 1510 l 1/2 X l l./2 X . 109 l. 5 -l.959 . 38.42 0 129.29 2.0 .753 S03 l.510 l. l./2 X l. 1/2 X . l.09 l. 5 -1959 . 38.42 0 129.29 2.0 .753 S04 1510 1 1/2 X 1 1/2 X . 109 l. 5 -1959 . 38.42 0 129.29 2.0 .753 - Job: 0790075 Mark: G2 08-11-99 18:08:36 Page 004 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Joist: 40G7Nl3.0K Mark: G2 _Loe: CARLSBAD OAL: 43'-11" BL: 43'-9" WL: 43' -5 11 8@ 48.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 24.250 TC 1st PP: 22.250 BC EndP: 42.000 BC 1st PP: 4.500 Depth: L 40. 000 M 40. 000 R 40. 000 Ridge @ 21' -10 4/8" -Eff. Depth: 37. 85 $upport Locations: (From Left End Base Length) l) 0'-2 11 2) 43'-7 11 -------------------------------------------------" ---------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Loc:1.d Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180,00 2 0 i.oo .00 3 0 1.33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 Min$ SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY l o•-2" l 43'-7" 1 2 5 ConA TC-LE GY 13000 7 1 -10 4/8 0 0'-0" 1 2 5 ConA TC-LE GY 13000 15 1 -10 4/8 0 0'-0" 1 2 5 Conv TC-LE GY 1000 21 1 -10 4/8 0 0'-0" 1 2 5 ConA TC-LE GY 13000 23'-10 4/8 0 o•-0" l 2 5 ConA TC-LE GY 13-000 31 1 -10 4/8 0 0'-0" 1 2 5 ConA TC-LE GY 13000 36'-3 4/8 0 0'-0" l 2 5 ConA TC-LE GY 13000 39 I -10 4/8 0 0'-0" 1 2 5 ConA TC-LE GY 6500 43 1 -711 0 0'-0" l 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # l . 8 -38710.7 -53332.6 Load Case # 2 . 8 -38710.7 -53332.6 Load Case # 3 . 0 . 0 .0 ' - Job: 0790075 Mark: G2 08-11-99 18:08:36 Page 005 Load Case # 4 . 0 . 0 . 0 Load Case # 5 .8 -38710.7 -53332.6 ------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 4037 8.09 2.265 1.174 1.922 .961 109.165 11.599 17.157 4 X 4 X .375 3225 6.00 3 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA. -Moment FB CM BRat SRat TOl 3 39300 3.0 3.0 36.0 4856 0 085120600 .122 0 1.3 2.6 18.7 30000 0 30000 1.0000 .000 .122 4037 5. 72 1.235 .788 2.051 1.000 106.999 3.046. 7.658 4 X 4 X .375 T02 5 -77168 44.5 44.5 92.5 -13494 12 2 114950 -.435 0 36.0 56.5 45.1 23305 -.18 30000 .9648 .000 .435 T03 5 -77168 48.0 48.0 92.5 -1.3494 7 l. 98798 -.450 0 38.9 60.9 45.l. 22555 -18 30000 .9590 .000 .450 T04 5 -142362 48.0 48.0 96.0 -24894 8 l. 98798 -.830 0 38.9 60.9 46.8 22555 -16 30000 . 8992 .000 .830 T05 5 -142362 48.0 48.0 96.0 -24894 8 1 98798 -.830 0 38.9 60.9 46.8 22555 -16 30000 .8992 .000 .830 T06 1 -135262 48.0 24.0 72 .o -23652 .9 l. 98798 -.910 1 38.9 3·0. 5 35.1 25988 -16 30000 .9042 .000 .910 T07 1 -135262 48.0 24.0 72.0 -23652 8 1 98798 -. 91.0 i 38.9 30.5 35.1 25988 -16 30000 .9042 .000 .910 T08 1 -1.32566 48.0 24.0 96.0 -231.81 8 l. 9?798 -.933 1 38.9 30.5 46.8 24842 -16 30000 .9061. .000 .933 T09 1 -132566 48.0 24.0 96.0 -23181 7 l. 98798 -.933 1 38.9 30.5 46.8 24842 -18 30000 .9061 .000 .933 TlO 5 -132791. 53.0 53.0 53. 0 -23220 11 1 81036 -.81.5 0 42 .. 9 67.3 25.8 21433 -18 30000 .8854 .000 .815 Tll 5 -1.32791 43.0 43.0 43.0 -23220 7 1 1.231.1.0 -.739 ' 0 34.8 54.6 21. 0 23618 -18 30000 .9246 .000 . 739 Tl.2 5 -88792 22.3 22.3 44.5 -15526 0 0 459800 -.427 0 18.0 28.3 21. 7 27366 -8 30000 .9899 .000 .427 T13 5 -88793 22.3 22.3 44.5 -15527 4 0 459800 -.427 0 18.Q 28.3 21. 7 27366 -3 30000 .9899 .000 .427 4037 8.09 2.26.5 1.174 1. 922 .961 109.165 11. 599 17.157 4 X 4 X .375 3225 6.00 3 X 2 X .250 T14 5 -39300 3.0 3.0 36.0 -4856 0 085120600 -.133 0 1.3 2.6 18.7 27352 0 30000 1..0000 .000 .133 Job: 0790075 Mark: G2 08-11-99 18:08:36 Page 006 3537 4.97 1.074 .687 1.855 1.000 106.999 5.657 2.304 3 1/2 X 3 1/2 X .375 BOl B02 B03 B04 BOS B06 B07 1 0 o. 1 78712 0 1 127408 0 1 142477 0 1 122650 0 1 55060 0 1 0 0 42.5 42.5 39.6 61.9 96.Q 96.b 89.4 139.8 96.0 96.0 89.4 139.8 96.0 96.0 89.4 139.8 101. 0 101.0 94.1 147.0 47.5 47.5 44.2 69.2 38.0 38.0 3·5. 4 55. 3 92.5 49.9 96.0 51. 7 96.0 51. 7 96.0 51. 7 96.0 51. 7 44.5 24.0 44.5 24 .o. 0 30000 15841 30000 25642 30000 28675 30000 24684 30000 11081 30000 b 30000 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 95343 1.0000 18686 .6609 18686 .4511 18686 .3862 16882 .4151 76327 .9419 119262 1.0000 .000 .000 .528 .000 .855 .000 .956 .000 .823 .000 .369 .000 .000 .000 .000 .528 .855 .956 .823 .369 .000 ------------------------------------------------------·------------------------- Summary of Joist Deflection Criteria (in, in"4, plf) I req.= 2303.77 in4 I act.= 3823.13 in4 W-L/360= 1745.2 W-L/240= 2617.8 Complex Loading Deflections: (Truss Stiffness M.atrix Analysis) Load Case #01 · Allowable Deflection= 2.92" Actual Deflection= 1.75" ---------·-------·-------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl 2023 2 X 2 X .232 2 1 50486. 58.42 1 95.57 14.5 .963 P02 3022 ·3 X 3 X .227 2 1 -52820. · 61.13 1 65.47 15.5 .983 P03 1717 1 3/4 X 1 3/4 X . 170 2 1 31818 . 61.13 1 113.34 12.5 .937 P04 25:J.8 2 1/2 X 2 1/2 X .187 2 1 -3:J.811. 61:.13 1 78.54 11.3 .966 P05 2016 2 X 2 X .163 1 1 10810. 61.13 0 154.70 4.4 .997 P06 1715 1 3/4 X 1 3/4 X . 155 2 1 -9996 . 61.13 1 112.90 4.3 .823 P07 201'6 2 X 2 X .163 2 1 -13429. 61.13 1 98.47 5.5 . 723 P08 1212 1 1/4 X 1 1/4 X .125 2 1 13435. 61.13 1 158.88 7.2 .956 P09 2521 2 1/2 X 2 1/2 X .212 2 1 -36691. 65.13 1 84.06 11.5 1.011 PlO 2023 2 X 2 X . 232 2 1 51955: . 57.28 1 93. 71 14.9 .991 Pll 2523 2 1/2 X 2 1/2 X .230 2 1 -47663. 38.12 1 49.36 13.8 .891 P12 3028 3 X 3 X .281 2 1 68866. 55.07 0 93.23 21. 0 .714 SOl 1515 1 1/2 X 1 1/2 X . 155 1 1 -2705 . 37.85 0 128.46 2.0 .976 S02 1515 1 1/2 X 1 1/2 X .155 1 1 -2705. 37.85 0 128.46 2.0 .976 S03 1515 1 1/2 X 1 1/2 X . 155 1 1 -2705 . 37.85 0 128.46 2.0 .976 S04 1515 1 1/2 X 1 1/2 X . 155 1 1 -270;j . 37.85 0 128.46 2.0 .976 sos 1512 1 1/2 X 1 1/2 X .123 2 1 '-13004. 37.85 1 81. 31 7.0 1.007 S06 1715 1 3/4 X 1 3/4 X .155 1 1 -2988. 41.80 0 121.16 2.0 .816 ,, Job: 0790075 Mark: G3 08-11-99 18:08:39 Page 007 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1. 000 TC WP: 2.000 TC EndP: 24.250 TC 1st PP: 22.250 BC EndP: 46.000 BC 1st PP: .500 Joist: 40G6Nl3.0K Mark: G3 Loe: CARLSBAD OAL: 43 1 -11 11 BL: 43'-9" WL: 43'-5" 8 @ 48.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Depth: L 40. 000 M 40. 000 R 40. 000 Ridge @ 21 1 -10 4/8" Eff. Depth: 38. 00 Support Locations: (From Left End Base Length) 1) 0 I -2 11 ·2) 43 I -7 11 Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 0 1. 33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ----------------------------------------·-------------------------- Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-O" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 43'-7" 1 2 5 ConA TC-LE. GY 13000 3'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 11 1 -10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 19'-10 4/811 0 0'-0" 1 2 5 Conv TC-LE GY 1000 21 1 -10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 27'-10 4/811 0 0'-0" 1 2 5 ConA TC-LE GY 13000 35'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 43'-7" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ---------------------------. -- Load Case # 1 1.0 -42515.9 -36527.4 Load Case # 2 1.0 -42515.9 -36527.4 Load Case # ~ . 0 • 0 . 0 Load Case # 4 .0 . 0 .. o ~ - Job: 0790075 Mark: G3 08-11-99 18:08:39 Page 008 Load Case# 5 1.0 -42515.9 -36527.4 -------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3537 11.58 2.223 1.172 1. 786 1.000 106.999 20.408 17.889 3 1/2 X 3 1/2 X .375 4043 6. 0.0 4 X 4 X .437 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 3 39300 3.0 3.0 36.0 3394 0 081962886 .085 0 1.3 2.6 20.2 30000 0 30000 1.0000 .000 .085 3537 4.97 1.074 .687 1.855 1.000 106.999 2.304 5.657 3 1/2 X 3 1/2 X .375 T02 5 -81004 .22. ,3 22.3 44.5 -16303 4 1 347863 -.456 0 20.7 32.4 24.0 26852 -2 30000 .9859 .000 .457 T03 5 -81003 22.3 22.3 44.5 -16302 0 0 347863 -.456 0 20.7 32.4 24.0 26852 -12 30000 .9859 .000 .456 T04 5 -110545 48.0 48 :o 96 .0 -22248 10 2 74746 -.798 0 :44.7 69.9 51. 7 20960 -17 30000 .8809 .000 .798 T05 5 -110545 48.0 48.0 96.0 -22248 8 J. 74746 -.798 0 44.7 69.9 51. 7 20960 -17 30000 .8809 .000 .798 T06 5 -152243 48.0 24.0 96.0 -30640 8 l 74746 -.957 J. 44.7 34.9 51. 7 24077 -16 30000 .8360 .000 .957 TO? 5 -152243 48.0 24.0 96.0 -30640 8 1 74746 -.957 J. 44.7 34.9 51. 7 24077 -16 30000 .8360 .000 .957 T08 1 -121145 48.0 24.0 72.0 -24381 8 1 74746 -.969 1 44.7 34.9 38.8 25156 -16 30000 .8695 .000 .969 T09 1 -121145 48.0 24.0 72.0 -24381 8 1 74746 -. 969 J. 44.7 34.9 38.8 25156 -16 30000 .8695 .000 .969 TlO 5 -133887 48.0 48.0 96.0 -26946 8 1 74746 -.967 0 44.7 6.9. 9 51.7 2096.0 -16 30000 .8558 .000 .967 Tll 5 -133887 48.0 48.0 96.0 -26946 8· l 74746 -.967 0 44.7 69.9 51. 7 20960 -16 30000 .8558 .000 .967 ·, Tl2 5 -74464 48.0 48.0 92.5 -14986 7 1 74746 -.538 0 44.7 69.9 49.9 20960 -18 30000 .9399 .000 .538 T13 5 -74464 44.5 44.5 92.5 -14986 12 2 86966 -.515 0 41.4 64.8 49.9 21884 -18 30000 .9483 .000 .515 3537 11.58 2.223 1.172 1.786 1.000 1Q6.999 20.408 J.7.889 3 1/2 X 3 1/2 X .375 4043 6.00 4 X 4 X .437 Tl4 5 -39300 3.0 3.0 36.0 -3394 0 081962886 -.090 0 1.3 2.6 20.2 28283 0 30000 1.0000 .000 .090 Job: 0790075 Mark: G3 08-11-99 18:08:39 Page 009 3531 4.17 1.083 .690 1.842 .985 107.787 4.939 1.949 3 11/2 X 3 1/2 X .312 BOl 1 0 B02 1 0. 42178 0 B03 B04 BOS B06 B07 1 100309 0 1 125·574 0 1 .116080 0 1 73090 0 1 0 0 42.0 42.0 44.5 38.8 60.9 24.2 48.5 48.5 96.0 44.8 70.3 52.1 96.0 96.0 96.0 88.7 139.1 52.1 96. 0 96. 0 72. 0 88.7 139.i 39.1 96.0 96.0 96.0 88.7 139.1 52.1 96.0 96.0 96.0 88.7 139.1 52.1 42.5 42.5 92.5 39.3 61.6 50.2 0 30000 10107 30000 24036 30000 30090 30000 27815 3,0000 17514 30000 0 22193 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99209 30000 1.0000 0 74399 30000 0 30000 0 30000 0 30000 0 30000 0 30000 .9457 18989 .4937 18989 .3662 18989 .4141 18989 .6311 96888 1. 0000 .000 .000 .000 .337 .000 .337 .801 .000 .801 1. 003 .000 1.003 .927 .000 .927 .584 .000 .584 .000 .000 .000 -------------· ------------------------------------------------------------------ Summary of Joist Deflection Criteria (in, inA4, plf) I req.= 2025.79 in4 I act.= 3285.38 in4 W-L/360= 1499.7 W-L/240= 2249.6 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.92" Actual Deflection= 1.79" -------------------------------------------------------------------------------- Mem Matl Description #· LC Force LX B L/R Weld SRatio POl 2025 2 X 2 X .250 2 1 55868. 58.14 1 95.48 19.9 .993 P02 2021 2 X 2 X . 219 2 i -36516 . 38.00 1 61. 99 11.1 .985 P03 2017 2 X 2 X . 176 2 1 37879 . 61.22 1 98.91 14.4 .938 P04 2521 2 1/2 X 2 1/2 X . 212 2 1 -37872 . 61.22 1 79.01 11.9 .991 POS 1510 1 1/2 X 1 1/2 X .109 2 1 16921. 61.22 1 130.96 10.4 .895 P06 2016 2 X 2 X . 163 2 1 -16914 . 61.22 1 98.62 6.9 .912 P07 1513 1 1/2 X 1 1/2 X .138 2 l -6454. 61.22 1 132 .. 12 3.1 .955 1?08 1717 1 3/4 X 1 3/4 X .170 l 1 7266. 61.22 0 177. 83 2.8 .978 P09 2518 2 1/2 X 2 1/2 X . 187 2 1 -28217 . 61.22 1 78.65 10.1 .857 PlO 1517 1 1/2 X 1 1/2 X . 1 70 2 1 28224. 61.22 1 133.38 11.1 .978 Pll 3022 3 X 3 X .227 2 1 -49175. 61.22 1 65.57 14.4 .916 P12 2021 2 X 2 X . 219 2 1 47009 . 58.52 1 95.45 14.3 . 946 SOl 1715 1 3/4 X 1 3/4 X .155 1 1 -2792. 43.78 0 126.89 2.0 .836 S02 1513 1 1/2 X 1 1/2 X .138 1 1 -2423. 38.00 0 128.60 2.0 .978 S03 1513 1 1/2 X 1 1/2 X .138 1 1 -24;23. 38.00 0 128.60 2.0 .978 S04 ·1513 l 1/2 X l 1/2 X . 138 l 1 -2423 . 38.00 0 128.60 2.0 .978 sos 1513 1 1/2 X 1 1/2 X . 138 1 1 -2423 . 38.00 0 128.60 2.0 .978 . S06 1513 1 1/2 X 1 1/2 X .138 1 1 -2423. 38.00 0 128.60 2.0 .978 Job: 0790075 Mark: G4 08-11-99 18:08:43 Page 010 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left . TC X: 1. 000 TC WP: 2. 00.0 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 4$.000 Joist: 40GSN13.0K Mark: G4 Loe: CARLSBAD OAL: 39 1 .,.11 11 BL: 39'-9" WL: 39 I -5" 6 @ 48.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Depth: L 40.000 M 40.000 R 40.000 Ridge@ 19'-10 4/8" Eff. Depth: 38.14 Support Locations: (From Left End Base Length) 1) 0'-2 11 2) 39'-7 11 Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 j 0 1.33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0-" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A ;J.000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 39'-7" 1 2 5 ConA TC-LE GY 13000 7'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 15'-10 4/8" 0 0'-0" 1 2 5 Conv TC-LE GY 1000 19'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 23'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 31 '-10 4/811 0 0'-0" 1 2 5 ConA TC-LE GY 6500 39'-7" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 . 7 -33019.7 -33019.7 Load Case # 2 . 7 -33019.7 -33019.7 Load Case # 3 . 0 .0 . 0 Load Case # 4 .0 . 0 . 0 Load Case # 5 . 7 -33019.7 -33019.7 ' Job: 0790075 Mark: G4 08-11-99 18:08:43 Page 011 -------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3531 10.78 2.211 1.180 1.776 .985 107.787 19.895 15.742 3 1/2 X 3 1/2 X .312 4043 6.00 4 X 4 X .437 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl ,3 39.300 3.0 . 3 .o 36.0 3644 0 081135342 .091 0 1.4 2.5 20.3 30000 0 30000 1. 0000 .000 .091 3531 4.17 1.083 .690 1.842 .985 107.787 1. 949 4.939 3 1/2 X 3 1/2 X .312 T02 5 -70235 44.5 44.5 92.5 -16830 12 3 88375 -.583 0 41.1 64.5 50.2 21698 -18 30000 .9429 .000 .583 T03 5 -70235 48.0 48.0 92.5 -16830 7 1 75957 -.608 0 44.3 69.6 50.2 20804 -18 30000 .9335 .000 .608 T04 1 -81300 48.0 24.0 96.0 -19481 8 2 75957 -.936 1 44.3 34.8 52.1 20804 -16 30000 .8974 .000 .936 T05 1 -81300 48.0 24.0 96.0 -1948.1 8 2 75957 -.9~6 1 44.3 34.8 52.1 20804 -16 30000 .8974 .000 .936 T06 5 -138227 48.0 24.0 48.0 -33122 8 2 75957 -1. 001 1 44.3 34.8 26.1 24888 -16 30000 .8256 .000 1.001 T07 5 -138227 48.0 24.0 48.0 -33122 8 2 75957 -1. 001 1 44.3 34.8 26.1 24888 -16 30000 .8256 .000 1.001 T08 1 -81300 48.0 24.0 96.0 -19481 8 2 75957 -.936 1 44.3 34.8 52.1 20804 --16 30000 .8974 .000 .936 T09 1 -8.1300 48.0 24.0 96.0 -19481 8 2 75957 -.936 1 44.3 34.8 52.1 20804 -16 30000 .8974 .000 .936 TlO 5 -70235 48.0 48.0 92.5 -16830 7 1 75957 -.608 0 44.3 69.6 50.2 20804 -18 30000 .9335 .000 .608 Tll 5 -70235 44.5 44.5 92.5 -16830 12 3 88375 -.583 0 41.l 64.5 50.2 21698 -18 30000 .9429 .000 .583 \ 3531 10.78 2.211 i.180 1. 776 .985 107.787 l~.8~5 15.742 3 1/2 X 3 1/2 X .312 4043 6.00 4 X 4 X .437 Tl2 5 -39300 3.0 3.0 36.0 -3645 0 081135342 -.098 0 1.4 2.5 20.3 27874 0 30000 1. 0000 .000 .098 3031 3.55 .922 .589 1.647 1. 000 106.999 3.487 1.412 3 X 3 X .312 BOl 1 0 42.5 42.5 92.5 0 0 0 70243 .000 0 46.1 72.l 56.2 30000 0 30000 1. 0000 .000 .000 B02 1 64300 96.0 96.0 96.0 18116 0 0 13767 .604 0 104.1 162.9 58.3 30000 0 30000 .4736 .000 .604 B03 1 98296 96.0 96.0 96.0 27694 0 0 13767 .923 0 104.1 162.9 58.3 30000 0. 30000 .1953 .000 .923 B04 1 98296 96.0 96.0 96.0 27694 0 0 13767 .923 0 104.1 162.9 58.3 30000 0 30000 .1953 .000 .923 BOS 1 54·:,rno 96.0 96 .0 96.0 18116 0 0 13767 .604 0 104.1 162.9 58,3 30000 0 30000 .4736 .000 .604 B06 1 0 42.5 42.5 92.5 0 0 0 70243 .000 Job: 0790075 Mark: G4 08-11-99 18:08:43 Page 012 0 46.1 72.1 56.2 30.000 0 30000 1.0000 .000 .000 Summary of Joist Deflection Criteria (in, in~4, plf) I req.= 1495.78 in4 I act.= 2798.74 in4 W-L/360= 1707.3 W-L/240= 2561.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.65" Mem Matl POl 2018 P02 2525 P03 1513 P04 2020 P05 1715 P06 1715 P07 2020 P08 1513 P09 2525 PlO 2018 SOl 1512 S02 1512 S03 1512 S04 1512 sos 1512 Description 2 X 2 X .187 2 1/2 X 2 1/2 X .250 1 1/2 X 1 1/2 X .138 2 X 2 X .205 1 3/4 X 1 3/4 X .155 1 3/4 X 1 3/4 X .155 2 X 2 X .205 1 1/2 X 1 1/2 X .138 2 1/2 X 2 1/2 X .250 2 X 2 X .187 1 1/2 X 1 1/2 X .123 1 1/2 X 1 1/2 X .123 1 1/2 X 1 1/2 X .123 1 1/2 X 1 1/2 X .123 1 1/2 X 1 1/2 X .123 # LC 2 1 2 1 2 1 2 1 1 1 1 1 2 1 2 1 2 1 2 1 1 5 1 5 1 5 1 5 1 5 Force 41514. -43420. 22518. -22512. 1611. 1611. -22512. 22518. --43420. 41514 .. -2765. -2765. -2765. -2765. -2765. Actual Deflection= 1.41" LX 58.61 61.31 61.31 61.31 61.31 61.31 61.31 61.31 6:L. 31 58.61 38.14 38.14 38.14 38.14 38.14 B 1 1 1 1 0 0 1 1 1 1 0 0 0 0 0 L/R 94.93 79.68 132.32 99. 71 177.69 177.69 99. 71 132.32 79.68 94.93 128.74 128.74 128.74 128.74 128.74 Weld 14.8 15.4 10.9 7.3 2.0 2.0 7.3 10.9 15.4 14.8 2.0 2.0 2.0 2.0 2.0 SRatio .970 .958 .950 .979 .236 .236 .979 .950 .958 .970 .939 .939 .939 .939 .939 Job: 0790075 Mark: GS 08-11-99 18:08:45 Page 013 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 52.000 TC 1st PP: 54.500 BC EndP: 52.000 BC 1st PP: 54.500 ------------------ Joist: 40GSN13.0K Mark: GS Loe: CARLSBAD OAL: 40 1 -1111 BL: 40 1 -911 WL: 40'-511 6 @ 48.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1. 000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Depth: L 40.000 M 40.000 R 40.000 Ridge@ 20'-4 4/8" Eff. Depth: 38.13 Support Locations: (From Left End.Base Length) 1) QI -211 2) 4Q I -7 11 Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1. 33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 500 O'-Qll 0 0'-0" 1 2 5 Chrd TC-L~ N/A 39300 0'-on 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-Qll 0 0'-0" 5 Mins PriWeb N/A 1000 0'-Qll 0 0'-on 1 2 5 Mins SecWeb N/A 1000 0'-O" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-211 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-211 1 40'-7" 1 2 5 ConA TC-LE GY 13000 8 I -lQ 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 13000 1·6 I -10 4/811 0 0'-0" 1 2 5 ConV TC-LE GY 1000 20'-4 4/811 0 0'-0" 1 2 5 ConA TC-LE GY 13000 24 I -lQ 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 32 I -10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 40'-711 0 o·· -0" 1 2 5 Joist Reactions (lbs) -------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .7 -32376.9 -33663.5 Load Case # 2 . 7 -32376.9 -33663.S Load Case # 3 . 0 .0 . 0 Load Case # 4 . 0 '0 . 0 Load Case # 5 . 7 -32376.9 -33663.5 \ Job: 0790075 Mark: GS 08-11-99 18:08:45 Page 014 -------------------------------------------------------------------------------- Matl Area RX RZ RY:( Q , Cc sxs SXL Description Mat2 Depth 3534 11.19 2.219 1.176 L781 1.000 106.999 20.174 16.856 3 1/2 X 3 1/2 X .344 4043 6.00 4 X 4 X .437 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 3 39300 3.0 3.0 36.0 3512 0 081704224 .088 0 1.4 2.6 20.2 30000 0 30000 1. 0000 .000 .088 3534 4.58 1.078 .688 1. 849 1.000 106.999 2.131 5.313 3 1/2 X 3 1/2 X .344 T02 5 -73226 50.0 50.0 104.5 -15991 15 3 69429 -.588 0 46.4 72.6 56.5 20444 -24 30000 .9309 .000 .588 T03 5 -73226 54.5 54.5 104.5 -15991 10 2 58437 -.627 0 50.6 79.2 56.5 19176 -24 30000 .9179 .000 .627 T04 5 -126395 48.0 48.0 96.0 -27601 7 1 75335 -.989 0 44.5 69.7 51.9 20987 -18 30000 .8534 .000 .989 T05 5 -126395 48.0 48.0 96.0 -27601 8 2 75335 -.989 0 44.5 69.7 51..9 20987 -16 30000 .8534 .000 .989 T06 5 -142249 48.0 24.0 54.0 -31063 8 1 75335 -.928 1 44.5 34.9 29.2 25181 -16 30000 .8351 .000 .928 T07 5 -142249 48.0 24.0 54.0 -31063 8 2 75335 -.928 1 44.S 34.9 29.2 25181 -16 30000 .8351 .000 .928 T08 5 -122996 48.0 48.0 96.0 -26859 8 1 75335 -.962 0 44.5 69.7 51..9 20987 -16 30000 .8574 .000 .962 T0,9 5 -122996 48.0 48.0 96.0 -26859 8 2 75335 -.962 0 44.5 69.7 51.. 9 20987 -16 30000 .8574 .000 .962 TlO 5 -7Q996 48.0 48.0 92.5 -15504 7 1 75335 -.555 0 44.S 69.7 50.0 20987 -18 30000 .9383 .000 .555 Tll 5 -70996 44.S 44.S 92.5 -15504 12 2 87652 -.532 0 41..3 64.6 50.0 21908 -18 30000 .9469 .000 .532 1 3534 11.19 2.219 1.176 1. 781 1. 000 106.999 20.174 16.856 3 1/2 X 3 1/2 X .344 4043 6.00 4 X 4 X .437 Tl2 3 39300 3.0 3.0 36.0 3512 0 081.704224 .088 0 1.4 2.6 20.2 30000 0 30000 1.0000 .000 .088 3031. 3.55 .922 .589 1..647 1.000 1.06.999 3.487 1..412 3 X 3 X .312 BOl l 0 48.0 48.0 1.04.5 0 0 0 55068 .000 0 52.1 81.5 63.5 30000 0 30000 1.. 0000 .000 .000 B02 1 '70901 102.5 102.5 1.04.5 1.9976 0 0 12076 .666 0 111.2 174.0 63.5 30000 0 30000 .3383 .000 .666 B03 1 103286 96.0 96. 0-54.0 29100 0 0 13767 .970 -0 1.04.1. 1.62.9 32.8 30000 0 . 30000 .1545 .000 .970 B04 l 101.508 96.0 96 .0 96.0 28599 0 0 13767 .953 0 1.04.l 162.9 58.3 30000 0 30000 .1.690 .000 .953 BOS 1 65881, 96.0 96.0 96.Q 18562 0 0 13767 .619 0 104.1 162.9 58.3 30000 0 30000 .4607 .000 .619 B06 1 0 42.5 42.5 92.5 0 0 0 70243 .000 Job: 0790075 0 Mark: GS 46.1 72.1 56.2 30000 - 08-11-99 18:08:45 Page 015 0 30000 1.'0000 .000 .000 -------------------------------------------------------------------------------- Summary of Joist Deflection Criteria (in, in"'4, plf) I req.= 1590.68 in4 I act.= 2915.96 in4 W-L/360= 1650.0 W-L/240= 2475.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.72" Actual Deflection= 1.47" Mem Matl Description # LC Force LX B L/R Weld SRatio POl . 2020 2 X 2 X .205 2 1 43492. 62.88 1 102.26 14.1 .932 P02 3022 3 X 3 X .227 2 1 -45998. 66.52 1 71.24 13.5 .896 P03 1512 1 1/2 X 1 1/2 X . 123 2 1 21488 . 61.30 1 131. 71 11. 6 1.012 P04 2018 2 X 2 X .187 2 1 -21481. 61.30 1 99.30 7.7 1. 013 P05 1715 1 3/4 X 1 3/4 X .155 1 1 -1608. 61.30 0 177. 67 2.0 .944 P06 1715 1 3/4 x 1 3/4 X .155 1 1 2646. 61.30 0 177.67 2.0 .388 P07 2021 2 X 2 X . 219 2 1 -23551 . 61.30 1 100.00 7.2 .967 P08 1513 1 1/2 X 1 1/2 X . 138 2 1 23558 . 61.30 1 132.30 11.4 .994 P09 2525 2 1/2 X 2 1/2 X .250 2 1 -44463. 61.30 1 79.67 15.8 .981 PlO 2020 2 X 2 X .205 2 1 42511. 58.60 1 95.30 13.8 .911 SOl 1512 1 1/2 X i 1/2 X .123 1 5 -2845. 38.13 0 128.70 2.0 .965 S02 1512 1 1/2 X 1 1/2 X .123 1 5 -2845. 38.13 0 128.70 2.0 .965 S03 1512 1 1/2 X 1 1/2 X .123 1 5 -2845. 38.13 0 128.70 2.0 .965 S04 1512 1 1/2 X 1 1/2 X .123 1 5 -2845. 38.13 0 128.70 2.0 .965 sos 1512 1 1/2 X 1 1/2 X .123 1 5 -2845. 38.13 0 128.70 2.0 .965 - Job: 07900?-5 Mark: G6 08-11-99 18:08:48 Page 016 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 SMI Joist Engineering Report Joist: 40G5Nl3.0K Mark: G6 Loe: CARLSBAD OAL: 39'-3" BL: 3.9 I -0 4/8" WL: 38'-8 4/8 11 6 @ 48.000 Verticals located at all bottom chord panel points . Req. by: ASE8 . CA Tech: TRM Right TC X: 1.500 TC WP: 2.000 TC EndP: 42.000 TC 1st PP: 44.000 BC EndP: 46.000 BC 1st PP: 40.000 . Depth: L 40. 000 M 40. 000 R 40. 000 Ridge @ 19' -6 2/8" Eff. Depth: 38 .13 Support Locations: (From Left End Base Length) 1) 0'-2 11 2) 38'-10 4/8" -----------------------------· ----·--------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. L.oad Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1.33 .00 4 0 1.33 .oo 5 0 1,33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0 I .. 0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 38'-10 4/8" 1 2 5 ConA TC-LE GY 13000 7'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 15 I -10 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 2000 15'-10 4/8 11 0 0'-0" 1 2 5 Conv TC-LE GY 1000 19'-6 2/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 13000 23-1 -10 4/8" 0 0'-O" 1 2 5 ConA TC-LE GY 13000 31' -10 4/811 0 0'-0" 1 2 5 ConA TC-LE GY 6500 38'-10 4/8" 0 O!-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load case # 1 .2 -33731.9 -34306.7 Load Case # 2 .2 -33731. 9 -34306.7 Load Case # 3 . 0 .0 .0 Load Case # 4 .0 . 0 . 0 1 Job: 079.0075 Mark: G6 08-11-99 18:08:48 Page 017 Load Case# 5 .2 -33731.9 -34306.7 ------------------------------------------------------------------------------ Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3534 11.19 2.219 1.176 1.781 1.000 106.999 20.174 16.856 3 1/2 X 3 1/2 X .344 4043 6.00 4 X 4 X .437 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 3 39300 3.0 3.0 36.0 3512 0 081704224 .088 0 1.4 2.6 20 .2. 30000 0 30000 1. 0000 .000 .088 3534 4.58 1.078 .688 1.849 1.000 106.999 2.131 5.313 3 1/2 X 3 1/2 X .344 T02 5 -71076 44.5 44.S 92.S -15521 12 2 87652 -.533 0 41.3 64.6 50.0 ·21908 -18 30000 .9469 .000 .533 T03 5 -71076 48.0 48.0 92.S -15521 7 1 75335 -.556 0 44.5 69.7 50.0 20987 -18 30000 .9382 .000 .556 T04 5 -123249 4·8. o 48.0 96.0 -26914 8 2 75335 -.964 0 44.5 69.7 51. 9 20987 -16 30000 .8571 .000 .964 TOS 5 -123249 48 .. 0 48.0 96.0 -26914 8· 1 75335 -.964 0 44.5 69.7 51.9 20987 -16 30000 . 8571 .000 .964 T06 5 -140045 48.0 24.0 52.3 -30582 8 2 75335 -.913 1 44.5 34.9 28.3 25181 -16 30000 .8376 .000 .913 T07 5 -140045 48.0 24.0 52.3 -30582 8 2 75335 -.913 1 44.5 34.9 28.3 25181 -16 30000 .8376 .000 .913 T08 5 -119171 48.0 48.0 96.0 -26024. 8 1 75335 -.932 0 44.5 69.7 51. 9 20987 -16 30000 .8618 .000 .932 T09 5 -119171 48.0 48.0 96.0 -26024 9 2 75335 -.932 0 44.5 69.7 51.9 20987 -16 30000 .8618 .000 .932 TlO 5 -71382 44.0 44.0 84.0 -15588 6 1 89655 -.532 0 40.8 63.9 45.4 22037 -15 30000 .9478 .000 .532 Tll 5 -71383 40.0 40.0 84.0 -15588 10 2 108483 -.509 0 37.1 58.1 45.4 23037 -15 30000 .9569 .000 .509 ' 3534 11.19 2.219 1.176 1.781 1.000 106.999 20.174 16.856 3 1/2 X 3 1/2 X .344 4043 6.00 4 X 4 X .437 T12 5 -39300 3.5 3.5 36.0 -3512 0 060027594 -.093 0 1.6 3.0 20.2 28277 0 30000 1. 0000 .000 .093 3031 3.55 .922 .589 1.647 1.000 106.999 3.487 1.412 3 X 3 X .312 BOl 1 0 42.5 42.S 92.5 0 0 0 70243 .000 0 46.1 72.1 56.2 30000 0 3.0000 1. 0000 .000 .000 B02 1 66047 96.0 96.0 96.0 18608 0 0 13767 .620 0 104.1 162.9 58.3 30000 0 30000 .4593 .000 .620 B03 1 101846 96.0 96.0 52.3 28695 0 0 13767 .956 0 104.1 162.9 31. 7 30000 0 30000 .1663 .000 .956 B04 1 98493 96.0 96.0 96.0 27750 0 0 13767 .925 0 104.1 162.9 58.3 30000 0 30000 .1937 .000 .925 BOS 1 61245 88.0 88.0 96.0 17255 0 0 16384 .575 0 95.5 149.4 58.3 30000 0 30000 .5787 .000 .575 Job: 0790075 B06 l Mark: G6 08-11-99 18:08:48 Page 018 0 0 46.5 46.5 36.0 50.4 78.9 2J..9 0 19227 0 0 summary of Joist Deflection Criteria (in, inA4, plf) ----------------------------------:--. --------------- 0 '58678 .000 30000 1.0000 .000 .000 I req.= 1506.87 in4 I act.~ 2915.96 in4 W-L/360= 1878.3 W-L/240= 2817.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.60" Actual Deflection= 1.34" ------------------------------------------------------------------------------- Mem 'Matl Description # LC Force LX B L/R Weld SRatio POl 2020 2 X 2 X .205 2 l 42616. 58.60 l 95.30 13.9 ..913 P02 2525 2 1/2 X 2 J./2 X .250 2 J. -44573. 61.30 l 79.67 15. 9 .984 P03 151.3 l 1/2 X l 1/2 X .138 2 l 23668. 61.30 l 132.30 11..4 .999 P04 2021 2 X 2 X .2J.9 2 1 -23661. 61.30 1 1.00.00 7.2 .972 P05 2016 2 X 2 X .163 l i -2209. 61.30 0 155.15 2.0 .820 P06 J. 71.5 1 3/4 X J. 3/4 X .155 1 1 3681. 61.30 0 177.67 2.0 .540 P07 2021 2 X 2 X .219 2 1 -24586. 61.30 J. 100.00 7.5 1.010 P08 1515 1 1/2 x 1 1/2 X . 155 2 l 24593. 61.30 l 132.98 10.6 .929 P09 2521 2 1/2 X 2 1/2 X .212 2 l -41.016. 55.26 1 71.33 12.9 .999 PlO 2020 2 X 2 X .205 2 l 43218. 58.23 l 94.69 14. l .926 SOl J.512 l 1/2 X 1 1/2 X .123 l 5 -2801. 38.13 0 128.70 2.0 .951 S02 J.512 l 1/2 X l 1/2 X .123 1 5 -2801. 38.13 0 128.70 2.0 .951 S03 1512 1 1/2 X 1 1/2 X .123 l 5 -2801. 38.13 0 128.70 2.0 .951 S04 1512 l 1/2 X l 1/2 X . 123 l 5 -2801 . 38.13 0 128.70 2.0 .951 sos 1512 l 1/2 X l 1/2 X .123 l 5 -2816. 38.34 0 129.40 2.0 .966 ·e ·- Job: 0790075 Mark: G7 08-11-99 18:08:50 Page 019 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.500 TC WP: 2.00Q TC EiidP: 52.000 TC 1st PP: 62.000 BC EndP: 52.000 BC 1st PP: 62.000 Joist: 40G6N13.'0K Mark: G7 Loe: CARLSBAD OAL: 43'-1011 BL: 43'-7 4/8" WL: 43 1 -3 4/8 11 6 @ 52.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 49.000 TC 1st PP: 48.500 BC EndP: 52.000 BC 1st PP: 45.500 Depth.: L 40.000 M 40.000 R 40.000 Ridge@ 21'-9 6/8 11 Eff. Depth: 37.84 Support Locations: (From Left End Base Length) 1) 0'-2 11 2) 43'-5 4/8" Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ---------------------------------------"--------------------------- Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 Mins secWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 43 1 -5 4/8" 1 2 5 ConA TC-LE GY 13000 9'-6" 0 0'-0" 1 2 5 ConA TC-LE GY 900 9'-6'' 0 0'-0" 1 2 5 ConA TC-LE GY 13000 17 1 -6" 0 0'-0" 1 2 5 Conv TC-LE GY 1000 21'-9 6/811 0 0'-0" 1 2 5 ConA TC-LE GY 13000 25'-6" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 33'-6" 0 0'-0" 1 2 5 ConA TC-LE GY 13000 41 1 -' 6" 0 0'-0" 1 2 5 ConA TC-LE GY 6500 43'-5 4/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------- Load Case # 1 1.2 -34691. 0 -45252.2 Load Case # 2 1 .. 2 -34691. 0 -45252.2 Load Case # 3 . 0 .0 . 0 \ Job: 0790075 Load Case# 4 Load Case# 5 Mark: G7 .0 1.2 - • 0 -34691. 0 .o -45252.2 08-11-99 18:08:50 Page 020 -------------------------------------------------------------------------------- Matl Ar.ea RX RZ. RYY Q Cc sxs SXL Description Mat2 Depth 4043 8.99 2.206 1.176 1.946 .961 109.165 11.847 18.931 4 X 4 X .437 3225 6.00 Mem LC TOl 5 Force LX LZ LYY Fills KL/RX KL/RZ KL/RYY ;39300 0 3.5 1.6 3.5 36.0 3.0 18.5 fa +Moment FA -Moment 4374 30000 0 0 3 X 2 X • 250 fb FB FE CM 059317261 30000 'J..0000 ARat BRat SRat .110 .000 .110 4043· 6.61 1.226 .785 2.064 1.000 106.999 3.500 8.562 4 X 4 X .437 T02 T03 T04 TOS T06 T07 T08 T09 TlO Tll 5 -76549 0 5 -76549 0 5 -142355 0 1 -103055 0 1 -121425 ' 0 1 -121425 1 1 -102858 0 1 -102858 0 1 -41755 1 1 -53255 0 50.0 50.0 112.0 40.8 63.7 54.3 62.O 62.0 112.0 50.6 79.0 54.3 52.0 52.0 96.0 42.4 66.3 46.5 52.0 52.0 96.0 42.4 66.3 46.5 48.0 48.0 51.8 39.1 61.2 25.1 48.0 24.0 96.0 39.1 30.6 46.5 48.0 48.0 96.0 39.1 61.2 46.5 48.0 48.0 96.0 39.1 61.2 46.5 96.0 48.0 96.0 78. 3 61. 2 46. 5 15.5 15.5 23.5 12. 6 19. 8 11. 4 -11581 22072 -11581 19209 -21536 21618 -1ssn 21618 -18370 22516 -18370 24886 -15561 22516 -15561 22516 -6317 19351 -8057 28325 0 -1220 4285 -1220 4285 -17487 54874 -35987 0 -35987 55190 -36344 0 -36344 52859 -39307 35417 -61822 0 -61822 0 30000 501 30000 501 30000 6409 30000 -10281 30000 6446 30000 -10383 30000 6174 30000 -17663 30000 -17663 30000 89806 .9613 58407 .9405 83031 .8962 83031 .9249 97446 .9246 97446 .9246 97446 .9361 97446 .9361 24361 .9222 934508 .9974 -.394 .000 -.453 .014 -.749 .014 -. 721 .243 -.612 -.343 -.738 .245 -.519 -.346 -.691 .229 -.211 .-. 589 -.269 -.589 .394 .467 .763 .964 .955 .983 .865 .920 .799 .857 4043 13.22 2.211 1.245 1.906 1.000 106.999 21.533 21.533 4 X 4 X .437 4043 6.00 Tl2 5 -39300 0 3.0 1.4 3.0 36.0 2.4 18.9 -2973 28415 0 0 4 X 4 X .437 081077447 -.079 30000 1.0000 .000 .079 3534 4.58 1.078 .688 1.849 1.-000 106.999 5.313 2.131 3 1/2 X 3 1/2 X .344 B01 1 0 0 52.5 52.5 112.0 48.7 76.3 60.6 B02 1 83432 114.0 114.0 96.0 0 105.7 165.6 51.9 B03 1 119926 100.0 100.0 51.8 0 92.8 145.3 28.0 B04 1 119017 96.0 96.0 96.0 0 89.0 139.5 51.9 BOS 1 83947 107.5 107.5 96.0 0 30000 18219 30000 26189 30000 25990 30000 18332 0 0 0 0 0 0 0 0 0 0 62974 30000 1.0000 0 30000 0 30000 0 30000 0 13356 .4543 17357 .3965 18834 .4480 15020 .000 .000 .000 .607 .000 .607 .873 .000 .873 .866 .000 .866 .611 - Job: 0790075 Mark: G7 08-11-99 18:08:50 Page 021 0 99.7 156.2 51.9 30000 0 30000 ·.5118 .000 . 611 BOG 1 0 46.5 46.5 96.0 0 0 0 80274 .000 0 43.1 67.6 51.9 30000 0 30000 1. 0000 .000 .000 Summary of .;roist Deflection Criteria (in, in ... 4, plf) I req.= 2035.06 in4 I act.= 3888.25 in4 W-L/360= 1790.3 W-L/240= 2685.5 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.91" Actual Deflection= 1.51" Mem Matl Descri;ption # LC Force LX B L/R Weld SRatio POl 2021 2 X 2 X .219 2. 1 47542. 62. 70, 1 102.29 14.5 .957 P02 3025 3 X 3 X .250 2 1 -55063. 72.63 1 78.07 19.6 1. 012 P03 1515 1 1/2 X 1 1/2 X .15.5 2 1 25119. 64.31 1 139.50 10. 8 .949 P04 2021 2 X 2 X . 219 2 1 -21713. 64.31 1 104.91 6.6 .968 P05 1715 1 3/4 X 1 3/4 X .155 1 1 2718. 61.12 0 177.14 2.0 .397 P06 1715 1 3/4 X 1 3/4 X . 155 1 1 3876. 61.12 0 177.14 2.0 .566 P07 2018 2 X 2 X .187 2 1 -21382. 61. 12 1 99.00 7.6 1.004 P08 1515 1 1/2 X 1 1/2 X .155 2 1 24888. 61.12 1 132.58 10.7 .941 P09 3025 3 X 3 X .250 2 1 -50931. 70.51 1 75.79 18.1 .916 PlO 3028 3 X 3 X . 281 2 1 66713. 64.31 0 108.87 20.4 .692 SOl 1513 1 1/2 X 1 1/2 X .138 1 1 -24'29. 37.84 0 128.06 2.0 .972 S02 1513 1 1/2 X 1 1/2 X .138 1 1 -2429. 37.84 0 128.06 2.0 .972 S03 1715 1 3/4 X 1 3/4 X .155 1 1 -3082. 37.84 0 109.66 2.0 .689 S04 1513 1 1/2 X 1 1/2 X . :).38 1 1 -2429. 37.84 0 128.06 2.0 .972 sos 1717 1 3/4 X 1 3/4 X .170 2 1 -16564. 52.57 1 97.48 6.5 .957 - Job: 0790075 Mark: GS 08-11-99 18:08:54 Page 022 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000· TC WP: 2.000 TC EndP: 23.000 TC 1st PP: 21.000 BC EndP: 36.000 BC 1st PP: 8.000 SMI Joist Engineering Report Joist: 40G7Nl0.0K Mark: GS Loe;: CARLSBAD OAL: 51'-8 4/8" BL: 51'-6 4/8 11 WL: 51'-2 4/811 10 @ 48.000 Verticals located at all bottom chord pap,eJ. points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Depth.: L 40.000 M 40.000 R 40.000 Ridge@ 25'-9 2/8" Eff. Depth: 37.86 Support Locations:· (From Left End Base Length) 1) 0 I -2 II 2) 51'-4 4/8" Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 500 0'-0" 0 0'-011 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-011 3 4 Chrd TC-LE N/A 39300 0'-011 0 0'-0" 5 Mins PriWeb N/A 1000 0'-011 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 5000 0'-211 0 0'-011 1 2 5 Dist TC-LE GY 1 0'-211 1 51'-4 4/8" 1 2 5 ConA TC-LE GY 10000 3'-311 0 0'-0" 1 2 5 ConA TC-LE GY 10000 11'-8 II 0 0'-0" 1 2 5 ConA TC-LE GY 10000 19'-8" 0 0'-011 1 2 5 ConV TC-LE GY 1000 25'-9 2/8" 0 0'-011 1 2 5 ConA TC-LE. GY 10000 27'-911 0 0'-011 1 2 5 ConA TC-LE GY 10000 35'-911 0 0, .. 0" 1 2 5 ConA TC-LE GY 10000 43'-8 II 0 0'-011 1 2 5 ConA TC-LE GY 5000 51' -4 4/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -------------------------"---- Load Case # 1 .9 -37990.9 -33060.1 Load Case # 2 .9 -37990.9 -33060.1 Load Case # 3 . 0 .0 .0 \ Job: 0790075 Load Case# 4 Load Case# 5 Mark: G8 • 0 .9 - .0 -37990.9 • 0 -3'3060 .1 08-11-99 18:08:54 Page 023 ------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 4037 12.33 2.218 1.247 1.887 1.000 106.999 21.079 19.424 4 X 4 X .375 4043 6.00 4 X 4 X .437 Mem LC T0l 3 Force LX LZ LYY Fills KL/RX KL/RZ KL/RYY 39300 0 3.0 1.4 3.0 36.0 2.4 19.1 fa +Moment FA -Moment 3188 30000 0 0 fb FB FE CM 081626662 30000 1. 0000 ARat BRat SRat .080 .000 .080 4037. 5.72 1.235 .788 2.051 1.000 106.999 3.046 7.658 4 X 4 X .375 T02 T03 T04 T05 T06 T07 T08 T09 Tl0 5 -68926 0 5 -68925 0 5 -105037 0 5 -105037 0 5 -150627 0 5 -150627 0 1 -131540 1 1 -131540 1 1 -124508 0 Tll 1 -124508 0 Tl2 5 -130732 0 Tl3 5 -130732 0 Tl4 5 -72279 0 Tl5 5 -72279 0 :h.o 21.0 17.0 26.7 21. 0 21. 0 17.0 26.7 48.0 48.0 38.9 60.9 48.0 48.0 38. 9 60 .. 9 48.0 48.0 38.9 60.9 48.0 38.9 48.0 38.9 48. o. 38.9 48.0 38.9 48.0 48.0 60.9 24.0 30.5 24.0 30.5 48.0 60.9 48.0 42.0 2Q.5 42.0 20.5 96.0 46.8 96.0 46.8 96.0 46.8 96.0 46.8 73. 3 35.7 73.3 35.7 96.0 46.8 96.0 38.9 60.9 46.8 48.0 48.0 96.0 38.9 60.9 46.8 48.0 48.0 96.0 38.9 60.9 46.8 4B.0 48.0 92.5 38.9 60.9 45.1 44.5 44.5 92.5 36.0 56.5 45.1 -12053 27555 -12052 27555 -18367 22555 -18367 22555 -26339 22555 -26339 22555 -23002 25988 -23002 25988 -21772 22555 -21772 22555 -22860 22555 -22860 22555 -12639 22555 -12639 23305 4 -2 0 -12 10 -17 8 -17 8 -16 8 -16 8 -16 8 -16 8 -16 8 -16 8 -16 8 -16 7 -18 12 -18 0 30000 0 30000 1 30000 1 30000 1 30000 1 30000 1 30000 1 30000 1 30000 1 30000 1 30000 1 516168 .9930 516168 . 9930 98798 .9256 98798 .9256 98798 .8934 98798 .8934 98798 .9069 98798 .9069 98798 . 9119 98798 -.329 .000 -.329 .000 -.612 .000 -.612 .000 -.878 .000 -.878 .000 -.885 .000 -.885 .000 -.965 .000 -.965 .329 .329 .612 .612 .878 .878 .885 .885 .965 . 9119 . 000 . 965 98798 -.762 .9074 .000 .762 98798 -.762 30000 . 9074 . 000 . 762 1 98798 -.421 30000 . 9616 . 000 . 421 2 114950 -.408 30000 .9670 .000 .408 4037 7.33 2.124 1.175 1.917 .917 111.710 8.472 15.792 4 X 4 X .375 2218 6.00 2 1/2 X 2 X .187 Tl6 3 39300 0 3.0 1.4 3.0 36.0 2.6 18.8 5360 30000 0 0 074868399 30000 1. 0000 .134 . 000 .134 \ Job: 0790075 Mark: GB 08-11-99 18:08:54 Page 024 3534 4.58 1.078 .688 1.849 1.000 lOS.999 5.313 2.131 3 ~/2 X 3 1/2 X .344 BOl B02 B03 B04 BOS B06 B07 BOS. l l l 1 1 l l l 0 0 ·36597 0 94875 0 127776 0 134700 0 114312 0 68547 0 0 0 28.5 28.5 26.4 41.4 56.0 56.0 51.9 81.4 96.0 96.0 89.0 139.5 96.0 96.0 89.0 139.5 96.0 96.0 89.0 139.5 96.0 96.0 89.0 139.5 96.0 96.0 89.0 139.5 43.5 43.5 40.3 63.2 42.0 22.7 96.0 51. 9 96.0 51. 9 96.0 51. 9 96.0 51.9 96.0 51.9 96.0 51.9 92.5 50.0 0 30000 7992 30000 20718 30000 27903 30000 29415 30000 .24963 30000 14969 30000 0 22164 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 213693 1.0000 55348 .9422 18834 .5600 18834 .4074 18834 .3753 18834 .4698 18834 .6821 91728 1. 0000 .000 .000 .266 .000 .691 .000 .930 .000 .980 .000 .832 .000 .499 .000 .000 .000 .000 .266 .691 .930 .980 .832 .499 .000 I req.= 2466.82 in4 I act.= 3659.11 in4 W-L/360= 1018.0 W-L/240= 1527.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.44" Actual Deflection= 2.31" -------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R-Weld SRatio POl 2020 2 X 2 X .205 2 1 45013. 50.89 0 129.50 14.6 .964 P02 2020 2 X 2 X .205 2 1 -34228. 38.70 1 62.93 11.1 .990 P03 2016 2 X 2 .x .163 2 1 37923. 61.13 1 98.48 15.5 1.011 P04 2521 2 1/2 X 2 1/2 X . 212 2 1 -37917 . 61.13 1 78. 91 11.9 .991 P05 1513 l 1/2 X 1 1/2 X . 138 2 1 21763 . 61.13 1 131. 94 10.5 .918 P06 2020 2 X 2 X .205 2 1 -21756. 61.13 1 99.42 7.1 .942 P07 1715 1 3/4 X 1 3/4 X .155 1 1 5602. 61.13 0 177.18 2.4 .818 POS 1510 1 1/2 X 1 1/2 X .109 2 1 -4831. 61.13 1 130.78 3.0 .878 P09 2016 2 X 2 X .163 2 1 -13787. 61.13 1 98.48 5.6 .742 PlO 1212 1 1/4 X 1 1/4 X .125 2 1 13794. 61.13 1 158.89 7.4 .982 P11 2518 2 1/2 X 2 1/2 X . 187 2 1 ,-29948. 61.13 1 78.54 10.7 .909 P12 1715 1 3/4 X 1 3/4 X .155 2 1 29954; 61.13 1 112.92 12.9 .963 P13 3022 3 X 3 X .227 :? 1 -46108. 61.13 1 65.48 13.5 .858 Pl4 2020 2 X 2 X .205 2 1 44072. 58.43 1 95.02 14.3 .944 SOl 1715 1 3/4 X 1 3/4 X . 155 1 1 -2782 . 40.03 0 116.01 2.0 .696 S02 1515 1 1/2 X 1 1/2 X .155 1 l -2631. 37.86 0 128.50 2.0 .950 S03 1515 1 1/2 X 1 1/2 X .155 1 1 -2631. 37.86 0 128.50 2.0 .950 S04 1515 1 1/2 X 1 1/2 X .155 1 1 -2631. 37.86 0 128.50 2.0 .950 sos 1515 1 1/2 X 1 1/2 X . 155 1 1 -2631 . 37.86 0 128.50 2.0 .950 S06 1515 1 1/2 X 1 1/2 X .155 1 1 -2631. 37.86 0 128.50 2.0 .950 S07 1515 1 1/2 X 1 1/2 X . 155 1 1 -2631 . 37.86 0 128.50 2.0 .950 \ - Job: 0790075 Mark: G9 08-11-99 18:08:56 Page 025 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 SMI Joist Engineering Report ------------------------- Joist: 40G5N9.0K Mark: G9 Loe: CARLSBAD OAL.: 39 1 -1111 BL: 39'-911 WL: 39'-511 6@ 48.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 46.500 TC 1st PP: 48.000 BC EndP: 46.500 BC 1st PP: 48.000 Deptµ: L 40.000 M 40.000 R 40.000 Ridge@ 19'-10 4/8" Eff. Depth: 38.42 Support Locations·: (From Left End ·Base Length) 1) 0 I -2 11 2) 39'-7 11 Joist Loading (ft, lbs,. & ft*lbs) LC U. Load 1 0 4 0 Type Ref-pt $tress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 0 0 Distance Stress Deflec LC 1.00 . 00 3 1.33 .00 u. Load 0 Load Distance Load Stress Deflec 1.33 .00 Cases ____ ...,_ ------------------------------------------------------------- Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-.LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-011 1 2 5 Mins SecWeb N/A 1000 0'-011 0 0'-011 1 2 5 ConA TC-LE GY 4500 0'-211 0 0'-011 1 2 5 Dist TC-LE GY 1 0'-2" 1 39'-711 1 2 5 ConA TC-LE GY 9000 7'-10 4/8 11 0-0'-011 1 2 5 ConA TC-LE GY 9000 15 I -10 4/8 11 0 0'-011 1 2 5 Conv TC-LE GY 1000 19' -10 4/8 11 0 0'-011 l 2 5 ConA TC-LE GY 9000 23'-10 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 9000 31 1 -10 4/8 11 0 0'-0" l 2 5 ConA TC-LE GY 4500 39'-711 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------·------------ Load Case # 1 .4 -23019.7 -23019.7 Load Case # 2 .4 -23019.7 -23019.7 Load Case # 3 .0 . 0 . 0 Load Case # 4 .o . 0 .0 Load Case # 5 .4 -23019.7 -23019.7 \\ ·e Job: 0790075 Mark.: G9 08-11-99 18:08:56 Page 026 ------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth· 3031 6.17 2.319 .936 1.566 .922 111.416 10.033 12.330 3 X 3 X .312 3022 6.00 3 X 3 X .227 Mem LC Force LX LZ· LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 3 39300 3.0 3.0 36.0 6369 0 089254025 .160 0 1.3 3.2 23.0 30000 0 30000 1. 0000 .000 .160 3031 3.55 .922 .589 1.647 1.000 106.999 1.412 3.487 3 X 3 X .312 T02 . 5 -60749 44.5 44.5 92.5 -17116 12 4 64071 -.647 0 48 .. 3 75.5 56.2 19892 -18 30000 .9199 .000 .647 T03 5 -60749 48.0 48.0 92.5 -17116 7 2 55068 -.688 0 52.1 81.5 56.2 18717 -18 30000 .9068 .000 .688 T04 5 -95762 48.0 24.0 96.0 -26981 8 2 55068 -.882 1 52.1 40.7 58.3 23007 -16 30000 .8040 .000 .882 T05 5. -95762 48.0 24.0 96.0 -26981 8 2 55068 -.882 1 52.1 40.7 58.3 23007 -16 30000 .8040 .000 .882 T06 5 -108267 48.0 24.0 48.0 -30504 8 2 55068 -.955 1 52.1 40.7 29.1 24024 -16 30000 . 7784 .000 .955 T07 5 -108267 48.0 24.0 48.0 -30504 8 2 55068 -.955 1 52.1 40.7 29.1 24024 -16 30000 . 7784 .000 .955 T08 5 -95763 48.0 24.0 96.0 -26981 8 2 55068 -.882 1 52.1 40.7 58.3 23007 -16 30000· .8040 .000 .882 T09 5 -95763 48.0 24.0 96.0 -26981 8 2 55068 -.882 1 52.1 40.7 58.3 23007 -16 30000 .8040 .000 .882 TlO 5 -60749 48.0 48.0 92.5 -17116 7 2 55068 -.688 0 52.1 81. 5 56.2 18717 -18 30000 .9068 .000 .688 Tll 5 -60749 44.5 44.5 92.5 -17116 12 4 64071 -. 647 0 48.3 75.5 56.2 19892 -18 30000 .9199 .000 .647 \ 3031 6.17 2.319 .936 1.566 .922 111.416 10.033 12.330 3 X 3 X .312 3022 6.00 3 X 3 X .227 T12 3 39300 3.0 3.0 36.0 6369 0 089254025 .160 0 1.3 3.2 23.0 30000 0 30000 1. 0000 .000 .160 2525 2.38 .769 .491 1. 440 1. 000 106.999 1.961 .789 2 1/2 X 2 1/2 X .250 BOl 1 0 43.5 43.5 92.5 0 0 0 46729 .000 0 56.5 88.5 64.2 30000 0 30000 1. 0000 .000 .000 B02 1 44581 96.0 96.0 96.0 18771 0 0 9594 .626 0 124.8 195.3 66.7 30000 0 30000 .2174 .000 .626 B03 1 68340 96.0 96.0 96.0 28775 0 0 9594 .959 0 124.8 195.3 66.7 30000 0 30000 -.1996 .000 .959 B04 1 68340 96.0 96.0 96.0 28775 0 0 9594 .959 0 124.8 195.3 66.7 30000 0 30000 -.1996 .000 .959 BOS 1 44?81 96.0 96.0 96.0 18771 0 0 9594 .626 0 124.8 195.3 66.7 30000 0 30000 .2174 .000 .626 B06 1 0 43.5 43.5 92.5 0 0 0 46729 .000 Job: 0790075 Mark: G9 08-11-99 18:08:56 Page 027 0 56.5 88.5 64.2 30000 0 30000 1·. 0000 .000 .000 Summary of Joist Deflection Criteria (in, in"'4, plf) I req.= 1047.85 in4 I act.= 2104.52 in4 W-L/360= 1283.8 W-L/240= 1925.8 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.65" Actual Deflection = 1. 31" -------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl .1517 1 1/2 X 1 1/2 X . 170 2 1 29102 . 58.79 1 128.08 11.4 1.008 P02 2518 2 1/2 X 2 1/2 X .187 2 1 -30429. 61.48 1 78.99 10.8 .927 P03 1510 1 1/2 x 1 1/2 X .109 2· 1 16019. 6i.48 1 131. 52 9.8 .847 P04 2016 2 X 2 X .163 2 1 -16013. 61.48 1 99.04 6.6 .869 POS 1715 1 3/4 X 1 3/4 x . 155 1 1 1604 . 61..48 0 178.19 2.0 .237 P06 1715 1 3/4 X 1 3/4 X .155 1 1 1604. 61.48 0 178.19 2.0 .237 P07 2016 2 X 2 X .163 2 1 -160],.3. 61.48 1 99.04 6.6 .869 P08 1510 1 1/2 X 1 1/2 X . 109 2 1 16019 . 61.48 1 131.52 9.8 .847 P09 2518 2 1/2 X 2 1/2 X .187 2 1 -30429. 61.48 1 78.99 10.8 .927 P10 1517 1 1/2 X 1 1/2 X . 170 2 1 2'9102 . 58.79 1 128.08 11.4 1.008 SOl 1510 1 1/2 X 1 1/2 X .109 1 5 -2165. 38.42 0 129.29 2.0 .833 S02 1510 1 1/2 X 1 1/2 X .109 1 5 -2165. 38.42 0 129.29 2.0 .833 S03 1510 1 1/2 X 1 1/2 X .109 1 5 -2165. 38.42 0 129.29 2.0 .833 S04 1510 1 1/2 X 1 1/2 X .109 1 5 -2165. 38.42 0 129.29 2.0 .833 sos 1510 1 1/2 X 1 'J./2 X .109 1 5 -2165. 38.42 0 129.29 2.0 .833 Job: 0790075 Mark: GlO 08-11-99 18:08:59 Page 028 SMI Joist Engineering Report SMI Job# 0790075 Joist: 40G6N9.0K Mark: GlO Req. by: ASE8 c.~ Tech: TRM Job: CARLSBAD LOT #47 . Loe: CARLSBAD Joist Panel layout (in) Left OAL: 45'-10 6/8 11 Right TC X: 1.000 BL: 45'-8 6/8 11 TC X: 1. 000 TC WP: 2.000 WL: 45'-4 6/8 11 TC WP: 2.000 TC EndP: 46.500 TC EndP: 36.000 TC 1st PP: 48.000 8 @ 48.000 TC 1st PP: 34.250 BC EndP: 46.500 BC EndP: 46.000 BC 1st PP: 48.000 BC 1st PP: 24.250 Verticals located at all bottom chord panel points. Depth: L 4·0. 000 M 4.0. 000 R 40. 000 Ridge @ 22' .,.10 3/8 11 Eff. Depth: 38 .16 Support Locations: "(From Left End·Base Length) 1) 0 1 -2 11 2) 45'-6 6/8 11 Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 b 1.00 180.00 2 0 1.00 .00 3 0 1. 33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------- Shea N/A N/A 500 0'-0" 0 0'-0 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0 5 Mins PriWeb N/A 1000 0'-0" 0 0'-0 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0 1 2 5 ConA TC-LE GY 4500 0'-2" 0 0'-0 1 2 5 Dist TC-LE GY 1 0'-2" 1 45 1 -6 6/8 11 1 2 5 ConA TC-LE GY 9000 7 1 -10 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 9000 15'-10 4/8 11 0 0'-0" 1 2 5 Conv T.C-LE GY 1000 22 1 -10 3/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 9000 23'-10 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 9000 31' -10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 9000 39 I -10 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 4500 45'-6 6/8 11 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 1.3 -26521.1 -28524.3 Load Case # 2 1. 3 -21?521.1 -28524.3 Load Case # 3 . 0 . 0 . 0 Load Case # 4 . 0 . 0 . 0 \ Job: 0790075 Mark: Gi0 08-11-99 18:08:59 Page 029 Load Case# 5 1.3 -26521.1 -28524.3 -------------------------------------------------------------------------------- Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3531 10.78 2.211 1.180 1.'776 .985 107.787 19.895 15.742 3 1/2 X 3 1/2 X .312 4043 6.00 4 X 4 X .437 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 3 39300 3.0 3.0 36.0 3644 0 081135342 .091 0 1.4 2.5 20.3 30000 0 30000 1.0000 .000 .091 3531 4.17 1. 083 .690 1.842 .985 107.787 1.949 4.939 3 1/2 X 3 1/2 X .312 T02 5 -64979 44.5 44.5 92.5 ·-15570 12 3 88375 -.540 0 41.1 64.5 50.2 21698 -18 30000 .9471 .000 .540 T03 5 -64·979 48.0 48.0 92.5 -15570 7 1 75957 -.563 0 44.3 69.6 50.2 20804 -18 30000 .9385 .000 .563 T04 5 -109042 48,0 48.0 96.0 -26128 8 2 75957 -.944 0 44.3 69.6 52.1 20804 -16 30000 .8624 .000 .944 T05 5 -109042 48.0 48.0 96.0 -26128 8 2 75957 -.944 0 44.3 69.6 52.1 20804 -16 30000 .8624 .000 .944 T06 5 -130441 48.0 24.0 83.9 -31256 8 2 75957 -.951 1 44.3 34.8 45.5 24715 -16 30000 .8354 .000 .951 T07 5 -130441 48.0 24.0 83.9 -31256 8 2 75957 -.951 1 44.3 34.8 45.5 24715 -16 30000 .8354 .000 .951 T08 5 -J:27601 48.0 24.0 96.0 -30575 8 2 75957 -.969 1 44.3 34.8 52 .1. 23726 -16 30000 .8390 .000 .969 T09 5 -127601 48.0 24.0 96.0 -30575 8 2 75957 -.969 1 44.3 34.8 52.1 23726 -16 30000 .8390 .000 .969 Tl0 5 -101157 48.0 48.0 96.0 -24239 8 2 75957 -.876 0 44.3 69.6 52.1 20804 -17 30000 .8724 .000 .876 Tll 5 -101157 48.0 48.0 96. 0 -24239 9 2 75957 -.876 0 44.3 69.6 52.1 20804 -17 30000 .8724 .000 .876 \ Tl2 5 -67000 34.3 34.3 68.3 -16054 2 0 149186 -.501 0 31.6 49.6 37.1 24106 -12 30000 .9677 .000 .501 T13 5 -67001 34.0 34.0 68.3 -16055 8 2 151388 -.500 0 31.4 49.3 37.1 24i61 -9 30000 .9682 .000 .500 3531 10.78 2.211 1.180 1. 776 .985 107.787 19,895 15.742 3 1/2 X 3 1/2 X .312 4043 6.00 4 X 4 X .437 Tl4 3 39300 3.0 3.0 36.0 3644 0 081135342 .091 0 1.4 2.5 20.3 30000· 0 30000 1.0000 .000 .091 • Job: 0790075 Mark: GlO 08-11-99 18:08:59 Page 030 3028 3.21 .926 .591 l.640 1.000 106.999 3.229 l.284 3 X 3 X .281 BOl l B02 l B03 l B04 l BOS l B06 l B07 l 0 0 53375 0 86.106 0 95856 0 80743 0 42967 0 0 0 43.5 43.5 92.5 47.0 73.6 56.4 96.0 96.0 96.0 103.7 162.5 58.5 96.0 96.0 96.0 103.7 162.5 58.5 96.0 96.0 96.0 103.7 162.5 58.5 96.0 96.0 96.0 103.7 162.5 58.5 72 . 3 72. 3 96. 0 78.0 122.3 58.5 38.5 38.5 68.3 41.6 65.2 41.6 0 30000 16607 30000 26790 30000 29824 30000 25122 30000 13368 30000 0 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30000 0 30000 0 30000 0 30000 0 30000 Q 30000 0 30000 67672 l.0000 13894 .5219 l.3894 .2287 l.3894 .1414 13894 .2768 24531 .7820 86390 1. 0000 .000 .000 .554 .000 .893 .000 .994 .000 .837 .000 .446 .000 .000 .000 .000 .554 .893 .994 .837 .446 .000 -------------------------------------------------·-------------------------------. . Summary of Joist Deflection Criteria {in, inA4, plf) I req.= 1577.31 in4 I act.= 2651.13 in4 W-L/360= 1058.7 W-L/240= 1588.1 Complex Loading Deflections: {Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.05" Actual Deflection= 1.80" ------------------------------------------------------------------------------ Mem Matl POl 2016 P02 2521 P03 1513 P04 2020 POS l 7l. 7 P06 1513 P07 l 7l.5 P08 2016 P09 2023 PlO 1515 Pll 2018 Pl2 2016 SOl 1510 S02 1510 S03 1510 S04 1510 sos 1510 S06 1512 Description 2 X 2 X .163 2 1/2 X 2 1/2 X .212 1 1/2 X l 1/2 X .138 2 X 2 X .205 l 3/4 X 1 3/4 X .170 l l/2 X l 1/2 X .138 1 3/4 X l 3/4 X .155 2 X 2 X .163 2 X 2 X .232 1 l/2 X 1 1/2 X .155 2 X 2 X .187 2 X 2 X .163 l 1/2 X l l/2 X .109 l l/2 X l 1/2 X .109 1 1/2 X l l/7 X .109 l l/2 X l l/2 X .109 1 1/2 X l l/2 X .109 l l/2 X 1 1/2 X .123 # 2 2 2 2 l 2 2 l 2 2 2 2 l l 1 1 1 l LC l 1 l l l l l 1 l 1 1 l 5 5 5 5 5 5 Force 34596. -36183. 21713. -21707. 7237. -6825. -10453. 10459. -24929. 24936. -29053. 37"431. -26Q9. -2609. -2609. -2609. -2609. -2697. LX 58.62 61.32 61.32 61.32 61.32 61.32 61.32 61.32 61.32 61.32 45.21 58.24 38.16 38.16 38.16 38.16 38.16 39.44 B l 1 1 l 0 1 1 0 l 1 1 l 0 0 0 0 0 0 L/R 94.43 79.14 132.34 99. 72 178.ll 132.34 113.25 155.19 100.31 133.0l 73.23 93.82 128A1 128.41 128.41 128.41 128.41 133.12 Weld 14.2 11.4 10.5 7.1 2.8 3.3 4.5 4.3 7.2 10.7 10.4 15.3 2.0 2.0 2.0 2.0 2.0 2.0 SRatio .922 .948 .916 .944 .978 l.013 .866 .971 .974 .942 1.002 .997 .990 .990 .990 .990 .990 .979 Job: 0790075 Mark: Gll -08-11-99 18:09:02 Page 031 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 40G5Nll.OK Mark: Gll Req. by: ASE8 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 40'-1111 TC X: 1.000 BL: 40 1 -1011 TC WP: 2.000 WL: 40'-611 TC EndP: 52.000 TC 1st PP: 54.500 6 @ 48.000 BC EndP: 52.000 BC 1st PP: 54.500 Verticals located at all bottom chord panel points. Depth.: L 40.000 M 40.000 R 40.000 Ridge@ 20'-5 11 Support Locations:· (From Left End Base Length) 1) 0 1 -2 11 2) 40'-8 11 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 47.500 TC 1st PP: 48.000 BC EndP: 47.500 BC 1st PP: 48.000 Eff. Depth: 38.16 ---------' ------------------. ----------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u . Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 . oo 3 0 1.33 .00 4 0 1.33 .00 5 0 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/A 500 0'-0" 0 0'-011 1 2 5 Chrd TC-I..E N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0·" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 6 0'-0" 1 2 5 ConA TC-LE GY 5500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 40'-8" 1 2 5 ConA TC-LE GY 11000 8'--10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 16'-J,0 4/811 0 0'-0" 1 2 5 Conv TC-LE GY 1000 20'-511 0 0'-011 1 2 5 ConA TC-LE GY 11000 24'-10 4/811 0 0'-011 1 2 5 ConA TC.-LE GY 11000 32'-10 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 40'-8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .1 -27522.3 -28518.2 Load Case # 2 .1 -27522.3 -28518.2 Load Case # 3 .o . 0 . 0 Load Case # 4 . 0 . 0 .0 Load Case # 5 .1 -27522.3 -28518.2 '\ Job: 0790075 MatJ. Area Mat2 Depth RX Mark: GJ.J. RZ RYY 08-J.J.-99 J.8:09:02 Page 032 Q Cc sxs SXL Description 353J. J.0.78 2.2J.J. J..J.80 J..776 .985 J.07.787 J.9.&95 J.5.742 3 J./2 X 3 J./2 X .3J.2 4043 6.00 4 X 4 X .437 Mem LC TOJ. 3 Force Fills 39300 0 LX LZ · LYY KL/RX KL/RZ KL/RYY 3.0 J..4 3.0 36.Q 2.5 20.3 fa FA 3644 30000 +Moment -Moment 0 0 fb FB FE CM 08J.J.35342 30000 J..0000 ARat BRat .09J. SRat .000 .09J. 353J. 4.J.7 J..083 T02 .5 -68J.55 .690 J..842 .985 J.07.787 J..949 4.939 3 J./2 X 3 J./2 X .3J.2 0 T03 5 -68J.55 0 T04 5 -J.J.3454 0 TOS 5 -J.J.3454 0 T06 5 -J.27J.62 J. T07 5 -J.27J.62 J. T08 5 -J.J.0802 0 T09 5 -J.J.0802 0 TlO TJ.J. 5 5 -66746 0 -66746 0 50.0 46.2 54.5 50.3 48.0 44.3 48.0 44.3 48.0 44.3 48.0 44.3 48.0 44.3 48.0 44.3 48.0 44.3 45.5 42.0 50.0 J.04.5 72. 5 56. 7 54.5 J.04.5 79.0 56.7 48.0 96.0 69.6 52.J. 48.0 96.0 69.6 52.J. 24.0 53.5 34.8 29.0 24.0 53.5 34.8 29.0 48.0 96.0 69.6 52.J. 48.0 96.0 69.6 52.J. 48.0 69.6 45.5 65.9 93.5 50.8 93.5 50.8 -J.633J. 20276 · -J.633J. J.9046 -27J.86 20804 -27J.86 20804 -30470 24888 -30470 24888 -26550 20804 -26550 20804 -J.5994 20804 -J.5994 2J.446 J.5 -24 J.O -24 7 -J.8 8 -J.6 8 -J.6 8 -J.6 8 -J.6 8 -J.6 7 -J.9 J.3 -J.9 3 30000 2 30000 J. 30000 2 30000 2 30000 2 30000 2 30000 2 30000 J. 30000 3 30000 70002 .9300 589J.9 .9J.68 75957 .8568 75957 .8568 75957 .8395 75957 .8395 75957 .8602 75957 .8602 -.606 .000 -.645 .000 -.983 .000 -.983 .000 -.921 .000 -.921 .000 -.960 .000 -.960 .000 75957 -.578 . 9368 . 000 84533. -. 56J. . 9432 . 000 .606 .645 .983 .983 .92J. .92J. .960 .960 .578 . 56J. 3028 3.2J. . 926 .59J. J..640 J..000 J.06.999 3.229 J..284 3 X 3 X .28J. BOJ. J. B02 B03 B04 BOS B06 J. J. J. 1 1 0 0 6030]. 0 8800]. 0 86603 0 56395 0 0 0 49.0 49.0 J.04.5 52.9 83.0 63.7 J.02.5 J.02.5 J.04.5 J.J.0.7 J.73.5 63.7 96.0 96.0 53.5 103.7 J.62.5 32.6 96.b 96.0 96.0 J.03.7 162.5 58.5 96.0 96.0 96.0 J.03.7 J.62.5 58.5 4J..S 4J..5 93.5 .44.8 70.3 57.0 0 30000 J.8762 30000 27380 30000 26.945 30000 J.7546 30000 0 30000 0 0 0 0 0 0 0 0 0 0 0 0 Sum:mary of Joist Deflection Criteria (in, in"4, plf) -----------------------~---------------------------- 0 53333 30000 J.. 0000 0 30000 0 30000 0 30000 0 30000 0 30000 J.2J.88 .3843 J.3894 . 2J.J.8 J.3894 .2243 J.3894 .4949 7435]. J..0000 .000 .000 .000 .625 .000 .9J.3 .000 .898 .000 .585 .000 .000 .000 .625 .913 .898 .585 .000 ·- Job: 0790075 Mark: Gll 08-11-99 18:09:02 Page 033 I req.= 1380.54 in4 I act.= 2651.13 in4 W-L/360= 1490.9 W-L/240= 2236.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.72" Actual Deflection 1.41" -------------·----------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POi 2016 2 X 2 X .163 2 1 37122. 62.90 1 101. 32 15.2 .989 P02 2523 2 1/2 X 2 1/2 X . 230 2 1 -39259 . 66.53 1 86.15 11.4 1.010 P03 1510 1 1/2 X 1 1/2 X .109 2 1 18499. 61.32 1 131.17 11.3 .978 P04 2016 2 X 2 X .163 2 1 -18493. 61.32 1 98.78 7.6 1.000 P05 1715 1 3/4 X 1 3/4 X .155 1 1 -1607. 61.32 0 177. 71 2.0 .944 P06 1715 1 3/4 X 1 3/4 X .155 1 1 2411. 61.32 0 177.71 2.0 .354 P07 .2017 2 X 2 X .176 2 1 -20095. 61.32 1 99.07 7.6 1.005 P08 1512 1 1/2 X 1 1/2 X .123 2 1 20101. 6i.32 1 131. 74 10.9 .947 P09 2521 2 1./2 x 2 1/2 X . 212 2· -1 -37785 . 61.32 1 79.14 11.9 .990 PlO 201.6 2 X 2 X .163 2 1 36598. 59.38 1 95.66 15.0 .975 SOl :1,510 1 1/2 X 1 1/2 X . 109 1 5 -2543 . 38.16 0 128.41 2.0 .965 S02 1510 1 1/2 X 1 1/2 X .109 1 5 -4543. 38.16 0 128.41 2.0 .965 S03 1510 1 1/2 X 1 1/2 X . 109 1 5 -2543 . 38.16 0 128.41 2.0 .965 S04 1510 1 1/2 X 1 1/2 X .109 1 5 -2543. 38.16 0 128.41 2.0 . 965 sos 1510 1 1/2 X 1 1/2 X .109 1 5 -2543. 38.16 0 128.41 2.0 .965 - Job: 0790075 Mark: Gl.2 08-11-99 18:09:05 Page 034 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 40G5Nl.1.0K Mark: G12 Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Left OAL: 38'-11 4/8 11 Right TC X: .000 BL: 38'-10 4/8 11 TC X: l. 000 TC WP: 2.000 WL: 38'-6 4/8" TC WP: 2.000 TC EndP: 47.500 TC EndP: 42.000 TC 1st PP: 48.000 6 ~ 48.000 TC 1st PP: 41.000 BC EndP: 47.500 BC EndP: 46.000 BC 1st PP: 48.000 BC 1st PP: 37.000 Verticals located at all bottom chord panel points. Dept}l: L 40. 000 M 40. ooo R 40. ooo Ridge @ 19' -5 2/8 11 Eff. Depth: 38 .18 Support ·Locations·: (From Left End·Base Length) 1) 0 I -2 11 2) 38'-8 4/8" Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 0 1.00 180.00 2 0 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 d 1.33 .00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1000 0'-·0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 0'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 38'-8 4/811 1 2 5 CbnA TC-LE GY 11000 7'-11 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 15'-11 4/8 11 0 0'-0" 1 2 5 ConA TC-LE GY 1300 15'-11 4/811 0 0'-0" 1 2 5 conv TC-LE GY 1000 19'-5 2/8"" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 23'-11 4/8'" 0 0'-0" 1 2 5 ConA TC-LE GY 11000 31' -11 4/8" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 38'-8 4/8 11 0 0'-0" 1 2 5 Joist Reactions (lbs) ---------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .4 -28192.0 -29146.5 Load Case # 2 .4 -28192.0 -29146.5 Load Case # 3 .o .0 . 0 Load Case # 4 . 0 . 0 . 0 ' Job: 0790075 Mark: Gl2 08-11-99 18:09:05 Page 035 Load Case# 5 .4 -28192.0 -29146.5 -------------------------------------------------------------------------------- Mat1 Area RX RZ RYY Q Cc sxs SXL Description 3528 3.85 1.086 .691 1. 837 .955 109.517 1.804 4.633 3 1/2 X 3 1/2 X .287 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -66342 45.5 45.5 93.5 -17217 13 3 85084 -.617 0 41.9 65.8 50.9 20972 -19 30000 .9393 .000 .617 T02 5 -66342 48.0 48.0 93.5 -17217 7 2 76452 -.636 0 44.2 69.4 50.9 2.0366 -19 30000 .9324 .000 .636 T03 5 -109554 48.0 24.0 96.0 -28432 8 2 76452 -.926 1 44.2 34.7 52.3 23084 -16 30000 .8512 .000 .926 T04 . 5 -109554 48.0 24.0 96.0 -28432 8 2 76452 -.926 1 44.2 34.7 52.3 23084 -16 30000 .8512 .000 .926 T05 5 -123287 48.0 24.0 54.3 -31996 8 2 76452 -.993 1 44.2 34.7 29.5 24224 -16 30000 .8326 .000 .993 T06 5 -123287 48.0 24.0 54.3 -31996 8 2 76452 -.993 1 44.2 34.7 29.5 24224 -16 30000 .8326 .000 .993 T07 5 -105353 48.0 48.0 96.0 -27341 8 2 76452 -1. 009 0 44.2 69.4 52.3 20366 -17 30000 .8569 .000 1. 009 T08 5 -105353 48.0 48.0 96.0 -27341 9 2 76452 -1.009 0 44.2 69.4 52.3 20366 -17 30000 .8569 .000 1.009 T09 5 -66551 41. 0 41. 0 81.0 -17271 4 1 104786 -.590 0 37 .8 59.3 44.1 22018 -14 30000 .9506 .000 .590 TlO 5 -66551 40.0 40.0 81. 0 -17271 11 2 110090 -.584 0 36.8 57.9 44.1 22242 -'14 30000 .9529 .000 .584 3528 5.65 2.249 1.023 1.678 .917 111. 710 7.848 12.121 3 1/2 X 3 1/2 X .287 2518 6.00 2 1/2 X 2 1/2 X .187 Tll 3 39300 3.0 3.0 36.0 6952 0 083888809 .174 0 1.3· 2.9 21.S 300.00 0 30000 1. 0000 .000 .174 \ 3025 2.88 .930 .592 1.633 .961 109.165 2.954 1.153 3 X 3 X .250 BOl 1 0 41. 5 41.5 93.5 0 0 0 75050 .000 0 44.6 70 .1 · 57.2 30000 0 30000 1. 0000 .000 .000 B02 1 55567 96.0 96 .0 96.0 19328 0 0 14025 .644 0 103.2 162.1 58.8 30000 0 30000 .4488 .000 .644 B03 1 84938 96.0 96.0 54.3 29544 0 0 14025 .985 0 103.2 162.1 33.2 30000 0 30000 .1574 .000 .985 B04 1 81938 96.0 96.0 96.0 28500 0 0 14025 .950 0 103.2 162.1 58.8 30000 0 30000 .1872 .000 .950 BOS 1 50164 85.0 85.0 96.0 17448 0 0 17890 .582 0 91.4 143.5 58.8 30000 0 30000 .6099 .000 .582 B06 1 0 42.5 42.5 81.0 0 0 0 71560 .000 0 45,7 71. 7 49.6 30000 0 30000 1. 0000 .000 .000 -------------------------------------------------------------------------------- Summary of Joist Deflection Criteria (in, in"4, plf) ---------------------------------------------------- Job: 0790075 Mark: Gl2 08-il-99 18:09:05 Page 036 I reg.= 1250.51 in4 I act.= 2406.73 in4 W-L/360= 1570.5 W-L/240= 2355.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.59" Actual Deflection= 1.34" Meni Matl Description # LC Force LX B L/R Weld SRatio POl 2016 2 X 2 X . 163 2 1 36079 . 59.39 1 95.68 14.8 .961 P02 2521 2 1/2 X 2 1/2 X .212 2 1 -37249. 61.33 1 79.16 11. 7 .976 P03 1512 1 1/2 X 1 1/2 X .123 2 1 19571.. 61.33 1 131. 76 10.6 .922 P04' 2017 2 X 2 X .176 2 1 -19564. 61.33 1 99.09 7.4 .979 POS 2016 2 X 2 X .163 1 1 -2018. 61..33 0 155.22 2.0 .750 P06 1715 1 3/4 X 1 3/4 X . 155 1 1 3421. 61.33 0 177. 75 2.0 .503 P07 . 2018 2 X 2 X . 187 2 1 -21099. 61.33 1 99.34 7.5 .996 P08 1512 1 1/2 X 1 1/2 X .123 2 1 21106. 61.33 1 131. 76 11.4 .994 P09 2518 2 1/2 x 2 1/2 X .187 2· 1 -33619. 53.16 1 68.31 12.0 .935 PlO 2016 2 X 2 X . 163 2 1 36842. 58.25 1 93.84 15.1 .982 SOl 1510 1 1/2 X 1 1/2 X .109 1 5 -2466. 38.18 0 128.48 2.0 .936 S02 1510 1 1/2 X 1 1/2 X . 109 1 5 -2466 . 38.18 0 128.48 2.0 .936 S03 1510 1 1/2 X 1 1/2 X .109 1 5 -2466. 38.18 0 128.48 2.0 .936 S04 15,10 1 1/2 X 1 1/2 X .109 1 5 -2466. 38.18 0 128.48 2.0 .936 sos 1510 1 J:/2 X 1 1/2 X . 109 1 5 -2479 . 38.39 0 129.18 2.0 .952 \ .. Job: 0790075 Mark: Gl.3 08-1.1.-99 18:09:07 Page 037 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout .(in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 8.000 TC l.st PP: 8.250 BC EndP: 16.000 BC l.st PP: .250 SMI Joist Engineering Report Joist: 40G3Nl.l..OK Mark: Gl.3 Loe: CARLSBAD OAL: 17'-4 6/8" BL: 1.7'-2 6/8 11 WL: l.6'-10 6/8" 2 @ 48.000 Yerticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: 1.000 TC WP: 2.000 TC EndP: 48.000 TC l.st PP: 46.500 BC EndP: 48.000 BC l.st PP: 46.500 Dept):l: L 40. 000 M 40. 000 R 40. 000 Ridge @ 8' -7 3/8" Eff. Depth: 38. 71 Support Locations·: (From Left End· Base Length) 1) 0 I -2 11 2) 17'-0 6/8" Joist Loading (ft, lbs, & ft*lbs) -------------------------------- LC U. Load l. 0 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1. 33 . 00 5 Orient Load U. Load 0 0 Distance Str~ss Deflec LC 1.00 .00 3 1.33 .00 U. Load 0 Load Distance Load Stress Deflec 1.33 .00 Cases ------------------------------------------------------------------ Shea N/A N/A 500 0'-0" 0 0' '." 0" 1 2 5 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 39300 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1.000 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 ConA TC-~E GY 5500 O'-2" 0 0'-0" 1 2 5 Dist TC-LE GY 1 0'-2" 1 17'-0 6/8" 1 2 5 ConA. TC-LE GY 11000 l.' -4 2/8" 0 0'-0" 1 2 5 Conv TC-LE GY 1000 8'-7 3/8" 0 0'-0" 1 2 5 ConA TC-LE GY 11.000 9'-4 2/8" 0 0'-0" 1 2 5 ConA TC-LE GY 5500 1.7'-0 6/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) -------------' -------- 1,..x 1-Y 2-Y ------------------------------- Load Case # 1 .0 -21253.8 -.12763 .1 Load Case # 2 . 0 -21253.8 -12763.1 Load Case # 3 .0 . 0 . 0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .0 -21253.8 -12763.1 -------------------------------------------------------------------------------- \ Job: 0790075 Matl Area Mat2 Depth RX 2523 3528 6.05 ·2.294 6.00 Mem LC • Mark: Gl3 RZ RYY Q Cc sxs .984 1.552 .955 109.517 12.502 LX LZ LYY Force Fills KL/RX KL/RZ KL/RYY fa FA +Moment -Moment TOl 3 39300 0 3.0 1.3 3.0 36.0 3.0 23.2 6499 30000 0 0 08-11-99 18:09:07 Page 038 SXL Description 9.207 2 1/2 X 2 1/2 X .230 3 1/2 X 3 1/2 X .287 fb FB FE CM 087285238 30000 1.0000 ARat BRat .163 SRat .000 .163 2523 2.19 . 772 .492 1.435 .996 107.190 .731 1.843 2 1/2 X 2 1/2 X .230 T02 5 -54762 0 T03 .5 -48013 0 T04 5 -52460 0 T05 5 -52460 0 T06 5 -47928 1 T07 5 -47928 1 14.3 18.5 24.0 31.1 36.0 46.6 36.0 46.6 46.5 60.2 46.0 59.6 14.3 28.9 24.0 48.7 36.0 73.1 36.0 73.1 23.3 47.2 23.0 46.7 14.3 9.9 87.1 60.7 87.1 60.7 87.1 60.7 92.5 64.4 92.5 64.4 -24958 27192 -21882 22536 --23909 20308 .;.23909 20308 -21843 21886 -21843 21886 1 -2 1 -7 5 -9 4 -11 7 -19 13 -19 1 30000 1 30000 3 30000 2 30000 4 30000 7 30000 438575 .9829 154615 .9575 68718 .8608 68718 .8608 41188 .8409 42088 .8443 -.690 .000 -.730 .000 -.885 .000 -.885 .000 -.750 .000 -.750 .000 .690 .730 .885 .885 .751 .751 2523 6.05 2.294 3528 6.00 .~84 1.552 .955 109.517 12.502 9.207 2 1/2 X 2 1/2 X .230 3 1/2 X 3 1/2 X .287 T08 5 -39300 0 3.0 1. 3 3.0 36.0 3.0 23.2 -6499 26738 0 0 2020 1. 56 .615 .393 1.239 1.000 106.999 1.022 BOl 1 B02 1 B03 1 B04 1 0 0 8744 0 17344 0 0 0 32.5 32.5 52.9 82.7 36.3 36.3 59.0 92.3 82.5 82.5 134.2 210.0 45.0 45.0 73 .2 114. 5 87.1 70.3 87.1 70.3 92.5 74.7 92.5 74.7 0 30000 5620 30000 11147 30000 0 30000 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 087285238 -.183 30000 1.0000 .000 .183 .413 2 X 2 X .205 0 30000 0 30000 0 30000 0 30000 53457 1.0000 42969 .9477 8296 .4625 27884 1. 0000 .000 .000 .187 .000 .372 .000 .000 .000 .000 .187 .372 .000 I req.= 223.58 in4 I act.= 1366.40 in4 W-L/360=10583.6 W-L/240=15875.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 1.15" Actual Deflection= .1811 -------------------------------------------------------------------------------- Job: 0790075 Mark: Gl3 08-11-99 18:09:07 Page 039 Mem Matl Description # LC Force LX B L/R Weld SRatio P0l 1515 1 1/2 .X 1 1/2 X .155 2 1 22774. 54.25 1 117.67 9.8 .861 P02 2016 2 X 2 X .163 1 1 -5252. 38. 72 0 97.98 2.1 . 777 P03 1717 1 3/4 X 1 3/4 X .170 1 1 7168. 52.87 0 153.56 2.8 .720 P04 1510 1 1/2 X 1 1/2 X . 109 2 1 -6827 . 52.87 1 113.09 4.2 .928 P05 1715 1 3/4 x 1 3/4 X .155 2 1 -12124. 60.51 1 111. 76 5.2 .978 P06 1210 1 1/4 X 1 1/4 X .109 2 1 12053. 60.12 1 155.37 7.4 .935 S01 1515 1 1/2 X 1 1/2 x. . 155 2 l. -12907 . 45.42 1 98.52 5.6 .973 S02 1210 1 1/4 X 1 1/4 X .109 1 l. -1000. 38. 71 0 157.02 2.0 .912 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -1000. 38. 71 0 157.02 2.0 .912 \ - Job: 0790075 Mark.: Jl 08-12-99 17:56:24 Page 001 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 40.625 TC 1st PP: 41.500 BC EndP: 66.000 BC 1st PP: 16.125 SMI Joist Engineering Report Joist: 32LH08 Mark: Jl Loe: CARLSBAD OAL: 62'-6 2/8" BL: 62'-6 2/8" WL: 62'-2 2/8" 18 @ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.625 TC 1st PP: 47.500 BC EndP: 66.000 BC 1st PP: 26.125 Deptfl,: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 1/8" Eff. Depth: 30.70 Support Locations: (From Left End.Base Length) 1) 0'-2" 2) 62'-4 2/8" ----------·---------------------·---------, ------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC U. Load Stress Deflec LC U. Load 1 271 1.00 180.00 2 271 4 0 1.33 .00 5 271 Type Ref-pt Orient Load Distance Stress Deflec LC LOO .00 3 1.33 .00 6 U. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 31'-3 1/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .4 -8676.2 -8676.2 Load Case # 2 .4 -8676.2 -8676.2 Load Case # 3 .0 .0 . 0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .4 -8676.2 -8676.2 Load Case # 6 .2 -4166.5 -4166.5 ----------------------·---------------------------------------------------------- Job: 0790075 Mark: Jl 08-12-99 17:56:24 Page 002 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1. 100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -25779 38.6 38.6· 36.0 -6335 2647 803 121034 -.200 0 35.1 53.3 28.4 23766 -3490 30000 .9843 .021 .221 2523 2.19 . 772 .492 1.435 . 996, 107 .190 .731 1.843 2 1/2 X 2 1/2 X .230 T02 5 -25031 41.5 41.5 36.0 -l.1408 1568 851 51710 -.474 0 53.7 84.3 25.1 18111 -3490 30000 .9338 .024 .498 T03 1 -28253 38.0 38.0 36.0 -12876 1553 843 109644 -.560 o· 49.2 57.9 25. 1 23012 -3'102 30000 .9530 .030 .590 T04 1 -28253 26.0 26.0 36.0 -12876 208 -2712 234209 -.429 0 33.7 39.6 25.1 · · 25806 -1983 30000 .9780 -.090 .520 T05 1 -38368 32.0 32.0 36.0 -17486 1151 624 154615 -.715 0 41.4 48.7 25.1 24472 -2058 30000 .9548 .022 . 737 T06 1 -38368 32.0 32.0 36.0 -17486 916 497 154615 -.715 0 41.4 48.7 25 .1 24472 -2058 30000 .9548 . 018 .732 T07 1 -46657 32.0 32.0 36.0 -21264 976 530 154615 -.869 0 41.4 48.7 25.1 24472 -1937 30000 .9450 .019 .888 T08 1 -46657 32.0 32.0 36.0 -21264 960 521 154615 -.869 0 41.4 48.7 25.1 24472 -1937 30000 .9450 .019 .888 T09 1 -51933 32.0 32.0 36.0 -23668 964 523 154615 -.967 0 41.4 48.7 25.1 24472 -1928 30000 .9388 .019 .987 TlO 1 -51933 32.0 32.0 36.0 -23668 963 523 154615 -.967 0 41.4 48.7 25.1 24472 -1928 30000 .9388 .019 .987 Tll 1 -54197 32.0 16.0 36.0 -24700 964 523 154615 -.923 1 31.1 32.5 25.1 26751 -1927 30000 .9361 .019 .943 Tl2 1 -54197 32.0 16.0 36.0 -24700 964 523 154615 -.923 1 31.1 32.5 25 .1 26751 -1927 30000 .9361 .019 .943 T13 1 -52486 32.0 32.0 36.0 -239:20 964 523 154615 -. 977 0 41.4 48.7 25.1 24472 -1927 30000 .9381 .019 .997 Tl4 1 -52486 32.0 32.0 36.0 -23920 963 523 154615 -.977 0 41.4 48.7 25.1 24472 -1928 30000 .9381 .019 .997 TlS J. -47680 32.0 32.0 36.0 -21730 964 523 154615 -.888 0 41.4 48.7 25.1 24472 -1928 30000 .9438 . 019 .907 T16 1 -47680 32.0 32.0 36.0 -21730 961 521 154615 -.888 0 41.4 48.7 25.1 24472 -1934 30000 .9438 .019 .907 T17 1 -39862 32.0 32.0 36.0 -18167 973 528 154615 -.742 0 41.4 48.7 2·5 .1 24472 -1934 30000 .9530 .019 .761 Tl8 1 -39862 32.0 32.0 36.0 -18167 930 505 154615 -.742 0 41.4 48.7 25.1 24472 -2019 30000 .9530 .018 .761 T19 1 -29030 32.0 32.0 36.0 -13230 1093 593 154615 -.541 0 41.4 48.7 25.1 24472 -2019 30000 .9658 .021 .562 T20 1 -29030 32.0 32.0 36.0 -13230 552 -4385 154615 -.441 0 41.4 48.7 25 .1 24472 -3205 30000 .9658 -.146 .587 T21 5 -24976 47.5 47.5 36.0 -11383 2374 1288 39472 -.552 0 61.5 96.5 25.1 15499 -4836 30000 .9135 .038 .590 2523 4.07 1.100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -25685 0 - Mark: Jl 42.6 42.6 36.0 38.8 58.8 28.4 -631.2 22863 2996 -4836 08-1.2-99 1.7:56:24 Page 003 909 30000 99383 -.208 .9809 .024 .231. 2025 1..88 .609 .391. 1..250 1.000 1.06.999 1.175 .494 2 X 2 X .250 BOl. 1. B02 1. B03 1. B04 1. BOS 1. B06 1. B07 1. B08 1 B09 1. Bl.O 1. 20284 0 33093 0 42889 0 49672 0 53442 0 53759 0 50460 0 441.48 0 34823 0 22484 0 54 .1. 54. 1. 71. 1 88.9 103.8 53.5 58.0 58.0 1.56.0 95. 3 1.1.1. 2 11. 7. 3 64.0 64.0 1.56.0 105.1. 1.22.7 1.1.7.3 64.0 64.0 1.56.0 1.05.1 1.22.7 1.1.7.3 64.0 64.0 1.56.0 1.05.1. 122.7 1.1.7.3 64.0 64.0 156.0 1.05.1. 122.7 1.17.3 64.0 64.0 1.56.0 105.1. 1.22.7 1.17.3 64.0 64.0 156.0 1.05.1. 1.22.7 1.1.7.3 64.0 64.0 1.56.0 1.05.1. 122.7 1.1.7.3 58.1. 58.1. 71..1 95.5 1.1.1..5 53.5 10818 30000 :).7650 30000 22874 30000 26492 30000 28502 30000 ~8671. 30000 2691.2 30000 23545 30000 1.8572 30000 11.992 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, in"4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8712 29260 .7587 24031. . 61.92 24031. .5590 24031. .5256 24031. .5228 24031. .5520 24031. .6081. 24031. .6909 291.34 .8354 . 361. .000 .361. .588 .000 .762 .000 .883 .000 .950 .000 .956 .000 .897 .000 .785 .000 . 61.9 .000 .400 .000 .588 .762 .883 .950 .956 .897 .785 . 61.9 .400 I req.= 872. 27 in4 I act.= 954.80 in4 W-L/360= 1.48.3 W-L/240= 222.5 Complex Loading Deflections: {Truss Stiffness Matrix Analysis) Load Case #01. Allowable Deflection= 4.17" Actual Deflection 3. 82" Mem Matl Description ~ LC Force LX B L/R Weld SRatio Tt POl Rll.2 1. 1./8 RD 1 1. 196:31.. 70.98 0 226.08 4.2 .658 P22 Rl.1.2 1. 1./8 RD l 1. 1.9527. 70.98 0 226.08 4.2 .655 P02 201.6 2 X 2 X . 1.63 l 1. -8568 . 34.68 0 87.76 3.5 .654 P03 201.6 2 X 2 X .1.63 l 1. 1.0642. 48.85 0 1.23.63 4.4 .567 P04 2.01.6 2 X 2 X .1.63 l 1 -7817. 40.23 0 101..81 3.2 .653 P05 1.51. 7 1. 1./2 X 1. 1./2 X .1. 70 1 1. 7671.. 44 .. 34 0 1.50.83 3.0 .531. P06 171.5 1. 3/4 X 1 3/4 X . 1:55 l 1. -6627 . 44.34 0 1.28.52 2.9 .827 P07 1.21.2 1. 1./4 X 1. 1./4 X .125 1. 1. -5583. 44.34 0 1.80.46 3.0 .627 P08 1.51.3 1 1/2 X 1 1/2 X .138 l 1 -4539. 44.34 0 150.08 2.2 .975 P09 121.0 1 1/4 X 1. 1/4 X .109 l 1 3495. 44.34 0 179.86 2.1 .447 PlO 1510 1. 1./2 X 1 1/2 X .109 l 1 -2451. 4·4 .34 0 149.23 2.0 .653 Pll 1210 1. 1./4 X 1 1/4 X . 1.09 1. 1 2209. 44.34 0 179.86 2.0 .282 P12 121.0 l 1/4 X 1 1/4 X .109 1 1 2209. 44.34 0 1.79.86 2.0 .282 Pl.3 121.2 1. 1/4. X 1 1/4 X .125 1. 1. -2209. 44.34 0 1.80.46 2.0 .913 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 3169. 44.34 0 179.86 2.0 .405 ·-- Job: 0790075 Mark: Jl 08-12-99 17:56:24 Page 004 P15 1512 1 1/2 X 1 1./2 x .123 1 1. ,-4213. 44.34 0 149.66 2.3 1..004 P16 1212 1. 1/4 X 1. 1/4 X .1.25 1 1 5257. 44.34 0 1.80.46 2.8 .590 Pl.7 171.5 1 3/4 X 1. 3/4 X . 155 1. 1. -6300 . 44.34 0 128.52 2.7 .787 Pl.8 .1.51. 7 1 1/2 X 1. 1./2 X .1. 70 1. 1. 7344. 44.34 0 150.83 2.9 .509 Pl9 2016 2 X 2 X .163 1. 1. -8388. 44.34 0 112.23 3.4 .758 P20 2016 2 X 2 X .1.63 1. 1. 9432. 44.34 0 112.23 3.9 .503 P21. 201.6 2 X 2 X . J...63 1. 1. -9753 . 40 .31 0 102.02 4.0 .816 S01. 121.0 1. 1/4 X 1 1./4 X .1.09 1. 1. -2335. 39.83 0 161.54 2.0 .881 S02 121.0 1 1/4 X 1 1/4 X .109 1. 1 -1800. 30.70 0 124.51 2.0 .430 S03 1.210 1. 1./4 X 1 1/4 X · .109 1 1 -1800. 30.10 0 124.51 2.0 .430 S04 1210 1 1/4 X 1 1/4 X . 109 1 1 -1800 . 30.70 0 124.51 2.0 .430 sos 121.0 1 1/4 X 1 1/4 X . 1.09 1 1 -1800 . 30.70 0 124.51 2.0 .430 S06 1210 1 1/4 X 1 1/4 X . 109 1. 1. -1800 . 30.70 0 124.51 2.0 .430 S07 1210 1 1/4 X 1 1/4 X . 109 1 1 -J:800 . 30.70 0 124.51 2.0 .430 S08 1210 1 1/4 X 1 1/4 X .1.09 -1 1 -1800. 30.70 0 124.51. 2.0 .430 S09 1210 1. 1/4 X 1. 1/4 X .109 1 1. -1800. 30.70 0 124.51 2.0 .430 S10 1.2+0 1 1/4 X 1. 1/4 X .109 1 1 -1800. 30.70 0 124.51. 2.0 .430 S11 ·1210 1 1/4 X 1 1/4 X .109 1. 1 -2193. 37.41 0 151. 72 2.0 .730 -- Job: 0790075 Mark: J3 08-12-99 17:56:28 Page 005 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH08 Mark: J3 Req. by: ASE8 ~ob: CARLSBAP LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Left OAL: 62'-6 3/8 11 Right TC X: .000 BL: 62'-6 3/8 11 TC X: .000 TC WP: 2.000 WL: 62'-2 3/8 11 TC WP: 2.000 TC EndP: 40.625 TC EndP: 44.625 TC 1st PP: 41. 500 18 @ 32.000 TC 1st PP: 47.625 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 16.125 BC 1st PP: 26.250 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 1/8" Eff. Depth: 30.57 Support Locations: (From Left End"Base Length) 1) 0'-2" 2) 62'-4 3/8" Joist Loading (ft, lbs, & ft*lbs) -----------------------·--------- LC 1 4 Type u. Load 271 0 Ref-pt Stress Deflec LC 1. 00 180. 00 2 1. 33 . 00 5 Orient Load U. Load 271 271 Distance Stress Deflec LC 1. 00 . 00 3 1. 33 . 00 6 U. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-O" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 31'-3 1/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -8677.7 -8677.7 Load Case # 2 .3 -8677.7 -8677.7 Load .Case # 3 .o .o . 0 Load Case # 4 . 0 . 0 . 0 Load Case # 5 .3 -8677. 7 -8677.7 Load Case # 6 .2 -4167.2 -4167.2 '\. -- Job: 0790075 Mark: J3 08-12-99 17:56:28 Page 006 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3025 4.75 1.121 .854 1.428 .961 109.165 3 .87.6 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -61256 38.6 38.6 36.0 -12896 2699 661 125732 -.400 0 34.5 45.2 25.2 24223 -3360 30000 .9692 .018 .418 3025 2.88 .930 .592. 1.633 . 961 109-.165 1.153 2.954 3 X 3 X .250 T02 5 -60505 41.5 41.5 36.0 -21045 1351 457 75050 -.778 0 44.6 70.1 22.0 20351 -3665 30000 .9159 .014 .791 T0-3 5 -73547 44.0 44 .. o 36.0 -25582 2299 778 118691 -.848 0 47.3 55.7 22.0 22689 -3665 30000 .9138 .022 .870 T04 5 -73547 20.0 20.0 36.0 -25582 0 0 574467 -.721 0 21. 5 25.3 22.0 · 26678 -2690 30000 .9822 .000 . 721 T05 5 -82542 32.0 32.0 36.0 -28710 1320 447 224401 -.868 0 34.4 40.5 22.0 24856 -2168 30000 .9488 .012 .881 T06 5 -82542 32.0 32.0 36.0 -28710 877 297 224401 -.868 0 34.4 40.5 22.0 24856 -2168 30000 .9488 .008 .877 T07 5 -90871 32.0 32.0 36.0 -31607 987 334 224401 -.956 0 34.4 40.5 22.0 24856 -1944 30000 .9437 .009 .965 T08 5 -90871 32.0 32.0 36.0 -31607 957 324 224401 -.956 0 34.4 40.5 22.0 24856 -1944 30000 .9437 .009 .965 T09 5 -96173 32.0 16.0 36.0 -33451 965 327 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 TlO 5 -96173 32.0 16.0 36.0 -33451 963 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 Tll 5 -98449 32.0 16.0 36.0 -34243 964 326 224401 -.972 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .981 Tl2 5 -98449 32.0 16.0 36.0 -34243 964 326 224401 -.972 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .981 T13 5 -96734 32.0 16.0 36.0 -33647 964 326 224401 -.955 1 25.8 27.0 22.0 26494 -1927 30000 .9400 .009 .964 ~ T14 5 -96734 32.0 16.0 36.0 -33647 963 326 224401 -.955 1 25.8 27.0 22.0 26494 -1928 30000 .9400 .009 .964 T15 5 -91911 32.0 32.0 36.0 -31969 964 326 224401 -.967 0 34.4 40.5 22.0 24856 -1928 30000 .9430 .009 .976 T16 5 -91911 32.0 32.0 36.0 -31969 961 325 224401 -.967 0 34.4 40.5 22.0 24856 -1934 30000 .9430 .009 .976 Tl7 5 -84062 32.0 32.0 36.0 -29239 973 329 224401 -.884 0 34.4 40.5 22.0 24856 -1934 30000 .9479 .009 .893 Tl8 5 --84062 32.0 32.0 36.0 -29239 930 315 224401 -.884 0 34.4 40.5 22.0 24856 -2019 30000 .9479 .009 .893 Tl9 5 -73186 32.0 32.0 36.0 -25456 1094 370 224401 -.770 0 34.4 40.5 22.0 24856 -2019 30000 .9546 .010 .780 T20 5 -73186 32.0 32.0 36.0 -25456 551 186 224401 -.770 0 34.4 40.5 22.0 24856 -3212 30000 .9546 .005 .775 T21 5 -60449 47.6 47.6 36.0 -21026 2381 806 56987 -.855 0 51. 2 80.4 22.0 18494 -4887 30000 .8893 .026 .881 3025 4.75 1.121 .854 1.428 . 961 10'9 .165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -61162 0 Mark: J3 42.6 42.6 36.0 38.0 49.9 25.2 -1287-6 23559 2976 -4887 08-12-99 17:56:28 Page 007 729 30000 103241 .9626 -.411 .020 .431 2025 l. 88 .609 .391 1.250 1.000 106.'999 1.175 .494 2 X 2 X .250 BOl B02 B03 B04 BOS B06 B07 BOS B09 BlO 1 1 1 1 1 1 1 1 1 1 20376 0 33244 0 43085 0 49900 0 53689 0 54012 0 50701 0 44365 0 35002 0 22613 0 60.1 60.1 71.2 98.7 115.3 53.5 52.0 52.0 156.0 85.4 99.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.,0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 58.3 58.3 71.2 95. 1 111. 7 53. 5 10867 30000 17730 30000 22979 30000 26613 30000 28634 30000 28806 30000 27041 30000 23661 30000 18668 30000 12060 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Defl~ction Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 .Q 30000 0 30000 27228 .8404 36402 .8052 24031 .6175 24031 .5570 24031 .5234 24031 .5205 24031 .5499 24031 .6062 24031 .6893 29009 .8337 .362 .000 .591 .000 .766 .000 .. 887 .000 .954 .000 .960 .000 .901 .000 .789 .000 .622 .000 .402 .000 .362 .591 .766 .887 .954 . 960 .901 .789 .622 .402 I req.= 872. 71 in4 I act.= 1063.46 in4 W-L/360= 165.1 W-L/240= 247.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.47" -------------------------------------------------.------------------------------ Mem POl P22 P02 P03 P04 P05 P06 P07 POS P09 PlO Pll Pl2 Pl3 Pl4 Matl R112 Rl12 2016 2016 1517 1517 1715 1212 1513 1210 1212 1210 1210 1212 1210 Description 1 1/8 RD 1 1/8 RD 2 X 2 X .163 # 1 1 1 2 X 2 X .163 1 1 1/2 X 1 1/2 X .170 1 1 1/2 X 1 1/2 X .170 1 1 3/4 X 1 3/4 X .155 1 1 1/4 X 1 1/4 X .125 1 1 1/2 X 1 1/2 x· .138 1 1 1/4 X 1 1/4 X .109 1 1 1/4 X 1 1/4 X .125 1 1 1/4 X 1 1/4 X .109 1 1 1/4 X 1 1/4 X .109 1 1 1/4 X 1 1/4 X .125 1 1 1/4 X 1 1/4 X .109 1 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Force 19704. 19599. -8578. 11606. -'.7049. 7690. -6644. 5597. -4551. 3505. -2459. 2214. 2214. -2214. 3174. LX 70.92 70 .92 34.56 53.57 36.53 44.25 44.25 44.25 44.25 44.25 44.25 44.25 44.25 44.25 44.25 B L/R 0 222.76 0 222.76 0 87.46 0 135.59 0 124.25 0 150.52 0 128.25 0 180.09 0 149.77 0 179.49 0 180.09 0 179.49 0 179.49 0 180.09 0 179.49 Weld 3.9 3.9 3.5 4.7 2.8 3.0 2.9 3.0 2.2 2.1 2.0 2.0 2.0 2.0 2.0 SRatio .661 .657 .654 .619 .902 .533 .827 .628 .974 .448 1.012 .283 .283 .911 .406 - Job: 0790075 Mark: J3 08-12-99 17:56:28 Page 008 P15 1512 1 1/2 X 1 1/2 X .123 1 1 -4220. 44.25 0 149.35 2.3 1.002 P16 1212 1 1/4 X 1 1/4 X .125 1 1 5266. 44:25 0 180.09 2.8 .591 P17 1715 1 3/4 X 1 3/4 X .155 1 1 -6313. 44.25 0 128.25 2.7 .786 Pl8 1517 1 1/2 X 1 1/2 X . 170· 1 1 7359 . 44.25 0 150.52 2.9 .510 P19 2.016 2 X 2 X .163 1 1 -8405. 44.25 0 112.00 3.4 .758 P20 2016 2 X 2 X . 163 1 1 9451 . 44.25 0 112.00 3.9 .504 P21 2016 2 X 2 X . 163 1 1 -9790 . 40.29 0 101. 97 4.0 .819 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2341. 39.73 0 161.13 2.0 .878 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S03 1210 1 1/4 X 1 1/4 X · .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S06 1210 1 1/4 X 1 1/4 X .. 109 1 1 -1801. 30.57 0 123.97 2.0 .428 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S08 1210 1 1/4 X 1 1/4 X . 109 1 1 -1801 . 30.57 0 123.97 2.0 .428 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S10 1210 1 1/4 X 1 1/4 X . 109 1 1 -1801 . 30.57 0 123.97 2.0 .428 S11 .1210 1 1/4 X 1 1/4· X .i09 1 1 -2198. 37.30 0 151. 28 2.0 .727 Job: 0790075 Mark: J4 08-12-99 17:56:32 Page 009 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 40.625 TC 1st PP: 41. 500 BC EndP: 66.000 BC 1st PP: 16.125 SMI Joist Engineering Report Joist: 32LH08 Mark: J4 Loe: CARLSBAD OAL: 62'-6 5/S" BL: 62'-6 5/811 WL: 62'-2 5/811 18@ 32.000 Verticals located at all bottom chord panel points. Reg. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.625 TC 1st PP: 47.875 BC EndP: 66.000 BC 1st PP: 26.500 Dept};l: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 2/8" Eff. Depth: 30.70 Support Locations': (From Left End ·Base Length) 1) 0'-2 11 2) 62'-4 5/8" ------------------------------------------------------------------------------ Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stres_s Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 271 1.00 180.00 2 271 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 271 1.33 .00 6 134 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ~-~------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 31'-3 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -------~---------------------- Load Case # 1 .4 -868,0.5 -8680.5 Load Case # 2 .4 -8680.5 -8680.5 Load Case # 3 .0 . 0 .0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .4 -8680.5 -8680.S Load Case # 6 .2 -4168.6 -4168.6 ------------------------------------------------------------------------------' ' -_:_ Job: 0790075 Mark: J4 08-12-99 17:56:32 Page 010 Matl Area RX RZ RYY Q Cc sxs SXL De·scription Mat2 Depth 2523 4.07 1.100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -25787 38.6 38.6 36.0 -6337 2647 803 121034 -.200 0 35.1 53.3 28.4 23766 -3490 30000 .9843 .021 .221 2523 2.19 .772 .492 1.435 .996 107.190 .731 1. 843 2 1/2 X 2 1/2 X .230 T02 5 -25039 41. 5 41.5 36.0 -11412 1568 851 51710 -.474 0 53.7 84.3 25.1 18111 -3490 30000 .9338 .024 .498 T.03 1 -28269 38.0 38.0 36.0 -12883 1553 843 109644 -.560 0 49.2 57.9 25.1 23012 -3102 30000 .9530 . 030 .590 T04 1 -28269 26.0 26.0 36.0 -12883 208 -2712 234209 -.429 0 33.7 39.6 25.1 25806 -1983 30000 .9780 -.090 .520 T05 1 -383·92 32.0 32.0 36.0 -17497 1151 624 154615 -. 715 0 41.4 48.7 25.1 24472 -2058 30000 .9547 .022 .737 T06 1 -38392 32.0 32.0 36.0 -17497 916 497 154615 -. 715 0 41.4 48.7 25.1 24472 -4058 30000 .9547 .018 . 733 T07 1 -46690 32.0 32.0 36.0 -,-21279 976 530 154615 -.870 0 41.4 48.7 25.1 24472 -1937 30000 .9449 .019 .889 T08 1 -46690 32.0 32.0 36.0 -21279 960 521 154615 -.870 0 41.4 48.7 25.1 24472 -1937 30000 .9449 .019 .889 T09 1 -51975 32.0 32.0 36.0 -23688 964 523 154615 -.968 0 41.4 48.7 25.1 24472 -1928 30000 . 9387-.019 .987 TlO 1 -51975 32.0 32.0 36.0 -23688 963 523 154615 -. 968 0 41.4 48.7 25.1 24472 -1928 30000 .9387 .019 .987 Tll 1 -54247 32.0 16.0 36.0 -24723 964 523 154615 -.924 1 31.1 32.5 25.1 26751 -1927 30000 .9360 .019 .944 T12 1 -54247 32.0 16.0 36.0 -24723 964 523 154615 -.924 1 31.1 32.5 25.1 26751 -1927 30000 .9360 .019 .944 T13 1 -52548 32.0 32.0 36.0 -23949 964 523 154615 -.979 0 4·1.4 48.7 25.1 24472 -1927 30000 .9380 .019 .998 ' T14 1 -52548 32.0 32.0 36.0 -23949 963 523 154615 -.979 0 41.4 48.7 25.1 24472 -1928 30000 .9380 .019 .998 T15 1 -47752 32.0 32.0 36.0 -21763 964 523 154615 -.889 0 41.4 48.7 25.1 24472 -1928 30000 .9437 .019 .908 T16 1 -47752 32.0 32.0 36.0 -21763 961 521 154615 -.889 0 41.4 48.7 25.1 24472 -1934 30000 .9437 .019 .908 T17 1 -39942 32.0 32.0 36.0 -18203 973 528 154615 -.744 0 41.4 48.7 25.1 24472 -1934 30000 .9529 .019 .763 T18 1 -39942 32.0 32.0 36.0 -18203 929 504 154615 -.744 0 41.4 48.7 25.1 24472 -2022 30000 .9529 .018 .762 T19 1 -29119 32.0 32.0 36.0 -13271 1098 596 154615 -.542 0 41.4 48.7 25.1 24472 -202~ 30000 .9657 .021 .563 T20 1 -29119 32.0 32.0 36.0 -13271 539 -4451 154615 -.442 0 41.4 48.7 25.1 24472 -3253 30000 .9657 -.148 .591 T21 5 -24982 47.9 47.9 36.0 -11385 2421 1313 38856 -.558 0 62.0 97.2 25.1 15328 -4898 30000 .9121 .039 .597 2523 4.07 1.100 .725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 - Job: 0790075 Mark: J4 08-12-99 17:56:32 Page 011 T22 5 -25694 0 42.6 42.6 36.0 38.8 58.8 28.4 -6314 22863 2972 -4898 902 30000 99383 -.208 . 9809 . 023 . 231 2025 1.88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 B01 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 B10 1 20295 0 33113 0 42918 0 49710 0 53488 0 53817 0 50527 0 44224 0 34907 0 22578 0 54. 1 54 .1 71. 3 88.9 103.8 53.6 58.0 58.0 156.0 95.3 111.2 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 iOS.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 58.5 58.5 71.3 96.1 112.2 53.6 10824 30000 17660 30000 22890 30000 26512 30000 28527 30000 28702 30000 26948 30000 23586 30000 18617 30000 12041 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8711 29260 .7586 24031 .6190 24031 .5587 24031 .5252 24031 .5222 24031 .5514 24031 .6074 24031 .6901 28762 .8325 .361 .000 .589 .000 .763 .000 .884 .000 .951 .000 .957 .000 .898 .000 .786 .000 .621 .000 .401 .000 .361 .589 .763 .884 .951 .957 .898 .786 .621 .401 --------·----------------------------------------------------------------------- Summary of Joist Deflection Criteria (in, inA4, plf) . ----------------------------------------------------- I req.= 873.59 in4 I act.= 954.80 in4 W-L/360= 148.1 W-L/240= 222.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.83" ------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl R112 1 1/8 RD 1 1 19641. 70.98 0 226.08 4.2 .659 P22 R112 1 1/8 RD 1 1 19536. 70.98 0 226.08 4.2 .655 P02 2016 2 X 2 X .163 1 1 -8573. 34.68 0 87.76 3.5 .655 P03 2016 2 X 2 X .163 1 1 10649. 48.85 0 123.63 4.4 .568 P04 2016 2 X 2 X .163 1 1 -7823. 40.23 0 101. 81 3.2 .654 P05 1517 1 1/2 X 1 1/2 X .170 1 1 7677. 44.34 0 150.83 3.0 .532 i?06 1715 1 3/4 X 1 3/4 X .155 1 1 -6633. 44.34 0 128.52 2.9 .828 P07 1212 1 1/4 X 1 1/4 X .125 1 1 5589. 44.34 0 180.46 3.0 .628 P08 1513 1 1/2 X 1 1/2 X .138 1 1 -4545. 44.34 0 150.08 2.2 .976 P09 1210 1 1/4 X 1 1/4 X .109 1 1 3501. 44.34 0 179.86 2.1 .448 PlO 1212 1 1/4 X 1 1/4 X .125 ·1 1 -2457. 44.34 0 180.46 2.0 1.015 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 2209. 44.34 0 179.86 2.0 .282 Pl2 1210 1 1/4 X 1 1/4 X .109 1 1 2209. 44.34 0 179.86 2.0 .282 P13 1212 l 1/4 X 1 1/4 X .125 1 1 -2209. 44.34 0 180.46 2.0 .913 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 3163. 44.34 0 179.86 2.0 .405 ----- Job: 0790075 Mark: J4 08-12-99 17:56:32 Page 012 PlS 15;:t.2 1 1/2 X 1 1/2 X .123 1 1 -4207. 44.34 0 149.66 2.3 1.003 P16 1212 1 1/4 X 1 1/4 X .125 1 1 5250. 44.34 0 180.46 2.8 .590 Pl? 1715 1 3/4 X 1 3/4 X . J.55 1 1 -6294. 44.34 0 128.52 2.7 .786 P18 1517 1 1/2 X 1 1/2 X .170 1 1 7338. 44.34 ·o 150.83 2.9 .508 Pl9 2016 2 X 2 X .163 1 1 -8382. 44.34 0 112.23 3.4 .757 P20 2016 2 X 2 X . 163 1 1 9426 . 44.34 0 112.23 3.9 .502 P21 2016 2 X 2 X .163 1 1 -9812. 40.55 0 102.64 4.0 .825 S01 12J.O 1 1/4 X 1 1/4 X .109 1 1 -2336. 39.83 0 J.61.54 2.0 .881 S02 1210 1 1/4 X 1 1/4 X .J.09 l 1 -J.800. 30.70 0 124.51 2.0 .430 S03 1210 l 1/4 X 1 1/4 X · .109 1 1 ~1800. 30.70 0 J.24.51 2.0 .430 S04 1210 1 1/4 X 1 1/4 X . 109 1 1 -1800 . 30. 70 0 124.51 2.0 .430 sos 1210 1 1/4 X 1 1/4 X . 109 1 1 -1800 . 30.70 0 124.51 2.0 .430 S06 1210 1 1/4 X 1. 1/4 X .J.09 l 1 -1800. 30.70 0 124.51 2.0 .430 S07 12J.O 1 1/4 X l 1/4 X .109-1 1. -1800. 30.70 0 J.24.51 2.0 .430 S08 1210 1 1/4 X 1 1/4 X .109 l 1 -1800. 30.70 0 124.51 2.0 .430 S09 1210 1 1/4 X 1 l/4 X . 109 l 1 --1800 . 30.70 0 124.51 2.0 .430 S10 1210 1 1/4 X 1 1/4 X .109 l l -J.800. 30.70 0 124.51 2.0 .430 S11 .1210 l 1/4 X 1 1/4 X . 109 1 l -2194 . 37,41 0 15l. 72 2.0 .730 -- Job: 0790075 Mark: JS 08-12-99 17:56:36 Page 013 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 40.625 TC 1st PP: 41. 500 BC EndP: 66.000 BC 1st PP: 16.125 SMI Joist Engineering Report Joist: 32LH08 Mark: JS Loe: CARLSBAD OAL: 62 1 -6 7/8" BL: 62'-6 7/8" WL: 62 1 -2 7/8" 18 @ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.750 TC 1st PP: 48.000 BC EndP: 66.000 BC 1st PP: 26.750 Depth; L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 3/8" Eff. Depth: 30.70 Support Locations:· (From Left End Base L~ngth) 1) 0 I -2 11 2) 62'-4 7/8 11 -----------------------· -------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 270 ;1..00 180.00 2 270 1.00 .00 3 0 1. 33 .00 4 0 1.33 .00 5 270 1.33 .00 6 134 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" J. 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 O'-0" 0 0'-0" 5 Mins PriWeb N/A 1525 0'-0" 0 0'-0" J. 2 5 Mins SecWeb N/A 1525 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 31'-3 3/8" 0 0'-0" J. 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .4 -8652.2 -8652.2 Load Case # 2 .4 -8652.2 -8652.2 Load Case # 3 .0 . 0 .0 Load Case # 4 . 0 . 0 .0 Load Case .u 5 .4 -8652.2 -8652.2 tr Load Case .u 6 .2 -4170.0 -4170.0 tr - Job: 0790075 Mark: JS 08-1.2-99 1.7:56:36 Page 01.4 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1..1.00 . 725 1..268 .996 1.07.1.90 3.264 3,297 2 1./2 X 2 1./2 X .230 2025 3 .. 00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl. 5 -25732 38.6 38 .6-36.0 -6324 2638 800 1.21.034 -. 200 0 35. l. 53.3 28.4 23766 -3477 30000 .9843 .021. .221. 2523 2.1.9 . 772 .492 1..435 .996 1.07.1.90 . 731. 1..843 2 1./2 X 2 1/2 X .230 T02 5 -24987 41.5 41.5 36.0 -1.1.388 1.562 847 51.710 -.473 0 53.7 84.3 25.1 1.81.l.l. -3477 30000 .9339 .024 .497 T03 1 -281.79 38.0 38.0 36.0 -1.2842 1.548 840 1.09644 -.558 0 49.2 57.9 25.l. 23012 -3090 30000 .9531. .030 .588 T04 l. -281,79 26.0 26.0 36.0 ·-J.2842 207 -2702 234209 -.428 0 3·3. 7 39.6 25.l. 25806 -1.975 30000 .9781. -.090 . 51.8 TOS l. -38272 32.0 32.0 36.0 -17442 1.1.47 622 15461.5 -.71.3 0 41..4 48.7 25.l. 24472 -2051 30000 .9549 .022 .735 T06 l. -38272 32.0 32.0 36.0 -17442 913 495 1.5461.5 -.71.3 0 41.4 48.7 25.l. 24472 -2051. 30000 .9549 .018 . 731. TO? l. -46547 32.0 32.0 36.0 -21214 973 528 1.5461.5 -.867 0 41..4 48.7 25.l. 24472 -1.929 30000 .9451. . 01.9 .886 T08 l. --46547 32.0 32.0 36.0 -2121.4 957 51.9 154615 -.867 0 41..4 48.7 25.1. 24472 -1.929 30000 .9451. . 01.9 .886 T09 l. '-51.821. 32.0 32.0 36.0 -23617 961. 521. 15461.5 -.965 0 41.4 48.7 25. l. 24472 -1.921. 30000 .9389 .01.9 .984 TlO l. -51.821. 32.0 32.0 36.0 -2361.7 960 521. 1.5461.5 -.965 0 41..4 48.7 25.l. 24472 -1.921. 30000 .9389 .019 .984 Tl.l. l. -54092 32.0 1.6. 0 36.0 -24652 960 521. 15461.5 -.922 l. 31. l. 32.5 25.1 26751. -1.920 30000 .9362 .019 . 941. T12 1 -54092 32.0 1.6. 0 36.0 -24652 960 521. 15461.5 -.922 l. 31. l. 32.5 25.1 ;26751 -1.920 30000 .9362 . 01.9 .941. Tl.3 l. -52405 32.0 32.0 36.0 -23884 960 521. 1.54615 -.976 0 41.4 48.7 25.1 24472 -1.920 30000 .9382 . 01.9 .995 T14 1 -52406 32.0 32.0 36.0 -23884 960 521. 15461.5 -.976 0 41..4 48.7 25.1 24472 -1.920 30000 .9382 . 019 .995 Tl.5 l. -47630 32.0 32.0 36.0 -21.707 961. 521. 1.5461.5 -.887 0 41.4 48.7 25.1 24472 --1920 30000 .9438 .019 .906 Tl.6 1 -47630 32.0 32.0 36.0 -21707 957 519 154615 -.887 0 41.4 48.7 25.1 24472 -1927 30000 .9438 .019 .906 Tl.7 1 -39853 32.0 32.0 36. o· -18163 969 526 154615 -.742 0 41..4 48.7 25.1 2·4472 -1927 30000 .9530 .019 . 761 Tl.8 l. -39853 32.0 32.0 36.0 -18163 925 502 154615 -.742 0 41.4 48.7 25.1 24472 -2016 30000 .9530 .018 .760 T19 1 -29074 32.0 32.0 36.0 -13251 1095 594 1.5461.5 -.541 0 41..4 48.7 25.1 24472 -201.6 30000 .9657 .021 .562 T20 1 -29074 32.0 32.0 36.0 -13251 533 -4453 154615 -.442 0 4.1.4 48.7 25.1 24472 -3255 30000 .9657 -.148 .590 T21 5 -24929 48.0 48.0 36.0 -11361 2425 1315 38654 -.559 0 62.2 97.5 25.1 15271 -4907 30000 . 9118 .039 .598 2523 4.07 1.100 . 725 1..268 .996 1.07.190 3.264 3.297 2 1./2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -25635 0 Mark: JS 42.8 4~.8 36.0 38.9 58.9 28.4 -6300 22834 2979 -4907 - 08-12-99 17:56:36 Page 015 904 30000 98803 -.207 .9809 .023 .231 2025 1. 88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl 1 B02 1 B03 1 B04 1 BOS 1 B06 1. B07 1 BOB 1 B09 1 BlO 1 20230 0 33009 0 42785 0 49559 0 53332 0 53668 0 50393 0 44117 0 34839 0 22559 0 54.1 54.1 71.4 B8.9 103.8 53.7 58.0 58.0 156.0 95.3 111.2 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 165.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 58.8 58.8 71..4 96.5 112.7 53.7 10789 300.00 17605 30000 228,19 30000 26432 30000 28444 30000 28623 30000 26877 30000 23529 30000 18581 30000 12032 3000.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8716 29260 .7593 24031 .6202 24031 .5600 24031 .5265 24031 .5236 24031 .5526 24031 .6083 24031 .6907 28517 .8312 .360 .000 .587 .000 .761 .000 .881 .000 .948 .000 .954 .000 .896 .000 .784 .000 .619 .000 .401 .000 .360 .587 .761 .881 .948 .954 .896 .784 . 619 .401 I req.= 871.24 in4 I act.= 954.80 in4 W-L/360= 147.9 W-L/240= 221. 9 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.82" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD 1 1 19579. 70.98 0 226.08 4.2 .657 P22 Rll2 1 1/8 RD 1 1 19472. 70.98 0 226.08 4.2 .653 P02 2016 2 X 2 X .163 1 1 -8547. 34.68 0 87.76 3.5 .653 P03 2016 2 X 2 X .163 1 1 10617. 48.85 0 123.63 4.3 .566 P04 2016 2 X 2 X .163 1 1 -7800. 40.23 0 101. 81 3.2 .652 P05 1517 1 1/2 X 1 1/2 X .170 1 1 7655. 44.34 0 150.83 3.0 .530 P06 1715 1 3/4 X 1 3/4 X .155 1 1 -6615. 44.34 0 128.52 2.8 .826 P07 1212 1 1/4 X 1 1/4 X .125 1 1 5575. 44.34 0 180.46 3.0 .626 P08 1513 1 1/2 X 1 1/2 X .138 1 1 -4535. 44.34 0 150.08 2.2 .974 P09 1210 1 1/4 X 1 1/4 X .109 1 1 3495. 44.34 0 179.86 2.1 .447 PlO 1212 1 1/4 X 1 1/4 X .125 · 1 1 -2455. 44.34 0 180.46 2.0 1.014 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 2203. 44.34 0 179.86 2.0 .282 P12 1210 1 1/4 X 1 1/4 X .109 1 1 2203. 44.34 0 179.86 2.0 .282 Pl3 1212 1 1/4 X 1 1/4 X .125 1 1 -2203. 44.34 0 180.46 2.0 .910 P14 1210 1 1/4 X 1 1/4 X .1.09 1 1 3150. 44.34 0 179.86 2.0 .403 Job: 0790075 Mark: JS 08-12-99 17:56:36 Page 016 PlS 1512 1 J./2 X J. J./2 X . J.23 J. 1 -4190. 44.34 0 J.49.66 2.3 .999 PJ.6 1212 J. J./4 X J. 1/4 X . J.25 1 J. 5230. 44.34 0 180.46 2.8 .587 PJ.7 J. 715 1 3/4 X 1 3/4 X . 155 1 1 -6270. 44.34 0 J.28.52 2.7 .783 PJ.8 J.SJ. 7 1 1/2 X 1 1/2 X . J. 70 J. J. 7310. 44.34 0 150.83 2.9 .506 PJ.9 2016 2 X 2 X .163 1 J. -8350, 44.34 0 J.J.2.23 3.4 .755 P20 2016 2 X 2 X .J.63 1 1 9390. 44.34 0 J.J.2.23 3.8 .500 P21 2016 2 X 2 X . J.63 J. 1 -9816. 40.72 0 J.03.05 4.0 .828 SOl 1210 1 1/4 X 1 1/4 X . J.09 J. 1 -2329. 39.83 0 J.61. 54 2.0 .879 S02 1210 1 J./4 X 1 J./4 X .J.09 J. 1 -1795. 30.70 0 124.51 2.0 .429 S03 J.210 1 1/4 X 1 1/4 X · .109 1 J. -J.795. 30.70 0 J.24.51 2.0 ·.429 S04 J.2 J. 0 1 1/4 X 1 J./4 X .109 1 J. -1795. 30.70 0 J.24.51 2.0 .429 sos J.2 J. 0 1 1/4 X J. 1/4 X . J.09 1 J. -J.795. 30.70 0 124.51 2.0 .429 S06 J.2 J. 0 J. 1/4 X 1 1/4 X .109 1 J. -1795. 30.70 0 J.24.SJ. 2.0 .429 S07 J.2 J. 0 1 J./4 X 1 1/4 X .109 1 J. -J.795. 30.70 0 J.24. 51 2.0 .429 sos 1210 1 1/4 X J. .J./4 X . 109 1 1 -1795. 30.70 0 J.24.SJ. 2.0 .429 S09 J.2 J.O J. J./4 X 1 1/4 X .109 1 1 -1795. 30.70 0 J.24. SJ. 2.0 .429 SJ.O 1210 1 J./4 X 1 J./4 X .109 1 J. -1795. 30.70 0 124.51 2.0 .429 Sll . J.210 1 1/4 X 1 1/4 X . J.09 1 J. -2184 . 37.34 0 J.51.43 2.0 .724 \ • Job: 0790075 Mark: J6 08-12-99 17:56:40 Page 017 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH08 Mark: J6 Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) ----------------------- Left OAL: 62'-6 5/8" Right ----- TC X: .000 BL: 62'-6 5/8 ,,. TC X: .000 TC WP: 2.000 WL: 62'-2 5/8" TC WP: .2. 000 TC EndP: 40.625 TC EndP: 44.625 TC 1st PP: 41. 500 18 @ 32.000 TC 1st PP: 47.875 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 16.125 BC 1st PP: 26.500 Verticals located at all bottom chord panel points. Dept):).: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 2/8" Eff. Depth: 30.70 Support Locations·: (From Left End·Base Length) 1) 0'-2" 2) 62'-4 5/8" -------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 271 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 271 271 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 U. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases -------------------·----------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chr~ TC-LE N/A 8600 0'-·on 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 31' -3 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .4 -8680.5 -8680 .. 5 Load Case # 2 .4 -8680.5 -8680.5 Load Case # 3 . 0 . 0 . 0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .4 -8680.5 -8680.5 Load Case # 6 .2 -4168.6 -4168.6 ~ e Job: 0790075 Mark: J6 08-12-99 17:56:40 Page 018 i I I ! Matl Area RX RZ RYY Q Cc sxs SXL De.scription I Mat2 Depth 2523 4.07 1.100 • 72.5 1.268 .996 107.i90 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment. fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -25787 38.6 38.6 36.0 -63~7 2726 827 121034 -.200 0 35.1 53.3 28.4 23766 -3293 30000 .9843 .021 .222 2523 2.19 .772 .492 1.435 .996 107.190 .731 1.843 2 1/2 X 2 1/2 X .230 'i'o2 5 -25040 4i.5 41.5 36.0 -114i2 1421 771 51710 -.474 0 53.7 84.3 25.1 18111 -3591 30000 .9338 .022 .495 T03 1 -28199 43.0 43.0 36.0 -12852 2172 1178 85628 -.592 0 55.7 65.5 25.1 21702 -3591 30000 .9400 .044 .636 T04 1 -28317 21.0 21.0 36.0 -12905 0 -3462 359015 -.430 0 27.2 32.0 25.1 26816 -2531 30000 .9856 -.115 .546 T05 i -38392 32.0 32.0 36.0 -17497 1295 703 154615 -. 715 0 41.4 48.7 25.1 24472 -2152 30000 .9547 .025 .740 T06 1 -38392 32.0 32.0 36.0 -17497 883 479 154615 -. 715 0 41.4 48.7 25.1 24472 -2152 30000 .9547 .017 .732 T07 1 -46690 32.0 32 .o· 36.0 -21279 986 535 154615 -.870 0 41.4 48.7 25.1 24472 -1943 30000 .9449 .020 .889 T08 1 -46690 32.0 32.0 36.0 -21279 958 519 154615 -.870 0 41.4 48.7 25.1 24472 -1943 30000 .9449 .019 .889 T09 1 -51975 32.0 32.0 36.0 -23688 96-5 524 154615 -. 968 0 4.1.4 48.7 25.1 24472 -1928 30000 .9387 .019 .987 TlO 1 -51975 32.0 32.0 36.0 -23688 963 522 154615 -.968 0 41.4 48.7 25.1 24472 -1928 30000 .9387 .019 .987 Tll 1 -54247 32.0 16.0 36.0 -24723 964 523 154615 -.924 1 31.1 32.5 25.1 26751 -1927 30000 .9360 .019 .944 Tl2 1 -54247 32.0 16.0 36.0 -24723 964 523 154615 -.924 1 31.1 32.5 25 .1 26751 -1927 30000 .9360 .019 .944 Tl3 1 -52548 32.0 32.0 36.0 -23949 964 523 154615 -.979 0 41.4 48.7 25.1 24472 -1927 30000 .9380 .019 .998 \ : Tl4 1 -52548 32.0 32.0 36.0 -23949 963 523 154615 -.979 0 41.4 48.7 25.1 24472 -1928 30000 .9380 .019 .998 T15 1 -47752 32.0 32.0 '36. 0 -21763 964 523 154615 -.889 0 41.4 48.7 25.1 24472 -1928 30000 .9437 .019 .908 T16 1 -47752 32.0 32.0 36.0 -21763 961 521 154615 -.889 0 41.4 48.7 25.1 24472 -1934 30000 .9437 .019 .908 T17 1 -39942 32.0 32.0 36.0 -18203 973 528 154615 -.744 0 41.4 48.7 25.1 24472 -1934 30000 .9529 .019 .763 T18 1 -39942 32.0 32.0 36.0 -18203 929 504 154615 -.744 0 41.4 48.7 25.1 24472 -2022 30000 .9529 .018 .762 T19 1 -29119 32.0 32.0 36.0 -13271 1098 596 154615 -.542 0 41.4 48.7 25.1 24472 -2022 30000 .9657 .021 .563 T20 1 -29119 32.0 32.0 36.0 -13271 539 -4451 154615 -.442 0 41.4 48.7 25.1 24472 -3253 30000 . 9657 -.148 .591 T21 5 -24982 47.9 47.9 36.0 -11385 2421 1313 38856 -.558 0 62.0 97.2 25.1 15328 -4898 30000 .9121 .039 .597 2523 4. 07 1. lQO . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -25694 0 • Mark: J6 42.6 42.6 36.0 38.8 58.8 28.4 -6314 22863 2972 -4898 • 08-12-99 17:56:40 Page 019 902 30000 99383 -.208 . 9809 . 023 . 231 2025 1. 88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOB 1 B09 1 BlO 1 20295 0 33113 0 42918 0 49710 0 53488 0 53817 0 ·50527 0 44224 0 34907 0 22578 0 54 .1 54 .1 71. 3 88.9 103.8 53.6 58.0 58.0 156.0 95.3 111.2 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7-117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 58.5 58.5 96.1 112.2 71.3 53.6 10824 30000 17660 30000 22890 30000 26512 300QO 28527 30000 28702 30000 26948 30000 23586 30000 18617 30000 12041 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8711 29260 .7586 24031 .6190 24031 .5587 24031 .5252 24031 .5222 24031 .5514 24031 .6074 24031 .6901 28762 .8325 .361 .000 .589 .000 .763 .000 .884 .000 .951 .000 .957 .000 .898 .000 .786 .000 ·. 621 .000 .401 .000 .361 .589 .763 .884 .951 .957 .898 .786 .621 .401 I req.= 873.59 in4 I act.= 954.80 in4 W-L/360= 148.1 W-L/240= 222.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.83" Mem Matl Description # LC Force LX B L/R Weld SRatio POl R112 1 1/8 RD 1 1 19641. 70.98 0 226.08 4.2 .659 P22 R112 1 1/8 RD 1 1 19536. 70.98 0 226.08 4.2 .655 P02 2016 2 X 2 X .163 1 1 -8573. 34.68 0 87.76 3.5 .655 P03 2016 2 X 2 X .163 1 1 10559. 48.85 0 123.63 4.3 .563 P04 2016 .2 X 2 X .163 1 1 -7749. 40.23 0 101. 81 3.2 .648 POS 1517 1 1/2 X 1 1/2 x .170 1 1 7677. 44.34 0 150.83 3.0 .532 P06 1715 1 3/4 X 1 3/4 X .155 1 1 -6633. 44.34 0 128.52 2.9 .828 P07 1212 1 1/4 X 1 1/4 X .125 1 1 5589. 44.34 0 180.46 3.0 .628 POB 1513 1 1/2 X 1 1/2 X .138 1 1 -4545. 44.34 0 150.08 2.2 .976 P09 1210 1 1/4 X 1 1/4 X .109 1 1 3501. 44.34 0 179.86 2.1 .448 PlO 1510 1 1/2 X 1 1/2 X .. 109 i 1 -2457. 4'4. 34 0 149.23 2.0 .654 Pll 1210 1 :I./4 X 1 1/4 X .109 1 1 2209. 44.34 0 179.86 2.0 .282 Pl2 1210 1 1/4 X 1 1/4 X .109 1 1 2209. 44.34 0 179.86 2.0 .282 Pl3 1212 1 1/4 X 1 1/4 X . 125 1 1 -2209 . 44.34 0 180.46 2.0 .913 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 3163. 44.34 0 179.86 2.0 .405 Job: 0790075 Mark: J6 08-12-99 17:56:40 Page 020 P15 1512 1 1/2 X 1 1/2 X .123 1 1 -4207. 44.34 0 149.66 2.3 1.003 Pl6 1212 1 1/4 X 1 1/4 X .125 1 1 5250. 44.34 0 180.46 2.8 .590 Pl7 1715 1 3/4 X 1 3/4 X .155 1 1 -6294. 44.34 0 128.52 2.7 .786 Pl8 1517 1 1/2 X 1 1/2 X :110 1 1 7338. 44.34 0 150.83 2.9 .508 Pl9 2016 2 X 2 X .163 1 1 -8382. 44.34 0 112.23 3.4 .757 P20 2016 2 X 2 X . 163 1 1 9426 . 44.34 0 112.23 3.9 .502 P21 2016 2 X 2 X .163 1 1 -9812. 40.55 0 102.64 4.0 .825 S01 1210 1 1/4 X 1 1/4 X . 109 1 1 -2336 . 39.83 0 161.54 2.0 .881 S02 1210 1 i/4 X 1 1/4 X . 109 1 1 -1824 . 31. 10 0 126.15 2.0 .443 S03 1210 1 1/4 X 1 1/4 X-.109 1 1 -1800. 30.70 0 124.51 2.0 .430 S04 1210 1 1/4 X 1 1/4 X . 109 1 1 -1800 . 30.70 0 124.51 2.0 .430 sos 1210 i 1/4 X 1 1/4 X . 109 1 1 -1800 . 30.70 0 124.51 2.0 .430 S06 1210 1 1/4 X 1 1/4 X . 109 1 1 -1800 . 30.70 0 124.51 2.0 .430 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S11 . 1210 1 1/4 X 1 1/4 X .109 1 1 -2194. 37.41 0 151.72 2.0 .730 - Job: 0790075 Mark: J7 08-12-99 17:56:43 Page 021 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH08 Mark: J7 Req. by: ASE8 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 62'-6" TC X: .ODO BL: 62 1 -6" TC WP: 2.000 WL: 62'-2" TC EndP: 40.625 TC 1st PP: 41.500 18 @ 32.000 BC EndP: 66.000 BC 1st PP: 16.125 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge (gl 31'-3 11 Support Locations·: (From Left End· Base Length) 1) 0'-2 11 2) 62 1 -4 11 Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 271 4 0 Stress Deflec LC 1. 00 180. 00 2 1.33 .00 5 u. Load. Stress Deflec LC 271 1.00 .00 3 271 1.33 .00 6 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.500 TC 1st PP: 47.375 BC EndP: 66.000 BC 1st PP: 25.875 Eff. Depth: 30.57 u. Load 0 134 Stress Deflec 1. 33 . 00 1. 00 240. 00 Type Ref-pt Orient Load Distance Load Distance Load Cases ---------_,_ ----------------------,--------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 o•-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0'.' 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-O" 0 0'-0" 1 2 5 ConV TC-LE GY 500 31'-311 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .2 -8673.4 -8673.4 Load Case # 2 .2 -8673.4 -8673.4 Load Case # 3 .0 .0 .0 Load Case # 4 .0 . 0 .0 Load Case # 5 .2 -8673.4 -8673.4 Load Case # 6 .1 -4165.1 -4165.1 ' -- Job: 0790075 Mark: J7 08-12-99 17:56:43 Page 022 Matl Area RX RZ RYY Q Cc SXS SXL Description Mat2 Depth 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 -61247 38.6 38 .6. 36.0 -12894 2615 640 125732 -.400 0 34.5 45.2 25.2 24223 -3571 30000 .9692 .018 .418 3025 2.88 . 930 .592 1. 633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 5 -60496 41.5 41.5 36.0 -21042 1540 521 75050 -.777 0 44.6 70.1 22.0 20351. -3571 30000 .91.59 .016 .793 T03 5 -72364 38.0 38.0 36.0 -25170 1560 528 1.59132 -.795 0 40.8 48.1 22.0 23814 -3079 30000 .9367 .015 .809 T04 5 -72364 26.0 26.0 36.0 -251.70 205 69 339921 -.733 0 2·7 .9 32.9 22.0 25813 -1990 30000 .9704 .002 .735 T05 5 -82518 32.0 32.0 36.0 -28702 1152 390 224401 -.868 0 34.4 40.5 22 .. 0 24856 -2059 30000 .9488 . 01.l. .879 T06 5 -82518 32.0 32.0 36.0 -28702 91.6 310 224401 -.868 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .008 .877 T07 5 -90837 32.0 32.0 36.0 -31596 976 331 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T08 5 -90837 32.0 32.0 36.0 -31596 960 325 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T09 5 -96131 32.0 16.0 36.0 -33437 964 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928' 30000 .9404 .009 .958 Tl0 5 -96131 32.0 16.0 36.0 -33437 963 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 Tll 5 -98398 32.0 16.0 36.0 -34225 964 326 224401 -.971 1 25.8 27.0 22.0 2Q494 -1927 30000 .9390 .009 .980 Tl.2 5 -98398 32.0 16.0 36.0 -34225 964 326 224401 -.971 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .980 Tl3 5 -96672 32.0 1.6.0 36.0 -33625 964 326 224401 -.954 1 25.8 27.0 22.0 26494 -1927 30000 .9401 .009 .963 \ . Tl4 5 -96672 32.0 16.0 36.0 -3362$ 963 326 224401 -.954 1 25.8 27.0 22.0 26494 -1928 30000 .9401 .009 .963 Tl.5 5 -91839 32.0 32.0 36.0 -31944 964 326 224401 -.966 0 34.4 40.5 22.0 248'56 -1928 30000 .9431 .009 .975 Tl6 5 -91839 32.0 32.0 36.0 -31944 961 325 . 224401 -.966 0 34.4 40.5 22.0 24856 -1934 30000 .9431 .009 .975 Tl7 5 -83981 32.0 32.0 36.0 -29211 972 329 224401 -.884 0 34.4 40.5 22.0 24856 -1934 30000 .9479 .009 .893 Tl8 5 -83981 32.0 32.0 36.0 -29211 931 315 224401 -.884 0 34.4 40.5 22.0 24856 -2017 30000 .9479 .009 .892 T19 5 -73096 32.0 32.0 36.0 -25425 1090 369 224401 -.769 0 34.4 40.5 22.0 24856 -2017 30000 .9547 .010 .779 T20 5 -73096 32.0 32.0 36.0 -25425 559 189 224401 -.769 0 34.4 40.5 22.0 24856 -3181 30000 .9547 .005 . 774 T21 5 -60442 47.4 47.4 36.0 -21023 2352 796 57590 -.851 0 50.9 80.0 22.0 18573 -4841. 30000 .8905 .025 .877 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -61156 0 -- Mark: J7 42.5 42.5 36.0 37.9 49.7 25.2 -12875 23580 2966 -4841 08-12-99 17:56:43 Page 023 726 103849 -.411 30000 . 9628 . 020 . 431 2025 1.88 .609 . 391 1. 2so 1. o·oo 106. 999 1.175 .494 2 X 2 X .250 BOl 1 B02 1 B03 1 B04 1 BOS 1 B06 1 .BO? 1 B08 + B09 1 BlO 1 20365 0 33223 0 43056 0 49863 0 53643 0 53953 0 50634 0 44289 0 34917 0 22519 0 54. 1 54 .1 71. 0 88.9 103.8 53.4 58.0 58.0 156.0 95. 3 111. 2. 117. 3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 i56.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 165.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 57.9 57.9 71.0 95.0 111.0 5~.4 10861 3·0000 17719 30000 22963 30000 26593 30000 28609 30000 28775 30000 · 27005 .30000 23621 30000 18622 30000 12010 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8707 29260 .7578 24031 .6178 24031 .5573 24031 .5238 24031 .5210 24031 .5505 24031 .6068 24031 .6900 29386 .8365 .362 .000 .362 .591 .000 .765 .000 .886 .591 .765 .000 .886 .954 .000 .959 .000 .900 .000 .787 .000 .621 .000 .400 .000 .954 .959 .900 .787 .621 .400 I req.= 871.40 in4 I act.= 1063.46 in4 W-L/360= :)..65.4 W-L/240= 248.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.46" Mem Matl Description # LC Force LX B L/R Weld SRatio POl R112 1 1/8 RD 1 1 19694. 70.92 0 222.76 3.9 .660 P22 Rll2 1 1/8 RD 1 1 19592. 70.92 0 222.76 3.9 .657 P02 2016 2 X 2 X . 16.3 1 1 -8573 . 34.56 0 87.46 3.5 .654 P03 2016 2 X 2 X .163 ·1 1 10666. 48.77 0 123.42 4.4 .568 P04 2016 2 X 2 X .163 1 1 -7827. 40.13 0 101.56 3.2 .653 POS 1517 1 1/2 X 1 1/2 X .170 1 1 7684. 44.25 0 150.52 3.0 .532 P06 1715 1 3/4 X 1 3/4 X .155 1 1 -6638. 44.25 0 128.25 2.9 .826 PO? 1212 1 1/4 X 1 1/4 X .125 1 1 5591. 44.25 0 180.09 3.0 .628 P08 1513 1 1/2 X 1 1/2 X .138 1 1 -4545. 44.25 0 149.77 2.2 .972 P09 1210 1 1/4 X 1 1/4 X .109 1 1 3499. 44.25 0 179.49 2.1 .448 PlO 1212 1 1/4 .x 1 1/4 X .12.5 1 1 -24!?3, 44°. 25 0 180.09 2.0 1.009 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 Pl2 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 Pl3 1212 1 1/4 X 1 1/4 X .125 1 1 -2214. 44.25 0 180.09 2.0 .911 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 3180. 44.25 0 179.49 2.0 .407 -- Job: 0790075 Mark: J7 08-12-99 17:56:43 Page 024 Pl5 1512 1 1/2 X 1 1/2 X .123 1 1 -4226. 44.25 0 149-. 35 2.3 1.003 Pl6 1212 1 1/4 X 1 1/4 X .125 1 1 5273. 44.25 0 180.09 2.8 .592 Pl7 1715 1 3/4 X 1 3/4 X . 155 1 1 -6319 . 44.25 0 128.25 2.7 .787 Pl8 151.7 1 1/2 X 1 1/2 X .170 1 1 7365. 44.25 0 150.52 2.9 . 510 Pl9 2016 2 X 2 X .163 1 1 -8411. 44.25 0 112.00 3.4 .759 -p20 2016 2 X 2 X . 163 1 1 9457. 44.25 0 112.00 3.9 .504 P21 2016 2 X 2 X .163 1 1 -9733. 40.05 0 101.35 4.0 .811 S01 1210 1 1/4 X 1 1/4 X . 109 1 1 -2341. 39.73 0 161.13 2.0 .878 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S03 1210 1 1/4 X 1 1/4 X ·.109 1 1 -1801. 30.57 0 123.97 2.0 .428 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S07 1210 1 1/4 X 1 1/4 X . 109 1 1 -1801. 30.57 0 123.97 2.0 .428 S08 121Q 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S09 1210 1 1/4 X 1 1/4·X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S10 1210 1 1/4 X 1 1/4 X . 109 1 1 -1801 . 30.57 0 123.97 2.0 .428 S11 .1210 1 1/4 X 1 1/4 X .109 1 1 -2202. 37.37 0 151. 57 2.0 .731 -· - Job: 0790075 Mark: JS 08-12-99 17:56:47 Page 025 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 40.625 TC 1st PP: 41. 500 BC EndP: 66.000 BC 1st PP: 16.125 Joist: 32LH08 Mark: JS Loe: CARLSBAD OAL: 62'-6 2/8" BL: 62 1 -6 2/8" WL: 62'-2 2/8" 18 @ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.625 TC 1st PP: 47.500 BC EndP: 66.000 BC 1st PP: 26.125 Depth: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 l/8 11 Eff. Depth: 30.70 Support Locations:· (From Left End Base Length) 1) 0 I -2 11 2) 62'-4 2/8" Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 271 1.00 180.00 2 271 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 271 1.33 .00 6 134 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins ,secWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 31'-3 l/811 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-'Y -------------------------------- Load Case # 1 .4 -8676.2 -8676.2 Load Case # 2 .4 -8676.2 -8676.2 Load Case # 3 . 0 . 0 . 0 Load Case # 4 . 0 .0 . 0 Load Case # 5 .4 -8676.2 -8676.2 Load Case # 6 .2 -4166.5 -4166.5 - Job: 0790075 Mark: JS 08-12-99 17:56:47 Page 026 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1.100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2_ 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -25779 38.6 38.6 36.0 -6335 2647 803 121034 -.200 0 35.1 53.3 28.4 23766 -3490 30000 .9843 .021 .221 2523 2.19 .772 .492 1.435 .996 107.190 .731 1. 843 2 1/2 X 2 1/2 X .230 T02 5 -25031 41.5 41.5 36.0 -11408 1568 851 51710 -.474 0 53.7 84.3 25.1 18111 -3490 30000 .9338 .024 .498 T03 1 -28253 38.0 38.0 36.0 -12876 1553 843 109644 -.560 0 49.2 57.9 25.1 23012 -3102 30000 .9530 .030 .590 T04 1 -28253" 26.0 26.0 36.0 -12876 208 -2712 234209 -.429 0 3·3. 7 39.6 25.1 25806 -1983 30000 .9780 -.090 .520 T05 1 -38368 32.0 32.0 36.0 -17486 1151 624 154615 -. 715 0 41.4 48.7 25.1 24472 -2058 30000 .9548 .022 .737 T06 1 -38368 32.0 32.0 36.0 -17486 916 497 154615 -.715 0 41.4 48.7 25. 1 24472 -2058 30000 .9548 . 018 .732 T07 1 -46657 32.0 32.0 36.0 -21264 976 530 154615 -.869 0 41.4 48.7 25 .1 . 24472 -193"7 30000 .9450 .019 .888 T08 1 -46657 32.0 32.0 36.0 -21264 960 521 1546.15 -.869 0 41.4 48.7 25.1 24472 -1937 30000 .9450 .019 .888 T09 1 -51933 32.0 32.0 36.0 -23668 964 523 154615 -.967 0 41.4 48.7 25.1 24472 -1928 30000 .9388 . 019 .987 TlO 1 -51933 32.0 32.0 36.0 -23668 963 523 154615 -.967 0 41.4 48.7 25.1 24472 -1928 30000 .9388 .019 .987 Tll 1 -54197 32.0 16.0 36.0 -24700 964 523 154615 -.923 1 31.1 32.5 25.1 26751 -1927 30000 .9361 .019 .943 Tl2 1 -54197 32.0 16.0 36.0 -24700 964 523 154615 -.923 1 31.1 32.5 25.1 26751 -1927 30000 .9361 .019 .943 Tl3 l -52486 3.2 .o 32.0 36.0 -23920 964 523 154615 -. 977 0 41.4 48.7 25.l 24472 -1927 30000 .9381 .019 .997 1 Tl4 l --52486 32.0 32.0 36.0 -23920 963 523 154615 -. 977 0 41.4 48.7 25.l 24472 -1928 30000 .9381 .019 .997 Tl5 1 -47680 32.0 32.0 36.0 -21730 964 523 154615 -.888 0 41.4 48.7 25.1 24472 -1928 30000 .9438 . 019 .907 Tl6 l -47680 32.0 32.0 36.0 -21730 961 521 154615 -.888 0 41.4 48.7 25.l 24472 -1934 30000 . 9438 · .019 .907 Tl7 l -39862 32.0 32.0 36.0 -18167 973 528 154615 -.742 0 41.4 48.7 25.1 24472 -1934 30000 .9530 .019 . 761 Tl.8 1 -39862 32.0 32.0 36.0 -18167 930 505 154615 -.742 0 41.4 48.7 25.1 24472 -2019 30000 .9530 .018 . 761 T19 1 -29030 32.0 32.0 36.0 -13230 1093 593 154615 -.541 0 41.4 48.7 25.1 24472 -2019 30000 .9658 .021 .562 T20 1 -29030 32.0 32.0 36.0 -13230 552 -4385 154615 -.441 0 41.4 48.7 25.1 24472 -3205 30000 .9658 -.146 .587 T21 5 -24976 47.5 47.5 36.0 -11383 2374 1288 39472 -.552 0 61. 5 96.5 25.1 15499 -4836 30000 .9135 .038 .590 2523 4.07 1.100 .725 1. 268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -25685 0 Mark: JS 42.6 38.8 42.6 58.8 - 36.0 28.4 -631.2 22863 2996 -4836 08-1.2-99 17:56:47 Page 027 909 ~0000 99383 .9809 -.208 .024 .231 2025 1.88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl 1 B02 l B03 l B04 l BOS l B06 1 B07 1 BOB 1 B09 1 BlO 1 20284 0 33093 0 42889 0 49672 0 53442 0 53759 0 50460 0 44148 0 34823 0 22484 0 54.1 54.1 71.1 88.9 1.03.8 53.5 58.0 58.0 156.0 95.3 1.11..2 ll.7.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.l 122.7 ll.7.3 64.0 64.0.1.56.0 105.1 122.7 117.3 64.~ 64.0 1.56.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 1.22.7 117.3 58.1 58.1 71.1 95.5 111.5 53.5 1.0818 30000 17650 30000 22874 30000 26492 30000 28502 30000 28671. 30000 26912 30000 23545 30000 1.8572 30000 11992 30000 0 0 0 0 0 0 0 0 0 o. 0 0 0 0 0 0 0 0 0 0 0 30000 0 3000.0 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .871.2 29260 .7587 24031. .6192 24031 .5590 24031 .5256 24031 .5228 24031 .5520 24031 .6081 24031 .6909 29134 .8354 . 361. .000 .588 .000 .762 .000 .883 .000 .950 .000 .956 .000 .897 .000 .785 .000 .619 .000 .400 .000 .361 .588 .762 .883 .950 .956 .897 .785 .619 .400 -------------------------------------------------------------------------------- Summary of Joist Deflection. Criteria (in, inA4, plf) I reg.= 872 .. 27 in4 I act.= 954.80 in4 W-L/360= 148.3 W-L/240= 222.5 Complex Loading Deflections: (Truss Stiffnes$ Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.82" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll.2 1 1/8 RD l 1 19631. 70.98 0 226.08 4.2 .658 P22 Rll2 l 1/8 RD 1 1 1.9527. 70.98 0 226.08 4.2 .655 P02 201.6 2 X 2 X .l.63 1 1 -8568. 34.68 0 87.76 3.5 .654 P03 2016 2 X 2 X .163 l 1 10642. 48.85 0 123.63 4.4 .567 P04 2016 2 X 2 X .163 l l -7817. 40.23 0 101.81 3.2 .653 P05 1517 1 1/2 X 1 1/2 X .170 l l 7671.. 44.34 0 150.83 3.0 .531 P06 1.71.5 1 3/4 X 1 3/4 X .155 l 1 -6627. 44.34 0 128.52 2.9 .827 P07 1212 1 1/4 X 1 1/4 X .125 1 1 5583. 44.34 0 180.46 3.0 .627 POB 1513 1 l/2 X l l/2 X . l.38 1 l -4539. 44.34 0 150.08 2.2 .975 P09 121.0 l 1./4 X l 1/4 X . l.09 l 1 3495. 44.34 0 179.86 2.1 .447 PlO 1212 1 1/4 X 1 1/4 X . l.25 l l -2451. 44.34 0 180 .46 2.0 1.013 Pll 1.210 l 1./4 X 1 1/4 X .109 1 1 2209. 44.34 0 1.79.86 2.0 .282 Pl2 1210 1 1/4 X 1 1/4 X .l.09 l l 2209. 44.34 0 1.79.86 2.0 .282 Pl3 1212 1 1/4 X 1 1/4 X .125 1 1 -2209. 44.34 0 1.80.46 2.0 .913 Pl4 121..0 1 1/4 X 1 1/4 X .l.09 1 i 3169. 44.34 0 179.86 2.0 .405 ·e Job: 0790075 Mark: JS 08-12-99 17:56:47 Page 028 P15 1512 1 1/2 X 1 1/2 X .123 1 1 -4213. 44.34 0 149.66 2.3 1.004 P16 1212 1 1/4 X 1 1/4 X . 125 1 1 5257 . 44.34 0 180.46 2.8 .590 P17 1715 1 3/4 X 1 3/4 X .155 1 1 -6300. 44.34 0 128.52 2.7 .787 PlB 1517 1 1/2 X 1 1/2 X .170 1 1 7344 .. 44.34 0 150.83 2.9 .509 P19 2016 2 ·x 2 X . 163 · 1 1 -8388 . 44.34 0 112.23 3.4 .758 P20 2016 2 X 2 X .163 1 1 9432. 44.34 0 112.23 3.9 .503 P21 2016 2 X 2 X .163 1 1 -9753. 40.31 0 102.02 4.0 .816 SOl 1210 1 1/4 X 1 1/4 X .109 1 1 -2335. 39.83 0 161.54 2.0 .881 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 ·o 124.51 2.0 .430 S03 1210 1 1/4 X 1 1/4 X .. 109 1 1 -1800. 30.70 0 124.51 2.0 .430 S04 1210 1 1/4 X 1 .1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 sos 1210 1 i/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S07 1210 1. 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 SOB 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 S0.9 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 SlO 1210 1 1/4 X 1 1/4 X .109 1 1 -1800. 30.70 0 124.51 2.0 .430 Sll .1210 1 1/4 X 1 1/4 X .10.9 1 1 -2193. 37.41 0 151.72 2.0 .730 - Job: 0790075 Mark: J9 08-12-99 17:56:50 Page 029 SMI Joist Engineering Report ------~------------------ SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH08 Mark: J9 Req. by: ASE8 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 62'-6" TC X: .000 BL: 62'-6" TC WP: 2.000 WL: 62'-2" TC EndP: 40.625 TC 1st PP: 41. 500 18@ 32.000 BC EndP: 66.000 BC 1st PP: 16.125 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3" Support Locations·: (From Left End·Base Length) ------------------ 1) 0 I -2 11 2) 62'-4" CA Tech: TRM Right TC X: .ooo TC WP: 2.000 TC EndP: 44.500 TC 1st PP: 47.375 BC EndP: 66.000 BC 1st PP: 25.875 Eff. Depth: 30.57 ------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 271 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load U. Load 271 271 Distance Stress Deflec LC 1. 00 . 00 3 1.33 .00 6 u. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 O'-0" 0 0'-0" 3 4 Chrd TC-·LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 31'-3" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .2 -8673.4 -8673.4 Load Case # 2 .2 -8673.4 -8673.4 Load Case # 3 .0 . 0 .0 Load Case # 4 .o . 0 . 0 Load Case # 5 .2 -8673.4 -8673.4 Load Case # 6 L .1 -4165.1 -4165.1 ' ;- Job: 0790075 Mark: J9 08-12-99 17:56:50 Page 030 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3025 4.75 1.121 .854 1.428 . 96.1 109'.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC Force L~ LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -61247 38.6 38.6 36.0 -12894 2615 640 125732 -.400 0 34.5 45.2 25.2 24223 -3571 30000 . 9692 .018 .418 3025 2.88 .930 .592 1.633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 5 -60496 41.·5 41.5 36.0 -21042 1540 521 75050 -. 777 0 44.6 70.1 22.0 20351 -3571 30000 .9159 .016 .793 T03 5 -72364 3$.0 38.0 36.0 -25170 1560 528 159132 -.795 0 40.8 48.1 22.0 23814 -3079 30000 .9367 .015 .809 T04 5 -72364 26.0 26.0 36.0 -25170 205 69 339921 -.733 0 27.9 32.9 22.0 25813 -1990 30000 .9704 .002 .735 T05 5 -82518 32.0 32.0 36.0 -28702 1152 390 224401 -.868 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .011 .879 TOG 5 -82518 32.0 32.0 36.0 -28702 916 310 224401 -.868 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .008 .877 T07 5 -90837 32.0 32.0 36.0 -31596 976 331 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T08 5 -90837 32.0 32.0 36.0 -31596 960 325 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T09 5 -96131 32.0 16.0 36.0 -33437 964 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 TlO 5 -96131 32.0 16.0 36.0 -33437 963 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 Tll 5 -98398 32.0 16.0 36.0 -34225 964. 326 224401 -. 971 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .980 T12 5 -98398 32.0 1:6. 0 36.0 -34225 964 326 224401 -. 971 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .980 T13 5 -96672 32.0 ·16 .0 36.0 -33625 964 326 224401 -.954 1 25.8 27.0 22.0 26494 -1927 30000 .9401 .009 .963 T14 5 -96672 32.0 16.0 36.0 -33625 963 326 224401 -.954 1 25.8 27.0 22.0 26494 -1928 30000 .9401 .009 .963 T15 5 -91839 32.0 32.0 36.0 -31944 964 326 224401 -.966 0 34.4 40.5 22.0 24856 -1928 30000 .9431 .009 .975 T16 5 -91839 32.0 32.0 36 .. 0 -31944 961 325 224401 -. 966 0 34.4 40.5 22.0 24856 -1934 30000 .9431 .009 .975 T17 5 -83981 32.0 32.0 36.0 -29211 972 329 224401 -.884 0 34.4 40.5 22.0 24856 -1934 30000 .9479 .009 .893 Tl8 5 -83981 32.0 32.0 36.0 -29211 93J: 315 224401 -.884 0 34.4 40.5 22.0 24856 -2017 30000 .9479 .009 .892 T19 5 -73096 32.0 32.0 36.0 -25425 1090 369 224401 -.769 0 34.4 40.5 22.0 24856 -2017 30000 .9547 .010 .779 T20 5 -73096 32.0 32.0 36.0 -25425 559 189 224401 -.769 0 34.4 40.5 22.0 24856 -3181 30000 .9547 .005 .774 T21 5 -60442 47.4 47.4 36.0 -21023 2352 796 57590 -.851 0 50.9 80.0 22.0 18573 -4841 30000 .8905 .025 .877 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -61156 0 -- Mark: J9 42.5 42.5 36.0 37.9 49.7 25.2 -12875 23580 2966 -4841 08-12-99 17:56:50 Page 031 726 103849 -.411 30000 . 9628 . 020 . 431 2025 1.88 .609· .391 J..250 J..000 106.999 1.175 .494 2 X 2 X .250 B0J. 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 BJ.0 1 20365 0 33223 0 43056 0 49863 0 53643 0 53953 0 50634 0 44289 0 34917 0 22519 0 54.1 54.1 71.0 88.9 103.8 53.4 58.0 58.0 156.0 95. 3 111. 2. 117. 3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 1as.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 57.9 57.9 71.0 95.0 111.0 53.4 10861 30000 l 77J.9 30000 22963 30000 26593 30000 28609 30000 28775 3·0000 27005 30000 23621 30000 18622 30000 12010 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8707 29260 .7578 24031 .6178 24031 . 5573 24031 .5238 24031 .5210 24031 .5505 24031 .6068 24031 .6900 29386 .8365 .362 .000 .591 .000 .765 .000 .886 .000 .954 .000 .959 .000 .900 .000 .787 .000 .621 .000 .400 .000 .362 .591 .765 .886 .954 .959 .900 .787 .621 .400 ----------.----·------·----------------------------.---------------------------- Summary of Joist Deflection Criteria (in, inA4, plf) I req.= 87J..40 in4 I act.= 1063.46 in4 W-L/360= 165.4 W-L/240= 248.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #OJ. Allowable Deflection= 4.17" Mem P0J. P22 P02 P03 P04 P05 P06 P07 P08 P09 PJ.O Pll PJ.2 PJ.3 PJ.4 Matl Rll2 RlJ.2 2016 2016 2016 1517 1.715 1212 1513 1210 1212 1210 1210 1212 1210 Description 1 1/8 RD 1 1/8 RD 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 1/2 X 1 1/2 X .170 1 3/4 X 1 3/4 X .155 1 1/4 X 1 1/4 X .125 1 1/2 X 1 1/2 X .J.38 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .. 109 1 1/ 4 X l 1/ 4 X . 1.0.9 1 1/4 X 1 J./4 X .125 1 1/4 X 1 1/4 X .109 # 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Force 19694. 19592. -8573. 10666. -7827. 7684. -6638. 559J.. -4545. 3499. -24!?3. 2214. 2214. -2214. 3180. Actual Deflection= 3.46" LX B 70.92 0 70.92 0 34.56 0 48. 77 0 40.13 0 44.25 0 44.25 0 44.25 0 44.25 0 44.25 0 44'_ 25 0 44.25 0 44.25. 0 44.25 0 44.25 0 L/R 222.76 222.76 87.46 123.42 101.56 150.52 128.25 180.09 149. 77 179.49 180.09 179.49 179.49 180.09 179.49 Weld 3.9 3.9 3.5 4.4 3.2 3.0 2.9 3.0 2.2 2.1 2.0 2.0 2.0 2.0 2.0 SRatio .660 .657 .654 .568 .653 .532 .826 .628 .972 .448 1.009 .283 .283 .911 .407 ---- Job: 0790075 Mark: J9 08-12-99 17:56:50 Page 032 Pl5 1512 1 1/2 X 1 1/2 X .123 1 1 -4226. 44.25 0 149.35 2.3 1.003 Pl6 1212 1 1/4 X 1 1/4 X . 125 1 1 5273 . 44.25 0 180.09 2-8 .592 Pl7 1715 1 3/4 X 1 3/4 X .155 1 l -6319. 44.25 0 128.25 2.7 .787 Pl8 1517 1 1/2 X 1 1/2 X .170 l l 7365. 44.25 0 150.52 2.9 .510 P19 2016 2X 2 X . 163 1 l -8411 . 44.25 0 112.00 3.4 .759 P2O 2016 2 X 2 X .163 l l 9457. 44.25 0 112.00 3.9 .504 P21 2016 2 X 2 X . 163 1 l -9733 . 40.05 0 101. 35 4.0 .811 SO1 1210 1 1/4 X 1 1/4 X .109 l l -2341. 39.73 0 161.13 2.0 .878 SO2 1210 l 1/4 X l 1/4 X . 109 l 1 -1801 . 30.57 0 123.97 2.0 .428 SO3 1210 1 1/4 X l 1/4 x .. 109 l l -1801. 30.57 0 123.97 2.0 .428 SO4 1210 l 1/4 X 1 1/4 X . 109 l 1 -1801 . 30.57 0 123.97 2.0 .428 sos 1210 l 1./4 X 1 1/4 X .109 1 1 · -1801. 30.57 0 123.97 2.0 .428 SO6 1210 1 1/4 X 1 1/4 X . 109 l 1 -1801 . 30_.57 0 123.97 2.0 .428 S.O7 1210 l 1/4 X l 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 SO8 1210 1 1/4 X l 1/4 X .109 1 l -1801. 30.57 0 123.97 2.0 .428 SO9 1210 l 1/4 X l 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S1O 1210 1 1/4 X 1 1/4 X .109 l 1 -1801. 30.57 0 123.97 2.0 .428 S11 .1210 1 1/4 X l 1/4 X .109 1 1 -2202. 37.37 0 151. 57 2.0 .731 Job: 0790075 Mark: JlO 08-12-99 17:56:56 Page 033 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH08 Mark: JlO Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 62'-6" TC X: .000 BL: 62'-6" TC WP: 2.000 WL: 62'-2" TC EndP: 40.625 TC 1st P_P: 41.500 18 @ 32.000 BC EndP: 66.000 BC 1st PP: 16.125 Verticals located at all bottom chord panel points. Depth: L 32.QOO M 32.000 R 32.000 Ridge@ 31'-3" Support Locations:· (From Left End Base Length) 1) O'-2" 2) 62'-4 11 Joist Loading (ft, lbs·, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC 1 271 1.00 180.00 2 271 1.00 .00 3 4 0 1.33 .00 5 271 1.33 .00 6 u. Type Ref-pt Orient Load Distance Load Distance CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 44.500 TC 1st PP: 47.375 BC EndP: 66.000 BC 1st PP: 25.875 Eff. Depth: 30.57 Load Stress Deflec 0 1.33 .00 134 1.00 240.00 Load Cases ---------·---------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" l 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" l 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" l 2 5 ConV TC-LE GY 500 31'-3" 0 0'-0" l 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # l .2 -8673.4 -8673.4 Load Case # 2 .2 -8673.4 -8673.4 Load Case # 3 . 0 . 0 . 0 Load Case # 4 . 0 .o . 0 Load Case # 5 .2 -8673.4 -8673.4 Load Case # 6 .1 -4165.1 -4165.l -----------------------------------·-------------------------------------------- -- Job: 0790075 Mark: JlO 08~12-99 17:56:56 Page 034 Matl Area RX Ri RYY Q Cc sxs SXL Description Mat2 Depth 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -61247 38.6 38.6 36.0 -12894 2615 640 125732 -.400 0 34.5 45.2 25.2 24223 -3571 30000 .9692 .018 ·.418 3025 2.88 .930 .592 1.633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 5 -60496 41.5 41.5 36.0 -21042 1540 521 75050 -. 777 0 44.6 70.1 22.0 20351 -3571 30000 .9159 .016 .793 T03 5 -72364 38.0 38.0 36.0 -25170 1560· 528 159132 -.795 0 40.8 48.1 22.0 23814 -3079 30000 .9367 .015 .809 T04 5 -72364 26.0 26.0 36.0 ·-25110 205 69 339921 -.733 0 27.9 32.9 22.0 · -25813 -1990 30000 .9704 .002 .735 T05 5 -82518 32.0 32.0 36.0 -28702 1152 390 224401 -.868 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .011 .879 T06 5 -82518 32.0 32.0 36.0 -28702 916 310 224401 -.868 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .008 .877 T07 5 -90837 32.0 32.0 36.0 -31596 976 331 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T08 5 -90837 32.0 32.0 36.0 -31596 960 325 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9437 .009 .965 T09 5 -96131 32.0 16.0 36.0 -33437 964 326 224401 -.949 + 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 TlO 5 -96131 32.0 16.0 36.0 -33437 963 326 224401 -.949 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .958 Tll 5 -98398 32.0 16.0 36.0 -34225 964 326 224401 -.971 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .980 T12 5 -98398 32.0 16.0 36.0 -34225 964 326 224401 -.971 1 25.8 27.0 22.0 26494 -1927 30000 .9390 .009 .980 T13 5 -96672 32.0 16.0 36.0 -33625 964 326 224401 -.954 1 25.8 27.0 22.0 26494 -1~27 30000 .9401 .009 .963 \ Tl4 5 -96672 32.0 16.0 36.0 -33625 963 326 224401 -.954 1 25.8 27.0 22.0 26494 -1928 30000 .9401 .009 .963 Tl5 5 -91839 32.0 32.0 36.0 -31944 964 326 224401 -.966 0 34.4 40.5 22.0 24856 -1928 30000 .9431 .009 .975 T16 5 -91839 32.0 32.0 36.0 -31944 961 325 224401 -.966 0 34.4 40.5 22.0 24856 -1934 30000 .9431 .009 .975 Tl7 5 -83981 32.0 32.0 36.0 -29211 972 329 224401 -.884 0 34.4 40.5 22.0 24856 -1934 30000 .9479 .009 .893 Tl8 5 -83981 32.0 32.0 36.0 -29211 931 315 224401 -.884 0 34.4 40.5 22.0 24856 -2017 30000 .9479 .009 .892 T19 5 -73096 32.0 32.0 36.0 -25425 1090 369 224401 -.769 0 34.4 40.5 22.0 24856 -2017 30000 .9547 .010 .779 T20 5 -73096 32.0 32.0 36.0 -25425 559 189 224401 -.769 0 34.4 40.5 22.0 24856 -3181 30000 .9547 .005 .774 T21 5 -60442 47.4 47.4 36.0 -21023 2352 796 57590 -.851 0 50.9 80.0 22.0 18573 -4841 30000 .8905 .025 .877 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 ·e Job: 0790075 Mark: JlO 08-12-99 17:56:56 Page 035 T22 5 -611.56 0 42.5 37.9 42.5 49.7 36.0 25.2 -12875 23580 2966 -4841 726 30000 103849 .9628 -.411 .020 .431 2025 1. 88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl 1 B02 1 B03 1 B04 1 BOS 1 BOG 1 B07 1 BOB 1 B09 1 BlO 1 20365 0 33223 0 43056 0 49863 0 53643 0 53953 0 50634 0 44289 0 34.917 0 22519 0 54 . 1 54 . 1 71. 0 88.9 103.8 53.4 58.0 58.0 156.0 95_3 111.2 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 57. 9 57. 9 71. 0 95.0 11.1.0 53.4 10861 30000 17719 30000 22963 30000 26593 30000 28609 30000 28775 30000 27005 30000 236.21 30000 18622 30000 12010 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, in ... 4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 33599 .8707 -29260 .7578 24031 .6178 24031 . 5573 24031 .5238 24031 .5210 24031 .5505 24031 .6068 24031 .6900 29386 .8365 .362 .000 .591 .000 .765 .000 .886 .000 .954 .000 .959 .000 .900 .000 .787 .000 .621 .000 .400 .000 .362 .591 .765 .886 .954 .959 .900 .787 .621 .400 I req.= 871.40 in4 I act.= 1063.46 in4 W-L/360= 165.4 W-L/240= 248.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.46" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD i 1 19694. 70.92 0 222.76 3.9 .660 P22 Rll2 1 1/8 RD 1 1 19592. 70.92 0 222.76 3.9 .657 P02 2016 2 X 2 X . 163 1 1 -8573 . 34.56 0 87.46 3.5 .654 P03 2016 2 X 2 X .163 1 1 10666. 48.77 0 123.42 4.4 .568 P04 2016 2 X 2 X .163 1 1 -7827. 40.13 0 101.56 3.2 .653 P05 1517 1 1/2 X 1 1/2 X .170 1 1 '7684. 44.25 0 150.52 3.0 .532 P06 1715 1 3/4 X 1 3/4 X .155 1 1 -6638. 44.25 0 128.25 2.9 .826 P07 1212 1 1/4 X 1 1/4 X .125 1 1 5591. 44.25 0 180.09 3.0 .628 POB 1513 1 1/2 X 1 1/2 X .138 1 1 -4545. 44.25 0 149. 77 2.2 .972 P09 1210 1 1/4 X 1 1/4 X .109 1 1 3499. 44.25 0 179.49 2.1 .448 PlO 1212 1 1/4 X 1 1/4 X .125 1 1 -2453. 44.25 0 180.09 2.0 1. 009 Pll. 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 Pl2 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 Pl3 1212 1 1/4 X 1 1/4 X . 125 1 1 -2214 . 44 .. 25 0 180.09 2.0 . 911. Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 3180. 44.25 0 179.49 2.0 .407 - Job: 0790075 Mark: JJ.O 08-J.2-99 J.7:56:56 Page 036 PJ.5 J.SJ.2 J. J./2 X 1 1/2 X . J.23 J. J. -4226 . 44.25 0 J.49.35 2.3 1.003 Pl6 J.2 J.2 J. J./4 X J. J./4 X .J.25 1 J. 5273. 44.25 0 J.80.09 2.8 .592 PJ.7 1715 1 3/4 X 1 3/4 X .J.55 J. J. -633.9. 44.25 0 J.28.25 2.7 .787 PJ.8 J.5J. 7 J. J./2 X J. J./2 X .J.70 J. 1 7365. 44.25 0 150.52 2.9 .510 PJ.9 20J.6 2 X 2 X ; J.63 J. J. -843.J.. 44.25 0 J.12.00 3.4 .759 P20 203.6 2 X 2 X .J.63 J. J. 9457. 44.25 0 lJ.2.00 3.9 .504 P2J. 203.6 2 X 2 X .J.63 1 J. -9733. 40.05 0 J.OJ.. 35 4.0 .811 S01 123.0 J. J./4 X 1 J./4 X .J:09 J. 1 -2341. 39.73 0 J.6J.. J.3 2.0 .878 S02 J.2 J. 0 J. J./4 X J. 1/4 X .109 l l -1801. 30.57 0 J.23.97 2.0 .428 S03 123.0 l l/4 X J. J./4 X· .J.09 J. J. -J.80J.. 30.57 0 123.97 2.0 .428 S04 123.0 J. J./4 X 1 1/4 X .109 1 l -J.801. 30.57 0 123.97 2.0 .428 sos 123.0 l J./4 X J. J./4 X . J.09 J. 1 -1803.. 30.57 0 J.23.97 2.0 .428 S06 J.2 J. 0 l l/4 X l 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 SJ.l. 1210 1 1/4 x 1 1/4 X ,109 1 1 -2202. ,37. 37 0 151. 57 2.0 .731 - Job: 0790075 Mark: J11 08-12-99 17:57:02 Page 037 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 40.625 TC 1st PP: 41.500 BC EndP: 66.000 BC 1st PP: 16.125 Joist: 32LH08 Mark: J11 Loe: CARLSBAD OAL: 62 1 -6 5/8 11 BL: 62'-6 5/8" WL: 6.2 I -2 5/8" 18 @ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 4.000 TC EndP: 44.625 TC 1st PP: 47.875 BC EndP: 66.000 BC 1st PP: 26.500 Deptl!: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 2/8 11 Eff. Depth: 30.57 Support Locations: (From Left End-Base Length) 1) 0'-2" 2) 62'-4 5/8" Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 271 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 271 271 Distance Stress Deflec LC 1.00 . 00 3 1. 33 . 00 6 U. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 31'-3 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) ------------------- 1-X 1-Y 2-Y ---------------------·--------- Load Case # 1 .2 -8680.5 -8680.5 Load Case # 2 .2 -8680.5 -8680.5 Load Case # 3 .0 .0 .0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .2 -8680.5 -8680.5 Load Case # 6 .1 -4168.6 -4168.6 ---------------------------"----------------. ----------------------------------- ' '\ ... ~. _:_ Job: 0790075 Mark: Jll 08-12-99 17:57:02 Page 038 Mat1 Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3025 4.75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC For.ce LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l .5 -61262 38 .. 6 38.6 36.0 -12897 2615 640 125732 -.400 0 34.5 45.2 25.2 24223 -3571 30000 .9692 .018 .418 3025 2.88 .930 .592 l.633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 5 -60511 41.5 41.5 36.0 -21047 1540 521 75050 -.778 0 44.6 70.1 22.0 20351 -3571 30000 .9159 .016 .793 T03 5 -72392 38.0 38.0 36.0 -25180 1560 528 159132 -.795 0 40.8 48.l 22.0 23814 -3079 30000 .9367 .015 .810 T04 5 -72392 26.0 26.0 36.0 -25180 205 69 339921 -.733 0 27.9 32.9 22.0 25813 -1990 30000 .9704 .002 . 735 T05 5 -82558 32.0 32.0 36.0 -28716 1152 390 224401 -.869 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .011 .879 T06 5 -82558 32.0 32.0 36.0 -28716 916 310 224401 -.869 0 34.4 40.5 22.0 24856 -2059 30000 .9488 .008 .877 T07 5 -90893 32.0 32.0 36.6 -31615 976 331 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9436 .009 .965 T08 5 -90893 32.0 32.0 36.b -31615 960 325 224401 -.956 0 34.4 40.5 22.0 24856 -1937 30000 .9436 .009 .965 T09 5 -96201 32.0 16.0 36.0 -33461 964 326 224401 -.950 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .959 Tl0 5 -96201 32.0 16.0 36.0 -33461 963 326 224401 -.950 1 25.8 27.0 22.0 26494 -1928 30000 .9404 .009 .959 Tll 5 -98483 32.0 16.0 36.0 -34255 964 326 224401 -. 972 1 25.8 27.0 22.0 26494 -1927 30000 .9389 .009 .981 T12 5 -98483 32,0 16.0 36.0 -34255 964 326 224401 -. 972 1. 25.8 27.0 22.0 26494 -1927 30000 .9389 .009 .981 T13 5 -96776 32.0 16.0 36. 0 · -33661 964 326 224401 -.955 l 25.8 27.0 22.0 26494 -1927 30000 .9400 .009 .964 \ Tl.4 5 -96776 32.0 16.0 36.0 -33661 963 326 224401 -.955 1 25.8 27.0 22.0 26494 -1928 30000 .9400 .009 .964 T15 5 -91959 32.0 32.0 36.0 -31986 964 326 224401 -.968 0 34.4 40.5 22.0 24856 -1928 30000 .9430 .009 . 977 T16 5 -91959 32.0 32.0 36.0 -31986 961 325 224401 -.968 0 34.4 40.5 22.0 24856 -1934 30000 .9430 .009 .977 Tl7 5 -84115 32.0 32.0 36.0 -29258 973 329 224401 -.885 0 34.4 40.5 22.0 24856 -1934 30000 .9478 .009 .894 T18. 5 -84115 32.0 32.0 36.0 -29258 929 315 224401 -.885 0 34.4 40.5 22.0 24856 -2022 30000 .9478 .009 .894 Tl9 5 -73245 32.0 32.0 36.0 -25477 1097 371 224401 -. 771 0 34.4 40.5 22.0 24856 -2022 30000 .9546 .010 .781 T20 5 -73245 32.0 32.0 36.0 -25477 541 183 224401 -.771 0 34.4 40.5 22.0 24856 -3245 30000 .9546 .005 .776 T2l 5 -60453 47.9 47.9 36.0 -21027 2413 817 56394 -.859 0 51. 5 80.8 22.0 18416 -4924 30000 .8881 .026 .885 3025 4.75 1.121 .854 l.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 - Job: 0790075 Mark: Jll 08-12-99 17:57:02 Page 039 T22 5 -61168 0 42.6 38.0 42.6 36.0 49.9 25.2 -12877 23559 2962 -4924 725 30000 103241 .9626 -.411 .020 .431 2025 1.88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl 1 B02 1 B03 1 B0.4 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 BlO 1 20383 0 33257 0 43104 0 49925 0 53720 0 54051 0 50746 0 44416 0 35059 0 22676 0 54 .1 54 .1 71. 3 88.9 103;8 53.6 58.0 58.0 156.0 95.3 111.2· 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 10~.1 122.7 117.3 64.0 64.0 156.0 105.1 122.7 117.3 64.0 64.0 156.0 1-05.1 122.7 117.3 58.5 58.5 71.3 96.1 112.2 53.6 10871 30000 17737 30000 22989 30000 26627 30000 28651 30000 28827 30000 27065 30000 23688 30000 18698 30000 12094 3·0000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, in"4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 o' 30000 0 30000 0 30000 0 30000 0 30000 33599 .8706 29260 .7575 24031 .6173 24031 .5568 24031 .5231 24031 .5202 24031. . 549·5 24031. .6057 24031. .6888 28762 .831.8 .362 .000 .591. .000 .766 .000 .888 .000 .955 .000 .961 .000 .902 .000 .790 .000 .623 .000 .403 .000 .362 .591. .766 .888 .955 .961. .902 .790 .623 .403 I req.= 873. 59 in4 I act.= 1063.46 in4 W-L/360= l.65.0 W-L/240= 247.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Actual Deflection= 3.47" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll.2 1 1/8 RD 1 1 19710. 70.92 0 222.76 3.9 .661 P22 R112 1 1/8 RD 1 l l.9605. 70.92 0 222.76 3.9 .657 P02 2016 2 X 2 X .163 l 1 -8581. 34.56 0 87.46 3.5 .654 P03 2016 2 X 2 X .163 1 1 10677. 48.77 0 123.42 4.4 .569 P04 2016 2 X 2 X .163 1 1 -7837. 40.13 0 l.01.56 3.2 .654 P05 1517 1 1/2 X 1 1/2 X .;1:70 1 1 7694. 44.25 0 150.52 3.0 .533 P06 1715 1 3/4 X 1 3/4 X .155 1 1 -6648. 44.25 0 128.25 2.9 .828 P07 l.212 1 1/4 X 1 1/4 X .125 1 1 5602. 44.25 0 180.09 3.0 .629 P08 1513 1 1/2 X 1 1/2 X .138 1 1 -4555. 44.25 0 149.77 2.2 .974 P09 1210 1 1/4 X 1 '1/4 X .109 1 1 3509. 44.25 0 179.49 2.1 .449 PlO 1212 1 1/4 X 1 1/4 X .125 1 1 -2463. 44.25 0 180.09 2.0 l.013 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 Pl2 1210 1 1/4 X 1 1/4 X .109 1 1 2214. 44.25 0 179.49 2.0 .283 P13 1212 1 1/4 X 1 1/4 X .125 1 1 -2214. 44.25 0 180.09 2.0 .911 Pl4 1210 1 1/4 X 1 1/4 'X .109 1 1 3170. 44.25 0 179.49 2.0 .405 -·- Job: 0790075 Mark: Jll 08-l.2-99 17:57:02 Page 040 PlS 1512 1 1/2 X 1 1/2 X . 123 1 1 -4216 . 44.25 0 149.35 2.3 1.001 P16 1212 1 1/4 X 1 1/4 X . 125 1 1 5262 . 44.25 0 180.09 2.8 .591 P17 1715 1 3/4 X 1 3/4 X .155 1 1 -6309. 44.25 0 128.25 2.7 .785 P18 1517 1 1/2 X 1 1/2 X .170 1 1 7355. 44.25 0 150.52 2.9 .510 P19 2016 2 ·x 2 X .163 1 1 -8401. 44.25 0 1i'2. 00 3.4 .758 P20 2016 2 X 2 X .163 1 1 9447. 44.25 0 112.00 3.9 .504 P21 2016 2 X 2 X .163 1 1 -9830. 40.45 0 102.38 4.0 .825 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2341. 39.73 0 161.13 2.0 .879 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S03 1210 1 1/4 X 1 1/4 X • 109 1 1 -1801. 30.57 0 123.97 2.0 .428 S04 1210 1 i/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S09 1210 1 1/4 X 1 1/4 X . 1.09 1 1 -1801 . 30.57 0 123.97 2.0 .428 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -1801. 30.57 0 123.97 2.0 .428 S11 l210 1 1/4 X 1 1/4 X . 109 1 1 -2198 . 37.30 0 151. 28 2.0 . 727 ' ·e - Job: 0790075 Mark: J12 08-11-99 18:10:11 Page 080 SMI .Joist Engineering Report SMI Job# 0790075 Joist: 8Kl Job: CARLSBAD L9T #47 Joist Panel layout .{in) Left OAL: TC X: .000 BL: TC WP: 2.000 WL: TC EndP: 9.625 TC 1st PP: 20.000 8 BC EndP: 19.625 BC 1st PP: 10.000 Mark: J12 Loe: CARLSBAD 11'-7 2/8" 11'-7 2/8" 11'-3 2/8" @ 10.000 TC TC TC TC BC BC Reg. by: ASE8 CA Tech: TRM Right X: .000 WP: 2.000 EndP: 9.625 1st PP: 20.000 EndP: 19.625 1st PP: 10.000 Depth: L 8.000 M 8. 0.00 R 8.000 Ridge@ 5'-9 5/8" Eff. Depth: 7.02 Support Locations: {From Left End Base Length) 2) 11'-5 2/8" ------------------ 1) 0,., 2 11• Joist Loading {ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 479 1.00 180.00 2 479 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 479 1.33 .00 6 324 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0 I-,. 0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1458 0'-0" 0 0 I -e 0" 1 2 5 Mins SecWeb N/A 1458 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 5'-9 S/8 11 0 0'-0" 1 2 5 Joist Reactions. {lbs) --------------------- 1-X 1-Y 2-Y --: ------. ------------------_,_ Load Case # 1 . 0 -2949.3 -2949.4 Load Case # 2 . 0 -2949.3 -2949.4 Load Ca:;;e # 3 . 0 .0 . 0 Load Case # 4 .0 . 0 . o. Load Case # 5 . 0 -2949.3 -2949.4 Load Case # 6 .0 -1825.9 -1825.9 -------------------------------------------------------------------------------- -- Job: 0790075 Mark: Jl2 08-11-99 18:10:11 Page 081 Matl Area RX Mat2 Depth 2016 3.13 1.094 2025 3.00 RZ .623 RYY Q Cc sxs SXL Description .922 .952 109.653 2.809 2.241 2 X 2 X .163 2 X 2 X .250 Mem LC Force LX LZ LYY ARat Fills KL/RX KL/RZ FL/RYY fa FA +Moment -Moment fb FB FE CM BRat SRat TOl 5 -15623 0 2016 1.25 .621 T02 T03 T04 T05 T06 T07 5 5 5 5 5 5 -14838 0 -20100 0 -23087 1 -23087 1 -201-00 0 -14838 0 2016 3.13 1.094 2025 3.00 7.6 7.6 36.0 7.0 12.2 39.1 -4998 22361 -~95 1.021 .952 109.653 20.0 32.2 20.0 32.2 20.0 32.2 20.0 32.2 20.0 32.2 20.0 32.2 20.0 50.6 20.0 50.6 10.0 25.3 :i,o.o 25.3 20.0 50.6 20.0 50.6 3.6. 0 35.3 36.0 35.3 36.0 35.3 36.0 35.3 36.0 35.3 36.0 35.3 -11862 20948 -16069 23276 -18457 25318 -18457 25318 -16069 23276 -11862 20948 0 -1275 .335 686 -1346 0 0 0 0 0 0 0, 0 686 -1346 0 3072893 27000 .9995 -.168 .000 .860 2 X 2 X .163 797 27000 0 30000 0 30000 0 30000 0 30000 797 27000 143857 .9753 143857 .9553 143857 .9487 143857 .9487 143857 .9553 143857 .9753 -.426 .024 -.519 .000 -.548 .000 -.548 .000 -.519 .000 -.426 .024 .623 .922 .952 109.653 2.809 2.241 2 X 2 X .163 2 X 2 X .250 0 3072893 -.168 .168 .450 .519 .548 .548 .519 .450 T08 5 -15624 0 7.6 7.6 36.0 7.0 12.2 39.1 -4998 22361 0 -1275 27000 . 9995 . 000 .168 1512 BOl 1 B02 1 B03 1 .71 .465 .296 .816 .955 109.517 .365 .142 1 1/2 X 1 1/2 X .123 B04 1 BOS 1 9438 0 13562 0 15412 0 13562 0 9438 0 20.0 43.0 20.0 43.0 20.0 43.0 20.0 43.0 20.0 43.0 20.0 50.0 67.5 57.6 20.0 50.0 67.5 57.6 20.0 50.0 67.5 57.6 20.0 42 .. 0 67.5 48.4 20.0· 42.0 67.5 48.4 13335 30000 19162 30000 21776 30000 19162 30000 13335 30000 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) ---------------------------------.---------------- 0 30000 0 30000 0 30000 0 30000 0 30000 80883 .9341 80883 .9052 80883 .8923 80883 .9052 80883 .9341 .444 .000 .639 .000 . 726 .000 .639 .000 .444 .000 .444 .639 . 726 .639 .444 I req. =· 9.18 in4 I act.= 22.91 in4 W-L/360= 597.7 W-L/240= 896.5 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= . 77 11 Actual Deflection= .3411 ·e Job: 0790075 Mark:· Jl.2 08-l.l.-99 18:10:11 Page 082 -------------------------------------------------------------J------------------ Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rl.00 111 RD l. 1 8236. l.2.l.6 0 48.65 3.3 .388 P02 Rl.00 111 RD 1 1 -4344. 7.83 0 31.33 1. 7 .205 P03 RlOO 111 RD 1 1 2955. 7.83 0 31.33 1.2 .125 P04 RlOO l_ II RD 1 1 -2955. 7.83 0 31. 33 1.2 .l.39 P05 RlOO 111 RD 1 1 2538. 7.83 0 31.33 1.0 .108 P06 RlOO l_ II RD 1 1 -2538. 7.83 0 31.33 1.0 .120 P07 RlOO 111 RD 1 1 -2538. 7.83 0 31.33 1.0 .120 P08 RlOO 111 RD l. 1 2538. 7.83 0 31.33 1. 0 .108 P09 RlOO 1" RD 1 1 -~955. 7.83 0 31.33 1.2 .139 PlO RlOO 1" RD 1 1 2955. 7.83 0 31.33 1.2 .125 Pll RlOO 111 RD 1 1 -4344. 7.83 0 31.33 1. 7 .205 P12 RlOO 1" RD 1 1 8236. 12.16 0 48.65 3.3 .388 S01 RlOO· 111 RD 1 1 -2664. 7.83 0 31.33 1.1 .126 S02 . RlOO 1" RD 1 1 -2664. 7.83 0 31.33 1.1 .126 --- Job: 0790075 Mark: Jl3 08-11-99 18:10:16 Page 083 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: . 000 TC WP: 2.000 TC EndP: 41. 625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 SMI Joist Engineering Report Joist: 32LH06 Mark: Jl3 Loe: CARLSBAD OAL: 56'-2 4/811 BL: . 56'-2 4/811 WL: 55'-10 4/8" 16@ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 41.625 TC 1st PP: 41. 625 BC EndP: 66.000 BC 1st PP: 17.250 Depth: L 32.000 M 32.000 R 32.000 Ridge@ 28'--1 2/8" Eff. Depth: 30.84 Support Locations·: (From Left· End·B,;1se Length) 1) 0'-2 11 2) 56'-0 4/811 ------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC u. Load 1 273 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load U. Load 273 273 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 U. Load 0 151 Load Distance Load Stress Deflec 1. 33 . 00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1535. 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 conv TC-LE GY 500 28'-1 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -7876.8 -7876.8 Load Case # 2 .3 -7876.8 -7876.8 Load Case # 3 . 0 .o .0 Load Case # 4 .o . 0 .0 Load Case # 5 .3 -7876.8 -7876.8 Load Case # 6 .2 -4218.5 -4218.5 ------------------------------------------------------------------------------- "\ - Job: 0790075 Mark: Jl.3 08-1.1.-99 18:1.0:16 Page 084 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2023 3.62 1..096 .. 622 1.1.43 1..000 1.06.999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 -2401.1. 39.6 39.6 36.0 -6627 3043 1068 1.14327 -.226 0 36 .1. 63.7 31..5 22076 -31.17 30000 .9826 .027 .253 2023 1.. 75 .611. .392 1.246 1.000 106.999 .462 1.11.6 2 X 2 X .232 T02 5 -23316 37.6 37.6 36.0 -13336 1357 1216 3941.6 -.642 0 61..6 96.0 28.9 15610 -3117 30000 .8985 .037 .679 T03 5 -32101. 32.0 32.0 36.0 -18361 863 773 96873 -.614 0 52.3 61..3 28.9 22502 -2244 30000 .9242 .021 .634 T04 5 -321.01. 32.0 32.0 36.0 -18361 1001 896 96873 -.614 0 52.3 61.3 28.9 22502 -1.963 30000 .9242 .024 .638 T05 1 -33179 32.0 32.0 36.0 -1.8977 963 862 96873 -.843 0 52.3 61;3 28.9 22502 -1.963 30000 .9216 .033 .876 T06 1 -33i79 32.0 32.0 36.0 -1.8977 973 871 96873 -.843 0 52.3 61..3 28.9 22502 -1.943 30000 .9216 .033 .877 T07 1. -39836 32.0 16.0 36.0 -22785 970 869 96873 -.886 1 39.3 40.8 28.9 25714 -1.943 30000 .9059 .034 .920 T08 1 -39836 32.0 16.0 36.0 -22785 971 870 96873 -.886 1. 39.3 40.8 28.9 25714 -1941 30000 .9059 .034 .920 T09 1 -43470 32.0 1.6. 0 36.0 -24864 971 869 96873 -.967 1. 39.3 40.8 28.9 25714 -1941. 30000 .8973 .035 1.. 002 Tl0 1 -43470 32.0 16.0 36.0 -24864 971 870 96873 -.967 1 39.3 40.8 28.9 25714 -1941 30000 .8973 .035 1..002 Tll 1 -43597 32.0 16.0 36.0 -24936 971 870 96873 -.970 1. 39.3 40.8 28.9 25714 -1,941 30000 .8970 .035 1..005 Tl.2 1 -43597 32.0 16.0 36.0 -24936 971 869 96873 -.970 1 39.3 40.8 28.9 25714 -1942 30000 .8970 .035 1..005 Tl3 1 -40151 32.0 16.0 36.0 -22965 971 870 96873 -.893 1 39 .·3 40.8 28.9 25714 -1942 30000 .9052 .034 .928 ·, Tl4 1 -40151 32.0 16.0 36.0 -22965 969 868 96873 -.893 1 39.3 40.8 28.9 25714 -1945 30000 .9052 .034 .927 Tl5 1. -3368.4 32.0 32.0 36.0 -19266 975 874 96873 -.856 0 52.3 61..3 28.9 22502 -1945 30000 .9204 .033 .890 Tl6 1 -33684 32.0 32.0 36.0 -19266 953 854 96873 -.856 0 52.3 61..3 28.9 22502 -1990 30000 .9204 .033 .889 Tl7 5 -32795 32.0 32.0 36.0 -18758 1038 930 96873 -.627 0 52.3 61.3 28.9 22502 -1.990 30000 .9225 .025 .652 Tl.8 1. -24195 32.0 32.0 36.0 -13839 740 -5665 96873 -.461 0 52.3 61..3 28.9 22502 -2616 30000 .9429 -.189 .650 Tl9 5 --23281 41.6 41.6 36.0 -13316 1772 1.588 32204 -.757 0 68.1 106.2 28.9 1.3227 -3725 30000 .8760 .051 .808 2023 3.62 1. 096 .622 1.143 1. 000 106.999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 T20 5 -2401.1 39.6 39.6 36.0 -6627 2797 982 114327 -.226 0 36 .1. 63.7 31.5 22076 -3725 30000 .9826 .025 . 251. Job: 0790075 2020 1. 56 .615 Mark: Jl3 .393 1.239 1.000 106.999 1.022 08-11-99 18:10:16 Page 085 .413 2 X 2 X .205 BOl 1 17530 0 45.3 45.3 66.0 73.6 86.4 50.1 B02 1 28718 64.0 64.0 125.3 0 104.1 122.2 95.0 B03 1 36885 64.0 64.0 125.3 0 104.1 122.2 95.0 B04 1 42031 64.0 64.0 144.0 0 104.1 122.2 109.3 BOS 1 44155 64.0 64.0 144.0 0 104.1 122.2 109.3 B06 1 42252 64.0 64.0 144.0 0 104.1 122.2 109.3 B07 1 37295 64.0 64.0 133.3 0 104.1 122.2 101.1 BOS 1 29317 64.0 64.0 133.3 0 104.1 122.2 101.1 B09 1 18317 49.3 49.3 66.0 0 80.1 94.0 50.1 11266 30000 18457 30000 23706 30000 27013 30000 28378 30000 27155 30000 23970 30000 18842 30000 11773 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30000 49025 .9081 o· 24507 30000 . 6987 0 24507 30000 . 6131 0 24507 30000 . 5591 0 24507 30000 . 5368 0 24507 30000 . 5568 0 24507 30000 . 6088 0 24507 30000 . 6925 0 41385 30000 . 8862 .376 .000 .376 .615 .000 .615 .790 .000 .790 .900 .000 .900 .946 . 000 . 946 .905 . 000 . 905 .799 .000 .799 .628 .000 .628 .392 .000 .392 -----------------------------------~ -------------------------------------------- Summary of Joist Deflection Criteria (in, inA4, plf) --------------------------------------------------- I req.= 637.37 in4 I act.= 784.23 in4 W-L/360= 168.0 W-L/240= 251.9 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.75" Actual Deflection= 3.08" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD 1 1 17683. 71.04 0 229. 34 4.3 .593 P20 Rll2 1 1/8 RD 1 1 17683. 71.04 0 229.34 4.3 .593 P02 1517 1 1/2 X 1 1/2 X .170 1 1 -7398. 33.57 0 114.17 2.9 .861 P03 2016 2 X 2 X .163 1 1 8654. 44.44 0 112.47 3.5 .461 P04 1717 :1.. 3/4 X 1 3/4 X .170 1 1 -7605. 44.44 0 129.09 3.0 .870 P05 1515 1 1/2 X 1 1/2 X .155 1 1 6556. 44.44 0 150.83 2.8 .496 P06 1517 1 1/2 X 1 1/2 X .170 1 1 -5507. 44.44 0 151.16 2.2 .985 P07 1210 1 1/4 X 1 1/4 X .109 1 l 4458. 44.44 0 180.25 2.7 .570 P08 1510 1 1/2 x· J: 1/2 X .109 1 1 -3409. 44.44 0 149.56 2.1 .911 P09 1210 1 1/4 X 1 1/4 X .109 1 l 2360. 44.44 0 180.25 2.0 .302 PlO 1212 1 1/4 X 1 1/4 X .125 i 1 -2212. 44.44 0 180.86 2.0 .918 Pll 1212 1 1/4 X 1 1/4 X .125 1 1 -2212. 44.44 0 180.86 2.0 .918 Pl2 1210 1 1/4 X l 1/4 X .109 1 1 2229. 44.44 0 180.25 2.0 .285 Pl3 1510 1 1/2 X 1 1/2 X .1.09 1 1 -3278. 44.44 0 149.56 2.0 .876 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 4327. 44.44 0 180.25 2.6 .553 Pl5 1517 1 1/2 X 1 1/2 X .170 1 1 -5376. 44.44 0 151.16 2.1 .962 Pl6 1515 1 1/2 X 1 1/2 X .155 1 1 64_25. 44.44 0 150.83 2.8 .486 Pl7 1717 1 3/4 X 1 3/4 X .170 1 1 -7474. 44.44 0 129.09 2.9 .855 Pl8 2016 2 X 2 X .163 1 1 8523. 44.44 0 112.47 3.5 .454 Pl9 2016 2 X 2 X .163 1 1 -7736. 35.34 0 89.43 3.2 .597 soi 1210 1 1/4 X 1 1/4 X .109 1 1 -2234. 39.31 0 159.44 2.0 .821 --- Job: 0790075 Mark: J13 08-11-99 18:10:16 Page 086 S02 1210 1 1/4 X 1 1/4· X . 109 1 1 -1753 . 30.84 0 125.08 2.0 .421 S03 1210 1 1/4 X 1 1/4 X .J.09 1 1 -1753. 30.84 0 125.08 2.0 .421 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 sos 1210 1 1/4 X 1 1/4 X . 109 1 1 -1753 . 30.84 0 125.08 2.0 .421 S06 1210 1· 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S07 1210 1 1/4 X 1 1/4 X .109 J. 1 -1753. 30.84 0 125.08 2.0 .421 SOB 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125. 08 2.0 .421 S09 1210 1 1/4 X 1 1/4 X .109 1 i -1753. 30.84 0 125.08 2.0 .421 SJ.O 1210 J. 1/4 X J. J./4 X .109 J. J. -2234. 39.31 0 159.44 2.0 .82J. ·e Job: 0790075 Mark: Jl3A 08-11-99 18:10:22 Page 087 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 41.625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 Joist: 32LH07 Mark: Jl3A Loe: CARLSBAD OAL: 56'-2 4/8" BL: 56'-2 4/8" WL: 55'-10 4/8" 16@ 32.000 TC TC TC TC BC BC Req. by: ASE8 CA Tech: TRM Right X: .000 WP: 2.000 EndP: 41.625 1st PP: 41.625 EndP: 66.000 1st PP: 17.250 Verticals located at all bottom chord panel points. Dept~: L 32.000 M 32.000 R 32.000 Ridge@ 28'-1 2/8" Eff. Depth: 30. 72 Support Locations·: (From Left End -Base Length) 1) 0'-2 11 2) 56'-0 4/8" ----------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) _, ______________________________ _ LC U. Load l 306 4 0 Type Ref-pt Stress Deflec LC l. 00 180. 00 2 l.33 .00 5 Orient Load u. Load 306 306 Distance Stress Deflec LC l. 00 . 00 3 1.33 .00 6 u. Load 0 168 Load Distance Load Stress Deflec 1.33 .00 1. 00 240. 00 Cases ------------------__________ , __ ------------------------------------ Shea N/A N/A ;250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1645 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1645 0'-O" 0 0'-0" 1 2 5 ConV TC-LE GY 500 2.8 I -1 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -8798.8 -8798.7 Load Case # 2 .3 -8798.8 -8798.7 Load Case # 3 . 0 . 0 .0 Load Case # 4 . 0 . 0 . 0 Load Case # 5 .3 -8798.8 -8798.7 Load Case # 6 .1 -4693.4 -4693.4 ---------·------------------------------------------------------------------------ ··, •• - Job: 0790075 Mark: Jl3A 08-11-99 18:10:22 Page 088 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2521 3.91 1.103 . 723 1.258 .967 108.794 3.21~ 3.119 2 1/2 X 2 1/2 X .212 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -2,5880 39.6 39.6 36.0 -6627 3349 1074 115621 -.217 0 35.9 54.8 28.6 22954 -3644 30000 .9828 .029 .246 2521 2.03 .775 .493 1.431 . 967 108 .. 794 .678 1.733 2 1/2 X 2 1/2 X .212 T02 5 -25099 37.6 37.6 36.0 -12363 1473 850 63322 -.481 0 48.6 76.3 25.2 19340 -3644 30000 .9414 .024 .505 T03 1 -26341 32.0 32.0 36.0 -12975 982 567 155626 -.543 0 41.3 48.6 25.2 23876 -2472 30000 .9667 .021 .564 T04 1 -26341 32.0 32.0 36.0 -12975 1117 645 155626 -.543 0 41.3 48.6 25.2 23876 -2197 30000 .9667 .023 .567 T05 1 -37169 32.0 32.0 36.0 -18309 1080 623 155626 -.767 0 41.3 48.6 25.2 23876 -2197 30000 .9529 .023 .790 T06 1 -37169 32.0 32.0 36.0 -18309 1090 629 155626 -.767 0 41.3 48.6 25.2 23876 -2178 30000 .9529 .023 .790 T07 1 -44597 32.0 32.0 36.0 -21968 1087 628 155626 -.920 0 -41.3 48.6 25.2 23876 -2178 30000 .9435 .024 .944 T08 1 -44597 32.0 32.0 36.0 -21968 1088 628 155626 -.920 0 41.3 48.6 25.2 23876 -2176 30000 .9435 .024 .944 T09 1 -48624 32.0 16.0 36.0 -23951 1088 628 155626 -.920 1 31.0 32.4 25.2 26035 -2176 30000 .9384 .024 .944 TlO 1 -48624 32.0 16.0 36.0 -23951 1088 628 155626 -.920 1 31.0 32.4 25.2 26035 -2176 30000 .9384 .024 .944 Tll 1 -48763 32.0 16.0 36.0 -24020 1088 628 155626 -.923 1 31.0 32.4 25.2 26035 -2176 30000 .9383 .024 .947 Tl2 1 -48763 32.0 16.0 36.0 -24020 1088 628 155626 -.923 1 31.0 32.4 25.2 26035 -2176 30000 .9383 .024 .947 Tl3 1 -44948 32.0 32.0 36.0 -22141 1088 628 155626 -.927 0 41.3 48.6 25.2 23876 -2176 30000 .9431 .024 .951 Tl4 1 -44948 32.0 32.0 36.0 -22141 1087 627 155626 -.927 0 41.3 48.6 25.2 23876 -2180 30000 .9431 .024 .951 T15 1 -37733 32.0 32.0 36.0 -18587 1093 631 155626 -. 778 0 41.3 48.6 25.2 23876 -2180 30000 .9522 .024 .802 T16 1 -37733 32.0 32.0 36.0 -18587 1069 617 155626 -. 778 0 41.3 48.6 25.2 23876 -2229 30000 .9522 .023 .801 T17 1 -27117 32.0 32.0 36.0 -13357 1161 670 155626 -.559 0 41.3 48.6 25.2 23876 -2229 30000 .9657 .024 .584 T18 1 -27117 32.0 32.0 36.0 -13357 836 -4289 155626 -.445 0 41.3 48.6 25.2 23876 -2909 30000 .9657 -.143 .588 T19 5 -25058 4J..6 41.6 36.0 -12343 1963 1133 51736 -.521 0 53.7 84.4 25.2 17810 -4252 30000 .9284 .033 .554 2521 3.91 1.103 . 723 1.258 .967 108.794 3.212 3.119 2 1/2 X 2 1/2 X .212 2025 3.00 2 X 2 X .250 T20 5 -25880 39.6 39.6 36.0 -6627 3104 995 115621 -.217 0 35:9 54.8 28.6 22954 -4252 30000 .9828 .026 .244 - Mark: Jl3A Job: 0790075 2021 1.66 .613 .392 1.242 1.000 106.999 1.072 08-11-99 18:10:22 Page 089 .438 2 X 2 X .219 BOl 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 1.9651 o. 32180 0 41308 0 47036 0 49363 0 47281 0 41766 0 32850 0 20534 0 45.3 45.3 66.0 73.8 86.5 49.9 64.0 64.0 125.3 104.4 122.4 94.8 64.0 64.0 125.3 104.4 122.4 94.8 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 125.3 104.4 122.4 94.8 64.0 64.0 125.3 104.4 122.4 94.8 49.3 49.3 66.0 80.3 94.2 49.9 11866 30000 19431 30000 24943 30000 28402 30000 29807 30000 28550 30000 25220 30000 19836 30000 12399 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria. (in, in"4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 48723 .9026 24356 .6809 24356 .5904 24356 .5336 24356 .5105 24356 .5311 24356 .5858 24356 .6742 41130 .8794 .396 .000 .648 .000 .831 .000 .947 .000 .994 .000 .952 .000 .841 .000 .661 .000 .413 .000 .396 .648 .831 .947 .994 .952 .841 .661 .413 I req.= 714.41 in4 :tact.= 862.35 in4 W-L/360= 184.7 W-L/240= 277.0 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.75" Mem Matl POl Rll2 P20 R112 P02 201.6 P03 2016 P04 2016 P05 1517 P06 1715 P07 1210 POS 1510 P09 1210 PlO 1212 Pll 1212 Pl2 1210 P13 1510 P14 1210 P15 1715 P16 1515 P17 2016 Pl8 2016 Pl9 2016 S01 12iO Description 1 1/8 RD 1 1/8 RD 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 1/2 X 1 1/2 X .170 1 3/4 X 1 3/4 X .155 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 3/4 X 1 3/4 X .155 1 1/2 X 1 1/2 X .155 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 1/4 X 1 1/4 X .109 # 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Force 19745. 19745. -8232~ 9633. -8455. 7277. -6098. · 4920. -3742. 2563. -2375. -2375. 2416. -3594. 4773. -5951. 7129. -8308. 9486. -8610. ~2411. Actual Deflection= 3.15" LX 70.99 70.99 33.45 44.36 44.36 44.36 44.36 44. 36 44.36 44.36 44.36 44.36 44.36 44.36 44.36 44.36 44.36 44.36 44.36 35.23 39.21 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 225.98 225.98 84.66 112.26 112.26 150.87 128.55 179.91 149.27 179.91 180.51 180.51 179.91 149.27 179.91 128.55 150.54 112.26 112.26 89.16 159.04 Weld SRatio 4.6 .662 4.6 .662 3.4 .618 3. 9 . 513 3. 5 . 764 2.9 .504 2. 6 . 762 3.0 .629 2.3 .997 2.0 .328 2.0 .982 2.0 .982 2.0 .309 2.2 .957 2. 9 . 610 2.6 .743 3.1 .539 3.4 .751 3.9 .506 3.5 .663 2.0 .882 - Job: 0790075 Mark: Jl3A 08-11-99 18:10:22 Page 090 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1889. 30. 72 0 124.58 2.0 .451 S03 1210 1 1/4 X 1 1/4 X ,109 1 1 -1889. 30. 72 0 124.58 2.0 .451 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1889. 30.72 0 124.58 2.0 .451. sos 1210 1 1/4 X 1 1/4 X . 109 1 l. -1889 . 30. 72 0 124.58 2.0 .451 S06 1210 1 1/4 X 1 1/4 X . 109 1 1 -1889 . 30.72 0 124.58 2.0 .451 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1889. 30.72 0 124.58 2.0 .451 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1889. 30. 72 0 124.58 2.0 .451 S09 1210 1 1/4 X 1 1/4 X . 109 1 1 -1889 . 30. 72 0 124.58 2.0 .451 SlO 1210 1 1/4 X 1 1/4 X .109 1 1 -2411. 39.21 0 159.04 2.0 .882 Job: 0790075 Mark: J13B 08-11-99 18:10:28 Page 091 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH06 Mark: J13B Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) ----------------------- Left OAL: 56'-2 4/8" Right TC X: .000 BL·: 56'-2 4/8" TC X: .000 TC WP: 2.000 WL: 55'-10 4/8 11 TC WP: 2.000 TC EndP·: 41.625 TC EndP: 41.625 TC 1st PP: 37.625 16 @ 32.000 TC 1st PP: 41.625 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13.250 BC 1st PP: 17.250 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge@ 28'-1 2/8" Eff. Depth: 30.84 Support Locations: (From Left End Base Length) l) 0'-2" 2) 56'-0 4/8" -------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC 1 4 Type U. Load 273 0 Ref-pt Stress Beflec LC 1,00 180.00 2 1.33 .00 5 Orient Load u. Load 273 273 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 U. Load 0 151 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 O'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1535 0'-0"· 0 0'-0" 1 2 5 Mins SecWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 28'-l 2/8" 0 0'-0" l 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------- Load Case # l .3 -7876.8 -7876.8 Load Case # 2 .3 -7876.8 -7876.8 Load Case # 3 .o .0 .0 Load Case # 4 . b . 0 .0 Load Case # 5 .3 -7876.8 -7876.8 Load Case # 6 .2 -4218.5 -4218.5 '\ Job: 0790075 Mark: J13B 08-11-99 18:10:28 Page 092 Mat1 Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2023 3.62 .1. 096 .622 1.143 1.000 106.999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 -24011 39.6 39.6 36.0 -6627 3043 1068 114327 -.226 0 36.1 63.7 31. 5 22076 -3117 30000 .9826 .027 .253 2023 1. 75 .611 .392 1.246 1.000· 106.999 .462 1.116 2 X 2 X .232 T02 5 -23316 37.6 37.6 36.0 -13336 1357 1216 39416 -.642 0 61.6 96.0 28.9 15610 -3117 30000 .8985 .037 .679 T03 5 -32101 32.0 32.0 36.0 -18361 863 773 96873 -.614 0 52.3 61.3 28.9 22502 -2244 30000 .9242 .021 .634 T04 5 -32101 32.0 32.0 36.0 -18361 1001 896 96873 -.614 0 52.3 61.3 28.9 22502 -1963 30000 .9242 .024 .638 T05 1 -33179 32.0 32.0 36.0 -18977 963 862 96873 -.843 0 52.3 61.3 28.9 22502 -1963 30000 .9216 .033 .876 T06 1 -33179 32.0 32.0 36.0 -18977 973 871 96873 -.843 0 52.3 61.3 28.9 22502 -J.943 30000 .9216 .033 .877 T07 1 -39836 32. 0. 16.0 36.0 -22785 970 869 96873 -.886 1 39.3 40.8 28.9 25714 -1943 30000 .9059 .034 .920 T08 1 -39836 32.0 16.0 36.0 -'-22785 971 870 96873 -.886 1 39.3 40.8 28.9 25714 -1941 30000 .9059 .034 .920 T09 1 -43470 32.0 16.0 36.0 -24864 971 869 96873 -.967 1 3·9. 3 40.8 28.9 25714 -1941 30000 '· . 8973 .035 1.002 T10 1 -43470 32.0 16.0 36.0 -24864 971 870 96873 -.967 1 39.3 40.8 28.9 25·714 -1941 30000 .8973 .035 1. 002 T11 1 -43597 32.0 16.0 36.0 -24936 971 870 96873 -.970 1 39.3 40.8 28.9 2571.4 -1941 30000 .8970 .035 1.005 T12 l -43597 32.0 16.0 36.0 -24936 971 869 96873 -.970 1 39.3 40.8 28.9 25714 -1942 30000 .8970 .035 1.005 T13 1 -40151 32.0 16.0 36.0 -22965 971 870 96873 -.893 1 39.3 40.8 28.9 2571.4 -1942 30000 .9052 .034 .928 ' Tl4 1 -401.51 32.0 16.0 .36. 0 -22965 969 868 96873 -.893 1 39.3 40.8 28.9 2571.4 -1945 30000 .9052 .034 .927 TiS 1 -33684 32.0 32.0 36.0 -19266 975 874 96873 -.856 0 52.3 61.3 28.9 22502 -1945 30000 .9204 .033 .890 T16 1. -33684 32.0 32.0 36.0 -19266 953 854 96873 -.856 0 52.3 61.3 28.9 22502 -1990 30000 .9204 .033 .889 Ti7 5 -32795 32.0 32.0 36.0 -18758 1038 930 96873 -.627 0 52.3 61.3 28.9 22502 -1990 30000 . 9225 .025 .652 Tl8 1. -24195 32.0 32.0 36 .. 0 -13839 740 -5665 96873 -.461 0 52.3 61.3 28.9 22502 -2616 30000 .9429 -.189 .650 T19 5 -23281 41.6 41. 6 36.0 -1331.6 1.772 1588 32204 -.757 0 68.1 106.2 28.9 132.27 -3725 30000 .8760 .051 .808 2023 3.62 1.096 .622 1.143 1.000 106.999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 T20 5 -24011 39.6 39.6 36.0 -6627 2797 982 114327 -.226 0 36.1 63.7 31. 5 22076 -3725 30000 .9826 .025 .251 ·- Mark: Jl3B Job: 0790075 2020 1. 56 .615 .393 1.239 1.000 106.999 1.022 08-11-99 18:10:28 Page 093 .413 2 X 2 X .205 BOl 1 B02 1 B03 1 B04 1 BOS 1 B0.6 1 B07 1 BOB 1 B09 1 17530 0. 28718 0 36885 0 42031 0 44155 0 42252 0 37295 0 29317 ,0 18317 0 45.3 45.3 66.0 73.6 86.4 50.1 64.0 64.0 125.3 104.1 122.2 95.0 64.0 64.0 125.3 104.1 122.2 95.0 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 133.3 104.1 122.2 101.1 64.0 64.0 133.3 104.1 122.2 101.1 49.3 49.3 66.0 80.1 94.0 50.1 11266 30000 18457 30000 23706 ;30000 27013 30000 28378 30000 27155 30000 23970 30000 18842 30000 11773 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, in ... 4, ,plf) 0 3·0000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9081 24507 .6987 24507 .6131 24507 .5591 24507 .5368 24507 .5568 24507 .6088 24507 .6925 41385 .8862 .376 .000 .615 .000 .790 .000 .900 .000 .946 .000 .905 .000 .799 .000 .628 .000 .392 .000 .376 .615 .790 .900 .946 .905 .799 .628 .392 I req.= 637.37 in4 I act.= 784.23 in4 W-L/360= 168.0 W-L/240= 251.9 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #0·1 Allowable Deflection= 3.75" Mem Matl POl Rl12 P20 Rll2 P02 1517 P03 2016 P04 1717 P05 1515 P06 1517 P07 1210 P08 1510 P09 1210 PlO 1212 Pll 1212 P12 1210 P13 1510 Pl4 1210 PlS 1517 Pl6 1515 Pl 7 1717 Pl8 2016 Pl9 2016· SOl 1210 Description 1 1/8 RD 1 1/8 RD 1 1/2 X 1 1/2 X .170 2 X 2 X .163 1 3/4 X 1 3/4 X .170 1 1/2 X 1 1/2 X .155 1 1/2 X 1 1/2 X .170 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .170 1 1/2 X 1 1/2 X .155 1 3/4 X 1 3/4 X .170 2 X 2 X .163 2 X 2 X .163 1 1/4 X 1 1/4 X .109 # 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LC 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 Force 17683. 17683. -7398. 8654. -7605. 6556. -5507. 4458. -3409. 2360. -2212. -2212. 2229. -3278. 4327. -5376. 6425. -7474. 8523. -7736. -2234. Actual Deflection= 3.08" LX 71.04 71.04 33.57 44.44 44.44 44.44 44.44 44.44 44.44 44.44 44.44 44.44 44.44 44.4.4 44.44 44.44 44.44 44.44 44.44 35.34 39.31 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 229.34 229.34 114.17 112.47 129.09 150.83 151.16 180.25 149.56 180.25 180.86 180.86 180.25 149.56 180.25 151.16 150.83 129.09 112.47 89.43 159.44 Weld 4.3 4.3 2.9 3.5 3.0 2.8 2.2 2.7 2.1 2.0 2.0 2.0 2.0 2.0 2.6 2.1 2.8 2.9 3.5 3.2 2.0 SRatio .593 .593 .861 .461 .870 .496 .985 .570 .911 .302 .918 .918 .285 .876 .553 .962 .486 .855 .454 .597 .821 - Job: 0790075 Mark: Jl3B 08-1.1.-99 1.8:1.0:28 Page 094 S02 1210 1. 1/4 X l i/4 X .1.09 l 1. -1.753. 30.84 0 1.25.08 2.0 . 421. S03 1210 J. 1/4 X l 1/4 X .1.09 1. l -175.3. 30.84 0 125.08 2.0 .421. S04 1.21.0 l 1./4 X l 1/4 X . 109 l l -1753 . 30.84 0 1.25.08 2.0 .421 sos 121.0 1 1/4 X l 1/4 X .109 1. l -1753. 30.84 0 125.08 2.0 .421. S06 1.21.0 1. 1./4 X 1. 1./4 X .109 j_ l -1753. 30.84 0 125.08 2.0 .421 S07 1.21.0 1. 1/4 X 1. 1/4 X .1.09 1. 1. -1.753. 30.84 0 1.25.08 2.0 .421 SOB 1.21. 0 1. 1./4 X 1. 1./4 X .109 1. 1. -1753. 30.84 0 1.25.08 2.0 .421. S09 1210 l 1/4 X l 1/4 X .1.09 1. 1. -1.753. 30.84 0 1.25.08 2.0 . 421. Sl.O 1.21.0 l 1./4 X 1. 1./4 X . 109 1. l -2234 . 39.31 0 1.59.44 2.0 .821. ·- Job: 0790075 Mark: Jl.4 08-11.-99 l.8:l.0:39 Page 095 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH07 Mark: Jl.4 Req. by: ASE8 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 56'-2" TC X: .000 BL: 56'-2" TC WP: 2.000 WL: 55'-l.0" TC EndP: 41.. 625 TC l.st PP: 37.625 l.6 @ 32.000 BC EndP: 66.000 BC l.st PP: l.3.250 Verticals located at all bottom chord panel points. Deptn: L 32.000 M 32.000 R 32.000 Ridge@ 28'-l." Support Locations: (From Left End Base Length) ]. ) 0'-2" 2) 56'-0" CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 41.. 500 TC l.st PP: 41.. 250 BC EndP: 66.000 BC l.st PP: l.6.750 Eff. Depth: 30.58 ---. -------------. ---------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) ------------------------------- LC u. Load l. 306 4 0 Type Ref-pt Stress Deflec LC l..00 l.80.00 2 l..33 .00 5 Orient Load U. Load 306 306 Distance Stress Deflec LC l..00 .00 3 1. 33 . 00 6 u. Load 0 l.69 Load Distance Load Stress Deflec 1.33 .00 1. 00 240. 00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 O'-0" 0 0'-0" ]. 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A l.645 0 I-· O·" 0 0'-0" ]. 2 5 Mins SecWeb N/A l.645 0'-o·n 0 0'-0" ]. 2 5 conv TC-LE GY 500 28'-]. JI 0 0'-0" ]. 2 5 Joist Reactions (lbs) --------------------- l.-X l.-Y 2-Y ------------------------------ Load Case # ]. .2 -8792.4 -8792.4 Load Case # 2 .2 -8792.4 -8792.4 Load Case # 3 . 0 .0 .0 Load Case # 4 .o . 0 . 0 Load Case # 5 .2 -8792.4 -8792.4 Load Case # 6 . ]. -471.7.9 -471.7.9 ------------------------------------------------------------------------------- \ - Job: 0790075' Mark: J14 08-11-99 18:10:39 Page 096 Matl Area RX RZ RYY Q Cc sxs SXL Description 3025 2.88 .930 .592 1.633 .961 109.165 1.153 2.954 3 X 3 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -61345 39.6 39.6 36.0 -21338 3124 1058 82321 -.768 0 42.6 66.9 22.0 20891 -4202 30000 .9222 .032 .800 T02 5 -60560 37.6 37.6 36.0 -21064 1305 442 91305 -.738 0 40.4 63.5 22.0 2145i -4202 30000 .9308 .013 .751 T03 5 -70438 32.0 32.0 36.0 -24500 1039 352 224401 -.741 0 34.4 40.5 22.0 24856 -2312 30000 .9563 .010 .751 T04 5 -70438 32.0 32.0 36.0 -,24500 1101 373 224401 -.741 0 34.4 40.5 22.0 24856 -2186 30000 .9563 .010 .751 T05 5 -81302 32.0 32.0 36.0 -28279 1084 367 224401 '-.855 0 34.4 40.5 22.0 24856 -2186 30000 .9496 .010 .865 T06 5 -81302 32.0 32.0 36.0 -28279 1089 369 224401 -.855 0 34.4 40.5 22.0 24856 -2177 30000 .9496 .010 .866 T07 5 -88750 32.0 32.0 36.0 -30870 1088 368 224401 -.934 0 34.4 40.5 22.0 24856 -2177 30000 .9450 .010 .944 T08 5 -88750 32.0 32.0 36.0 -30870 1088 368 224401 -.934 0 34.4 40.5 22.0 24856 -2176 30000 .9450 .010 .944 T09 5 -92783 32.0 32.0 36.0 -32272 1088 368 224401 -.976 0 34.4 40.5 22.0 24856 -2176 30000 .9425 .010 .986 TlO 5 -92783 32.0 32.0 36.0 -32272 108·8 368 224401 -.976 0 34.4 40.5 22.0 24856 -2176 30000 .9425 .010 .986 Tll 5 -92905 32.0 32.0 36.0 -32315 1088 368 224401 -.978 0 34.4 40.5 22.0 24856 -2176 30000 .9424 .010 .988 Tl2 5 -92905 32.0 32.0 36.0 -32315 1088 368 224401 -.978 0 34.4 40.5 22.0 24856 -2176 30000 .9424 .010 .988 Tl3 5 -89059 32.0 32.0 36.0 -30977 1088 368 224401 -.937 0 34.4 40.5 22.0 24856 -2176 30000 .9448 .010 .947 T14 5 -89059 32.0 32.0 36.0 -30977 1087 368 224401 -.937 0 34.4 40.5 22.0 24856 -2179 30000 .9448 .010 .947 Tl5 5 -81797 32.0 32.0 36.0 -28451 1092 370 224401 -.861 0 34.4 40.5 22.0 24856 -2179 30000 .9493 .010 .871 Tl6 5 -81797 32.0 32.0 36.0 -28451 1072 363 224401 -.861 1 . 0 34.4 40.5 22.0 24856 -2219 30000 .9493 .010 .871 Tl7 5 -71i20 32.0 32.0 36.0 -24737 1147 388 224401 -.748 0 34.4 40.5 22.Q 24856 -2219 30000 .9559 .011 .759 Tl8 5 -71120 32.0 32.0 36.0 -24737 880 298 224401 -.748 0 34.4 40.5 22.0 24856 -2774 30000 .9559 .008 .756 Tl9 5 -60524 41.3 41.3 36.0 -21052 1823 617 75963 -.775 0 44.3 69.6 22.0 20424 -4495 30000 .9169 .019 .794 T20 5 -61349 39.5 39.5 36.0 -21339 2980 1009 82842 -.767 0 42.5 66.7 22.0 20926 -4495 30000 .9227 .030 .797 ·-- Mark: J14 Job_: 0790075 2021 1.66 .613 .392 1.242 1.000 106.999 1.072 08-11-99 18:10:39 Page 097 .438 2 X 2 X .219 B01 B02 B03 B04 BOS B06 B07 BOS B09 1 1 1 1 1 1 1 1 1 19725 a 32297 0 41453 0 47194 0 49518 0 474.09 0 41855 0 32886 0 20501 0 45.3 45.3 66.0 73.8 86.5 49.9 64.0 64.0 125.0 104.4 122.4 94.6 64.0 64.0 125.0 i04.4 122.4 94.6 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 152.0 104.4 122.4 115.0 64.0 64.0 125.0 104.4 122.4 94.6 64.0 64.0 125.0 104.4 122.4 94.6 48.8 48.8 66.0 79.5 93.2 49.9 11911 30000 J:9502 30000 25031 30000 28497 30000 29901 30000 28627 30000 25274 30000 19858 30000· 12379 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary o'f Joist Deflection Criteria (in, in ... 4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 48723 .9022 24356 .6797 24356 .5889 24356 .5320 24356 .5089 24356 .5299 24356 .5849 24356 .6739 41978 .8820 .397 .000 .650 .000 .834 .000 .950 .000 .997 .000 .954 .000 .842 .000 .662 .000 .413 .000 .397 .650 .834 .950 .997 .954 .842 .662 .413 I req.= 738.58 in4 I act.= 985 .. 56 in4 W-L/360= 211.5 W-L/240= 317.3 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.74" Mem Matl P01 R112 P20 Rll2 P02 2016 P03 2016 P04 2016 POS 1517 P06 1715 P07 1210 P08 1510 ·po9 1210 P10 121;2 Pl1 1212 P12 1210 P13 1510 P14 1210 P15 1715 P16 1517 P17 2016 P18 2016 P19 201(;> S01 1210 Description 1 1/8 RD i 1/a RD 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 1/2 X 1 1/2 X .170 1 3/4 X 1 3/4 X .155 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 l 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 3/4 X 1 3/4 X .155 1 1/2 X l 1/2 X .170 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 1/4 X 1 1/4 X .109 # 1 l 1 1 l 1 1 1 1 1 l 1 1 l 1 1 1 l 1 1 1 LC 1· 1 l 1 1 l l l l l 1 ·1 1 1 l l l l i l l Force 19804. 19807. -8231. 9647. -8466. 7285. -6103. 4922. -3741. 2560. -2381. -2381. 2431. -3612. 4793. -5974. 7155. -8337. 9518. -8562. -2416. Actual Deflection= 2.79" LX 70.93 70.93 33.32 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 34.86 39.10 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 222.69 222.69 84.34 112.01 112.01 150.55 128.27 179.52 148.95 179.52 180.12 180.12 179.52 148.95 179.52 128.27 150.55 112.01 112.01 88.24 158.60 Weld 4.5 4.5 3.4 3.9 3.5 2.9 2.6 3.0 2.3 2.0 2.0 2.0 2.0 2.2 2.9 2.6 2.8 3.4 3.9 3.5 2.0 SRatio .664 .664 .616 .514 .764 .505 .760 .630 .992 .327 .980 .980 . 311 .958 .613 .744 .496 .752 .507 .656 .879 \ -- Job: 0790075 Mark: JJ.4 08-J.J.-99 J.8:J.0:39 Page 098 S02 J.2J.O J. J./4 X J. J./4 X . J.09 J. J. -J.890. 30.58 0 J.24.02 2.0 .449 S03 12J.O J. J./4 X J. J./4 X . J.09 J. J. -J.890. 30.58 0 J.24.02 2.0 .449 S04 J.2J.O J. J./4 X J. 1/4 X .J.09 J. J. -J.890. 30.58 0 J.24.02 2.0 .449 sos J.2J.0 J., J./ 4 X J. J./4 X . J.09 J. J. -J.890 . 30.58 0 J.24.02 2.0 .449 S06 12J.0 1 1/4 X J. J./4 X • J.09 J. J. -1890 . 30.58 0 J.24.02 2.0 .449 S07 J.210 J. J./4 X J. J./4 X .J.09 J. J. -1890. 30.58 0 124.02 2.0 .449 S08 J.2J.0 J. 1/4 X J. J./4 X • 109 1 1 -J.890 . 30.58 0 J.24.02 2.0 .449 S09 J.210 1 J./4 X J. J./4 X . J.09 J. J. -J.890. 30.58 0 124.02 2.0 .449 SJ.O J.2J.O J. J./4 X J. J./4 X .J.09 1 1 -242J.. 39.J.8 0 J.58.92 2.0 .884 \ - Job: 0790075 Mark: JJ.5 08-11-99 18:10:43 Page 099 SMI Joist Engineering Report SMI Job# 0790075 Job: CAR:LSB~ LOT #47 Joist Panel layout (in) Left TC X.: .000 TC WP: 2.000 TC EndP: 41. 625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 Joist: 32LH06 Mark: JJ.5 Loe: CARLSBAD OAL: 56'-2 6/8" BL: 56'-2 6·/811 WL: 55'-10 6/811 16@ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 41.750 TC 1st PP: 41.750 BC EndP: 66.000 BC 1st PP: 17.500 Depth: L 32. ooo M 32. 000 R 32. ooo Ridge @ 28' -1 3/8" Eff. Depth: 30. 84 Support Locations: (From Left End Base Length) ------------------ 1) 0 1 -2" 2) 56'-0 6/8" ------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC u. Load 1 273 4 0 Type Ref-pt Stress Deflec LC 1. 00 180. 00 2 1.33 .00 5 Orient Load u. Load 273 273 Distance Stress Deflec LC 1. 00 .00 3 1.33 .00 6 u. Load 0 151 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases -------------------· ------------------------------------------------ Shea · N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 28'-1 3/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -----------------·------------- Load Case # 1 .3 -7879.7 -7879.6 Load Case # 2 .3 -7879.7 -7879.6 Load Case # 3 . 0 .0 .0 Load Case # 4 . 0 .0 . 0 Load Case # 5 .3 -7879.7 -7879.6 Load Case # 6 .1 -4220.1 -4220.1 -------------------------------·------------------------------------------------ '\ ·- Job: 0790075 Mark: Jl.5 08-1.1.-99 1.8:1.0:43 Page 1.00 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2023 3 .64 1.096 .622 l.143 l.000 1.06.999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl. 5 -24017 39.6 39.6 36.0 -6628 3043 1068 114327 -.226 0 36.1 63.7 31..5 22076 -31.17 30000 .9826 .027 .253 2023 l. 75 .61.1 .392 1..246 1..000 1.06.999 .462 1.1.1.6 2 X 2 X .232 T02 5 -23322 37.6 37.6 36.0 -1.3340 1.357 1216 3941.6 -.643 0 61.6 96.0 28.9 1.561.0 -31.l. 7 30000 .8985 .037 .679 T03 5 -32112 32.0 32.0 36.0 -1.8367 863 773 96873 -.614 0 52.3 61.3 28.9 22502 -2244 30000 .9242 . 021. .635 T04 5 -32112 · 32.0 32.0 36.0 -1.8367 1.001 896 96873 -.614 0 52.3 61.3 28.9 22502 -1963 30000 .9242 .024 .638 T05 l. -33195 32.0 32.0 36.0 -18987 963 862 96873 -.844 0 52.3 61.3 28.9 22502 -1.963 30000 .9216 .033 .877 T06 1 -331.95 32.0 32.0 36.0 -1.8987 973 871 96873 -.844 0 52.3 61.3 28.9 22502 -1.943 30000 .9216 .033 .877 T07 1 -39857 · 32.0 16.0 36.0 -22797 970 869 96873 -.887 l. 39.3 40.8 28.9 2571.4 -1943 30000 .9059 .034 .921. T08 l. -39857 32.0 16.0 36.0 -22797 971. 870 96873 -.887 1 39.3 40.8 28.9 2571.4 -1941. 30000 .9059 .034 . 921. T09 1 -43498 32.0 1.6. 0 36.0 -24880 971 869 96873 -.968 1 39.3 40.8 28.9 2571.4 -1.941. 30000 .8973 .035 1..003 Tl.O l. -43498 32.0 1.6.0 36.0 -24880 971 870 96873 -.968 l. 39.3 40.8 28.9 2571.4 -1.941. 30000 .8973 .035 1.003 Tl.l. l. -43633 32.0 16.0 36.0 -24957 971. 870 96873 -.971. 1 39.3 40.8 28.9 2571.4 -1.941. 30000 .8970 .035 1..006 Tl.2 l. -43633 32.0 1.6. 0 36.0 -24957 971. 869 96873 -. 971. l. 39.3 40.8 28.9 2571.4 -1.942 30000 .8970 .035 1.006 Tl.3 1 -401.93 32.0 1.6. 0 36.0 -22989 971. 870 96873 -.894 1 39.3 40.8 28.9 2571.4 -1.942 30000 .9051. .034 . 928 ' Tl4 1 -401.93 32.0 1.6.0 36.0 -22989 969 868 96873 -.894 l. 39.3 40.8 28.9 25714 -1.945 30000 .9051. .034 .928 Tl.5 l -3373;1. 32.0 32.0 36.0 -1.9293 976 874 96873 -.857 0 52.3 61.3 28.9 22·502 -1945 30000 .9203 .033 . 8 91. Tl.6 1 -33731. 32.0 32.0 36.0 -1.9293 953 853 96873 -.857 0 52.3 61.3 28.9 22502 -1.991. 30000 .9203 .033 .890 Tl7 5 -32848 32.0 32.0 36.0 -18788 1039 931 96873 -.628 0 52.3 61.3 28.9 22502 -1991 30000 .9224 .025 .653 Tl8 1 -24248 32.0 32.0 36.0 -13869 736 -5689 96873 -.462 0 52.3 61.3 28.9 22502 -2627 30000 .9427 -.190 .652 Tl9 5 -23285 41. 8 41. 8 36.0 -13318 1.784 1.599 32012 -.762 0 68.3 1.06.6 28.9 1.31.49 -3750 30000 .8752 .051. . 81.3 2023 3.62 1.. 096 .622 1..143 1..000 106.999 2.9q0 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 T20 5 -2401.4 39.8 39.8 36.0 -6628 281.4 988 1.1.3609 -.226 0 36.3 63.9 31.. 5 22041. -3750 30000 .9825 .025 .252 -- Mark: JlS Job: 0790075 2020 1. 56 .615 .393 1.239 1.000 106.999 1.022 08-11-99 18:10:43 Page 101 .413 2 X 2 X .205 B01 B02 B03 B04 BOS B06 B07 BOS 1309 1 1 1 1 1 1 l l 1 17537 9 28731 0 36904 0 42056 0 44186 0 42291 0 37340 0 29368 0 18374 0 45.3 45.3 66.0 73.6 86.4 50.1 64.0 64.0 125.4 104.1 122.2 95.1 64.0 64.0 125.4 104.1 122.2 95.1 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 144.0 104.l 122.2 109.3 64.0 64.0 133.4 104.1 122.2 101.2 64.0 64.0 133.4 104.1 122.2 101.2 49.5 49.5 66.0 80.5 94.5 50.1 11271 30000 18465 30000 23718 30000 27029 30000 28398 30000 27180 30000 23998 30000 18874 30000 11809 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9080 24507 .6986 24507 .6129 24507 .5588 24507 .5365 24507 .5564 24507 .6083 24507 .6919 40968 .8847 .376 .000 .616 .000 .791 .000 .901 .000 .947 .000 .906 .000 .800 .000 .629 .000 .394 .000 .376 . 616 .791 .901 .947 .906 .800 .629 .394 I req.= 638.08 in4 I act.= 784.23 in4 W-L/360= 167.8 W-L/240= 251. 6 Cbmplex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.7511 Actual Deflection= 3.08" -------------------·----------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8_ RD 1 1 17689. 71.04 0 229.34 4.3 .593 P20 R112 1 1/8 RD 1 1 17686. 71.04 0 229.34 4.3 .593 P02 1517 1 1/2 X J. 1/2 X . 170 1 1 -7401 . 33.57 0 114.17 2.9 .861 P03 2016 2 X 2 X .163 1 1 8658. 44.44 0 112.47 3.5 .461 P04 1717 1 3/4 X 1 3/4 X .170 1 1 -760.9. 44.44 0 129.09 3.0 .871 P05 1515 1 1/2 X 1 1/2 X .155 1 1 6560. 44.44 0 150.83 2.8 .496 P06 1517 l. 1/2 X 1 1/4 X .170 1 1 -5511. 44.44· 0 151.16 2.2 .986 P07 1210 1 1/4 X 1 1/4 X .109 1 l 4462. 44.44 0 180.25 2.7 .571 P08 1510 l. 1/2 X 1 1/2 X . 109 l 1 -3413 . 44.44 0 149.56 2.1 .913 P09 1210 1 1/4 X 1 1/4 X . 109 1 l. 2364 . 44.44 0 180.25 2.0 .302 P10 1212 1 1/4 X 1 1/4 X . 125 1 1 -2212 . 44.44 0 180.86 2.0 .918 P11 1212 1 1/4 X 1 1/4 X . 125 1. 1 -2212 . 44.44 .o 180.86 2.0 .918 P12 1210 1 1/4 X 1 1/4 X .109 1 1 2224. 44.44 0 180.25 2.0 .285 P13 1510 l. 1/2 X 1 i/2 X . 109 1 1 , -3274 . 44.44 0 149.56 2.0 .875 P14 1210 1 1/4 X 1 1/4 X .109 1 1 4323. 44.44 0 180.25 2.6 .553 PlS 1517 l. 1/2 X 1 1/2 X .170 l 1 -5372. 14.44 0 151.16 2.1 .961 P16 15i5 1 1/2 X 1 1/2 X .155 l 1 6421. 44.44 0 150.83 2.8 .485 P17 1717 1 3/4 X 1 3/4 X .170 1 1 -7470. 44.44 0 129.09 2.9 .855 P18 201.6 2 X 2 X .163 1 1 8519. 44.44 0 112.47 3.5 .454' P19 2016 2 X 2 X .163 1 1 -7762. 35.46 0 89.74 3.2 .600 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2235. 39.31 0 159.44 2.0 .821 "\ -' Job: 0790075 .Mark: J15 08-11-99 18:10:43 Page 102 S02 1210 1 1/4. X 1 1/4 X . 10'9 1 1 -1753 . 30.84 0 125.08 2.0 .421 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S04 1210 1 1/4 X 1 1/4 X . 109 1 1 -1753 . 30.84 0 125.08 2.0 .421 sos 1210 1. 1/4 X 1 1/4 X .109 1 1 -175;3. 30.84 0 125.08 2.0 .421 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -,1753. 30.84 0 125.08 2.0 .421 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S09 1210 1 1/4 X 1 1/4 X . 109 1 1 -1753 . 30.84 0 125.08 2.0 .421 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -2230. 39.23 0 159.12 2.0 .816 -- Job: 0790075 Mark: Jl6 08-11-99 18:10:47 Page 103 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 5.000 TC WP: 2.000 TC EndP: 41.625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 Joist: 32LH06 Mark: Jl6 Loe: CARLSBAD OAL: 29'-6" BL: 29'-l" WL: 28'-9" 6@ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 40.250 TC 1st PP: 37.500 BC EndP: 66.000 BC 1st PP: 11. 750 Deptn.: L 32.000 M 32.000 R 32.000 Ridge@ 14'-6 4/8" Eff. Depth: 30.74 Support Locations: (From Left End Base Length) 1) 0 I -2 11 2) 28'-1111 Joist Loading (ft, lbs, & ft*lbs) ------------. -----------. --------- LC 1 4 Type U. Load 432 0 Ref-pt Stress Deflec LC 1. 00 180. 00 2 1.33 .00 5 Orient Load u. Load 432 432 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 U. Load 0 Load Distance Load Stress Deflec 1.33 .00 Cases ------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 75500 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 75500 O'-0" 0 0'-0" 5 Mins PriWeb N/A 2065 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 2065 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 14'-6 4/8" 0 0'-O" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .0 -6586.0 -6460.0 Load Case # 2 .o -6586.0 -6460.0 Load Case # 3 . 0 . 0 . 0 Load Case # 4 .0 .0 .0 Load Case # 5 . 0 -6586.0 -6460.0 '\ Job: 0790075 Matl Mat2 Area Depth Mark: J16 RX RZ --- 08-11-99 18:10:47 Page 104 RYY Q Cc sxs SXL Description 3025 5.50 4.261 3022 10.00 .93~ 1.548 .922 111-416 1~.229 20.733 3 X 3 X .250 3 X 3 X .227 Mem LC TOl 5 Force Fills 75500 0 LX LZ LYY KL/RX KL/RZ KL/RYY 7.0 1.6 7.0 36.0 5.6 23.3 fa FA 13737 30000 +Moment -Mom~nt 0 -882 fp FB FE CM ARat BRat -4398346255 .344 SRat 30000 . 9999 -. 001 . 345 3025 2.88 .930 .592 1.633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 T03 T04 T05 T06 T07 T08 T09 TlO Tll 1512 BOl B02 B03 B04 5 5 5 5 5 5 5 5 5 5 1 1 1 1 -87466 1 -86363 1 -91471 0 -91471 0 -94322 0 -94322 0 -91347 0 -91347 0 -86375 1 -87517 1 39.6 42.6 37.6 40.4 32.0 34.4 32.0 34.4 32.0 34.4 32.0 34.4 32.0 34.4 32.0 34.4 37.5 40.3 38.3 41.1 19.8 33.4 18.8 31.8 32.0 40.5 32.0 40·.5 32.0 40.5 32.0 40.5 32.0 40.5 32.0 40.5 18.8 31. 7 19.1 32.3 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 36.0 22.0 -30423 24579 -30039 24866 -31816 24856 -31816 24856 -32808 24856 -32808 24856 -31773 24856 -31773 24856 -30043 24883 -30441 24777 .71 .465 .296 1.031 .955 109.517 12741 0 18003 0 17934 0 12560 0 45.3 45.3 52.0 97.2 114.5 47.4 64.0 64.0 115.0 137.5 162.0 104.8 64.0 64.0 115.0 137.5 162.0 104.8 43.8 43.8 47.0 94.0 110.7 42.8 18002 30000 25437 30000 25340 30000 17747 30000 3985 -5689 1914 -5689 1442 -3333 1561 -3092 1531 -3092 1531 -3091 1560 -3091 1445 -3325 1901 -5634 4068 -5634 .365 0 0 0 0 0 0 0 0 Summary of Joist Deflection criteria (in, inA4, plf) 1349 30000 648 30000 488 30000 529 30000 518 30000 518 30000 528 30000 489 30000 644 30000 1377 30000 82321 .8891 91305 . 9013 224401 .9433 224401 .9433 224401 .9415 224401 .9415 224401 .9434 224401 .9434 91915 .9019 88346 .8966 -.931 .043 .974 -.908 .020 .929 -.962 . 013 . 976 -.962 .015 .977 -.992 .014 1. 007 -.992 .014 1.007 -. 961 .015 .976 -.961 .013 .975 -.908 .020 .928 -.924 . 043 . 967 .142 1 1/2 X 1 1/2 X .123 0 30000 0 30000 0 30000 0 30000 28090 .7437 14042 .2754 14042 .2782 30049 .7638 .600 .000 .848 .000 .845 .000 .592 .000 .600 .848 .845 .592 I req.= 167.57 in4 I act.= 539.21 in4 W-L/~·60= 847. 7 W-L/240= 1271.5 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 1.94" Actual Deflection= . 60" -- Job: 0790075 Mark: Jl6 08-11-9~ 18:10:47 Page 105 -------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD 1 1 13852. 71. 00 0 225.85 5.6 .464 PlO Rll2 1 1/8 RD 1 1 13909. 71. 00 0 225.85 5.6 .466 P02 1512 1 1/2 X 1 1/2 X .123 1 1 -5016. 33.47 0 112.96 2.7 .805 P03 1210 1 1/4 X 1 1/4 X . 109 1 1 4840. 44.37 0 179.97 3.0 .619 P04 1510 1 1/2 X 1 1/2 X . 109 1 1 -3177. 44.37 0 149.32 2.0 .847 POS 1210 1 1/4 X 1 1/4 x-.109 1 1 2981. 44.37 0 179.97 2.0 .381 P06 1210 1 1/4 X 1 1/4 X .109 1 1 2981. 44.37 0 179.97 2.0 .381 P07 lSiO 1 1/2 X 1 1/2 X . 109 1 1 -3255 . 44.37 0 149.32 2.0 .868 P08 12.10 1 1/4 X 1 1/4 X .109 1 1 4918. 44.37 0 179.97 3.0 .629 P09 1s12 1 1/2 X 1 1/2 X .123 1 1 -4987. 32.91 0 111.06 2.7 .788 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2756. 39.23 0 159 .11 2.0 1.008 S02 1210 1 1/4 X 1 1/4· X .109 1 1 -2159. 30.74 0 124.67 2.0 .517 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -2159. 30.74 0 124.67 2.0 .517 S04 · 1210 1 1/4 X 1 1/4 X .109 1 1 -2159. 30.74 0 124.67 2.0 .517 sos 1212 1 1/4 X 1 1/4 X .125 1 1 -2817. 40.10 0 163.18 2.0 .952 Job: 0790075 Mark: J17 08-11-99 18:10:50 Page 106 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH06 Mark: J17 Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) . ---------------------- Left OAL: 56'-2 4/8" Right TC· X: .000 BL: 56'-2 4/8" TC X: .000 TC WP: 2.000 WL: 55 I -10 4/8" TC WP: 2.000 TC EndP: 41. 625 TC EndP: 41. 625 TC 1st PP: 37.625 16 @ 32.000 TC 1st PP: 41.625 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13.250 BC 1st PP: 17.250 Verticals located at all bottom chord panel points. Depth: L 32. 000 M 32. 000 R 32. ooo Ridge @ 28' -1 2/8" Eff. Depth: 30. 59 Support :i:,ocations:: (From Left End Base Length) 1) O'-2" 2) 56'-0 4/8" ----------------------------------------·--------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Defle.c LC u. Load Stress Deflec LC u. Load Stress Deflec 1 273 1.00 180.00 2 273 1.00 .00 3 0 1. 33 .00 4 0 1.33 .00 5 273 1.33 .00 6 151 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 O'-0" 5 Mins PriWeb N/A 1535 0'-0" 0 o,• -0" 1 2 5 Mins SecWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 28'-1 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs). --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -7876.8 -7876.8 Load Case # 2 .3 -7876.8 -7$76.8 Load Cas·e # 3 .0 . 0 .o Load Case # 4 .o . 0 • 0 Load Case # 5 .3 -7876.8 -7876.8 Load Case # 6 .2 -4218.5 -4218.5 ---J---------------------------------------------------------------------------- -- Job: 0790075 Mark: J17 08-11-99 18:10:50 Page 107 Mat1 Area RX RZ RYY Q Cc sxs SXL Description 3022 2.62 .934 .594 1.628 .922 111.416 1.055 2.739 3 X 3 X .227 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 -59536 39.6 39.6 36.0 -22716 2787 1018 82901 -.842 0 42.4 66.7 22.1 20296 -3749 30000 .9178 .032 .873 T02 5 -58836 37.6 37.6 36.0 -22448 1164 425 91949 -. 811 0 40.3 63.4 22.1 20816 -3749 30000 .9268 .013 .824 T03 5 -67693 32.0 32 .o 36.0 -25828 927 338 225983 -.810 0 34.3 40.4 22.1 23976 -2062 30000 .9543 .010 .820 T04 5 -67-693 32.0 32.0 36.0 -25828 983 359 225983 -.810 0 34.3 40.4 22.1 23976 -1950 30000 .9543 .010 .820 T05 5 -77449 32.0 32.0 36.0 -29550 967 353 225983 -.927 0 34.3 40.4 22.1 23976 -1950 30000 .9477 .010 .937 T06 . 5 -77449 32.0 32.0 36.0 -29550 972 355 225983 -.927 0 ;34.3 -40 .. 4 22.1 23976 -1942 30000 .9477 .010 .937 T07 5 -84160 32.0 16.0 36.0 -32110 970 354 225983 -.947 1 25.7 26.9 22.1 254.98 -1942 30000 .9432 .010 .957 T08 5 -84160 32.0 16.0 36.0 -32110 971 354 225983 -.947 1 25.7 26.9 22.1 25498 -1941 30000 .9432 .010 .957 T09 5 -87824 32.0 16.0 36.0 -33509 971 354 225983 -.988 1 25.7 26.9 22.l 25498 -1:941 30000 .9407 .010 .998 TlO 5 -87824 32.0 16.0 36.0 -33509 971 354 225983 -.988 1 25.7 26.9 22.1 25498 -1941 30000 .9407 .010 .998 T11 5 -87952 32.0 16.0 36.0 -33557 971 354 225983 -.990 1 25.7 26.9 22.1 25498 -1941 30000 .9406 .010 1.000 Tl2 5 -87952 32.0 16.0 36.0 -33557 971 354 225983 -.990 1 25.7 26.9 22.1 25498 -1942 30000 .9406 .010 1.000 T13 5 -84478 32.0 16.0 36.0 -32232 971 354 225983 -.950 1 25.7 26.9 22.1 25498 -1942 30000 .9429 .010 .961 Tl4 5 -84478 32.0 16.0 36.0 -32232 970 354 225983 -.950 1 25.7 26.9 22.1 25498 -1944 30000 .9429 .010 .961 Tl5 5 -·77958 32.0 32.0 36.0 -29744 975 356 225983 -.933 0 34.3 40 .4 22.1 23976 -1944 30000 .9474 .010 .943 Tl6 5 -77958 32.0 32.0 36.0 -29744 956 349 225983 -.933 ' 0 34.3 40.4 22.1 23976 -1983 30000 .9474 .010 .943 T17 5 -68392 32.0 32.0 36.0 -26094 1028 375 225983 -.818 0 34.3 40.4 22.1 23976 -1983 30000 .9538 .011 .829 T18 5 -68392 32.0 32.0 36,0 -26094 772 282 225983 -.818 0 34.3 40 .4 22.1 23976 -2516 30000 .9538 .008 .826 T19 5 -58800 41.6 41.6 36.0 -22435 1671 610 75126 -.854 0 44.6 70.1 22.1 19762 -4057 30000 . 9104 .019 .873 T20 5 -59537 39.6 39.6 36.0 -22716 2667 974 82901 -.842 o. 42.4 66.7 22.1 20296 -4057 30000 .9178 .031 .872 ·-- Job: 0790075 2020 1. 56 .615 Mark: Jl.7 .393 1.239 1.000 106.999 1.022 os-11-99· 18: 10: 50 Page 108 .413 2 x· 2 X .205 BOl 1 B02 1 B03 1 17672 45.3 45.3 66.0 0 73.6 86.4 50.1 28952 64.0 64.0 125.3 0 104.1 122.2 95.0 37185 64.0 64.0 125.3 0 104.1 122.2 95.0 B04 1 42373 64.0 64.0 144.0 0 104.1 122.2 109.3 BOS 1 44514 64.0 64.0 144.0 0 104.1 122.2 109.3 B06 l 42596 64.0 64.0 144.0 0 104.1 122.2 109.3 B07 1 37599 64.0 64.0 133.3 0 104.1 122.2 101.1 BOS 1 29556 64.0 64.0 133.3 0 104.1 122.2 101.l B09 1 18466 49.3 49.3 66.0 0 80.1 94.0 50.1 11358 30000 18607 30000 23899 30000 27233 30000 28609 30000 27376 30000 24165 30000 18995 30000 11868 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9073 24507 .6963 24507 .6099 24507 .5555 24507 .5331 24507 .5532 24507 .6056 24507 .6900 41385 .8853 .379 .000 .379 .620 .000 .620 .797 .000 . 797 .908 .000 .908 .954 .000 .954 .913 .000 .913 .805 .000 .805 .633 .000 .633 .396 .000 .396 -------------------------------------------------------------------------------- Summary of Joist Deflection Criteria (in, inA4, plf) ---------------------------------------------------- I req.= 660.77 in4 I act.= 916.51 in4 W-L/360= 196.3 W-L/240= 294.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.75" Actual Deflection= 2.69" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD 1 1 17800. 70.94 0 222.61 4.3 .597 P20 Rll2 1 1/8 RD 1 1 17800. 70.94 0 222.61 4.3 .597 P02 1517 1 1/2 X 1 1/2 X .170 1 1 -7408. 33.34 0 113.39 2.9 .856 P03 2016 2 X 2 X .163 1 1 8691. 44.27 0 112.04 3.6 .463 P04 1717 1 3/4 X 1 3/4 X .170 1 1 -7637. 44.27 0 128.59 3.0 .869 P05 1515 1 1/2 X 1 1/2 X .155 1 1 6584. 44.27 0 150.25 2.8 .498 P06 1517 1 1/2 X 1 1/2 X . 170 1 1 -5530 . 44.27 0 150.58 2.2 .982 P07 1210 1 1/4 X 1 1/4 X . 109 1 1 4477 . 44.27 0 179.55 2.7 .573 P08 1510 1 1/2 X 1 1/2 X . 109 1 1 -3423. 44.27 0 148.98 2. 1 .908 P09 1210 1 1/4 X 1 1/4 X .109 1 1 2370. 44.27 0 179.55 2.0 .303 PlO 1212 1 1/4 X l 1/4 X .125 1 1 -2221. 44.27 0 180.16 2.0 .915 P11 1212 1 1/4 X 1 1/4 X .125 1 1 -2221. 44.27 0 180.16 2.0 .915 Pl2 1210 1 1/4 X 1 1/4 X . 109 1 1 2238 . 44.27 0 179.55 2.0 .286 P13 1510 1 1/2 X 1 1/2 X .109 1 1 -3292. 44.27 0 148.98 2.0 .873 Pl4 1210 1 1/4 X 1 1/4 X .109 1 1 4345. 44.27 0 179.55 2.7 .556 Pl5 1517 1 1/2 X 1 1/2 X .170 1 1 -5399. 4_4. 27 0 150.58 2.1 .958 Pl6 1515 1 1/2 X 1 1/2 X .155 1 1 6452. 44.27 0 150.25 2.8 .488 Pl7 1717 1 3/4 X 1 3/4 X .170 1 1 -7506. 44.27 0 128.59 2.9 .854 Pl8 2016 2 X 2 X . 163 1 1 8559. 44.27 0 112.04 3.5 .456 P19 2016 2 X 2 X .163 1 1 -7751. 35.12 0 88.88 3.2 . 596 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2244. 39.11 0 158.65 2.0 .816 1 --- Job: 0790075 Mark: J17 08-11-99 18:10:50 Page 109 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 12~.07 2.0 .417 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S04 1210 1 1/4 X 1 1/4 X .109 1 l -1755. 30.59 0 124.07 2.0 .417 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30 .59· 0 124.07 2.0 .417 S06 1210 i 1/4 X 1 1/4 X .109 1 l -1755. 30.59 0 124.07 2.0 .417 S07 1210 1 1/4 X 1 1/4 X .1,09 1 1 -1755. 30.59 0 124.07 2.0 .417 S08 1210 1 1/4 X 1 1/4 X .109 l 1 -1755. 30.59 0 124.07 2.0 .417 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -2244. 39.11 0 158.65 2.0 .816 ·- Job: 0790075 Mark: Jl8 08-11-99 18:10:55 Page 110 SMI Joist Engineering Report SMI Job# 0790075 Joist: 32LH66 Mark: Jl8 Req. by: ASE8 Job: _CARLSBAD LOT #4 7 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Left OAL: 56'-2 4/8" Right TC X: .000 BL: 56'-2 4/8 11 TC X: .000 TC WP: 2.000 WL: 55'-10 4/8" TC WP: 2.000 TC EndP: 41. 625 TC EndP: 41.625 TC 1st. PP: 37.625 16@ 32.000 TC 1st PP: 41. 625 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13 .250 BC 1st PP: 17.250 Verticals located at all bottom chord panel points. Depth.: L 32. 000 M 32. 000 R 32. 000 Ridge @ 2!3' -1 2/8" Eff. Depth: 30. 59 Support Locations: (From Left End Base Length) 1) 0 I -2 11 2) 56'-0 4/8'' Joist Loading (ft, lbs, & ft*lbs) LC 1 4 Type U. Load 273 0 Ref-pt Stress Deflec LC 1.00 180.00 2 1. 33 . 00 5 Orient Load U. Load 273 273 Distance Stress Deflec LC 1.00 .00 3 1. 33 . 00 6 U. Load 0 151 Load Distance Load Stress Deflec 1. 33 . 00 1. 00 240. 00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0·11 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins P;i:-iWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1535 o•-O" 0 0'-0" 1 2 5 Conv TC-LE GY 500 28'-1 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .3 -7876.8 -7876.8 Load Case # 2 .3 -7876.8 -7876.8 Load Case # 3 . 0 . b . 0 Load Case # 4 .0 . 0 .0 Load Case # 5 .3 -7876.8 -7876.8 Load Case # 6 .2 -4218.5 -4218.5 --------------------------------------------~---------------------------------- \ ···- Job: 0790.075 Mark: Jl.8 08-11-99 18:10:55 Page 111 Matl Area RX RZ RYY Q Cc sxs SXL Description 3022 2.62 .934 .594 1.628 .922 111. 416 1.055 2.739 3 X 3 X .227 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -5953·6 39.6 39.6 36.0 -22716 2787 1018 82901 -.842 0 42.4 66.7 22.1 20296 -3749 30000 .9178 .032 .873 T02 5 -58836 37.6 37.6 36.0 -22448 1164 425 91949 -.811 0 40.3 63.4 22.1 20816 -3749 30000 .9268 .013 .824 T03 5 -67693 32.0 32.0 36.0 -25828 927 338 225983 -.810 0 34.3 40.4 22.1 23976 -2062 30000 .9543 .010 .820 T04 5 -67693 32.0 32.0 36.0 -25828 983 359 225983 -.810 . 0 34.3 40.4 22.1 23976 -1950 30000 .9543 .010 .820 T05 5 -77449 32.0 32.0 36.0 -29550 967 353 225983 -.927 0 34.3 40.4 22.1 23976 -1950 30000 .9477 .010 .937 T06 · 5 -77449 32.0 32.0 36.0 -29550 972 355 225983 -.927 0 34.3 40.4 22.1 23976 -1942 30000 .9477 .010 .937 T07 5 -84160 32.0 16.0 36.0 ·-32110 970 354 225983 -.947 1 25.7 26.9 22.1 25498 -1942 30000 .9432 .010 .957 T08 5 -84160 32.0 16.0 36.0 -32110 971 354 225983 -.947 1 25.7 26.9 22.1 25498 -1941 30000 .9432 .010 .957 T09 5 -87824 32.0 16.0 36.0 -33509 971 354 225983 -.988 1 25.7 26.9 22.1 25498 -1941 300·00 .9407 .010 .998 TlO 5 -87824 32.0 16.0 36.0 -33509 971 354 225983 -.988 l 25.7 26.9 22.l 25498 -1941 30000 .9407 . 010 .998 Tll 5 -87952 32.0 16.0 36.0 -33557 971 354 225983 -.990 l 25.7 26.9 22.l 25498 -1941 30000 .9406 . 010 1..000 Tl.2 5 -87952 32.0 16.0 36.0 -33557 97i 354 225983 -.990 l 25.7 26.9 22.1 25498 -1942 30000 .9406 .010 1..000 Tl3 5 -84478 32.0 16.0 36.0 -32232 971 354 225983 -.950 1 25.7 26.9 22.1 25498 -1942 30000 .9429 .010 .961 Tl.4 5. -84478 32.0 16.0 36.0 -32232' 970 354 225983 -.950 1 25.7 26.9 22.1 25498 -1944 30000 .9429 .010 .961 Tl5 5 -77958 32.0 32.0 36.0 -29744 975 356 225983 -.933 0 34.3 40.4 22.1 23976 -1944 30000 .9474 .010 .943 Tl6 5 -77958 32.6 32.0 36.0 -29744 956 349 225983 -.933 0 34.3 40.4 22.1 23976 -1983 30000 .9474 .010 .943 Tl.7 5 -68392 32.0 32.0 36.0 -26094 1028 375 225983 -.818 0 34.3 40.4 22.1 23976 -1983 30000 .9538 .011 .829 Tl.8 5 -68392 32.0 32.0 36.0 -26094 772 282 225983 -.818 0 34.3 40.4 22.1 23~76 -2516 30000 .9538 .008 .826 Tl9 5 -58800 41..6 41.6 36.0 -22435 1671 610 75126 -.854 0 44.6 70.1 22. l. 19762 -4057 30000 .9104 .019 .873 T20 5 -59537 3·9. 6 39.6 36.0 -22716 2667 974 82901 -.842 0 42.4 66.7 22.1 20296 -4057 30000 .9178 .031 .872 - Job: 0790075 2020 1. 56 .615 Mark: J18 .393 1.239 1.000 106.999' 1.022 08-11-99 18:10:55 Page 112 .413 2 ~ 2 X .205 B01 1 17672 45.3 45.3 66.0 0 73.6 86.4 50.1 B02 1 28952 64.0 64.0 125.3 0 104.1 122.2 95.0 B03 1 37185 64.0 64.0 125.3 0 104.1 122.2 95.0 B04 1 42373 64.0 64.0 144.0 0 104.1 122.2 109.3 BOS 1 44514 64.0 64.0 144.0 0 104.1 122.2 109.3 B06 1 42596 64.0 64.0 144.0 0 104.1 122.2 109.3 B07 1 37599 64.0 64.0 133.3 0 104.1 122.2 101.1 BOB 1 29556 64.0 64.0 133.3 0 104.1 122.2 101.1 B09 1 18466 49.3 49.3 · 66.0 0 80.1 94.0 50.1 11358 30000 18607 30000 23899 30000 27233 30000 28609 30000 27376 30000 24165 30000 18995 30000 11868 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) -------------------------------------------------- 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9073 24507 .6963 24507 .6099 24507 .5555 24507 .5331 24507 .5532 24507 .6056 24507 .6900 41385 .8853 .379 .000 .379 .620 .000 .620 .797 .000 .797 .908 . 000 . 908 .954 .000 .954 .913 .000 .913 .805 .000 .805 .633 .000 .633 .396 .000 .396 I req.= 660.77 in4 I act.= 916.51 in4 W-L/360= 196.3 W-L/240= 294.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.75" Mem Matl P01 :R112 P20 R112 P02 1517 P03 2016 P04 1717 P05 1515 P06 1517 P07 1210 POB 1510 P09 1210 PlO 1212 P11 1212 ,:i?12 1210 Pl3 1$10 Pl4 1210 PlS 1517 Pl6 1515 Pl 7 1717 P18 2016 Pl9 2016 S01 1210 Description 1 1/8 RD 1 1/8 RD 1 1/2 X 1 1/2 X .170 2 X 2 X .163 1 3/4 X 1 3/4 X .170 1 1/2 X 1 1/2 X .155 1 1/2 X 1 1/2 X .170 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 11/4X11/4 X .109 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .170 1 1/2 X 1 1/2 X .155 l 3/4 X 1 3/4 X .170 2 X 2 X .163 2 X 2 X .163 1 1/4 X 1 1/4 X .109 # 1 1 1 1 1 1 1 l 1 l 1 l l 1 1 1 1 1 l 1 1 LC 1 1 1 l 1 1 1 l l 1 l l 1 l 1 l l 1 l 1 1 Force 17800. 17800. -7408. 8691. -7637. 6584. -5530. 4477. -3423. 2370. -2221. ..,2221. 2238. -3292. 4345. -5399. 6452. -7506. 8559. -'7751. -2244. Actual Deflection= 2.69" LX 70.94 70.94 33.34 44.27 44 . .27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 35.12 39 .11 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 222.61 222.61 113.39 112.04 128.59 150.25 150.58 179.55 148.98 179.55 180.16 180.16 179.55 148.98 179.55 150.58 150.25 128.59 112.04 88.88 158.65 Weld 4.3 4.3 2.9 3.6 3.0 2.8 2.2 2.7 2 .1 2.0 2.0 2.0 2.0 2.0 2.7 2.1 2.8 2.9 3.5 3.2 2.0 SRatio .597 .597 .856 .463 .869 .498 .982 .573 .908 .303 . 915 .915 .286 .873 .556 .958 .488 .854 .456 .596 .816 -- Job: 0790075 Mark: Jl.8 08-1.1.-99 1.8:1.0:55 Page 1.1.3 S02 1.21.0 1. 1./4 X 1. 1./4 X .1.09 1. 1. -1.755. 30.59 0 1.24.07 2.0 .41.7 S03 1.21.0 1. 1./4 X J. 1./4 X . J.09 1. 1. -1.755. 30.59 0 1.24.07 2.0 .41.7 S04 1210 1 1/4 X 1. 1/4 X .1.09 1. 1 -1.755. 30.59 0 124.07 2.0 .41.7 sos 1210 1., 1./4 X 1 1./4 X .1.09 1 1 -J.755. 30.59 0 1.24.07 2.0 .4J.7 S06 121.0 1 J./4 X 1. 1/4 X .109 1 1. -1.755. 30.59 0 124.07 2.0 .417 S07 1210 1 1/4 X 1 1/4 X .109 J. J. -1755. 30.59 0 124.07 2.0 .417 S08 1210 1 1/4 X J. 1./4 X .109 1 1 -J.755. 30.59 0 J.24.07 2.0 .417 S09 J.21.0 J. 1./4 X 1. 1./4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S10 J.210 J. 1/4 X 1 1/4 X .109 1 1 -2244. 39 .1.1 0 J.58.65 2.0 .816 \ - Job: 0790075 Mark: Jl9 08-11-99 18:10:59 Page 114 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBW LOT #47 Joist: 32LH06 Mark: J19 Joist Panel layout (in) Left TC X: .000 TC WP: 2.000 TC EndP: 41.625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 Loe: CARLSBAD OA,L: 56'-2 4/8" BL : 5 6 ' -2 4 / 8 11 WL: 55 '-10 4/8" 16 @·32.000 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge@ 28'- Support Locations: (From Left End.Base Length) 1) 0,1 -2" 2) 56'-0 4/8" Joist Loading (ft, lbs, & ft*lbs) 1 2/8" Req. by: ASES CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 41. 625 TC 1st PP: 41.625 BC EndP: 66.000 BC 1st PP: 17.250 Eff. Depth: 30.59 LC U. Load 1 273 4 0 Stress Deflec LC 1. 00 180. 00 2 1.33 .00 5 u. Load 273 273 Stress Deflec LC 1. 00 . 00 3 1. 33 . 00 6 U. Load 0 151 Stress Deflec 1.33 .00 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases -------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 o•-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-O" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 Minf:; SecWeb N/A 1535 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 28'-1 2/8 11 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y --·---------------------------- Load Case # 1 .3 -7876.8 -7876.8 Load Case # 2 . 3 -7876.8 -7876.8 Load Case # 3 .0 . 0 . 0 Load Case # 4 . 0 . 0 .0 Load Case # 5 .3 -7876.8 -7876.8 Load Case # 6 . 2 -42:J,.8.5 -4218.5 \ - Job: 0790075 Mark: J19 08-1.1-99 18:10:59 Page 115 Matl Area RX RZ RYY Q Cc sxs SXL Description ~022 2.62 .934 .594 1.628 .. 922 111.416 1.055 2.739 3 X 3 X .227 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -59536' 39.6 39.6 36.0 -22716 2787 1018 82901 -.842 0 42.4 66.7 22.1 20~96 -3749 30000 .9178 .032 .873 T02 5 -58836 37.6 37.6 36.0 -22448 1164 425 91949 -.811 0 40.3 63.4 22.1 20816 -3749 30000 .9268 .013 .824 T03 5 -67693 32.0 32.0 .36 .0 -25828 927 338 225983 -.810 0 34.3 40.4 22.1 23976 -2062 30000 .9543 .010 .820 T04 5 -67693 32.0 32.0 36.0 -25828 983 359 225983 -.810 0 34.3 40.4 22.1 23976 -1950 30000 .9543 .010 .820 T05 5 -77449 32.0 32.0 36.0 -29550 967 353 225983 -.927 0 34.3 40.4 22.1 23976 -1950 30000 .9477 .010 .937 T06 . 5 -77449 32.0 32.0 36.0 -29550 972 355 225983 -. 927 0 34.3 40.4 22.1 23976 -1942 30000 .9477 .010 .937 T07 5 -84160 32.0 16.0 36.0 ·-32110 970 354 225983 -.947 1 25.7 26.9 22.1 25498 -1942 30000 .9432 .010 .957 T08 5 -84160 32.0 16.0 36.0 -32110 971 354 225983 -.947 1 25.7 26.9 22.1 25498 -1941 30000 .9432 .010 .957 T09 5 -87824 32.0 16.0 36.0 -33509· 971 354 225983 -.988 1 25.7 26.9 22.1 25498 -1941 30000 .9407 .010 .998 TlO 5 -87824 32.0 16.0 36.0 -335.09 971 354 225983 -.988 1 25.7 26.9 22.1 25498 -1941 30000 .9407 .010 .998 Tll 5 -87952 32, 0. 16.0 36.0 -33557 971 354 225983 -.990 1 25.7 26.9 22.1 25498 -1941 30000 .9406 .010 1.000 Tl2 5 -87952 32.0 16.0 36.0 -33557 971 354 225983 -.990 1 25.7 26.9 22.1 25498 -1942 30000 .9406 .010 1.000 T13 5 -84478 32.0 16.0 36.0 -32232 971 354 225983 -.950 1 25.7 26.9 22.1 25498 -1942 30000 .9429 .010 . 961 Tl4 5 -84478 32.0 16.0 36.0 -32232 970 354 225983 -.950 1 25.7 26.9 22.1 25498 -1944 30000 .9429 .010 .961 Tl5 5 -77958 32.0 32.0 36.0 -29744 975 356 225983 -.933 0 34.3 40.4 22.1 23976 -1944 30000 .9474 .010 .943 Tl6 5 -77958 32.0 32.0 36.0 -29744 956 349 225983 -.933 \ 0 34.3 40.4 22.1 23976 -1983 30000 .9474 .010 .943 T17 5 -68392 32.0 32.0 36.0 -26094 1028 375 225983 -.818 0 ;34.3 40.4 22.1 23976 -1983 30000 .9538 .011 .829 T18 5 -68392 32.0 32.0 36.0 -26094 772 282 225983 -.818 0 34.3 40.4 22.1 23976 -2516 30000 .9538 .008 .826 T19 5 -58800 41. 6 41.6 36.0 -2243-5 1671 610 75126 -.854 0 44.6 70.1 22.1 19762 -4057 30000 .9104 .019 .873 '1'20 5 -59537 39.6 39.6 36.0 -22716 2667 974 82901 -.842 0 42.4 66.7 22.1 20296 -4057 30000 .9178 .031 .872 -- Job: 0790075 Mark: J19 2020 1. 56 . 615 .393 1.239 1..000 106.999 1.0~2 08-11-99 18:10:59 Page 116 .413 2 X 2 X .205 B01 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 1 7672 0 28952 0 3 71.85 0 42373 0 44514 0 42596 0 37599 0 295-56 0 18466 0 45.3 45.3 66.0 73.6 86.4 50.1. 64.0 64.0 125.3 104.1 122.2 95.0 64.0 64.0 125.3 104.1 122.2 95.0 64.0 64.0 144.0 104 .1 1.22. 2 1.09. 3 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64.0 144.0 104.1 122.2 109.3 64.0 64,0 133.3 104.1 122.2 101.1 64.0 64.0 133.3 104.1 122.2 101.1. '19.3 49.3 66.0 80.1 94.0 50.1 11.358 30000 18607 30000 23899 30000 27233 30000 28609 30000 27376 30000 24165 30000 18995 30000 11.868 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9073 24507 .6963 24507 .6099 24507 .5555 24507 .5331 24507 .5532 24507 .6056 24507 .6900 41385 .8853 .379 .000 .620 .000 .797 .000 .908 .000 .954 .000 . 913 .000 .805 .000 .633 .000 .396 .000 .379 .620 .797 .908 .954 • 91.3 .805 .633 .396 I req.= 660. 77 in4 I act .. = 916.51 in4 W-L/360= '196. 3 W-L/240= 294.4 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #OJ. Allowable Deflection= 3.75" Actual Deflection= 2.69" --------·---------------.-------------------------------------------------------- Mem Matl POl Rll.2 P20 Rll.2 P02 1517 P03 2016 P04 1717 P05 1515 P06 1517 Po·1 1210 P08 1510 P09 1·210 ·Pl.O 1212 Pll 1212 Pl.2 1210 Pl.3 1510 Pl.4 1210 Pl.S 1517 PJ.6 J.515 Pl. 7 171. 7 PJ.8 20J.6 Pl9 2016 SOl 1210 Description 1 1/8 RD 1 1/8 RD 1 1/2 X 1 1/2 X .170 2 X 2 X .163 1 3/4 X 1 3/4 X .170 1 1/2 X 1 1/2 X .155 1 1/2 X 1 1/2 X .170 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .125 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .170 1 1/2 X 1 1/2 X .155 1 3/4 X 1 3/4 X .170 2 X 2 X .163 2 X 2 X .163 1 1/4 X 1 1/4 X .109 # 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J. 1 J. 1 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 J. J. 1 J. J. 1 J. 1 Force 17800. 17800. -7408. 8691. -7637. 6584. -5530. 4477. -3423. 2370. -2221. -2221. 2238. -3292. 4345. -5399. 6452. -7506. 8559. -775J.. -2244. LX B 70.94 0 70. 94 0 33.34 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44.27 0 44. 27 ,· 0 4.4. 27 0 44.27 0 44. 27 0 44.27 0 35.12 0 39 .11 0 L/R 222.61 222.61 113.39 1.12.04 1.28.59 1.50.25 1.50.58 179.55 148.98 179.55 180.16 180.16 179.55 148.98 179.55 1.50.58 1.50.25 128.59 J.J.2.04 88.88 158.65 Weld 4.3 4.3 2.9 3.6 3.0 2.8 2.2 2.7 2.1 2.0 2.0 2.0 2.0 2.0 2.7 2.1 2.8 2.9 3.5 3.2 2.0 SRatio .597 .597 .856 .463 .869 .498 .982 .573 .908 .303 .915 . 915 .286 .873 .556 .958 .488 .854 .456 . 596 .816 Job: 0790075 Mark: Jl9 08-11-99 18:10:59 Page 117 S02 1210 1 1/4 X 1 1/4 X .1.09 1 1 -1755. 30.59 0 124.07 2.0 .417 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -175.S. 30.59 0 124.07 2.0 .417 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 . 417 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S07 1210 1 1/4 X 1 1/4 X .1.09 1 1 -1755. 30.59 0 124.07 2.0 .417 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1755. 30.59 0 124.07 2.0 .417 S10 1210 1 1/4 X 1 1/4 X .109 1 1 -2244. 39.11 0 158.65 2.0 .816 - Job: 0790075 Marlc: J20 08-11-99 18:11:04 Page 118 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left T~ X: .000 TC WP: 2.000 TC EndP: 41. 625 TC 1st PP: 37.625 BC EndP: 66.000 BC 1st PP: 13.250 Joist: 32LH06 Mark: J20 Loe: CARLSBAD OAL: 56'-2 6/8" BL: 56'-2 6/8" WL: 55'-10 6/8 11 16@ 32.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 41. 750 TC 1st PP: 41. 750 BC EndP: 66.000 BC 1st PP: 17.500 Depth: L 32.000 M 32.000 R 32.000 Ridge@ 28'-1 3/8" Eff. Depth: 30.84 Support Locations·: (From Left End ·Base Length) 1) 0 I -2 11 2) 56'-0 6/8" Joist Loading (ft, lbs, & ft*lbs) LC u. Load 1 273 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 273 273 . Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 U. Load 0 151 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases -----------------·-------------------------------------------------- Shea N/A N/A Chrd TC-LE N/A Chrd TC-LE N/A Mins PriWeb N/A Mins SecWeb N/A ConV TC-LE GY Joist Reactions (lbs) --------------------- 1-X ---------- Load Case # 1 .3 Load Case # 2 .3 Loc).d Case # 3 . 0 Load Case # 4 .0 Load Case # 5 .3 Load Case # 6 .1 250 0'-O" 8600 0'-0" 8600 0'-0" 1535 0'-O" 1535 0'-0" 500 28'-1 1-Y ---------- -7879.7 -7879.7 . 0 . 0 -7879.7 -4220.1 3/8" 2-Y -7879.6 -7879.6 .0 .0 -7879.6 -4220.1 0 0'- 0 0'- 0 0'- 0 0'- 0 0'- 0 0'- 0" 1 2 5 0" 3 4 0" 5 0" 1 2 5 0" 1 2 5 0" 1 2 5 ' -·- Job: 0790075 Mark: J20 08-11-99 18:11:04 Page 119 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2023 3.62 l.096 .622 1.143 1. 000 106. 999 2.960 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -24017 39.6 39.6 36.0 -6628 3043 1068 114327 -.226 0 36.1 63.7 31.5 22076 -3117 30000 .9826 .027 .253 2023 l. 75 .611 .392 1.246 1.000 106.999 .462 l.116 2 X 2 X .232 T02 5 -23322 37.6 37.6 36.0 -13340 1357 1216 39416 -.643 0 61.6 96.0 28.9 15610 -3117 30000 .8985 .037 .679 T03· 5 -32112 32.0 32.0 36.0 -18367 863 773 96873 -.614 0 52.3 61.3 28.9 22502 -2244 30000 .9242 .021 .635 T04 5 -32112 ,32. 0 32.0 36 .. b -18367 1001 896 96873 -.614 0 52.3 61.3 28.9 22502 -1963 30000 .9242 .024 .638 T05 l -33195 32.0 32.0 36.0 -18987 963 862 96873 -.844 0 52.3 61.3 28.9 22502 -1963 30000 .9216 .033 .877 TOG l -33195 32.0 32.0 36.0 -18987 973 871 96873 -.844 0 52.3 61.3 28.9 22502 -1943 30000 .9216 .033 .877 T07 l -39857 32.0 16.0 36.0 -22797 970 869 96873 -.887 l 39.3 40.8 28.9 25714 -1943 30000 .9059 .034 .921 T08 l -39857 32.0 16.0 36.0 -22797 971 870 96873 -.887 l 39.3 40.8 28.9 25714 -1941 30000 .9059 .034 .921 T09 l -43498 32.0 16.0 36.0 -24880 971 869 96873 -.968 l 39.3 40.8 28.9 25714 -1941 30000' .8973 .035 1.003 TlO l -43498 32.0 16.0 36.0 -24880 971 870 96873 -.968 l 39. 3 40.8 28.9 25714 -1941 30000 .8973 .035 1.003 Tll. l -43633 32.0 16.0 36.0 -24957 971 870 96873 -. 971 l 39.3 40.8 28.9 25714 -1941 30000 .8970 .035 l. 006 Tl2 l -43633 32.0 16.0 36.0 -24957 971 869 96873 -. 971 l 39.3 40.8 28.9 25714 -1942 30000 .8970 .035 1.006 Tl3 1 -40193 32.0 16.0 36.0 -22989 971 870 96873 -.894 l 39.3 40.8 28.9 25714 -1942 30000 .9051 .034 .928 ' Tl4 l -40193 32.0 16.0 36.0 -22989 969 868 96873 -.894 l 39.3 40.8 28.9 25714 -1945 30000 .9051 .034 .928 T15 1 -33731 32.0 32.0 36.0 -19293 976 874 96873 -.857 0 52.3 61.3 28.9 225-02 -1945 30000 .9203 .033 .891 Tl6 1 -33731 32.0 32.0 36.0 -19293 953 853 96873 -.857 0 52.3 61.3 28.9 22502 -1991 30000 .9203 .033 .890 Tl7 5 -32848 32.0 32.0 36.0 -18788 1039 931 96873 -.628 0 52.3 61.3 28.9 22502 -1991 30000 .9224 .025 .653 Tl8 1 -24248 32.0 32.0 36.0 -13869 736 -5689 96873 -.462 0 52.3 61..3 28.9 22502 -2627 30000 .9427 -.190 .652 Tl9 5 -23285 41.8 41. 8 36.0 -13318 1784 1599 32012 -.762 0 68.3 106.6 28.9 13149 -3750 30000 .8752 .051 .813 2023 3.62 1.096 .622 1.143 1.000 106.999 2.9q0 2.849 2 X 2 X .232 2025 3.00 2 X 2 X .250 T20 5 -24014 39.8 39.8 36.0 -6628 2814 988 113609 -.226 0 36.3 63.9 31. 5 22041 -3750 30000 .9825 .025 .252 Job: 0790075 Mark: J20 2020 1. 56 .615 .393 1.239 1.000 106.999 1.022 08-11-99 18:11:04 Page 120 .413 2 X 2 X .205 BOl B02 B03 B04 BOS B06 B07 BOB B09 l l 1 l i l l l l 17537 0 28731 0 36904 0 42056 0 44186 0 42291 0 37340 0 29368 0 18374 0 45.3 45.3 66.0 73.6 86.4 50.l 64.0 64.0 125.4 104.l 122.2 95.l 64.0 64.0 125.4 104.l 122.2 95.l 64.0 64.0 144.0 104.l 122.2 109.3 64.0 64.0 144.0 104.l 122.2 109.3 64.0 64.0 144.0 104.l 122.2 109.3 64.0 64.0 133.4 104.l 122.2 101.2 64.0 64.0 133.4 104.l 122.2 101.2 49.5 49.5 66.0 80.5 94.S 50.l 11271 30000 18465 30000 23718 30000 27029 30000 28398 30000 271.80 30000 23998 30000 1887'4 30000 J:1809 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49025 .9080 24507 .6986 24507 .6129 24507 .5588 24507 .5365 24507 .5564 24507 .6083 24507 .6919 40968 .8847 .376 .000 .616 .000 .791 .000 .901 .000 .947 .000 .906 .000 .800 .000 .629 .000 .394 .000 .376 .616 .791 .901 .947 .906 .800 .629 .394 I req.= 638.08 in4 I act.= 784.23 in4 W-L/360= 167.8 W-L/240= 251.6 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 3.75" Actual Deflection= 3.08" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rl.1.2 l 1/8 RD l l 17689. 71.04 0 229.34 4.3 .593 P20 Rll2 l 1/8 Rb l l 17686. 71. 04 0 229.34 4.3 .593 P02 1517 l 1/'?-X l 1/2 X .170 l l -7401. 33.57 0 ].14.17 2.9 . 861 P03 2016 2 X 2 X .163 l l 8658. 44.44 0 1.1.2.47 3.5 .461 P04 · 1717 l 3/4 X l 3/4 X .170 l l -7609. 44.44 0 129.09 3.0 .871 POS 1515 l 1/2 X l 1/2 X .155 l l 6560. 44.44 0 150.83 2.8 .496 P06 1517 l 1/2 X l 1/2 X .170 l l -5511. 44.44 0 151.16 2.2 .986 P07 1210 l 1/4 X l 1/4 X .109 l l 4462. 44.44 0 180.25 2.7 .571 P08 1510 l 1/2 X l 1/2 x .109 1 l -3413. 44.44 0 149.56 2.1 .913 P09 1210 l 1/4 X l 1/4 X .109 l l 2364. 44.44 0 180.25 2.0 .302 PlO 1212 l 1/4 X l 1/4 X .125 l l -2212. 44.44 0 180.86 2.0 .918 Pll 1212 1 1/4 X l 1/4 X .125 l l -2212. 44.44 0 180.86 2.0 .918 Pl2 1210 l 1/4 X l 1/4 X .109 l l 222.4. 44.44 0 180.25 2.0 .285 Pl3 1510 l 1/2 X 1 1/2 X .109 l l -3274. 44.44 0 149.56 2.0 .875 Pl4 1210 l 1j4 X l 1/4 X .109 l l 4323. 44.44 0 180.25 2.6 .553 Pl5 1517 l 1/2 X l 1/2 X . 170 l l -5372 . 4_4.44 0 151.16 2.1 .961 Pl6 1515 l 1/2 X l 1/2 X .155 l l 6421. 44.44 0 150.83 2.8 .485 Pl7 1717 l 3/4 X l 3/4 X .170 l l -7470. 44.44 0 129.09 2.9 .855 Pl8 2016 2 X 2 X .163 1 1· 8519. 44.44 0 112.47 3.5 .454 Pl9 2016 2 X 2 X .163 1 l -7762. 35.46 0 89.74 3.2 .600 S01 1210 l 1/4 X l 1/4 X .109 l 1 -2235. 39.31 0 159.44 2.0 .821 1 . -- Job: 0790075 Mq.rk: J20 08-J.1-,.99 18:11:04 Page 121 S02 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 12s:08 2.0 .421 S03 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S06 1210 1·1.;4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1753. 30.84 0 125.08 2.0 .421 S10 1210 i. 1/4 X 1 1/4 X .109 1 1 -2230. 39.23 0 159.12 2.0 .816 ··--e Job: 0790075 Mark: J20A 08-11-99 18:11:08 Page 122 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH06 Mark: J20A Req. by: ASE8 Lo9: CARLSBAD CA Tech: TRM Joist Panel layout {in) Left OAL: 45'-1 4/8" Right TC X: 5.000 BL: 44'-8 4/8" TC X: .000 TC WP: 2.000 WL: 44'-4 4/8" TC WP: 2.000 TC EndP: 41.625 TC EndP: 39.125 TC 1st PP: 37.625 12 @ 32.000 :re 1st PP: 34.125 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13.250 BC 1st PP: 7.250 Verticals located at all bottom chord panel points. beptl;l: L 32.000 M 32.000 R 32.000 Ridge@ 22'-4 2/8" Eff. Depth: 30.58 Support Locations: {From Left End-Base Length) 1) 0 1 -2" 2) 44'-6 4/8" Joist Loading {ft, lbs, & ft*lbs) LC U. Load 1 376 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 376 376 Distance Stress Deflec LC 1. 00 . 00 3 1. 33 . 00 6 U. Load 0 264 Load Distance Load Stress Deflec 1.33 .00 1. 00 240. 00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 75500 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 75500 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1879 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1879 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 22'-4 2/8" 0 0'-0" 1 2 5 Joist Reactions {ibs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .1 -8702.1 -8592.5 Load Case # 2 .1 -8702.1 -8592.5 Load Case # 3 .0 .0 . 0 Load Case # 4 .0 .0 . 0 Load Case # 5 .1 -8702.1 -8592.5 Load Case # 6 .1 -5934.5 -5857.5 ~ Job: 0790075 Mark: J20A 08-11-99 18:11:08 Page 123 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3028 5.84 4.238 .938 1.557 .922 111.416 19.361 22.844 3 X 3 X .281 3022 10.00 3 X 3 X .227 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 75500 7.0 7.0 36.0 12939 0 -3497301105 .324 0 1. 7 5.6 23.1 30000 -768 30000 .9999 -.001 .325 3028 3.21 :926 .591 1.640 i.000 106.999 1.284 3.229 3 X 3 X .281 T02 5 -92183 39.6 19.8 36.0 -28681 3468 1074 81554 -.848 1 42.8 33.5 22.0 25434· -·4952 30000 .8945 .033 .881 T03 5 -91218 37.6 37.6 36.0 -28381 166.6 516 90455 -.967 0 40.6 63.7 22.0 22077 -4952 30000 .9059 .015 .982 T04 5 -100081 32.0 32.0 36.0 -31138 1255 389 222312 -.909 0 34.6 40.6 22.0 . 25743 -2901 30000 .9440 .010 .920 T05 5 -100081 -32.0 32.0 36.0 -31138 1359 421 222312 -.909 0 34.6 40.6 22.0 25743 -2690 30000 .9440 .011 .921 T06 5 -108·801 32.0 32.0 36.0 -33851 1331 412 222312 -.989 0 34.6 40.6 22.0 25743 -2690 30000 .9391 .011 1.000 TO? 5 -108801 32.0 32.0 36.0 -33851 1338 415 222312 -.989 0 34.6 40.6 22.0 25743 --2675 30000 .9391 .011 1.000 T08 5 -113324 32.0 16.0 36:0 -35259 1336 414 222312 -.964 1 25.9 27.1 22.0 27505 -2675 30000 .9366 .011 .975 T09 5 -113324 32.0 16.0 36.0 -35259 1337 414 222312 -.964 1 25.9 27.1 22.0 27505 -2674 30000 .9366 .011 .975 TlO 5 -113079 32.0 16.0 36.0 -35182 1337 414 222312 -.962 1 25.9 27.1 22.0 27505 -2674 30000 .9367 .011 .973 Tl1 5 -113079 32.0 16.0 36.0 -35182 1337 414 222312 -.962 1 25.9 27.J,, 22,0 27505 -2674 30000 .9367 .011 .973 Tl2 5 -108162 32.0 32.0 3·6. 0 -3-3653 1336 414 222312 -.983 0 34.6 40.6 22.0 25743 -2677 30000 .9394 .011 .994 T13 5 -108162 32.0 32.0 36.0 -33653 1341 415 222312 -.983 0 34.6 40.6 22.0 25743 -2677 30000 .9394 .011 .994 \ T14 5 -99049 32.0 32 .0 36.0 -30817 1320 409 222312 -.900 0 34.6 40.6 22.0 25743 -2720 30000 .9446 .011 .911 T15 5 -99049 32.0 32.0 36.0 -30817 1401 434 222312 -.900 0 34.6 40.6 22.0 25743 -2720 30000 .9446 .011 .912 Tl6 5 -91284 34.1 34.1 36.0 -28401 1160 359 109961 -.925 0 36.9 57.8 22.0 23094 -4398 30000 .9225 .010 .935 T17 5 -92265 37.1 37.1 36.0 -28706 3423 1060 92908 -. 971 0 40.1 62.9 22.0 22225 -4398 30000 .9073 .031 1.003 Mark: J20A Job: 0790075 2017 1.35 .619 .394 1.~32 .981 108.040 BOl B02 B03 B04 BOS B06 B07 1 1 1 1 1 1 1 18648 0 29466 0 36087 0 38463 0 35645 0 28630 0 17418 0 45.3 45.3 71.3 73.1 86.0 54.4 64.0 64.0 120.0 103.4 121.7 91.6 64.0 64.0 120.0 103.4 121.7 91.6 64.0 64.0 144.0 103.4 121.7 109.9 64.0 64.0 144.0 103.4 121.7 109.9 64.0 64.0 144.0 103.4 121.7 109.9 39.3 39.3 66.3 631-4 74.6 50.6 13854 30000 21891 30000 26810 30000 28575 30000 26481 30000 21270 30000 J:2940 30000 .913 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (irt, in~4, plf) ·- 08-11-99 18:11:08 Page 124 .359 2 X 2 X .176 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 49666 .8884 24828 .6473 24828 .5681 24828 .5396 24828 .5734 24828 .6573 66012 .9216 .462 .000 .730 .000 .894 .000 .952 .000 .883 .000 .709 .000 .431 .000 .462 .730 .894 .952 .883 .709 .431 I req.= 481. 30 in4 I act.= 890.54 in4 W-L/360= 380.7 W-L/240= 571.1 Complex Loading Deflections: (Truss-Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.98" Mem Ma.tl POl Rl12 P16 Rl12 P02 2016 P03 2016 P04 1715 POS 1212 P06 1512 PO? 1210 P08 1510 P09 151.0 PlO 1210 Pll 1513 Pl2 1513 Pl3 1717 Pl4 2016 Pl5 1517 SOl 1210 S02 1210 S03 1210 S04 1210 sos 1210 S06 1210 S07 1210 S08 1212 Description 1 1/8 RD 1 1/8 RD 2 X 2 X .163 2 X 2 X .163 1 3/4 X 1 3/4 X .155 1 1/4 X 1 1/4 X .125 1 1/2 X 1 1/2 X .123 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .109 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 1 3/4 X 1 3/4 X .170 2 X 2 X .163 1 1/2 X 1 1/2 X .170 1 1/4 X 1 1/4 X .109 1 i/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X l 1/4 X .109 l 1/4 X l 1/4 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .125 # i 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 l 1 1 1 1 1 1 LC 1 1 1 1 1 1 l 1 1 1 1 1 l 1 1 1 1 1 1 l 1 1 1 1 Force 19069. 19160. -7641. 8569. -7118. 5667. -4216. 2764. -2720. -2720. 3037. -4488. 5939. -7390. 8842. -7343. -2645. -2068. -2068. -2068. -2068. -2068. -2068. -2753. Actual Deflection= 1.60" LX 70.93 70.93 33.33 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 31.43 39.11 30. 58 30.58 30.58 30.58 30.58 30.58 40. 71 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 222.66 222.66 84.35 112.02 128.28 180.13 149.38 179.53 148.96 148.96 179.53 149.80 149.80 128.57 112.02 106.90 158.62 124.04 124.04 124.04 124.04 124.04 124.04 165.68 Weld 5.4 5.4 3.1 3.5 3.1 3.0 2.3 2.0 2.0 2.0 2.0 2.2 2.9 2.9 3.6 2.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SRatio .639 .643 .572 .457 .886 .636 1. 001 .354 .721 . 721 .388 .961 .501 . 841 .471 .804 .962 .492 .492 .492 .492 .492 .492 .959 Job: 0790075 Mark: J21 08-11-99 18:11:13 Page 125 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 2.000 TC WP: 2.000 TC EndP: 31.125 TC 1st PP: 29.125 BC EndP: 43.000 BC 1st PP: 17.250 Joist: 24K7 OAL: BL: Mark: J21 Loe: CARLSBAD 34'-2 4/8" 34'-0 4/8" TC WL:,33'-8 4/8" TC TC 12 @ 24.000 .TC BC BC Verticals located at all bottom chord panel points. Req. by: ASEB CA Tech: TRM Right X: .000 WP: 2.000 EndP: 31.125 1st PP: 29.125 EndP: 35.000 1st PP: 25.250 Dept!].: L 24.000 M 24.000 R 24.000 Ridge@ 17'-0 2/8" Eff. Depth: 22.95 support Locations: (From Left End -Base Length) ----------------. 1) 0'-2 11 2) 33'-10 4/8" -------------------------------------~-----·-------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 350 1.00 180.00 2 350 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 350 1. 33 .00 6 241 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/A 600 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1200 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1200 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 1200 17'-0 2/8" 0 o•~ 0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -----------------------_,_ ----- Load Case # 1 .1 -6557.3 -6498.9 Load Case # 2 .1 -6557.3 -6498 . .9 Load Case # 3 .0 . 0 '0 Load Case # 4 . 0 . 0 . 0 Load Case # 5 .1 -6557.3 -6498.9 Load Case # 6 .1 -4102.0 -4061.8 -----------------------------. -------------------------------------------------- - Job: 0790075 Mark: J21 08-11-99 18:11:13 Page 126 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 8600 4.0 4.0 36.0 2751 0 -10411166246 .069 0 3.7 6.4 32.2 30000 -233 30000 .9999 -.003 .072 T02 5 -19454 29.1 29. 1 36.0 -6223 1903 849 210618 -.218 0 26.6 46.8 32.2 21440 -2322 27000 . 9911 .025 .243 2016 J..25 .621 .395 J..229 .952 109.653 .335 .860 2 X 2 X .163 T03 5 -19014 29. 1 29. 1 36.0 -15201 1084 1260 67836 -.648 0 46.9 73.7 29.3 17635 -2322 27000 .9328 .041 .689 T04 5 -27$97 24.0 24.0 36.0 -22062 0 0 99901 -.763 0 38.7 60.7 29.3 . 21749 0 30000 . 911 7 .000 .763 T0S 5 -27597 24.0 24.0 36.0 -22062 0 0 9990i -.763 0 38.7 60.7 29.3 21749 0 30000 .9117 .000 .763 T06 1 -26109 24.0 24.0 36.0 -20873 0 0 99901 -.960 0 38.7 60.7 29.3 21749 0 30000 .9164 .000 .960 T07 1 -26109 24.0 24.0 36.0 -20873 0 0 99901 -.960 0 38.7 60.7 29.3 21749 0 30000 .9164 .000 .960 T08 1 -30293 24.0 12. 0 36.0 -24218 0 0 99901 -.973 1 38.7 30.4 29.3 24896 0 30000 .9030 .000 .973 T09 J. -30293 24.0 12.0 36.0 -24218 0 0 99901 -.973 1 38.7 30.4 29.3 24896 0 30000 .9030 .000 .973 Tl0 1 -30293 24.0 12.0 36.0 -24218 0 0 99901 -.973 1 38.7 30.4 29.3 24896 0 30000 .9030 .000 .973 'I'll 1 -30293 24.0 12.0 36.0 -24218 0 0 99901 -.973 1 38.7 30.4 29.3 24896 0 30000 .9030 .000 .973 T12 1 -26109 24.0 24.0 36.0 -20873 0 0 99901 -.960 0 38.7 60.7 29.3 21749 0 30000 .9164 .000 .960 T13 1 -26109 24.0 24.0 36.0 -20873 0 0 99901 -.960 0 38.7 60.7 29.3 21749 0 30000 .9164 .000 .960 '\ T14 5 -27597 ·24.0 24.0 36.0 -22062 0 0 99901 -.763 0 38.7 60.7 29.3 21749 0 30000 .9117 .000 .763 T15 5 -27597 24.0 24.0 36.0 -22062 0 0 99901 -.763 0 38.7 60.7 29.3 21749 o· 30000 . 9117 .000 .763 T16 5 -17193 29.1 29. 1 36.0 -13745 1079 1254 67836 -.586 0 46.9 73.7 29.3 17635 -2337 27000 .9392 .041 .627 2016 3.13 1.094 .623 J.. 119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T17 5 -17336 29.1 29.1 36.0 -5546 2034 908 210618 -.194 0 26.6 46.8 32.2 21440 -2337 27000 .9921 .027 .221 Job: 0790075 1715 1. 04 .541 BOl 1 14342 0 B02 1 22919 0 B03 1 28567 0 B04 1 31287 0 BOS 1 28567 0 B06 1 22919 0 B07 1 14342 0 Mark: J21 .345 1.133 .983 107.912 41.3 41.3 58.0 76.2 119.6 48.1 48.0 48.0 97.3 88.7 139.1 80.7 48.0 48.0 97.3 88.7 139.1 80.7 48.0 48.0 105.3 88.7 139.1-87.4 48.0 48.0 105.3 88.7 139.1 87.4 ~8.0 48.0 105.3 88.7 139.1 87.4 49.3 49.3 64.0 91.0 142.7 53.1 13831 30000 22102 30000 27549 30000 30172 30000 27549 30000 22102 30000 13831 30000 .614 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08-11-99 18:11:13 Page 127 .242 1 3/4 X 1 3/4 X .155 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 25726 .461 . 7849 . 000 . 461 18999 . 737 .5347 .000 .737 18999 . 918 .4200 .000 .918 18999 1.006 .3648 .000 1.006 18999 . 918 .4200 .000 .918 18999 .737 .5347 .000 .737 18047 . 461 . 6934 . 000 . 461 Summary of Joist Deflection Criteria (in, inA4, plf) I req.= 179.41 in4 I act.= 299.27 in4 W-L/360= 291.9 W-L/240= 437.9 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.27" Actual Deflection= 1.55" Mem Matl bescription-# LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 13667. 41.47 0 189.56 4.4 .842 P16 R875 7/8 RD 1 1 11691. 35.47 0 162.16 3.7 .720 P02 1517 i 1/2 X 1 1/2 X .170 1 1 -7287. 25.33 0 86.17 2.9 .853 P03 1517 1 1/2 X 1 1/2 X .170 1 1 7308. 29.30 0 99.67 2.9 .506 P,04 1515 1 1/2 X 1 1/2 X .155 1 1 -6295. 29.30 0 99.46 2.7 .962 POS 1212 1 1/4 X 1 1/4 X .125 1 1 5282. 29.30 0 119.25 2.8 .593 P06 1510 1 1/2 X 1 1/2 X .109 1 1 -4269. 29.30 0 98.62 2.6 .929 P07 1010 1 X 1 X .109 1 1 3256. 29.30 0 149.37 2.0 .527 P08 1210 1 1/4 X 1 1/4 X .109 1 1 .:2243. 29.30 0 118.85 2.0 .814 P09 1210 1 1/4 X 1 1/4 X .109 1 1 -2243. 29.30 0 118.85 2.0 .814 PlO 1010 1 X 1 X .109 1 1 3256. 29.30 0 149.37 2.0 .527 P11 1510 1 1/2 X 1 1/2 X .109 1 1 -4269. 29.30 0 98.62 2.6 .929 P12 1212 1 1/4 X 1 1/4 X .125 1 1 5282. 29.30 0 119. 25 2.8 .593 P13 1515 1 1/2 X 1 1/2 X .155 1 1 -6295. 29.30 0 99.46 2.7 .962 P14 1517 1 1/2 X 1 1/2 X .170 l 1 7308. 29.30 0 99.67 2.9 .506 P15 2016 2 X 2 X .163 1 1 -8661. 30 .11 0 76.20 3.5 . 723 SOl 1010 1 X 1 X .109 1 1 -1522. 22.80 0 116.23 2.0 .668 S02 1010 1 X 1 X .109 1 1 -1351. 20.25 0 103.22 2.0 .470 S03 1010 1 X 1 X .109 1 1 -1351. 20.25 0 103.22 2.0 .470 S04 1010 1 X 1 X .109 1 1 -1351. 20.25 0 103.22 2.0 .470 sos 1010 1 X 1 X .109 1 1 -1351. 20:25 0 103.22 2.0 .470 S06 1010 1 X 1 X .109 1 1 -1351. 20.25 0 103.22 2.0 .470 S07 1010 1 X 1 X .109 1 1 -1351. 20.25 0 103.22 2.0 .470 sos 1010 1 X 1 X .109 1 1 -1371. 20.54 0 104.69 2.0 .489 \ • • Job: 0790075 Mark: J22 08-11-99 18:11:18 Page 128 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 2.000 TC WP: 2.000 TC EndP: 31.125 TC 1st PP: 29.125 BC EndP: 43.000 BC 1st PP: 17.250 Joist: 24K7 OAL: BL: WL: 12 Mark: J22 Loe: CARLSBAD 34'-2 4/8" 34'-0 4/8" 33'-8 4/8" @ 24.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 31.125 TC 1st PP: 29.125 BC EndP: 35.000 BC 1st PP: 25.250 Dept:P,: L 24.000 M 24.000 R 24.000 Ridge@ 17'-0 2/$" Eff. Depth: 22.85 Support Locations:. (From Left End-Base Length) ------------------ 1) O'-2 11 2) 33'-10 4/8" Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 350 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load U. Load 350 350 Distance Stress Deflec LC 1. 00 . 00 3 1.33 .00 6 u. Load 0 241 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 ·O I -0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0 I-· 0" 0 0'-0" 5 Mins PriWeb N/A 1200 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1200 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 17'-0 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y :;!-Y ------------------------------ Load Case # 1 .1 -6207.3 -6148.9 Load Case # 2 .1 -6207.3 -614~3. 9 Load Case # 3 .0 .0 .0 Load Case # 4 .0 .0 .0 Load Case # 5 .1 -6207.3 -6148.9 Load Case # 6 . 0 -4i02.0 -4061.8 -------------------------------------· . ----. -------------------------------------- --·e Job: 0790075 Mark: J22 08-11-99 18:11:18 Page 129 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1.100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment :Eb FE ARat Fill~ KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 44000 4.0 4.0-36.0 10813 0 -7111285556 .271 0 3.6 5.5 28.4 30000 -233 30000 .9996 -.002 .273 T02 5 -54270 29.1 29.1 36.0 -13337 1870 567 212868 -.433 0 26.5 40.2 28.4 23156 -2402 27000 .9812 .016 .449 2523 2.19 .772 .492 1.435 .996 107.190 .731 1.843 2 1/2 X 2 1/2 X .230 T03 5 -53828 29.1 29.1 36.0 -24532 1059 574 104988 -.899 0 37.7 59.1 25.1 20520 -2402 27000 .9299 .018 .917 T04: 5 -61814 24.0 24.0 36.0 :..28111 0 0 154615 -.866 0 31.1 48.7 25.1 24472 0 30000 .9271 .000 .866 T05 5 -61814 24.0 24.0 36.0 -28171 0 0 154615 -.866 0 31.1 48.7 25.1 24472 0 30000 .9271 .000 .866 T06 5 -68220 24.0 24.0 36.0 -31091 0 0 154615 -.955 0 31.1 48.7 25.1 24472 0 30000 .9196 .000 .955 T07 5 -68220 24.0 24.0 36.0 -31091 0 0 154615 -.955 0 31.1 48.7 25.1 24472 0 30000 .9196 .000 .955 T08 5 -71686 24.0 24.0 36.0 -32670 0 0 154615 -1.004 0 31.1 48.7 25.1 24472 0 30000 .9155 .000 1.004 T09 5 -71686 24.0 24.0 36.0 -32670 0 0 154615 -1.004 0 31.1 48.7 25.1 24472 0 30000 .9155 .000 1.004 Tl0 5 -71686 24.b 24.0 36.0 -32670 0 0 154615 -1.004 0 31.1 48.7 25.1 24472 0 30000 .9155 .000 1.004 Tll 5 -71686 24.0 24.0 36.0 -32670 0 0 154615 -1.004 0 31.1 48.7 25.1 24472 0 30000 .9155 .000 1.004 T12 5 -68220 24.0 24.0 36.0 -31091 0 0 154615 -.955 0 31.1 48.7 25.1 24472 0 30000 .9196 .000 .955 T13 5 -68220 24.0 24.0 36.0 -31091 0 0 154615 -.955 0 31.1 48.7 25.i 24472 0 30000 .9196 .000 .955 ' T14 5 -61814 24.0 24.0 36.0 -28171 0 0 154615 -.866 0 31.1 48.7 25.1 24472 0 30000 .9271 .000 .866 TlS 5 -61814 24.0 24.0 36.0 .a.28171 0 0 154615 -.866 0 31.1 48.7 25.1 24472 0 30000 . 9271 .000 .866 Tl6 5 -5:2122 29.1 29.1 36.0 -23754 969 526 104988 -.870 0 37.7 59.1 25.1 20520 -2692 27000 .9321 .017 .887 Tl7 5 -52266 29.1 29.1 36.0 -23820 1893 1027 104988 -.873 0 37.7 59.1 25.1 20520 -2692 27000 .9319 .032 .905 - Job: 0790075 Mark: J22 08-11-99 18:11:18 Page 130 1517 .96 .459 .294 1.044 1.000 106.999 .463 .191 1 ·1/2 X 1 1/2 X .170 B01 1 13508 41.3 41.3 58.0 14-039 0 0 18489 .468 0 89.9 140.3 52.2 30000 0 30000 .6963 .000 .468 B02 1 21384 48.0 48.0 97.3 22225 0 0 13654 .741 0 104.6 163.3 87.6 30000 6 30000 .3489 .000 .741 B03 1 26320 48.0 48.0 97.3 27354 0 0 13654 .912 0 104.6 163.3 87.6 30000 0 30000 .1987 .000 .912 B04 i 28316 48.0 48.0 105.3 29428 0 0 13654 .981 0 104.6 163.3 94.8 30000 0 30000 .1379 .000 .981 BOS 1 26320 48.0 48.0 105.3 27354 0 0 13654 .912 0 104.6 163.3 94.8 30000 0 30000 .1987 .000 .912 B06 1 2.1384 48.0 48.0 105.3 22225 0 .0 13654 .741 0 104.6 163.3 94.8 30000 0 30000 .3489 .000 .741 B07 .1 13508 49.3 49.3 64.0 14039 0 0 12970 .468 0 107.3 167.5 57.6 30000 0 30000 .5670 .000 .468 Summary of Joist Deflection Criteria (in, inA4, plf) I reg;.= 179.41 in4 I act.= 350.83 in4 W-L/360= 342.2 W-L/240= 513.3 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load case #01 Allowable Deflection= 2.27" Actual Deflection= 1.26" Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 12271. 41.08 0 187.79 3.6 .756 Pl6 R875 7/8 RD 1 1 10494. 35.13 0 160.59 3.1 .646 P02 1515 1 1/2 X 1 1/2 X .155 1 1 -6421. 25.06 0 85.05 2.8 .810 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6308. 29.00 0 98.16 3.0 .532 P04 1512 1 1/2 X 1 1/2 X .123 1 1 -5293. 29.00 0 97.88 2.9 .998 P05 1010 1 X 1 X . 109 1 1 4278 . 29.00 0 147.84 2.6 .692 'I, P06 1510 1 1/2 X 1 1/2 X .109 1 1 -3263. 29.00 0 97.60 2.0 .701 P07 1010 1 ~ 1 X .109 1 1 2248. 29.00 0 147.84 2.0 .363 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -1740. 29.00 0 117.63 2.0 .619 P09 1210 1 1/4 X 1 1/4 X .109 1 1 -I740. 29.00 0 117.63 2.0 .619 PlO 1010 1 X 1 X .109 1 1 2248. 29.00 0 147.84 2.0 .363 Pll 1510 1 1/2 X 1 1/2 X .109 1 1 -3263. 29.00 0 97.60 2.0 .701 P12 1010 1 X 1 X .109 1 1 4278. 29.00 0 147.84 2.6 .692 P13 1512 1 1/2 X 1 1/2 X .123 1 1 -5293. 29.00 0 97.88 2.9 .998 Pl.4 1513 1 1/2 X 1 1/2 X .138 1 1 6308. 29.00 0 98.16 3.0 .532 Pl.5 1717 1 3/4 X 1 3/4 X .170 1 1 -7637. 29.80 0 86.58 3.0 .764 SOl 1010 1 X 1 X . 109 1 1 -1508 . 22.54 0 114.89 2.0 .647 S02 1010 1 X 1 X . 109 1 1 -1338 . 20.00 0 101.95 2.0 .456 S03 1010 1 X 1 X .109 1 1 -i338. 20.00 0 101.95 2.0 .456 S04 1010 1 X 1 X .109 1 1 -1338. 20.00 0 101. 95 2.0 .456 sos 1010 1 X 1 X .109 1 1 -1338. 20.00 0 101. 95 2.0 .456 S06 1010 1 X 1 X .109 1 1 -1338. 20.00 0 101.95 2.0 .456 S07 1010 ]; X 1 X .109 1 1 -1338. 20.00 0 101.95 2: 0 .456 S08 1010 1 X 1 X .109 1 1 -1358. 20.29 0 103.40 2.0 .474 ·- Job: 0790075 Mark: J23 08-11-99 18:11:22 Page 131 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout {in) Left TC X: 2.000 TC WP: 2.000 TC EndP: 31.250 TC 1st PP: 29.125 BC EndP: 43.000 BC 1st PP: 17.375 SMI Joist En~ineering Report Joist: 24K7 OAL: BL: WL: 12 Mark: J23 Loe : CA.-q_I,SBAD 34'-2 5/8 11 34'-0 5/8 11 33'-8 5/8 11 @ 24.000 Verticals located at all bottom chord panel points. Reg. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 31.125 TC 1st PP: 29.125 BC EndP: 35.000 BC 1st PP: 25.250 Deptl].: L 24.000 M 24.000 R 24.000 Ridge@ 17'-0 2/8 11 Ef:f;. Depth: 23.00 Support Locations: {From Left End ~ase Length) 1.) 0 I -2 11 2). 33'-1.0 5/8 11 Joist Loading {ft, lbs, & ft*lbs) LC u. Load 1 350 4 0 -Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 350 350 Distance Stress Deflec LC 1.00 .00 3 1. 33 . 00 6 u. Load 0 241. Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A Chrd TC-LE N/A Chrd TC-LE N/A Mins PriWeb N/A Mins SecWeb N/A Conv TC-LE GY Joist Reactions (lbs) --------------------- 1.-X ---------- Load Case # 1 .1 Load Case # 2 .1 Load Case # 3 . 0 Load Case # 4 . 0 Load Case # 5 .1 Load Case # 6 .1 250 0'- 8600 0'- 8600 0'- 1200 0'- 1.200 0'- 500 17 1 - 1-Y ---------- -6209.1 -6209.1 . 0 • 0 -6209.1 -4103.2 0" O" 0" -0" 0" 0 2/811 2-Y -6150.7 -6150.7 • 0 • 0 -6150.7 -4063.1 0 0'-0" 1. 2 5 0 0'-0" 3 4 0 0'-0" 5 0 0'-0" 1. 2 5 0 0'-0" 1 2 5 0 0'-0" 1 2 5 \ • • Job: 0790075 Mark: J23 08-11-99 18: 11: 22 Page 132 Matl Area RX RZ RYY Q Cc sxs SXL Des·cription Mat2 Depth 2016 3.13 1..094 .623 1...119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 8600 4.0 4.0 36.0 2751 0 -10411166246 .069 0 3.7 6.4 32.2 30000 -233 30000 .9999 -.003 .072 T02 5 -18803 29.3 29.3 36.0 -6015 1927 860 208822 -.211 0 26.7 47.0 32.2 21415 -2326 27000. .9914 .025 .237 2016 1..25 .621 .395 1..229 .952 109.653 .335 .860 2 X 2 X .163 T03 5 -18368 29 .1 29.1 36.0 -14684 1083 1259 67836 -.626 0 46.9 73.7 29.3 17635 -2326 27000 .9351 .041 .667 T04 5 -26325 24,0 24.0 36.0 -21045 0 0 99901 -. 728 0 38.7 60.7 29.3 21749 0 30000 .9157 .000 . 728 T05 5 -26325 24.0 24.0 36.0 -21045 0 0 99901 -. 728 0 38.7 60.7 29.3 21749 0 30000 .9157 .000 . 728 T06 5 -32685 24.0 12.0 36.0 -26130 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 T07 5 -32685 24.0 12.0 36.0 -26130 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 T08 1 --27525 24.0 12.0 36.0 -22005 0 0 99901 -.884 1 38.7 30.4 29.3 24896 0 30000 . 9119 .000 .884 T09 1 -27525 24.0 12.0 36.0 -22005 0 0 99901 -.884 1 38.7 30.4 29.3 24896 0 30000 . 91.19 .000 .884 TlO 1 -27520 24.0 12.0 36.0 -22000 0 0 99901 -.884 1 38.7 30.4 29.3 24896 0 30000 . 91.19 .000 .884 Tl1 1 -27520 24.0 12. 0 36.0 -22000 0 0 99901 -.884 1 38.7 30.4 29.3 24896 0 30000 . 9119 .000 .884 Tl.2 5 -32673 24.0 12.0 36.0 -26120 0 0 99901 -.789 1 38.7 30.4 29-. 3 24.896 0 30000 .8954 .000 .789 Tl.3 5 -32673 24.0 12.0 36.0 .-26120 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 ' Tl.4 5 -26304 24.0 24.0 36.0 -21029 0 0 99901 -.727 0 38.7 60.7 29.3 21749 0 30000 .9158 .000 . 727 T15 5 -26304 24.0 24.0 36.0 -21029 0 0 99901 -.727 0 38.7 60.7 29.3 21749 0 30000 . 91.58 .000 . 727 T16 5 -16672 29 .1 29.1 36.0 -13328 1079· 1254 67836 -.568 0 46.9 73.7 29.3 17635 -2337 27000 .9411 .041 .609 2016 3.13 1. 094 .623 1.119 .952 109.653 2 .8'09 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Tl7 5 -16815 29.1 29.1 36.0 -5379 2034 908 210618 -.189 0 26.6 46 .. 8 32.2 21440 -2337 27000 .9923 .027 . 216 - Job: 0790075 Mark: J23 1517 .96 .459 .294 1.044 1.000 106.999 BOl 1 13449 41.4 41.4 58.0 0 90.1 140.7 52.2 B02 1 21270 48.0 48.0 97.4 0 104.6 163.3 87.7 B03 1 26170 48.0 48.0 97.4 0 104.6 163.3 87.7 B04 1 28148 48.0 48.0 105.3 0 104.6 163.3 94.8 BOS 1 26161 48.0 48.0 105.3 0 104.6 163.3 94.8 B06 1 21254 48.0 48.0 105.3 0 104.6 163.3 94.B B07 1 13425 49.3 49.3 64.0 0 107.3 167.5 57.6 13977 30000 22106 30000 27198 30000 29253 30000 27189 30000 22089 30000 13952 30000 .463 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08-11-99 18:11:22 Page 133 .191 1·1/2 X 1 1/2 X .170 0 30000 0 30000 0 30000 0 30000 0 30000 .0 30000 0 30000 18377 .6958 13654 .3524 13654 .2032 13654 .1430 13654 .2035 13654 .3529 12970 .5697 .466 . 000 . 466 .737 .000 .737 .907 .000 .907 .975 .000 .975 .906 .000 .906 .736 . 000 . 736 .465 .000 .465 Summary of Joist beflection Criteria (in, in"'4, plf) ------------------·--------------------------------- I req.= 179.58 in4 I act.= 288.44 in4 W-L/360= 281.1 W-L/240= 421.6 Complex Loading Deflections: (Truss .Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.27" Actual Deflection= 1.49" ------------------------------------------------------------------------------- Mem Matl POl R875 Pl6 R875 P02 1515 P03 1513 P04 1513 P05 1010 P06 1510 P07 1010 P08 1210 P09 J,210 PlO 1010 Pll 1510 P12 1010 Pl3 1513 Pl4 1513 PlS 1717 S01 1010 S02 1010 S03 1010 S04 1010 sos 1010 S06 1010 S07 1010 S08 1010 Description 7/8 RD 7/8 RD 1 1/2 X 1 1/2 X .155 1 1/2 X 1 1/2 X .138 1 1/2 X l 1/2 X .138 l X l X .109 1 1/2 X l 1/2 X .109 1 X 1 X .109 l 1/4 X l 1/4 X .109 1 1/4 X l 1/4 X .109 1 X l X •. 109 1 1/2 X l 1/2 X .109 1 X 1 X .109 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 l. 3/4 X 1 3/4 X .170 1 X l X .109 1 X 1 X .109 1 X 1 X .109 1 X 1 X .109 1 X 1 X .109 1 X 1 X .109 1 X 1 X .109 1 X 1 X .109 # LC 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J. 1 1 1 1 1 1 1 1 1 1 1 1 Force 12210. 10451. -6420. 6284. -5272. 4261. -3249. 2237. -1734. -1734. 2243. -3254. 4266. -5278. 6289. -7612. -1502. -1338. -1338. -1338. -1338. -1338. .,.1339. -1356. LX 41.90 35.85 25.69 29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 30.44 23.02 20.50 20.50 20.50 , 20 .. 50 20.50 20.50 20.79 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R 191.53 163.88 87.19 100.27 100.27 151.02 99.70 151.02 120.l.6 120.l.6 151.02 99.70 151.02 100.27 100.27 88.42 117.34 104.50 104.50 104.50 104.50 104.50 104.50 105.97 Weld 3.7 3.2 2.8 3.0 2.5 2.6 2.0 2.0 2.0 2.0 2.0 2.0 2.6 2.5 3.0 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SRatio .752 .644 .830 .530 .912 .689 . 718 .362 .643 .643 .363 . 719 .690 .913 .531 . 778 .672 .476 .476 .476 .476 .476 .476 .495 - Job: 0790075 Mark: J21A 08-11-99 18:11:25 Page 134 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 24K7 Mark: J21A Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Le-ft OAL: 34'-2 4/8" Right TC X: 2.000 BL: 34'-0 4/8·"· TC X: .000 TC WP: 2.000 WL: 33'-8 4/8" TC WP: 2.000 TC EndP: 31.125 TC EndP: 31.125 TC 1st PP: 29.125 12@ 24.000 TC 1st PP: 29.125 BC EndP: 43.000 BC EndP: 35.000 BC 1st PP: 17.250 BC 1st PP: 25.250 Vertica];s located at all bottom chord panel points. Deptl;l: L 24.000 M 24.000 R 24.000 Ridge@ 17'-0 2/8" Eff. Depth: 23.00 Support Locations·: (From Left End ·Base Length) 1) 0'-2" 2) 33'-10 4/8" Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 350 4 0 Type Ref-pt Stress Deflec LC 1.00 -180.00 2 1.33 .00 5 U. Load 350 350 Orient Load Distance Stress Deflec LC 1.00 . 00 3 1. 33 . 00 6 U. Load 0 241 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A Chrd TC-LE N/A Chrd TC-LE N/A Mins PriWeb N/A Mins SecWep N/A ConV TC-LE GY Joist Reactions (lbs) --------------------- 1-X ----------- Load Case # 1 .1 Load Case # 2 .1 Load Case # 3 .o Load Case # 4 .0 Load Case # 5 .1 Load Case # 6 .1 250 0'-0" 8600 0'-0" 8600 0'-0" 1200 0'-0·11 1200 0'-0" 500 17'-0 2/8" 1-Y 2-Y ---------- -6207.3 -6207.3 .0 . 0 -6207.3 -4102.0 -6148.9 -6148.9 .0 • 0 -6148.9 -4061. 8 0 0'-0" 1 2 5 0 0'-0" 3 4 0 0'-0" 5 0 0'-0" 1 2 5 0 0'-0" 1 2 5 0 0'-0" 1 2 5 \ ·e Job: 0790075 Mark: J21A 08-11-,99 18:11:25 Page 135 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 8600 4.0 4. o. 36.0 2751 0 -10411166246 .069 0 3.7 6.4 32.2 30000 -2,33 30000 .9999 -.003 .072 T02 5 -1.8803 29.1 29.1 36.0 -6015 1.903 849 21061.8 -.211 0 26.6 46 .. 8 32.2 21440 -2322 27000 .991.4 .025 .236 2016 1.25 .621 .395 1.229 .952 109.653 .33·5 .860 2 X 2 X . 1.63 T03 5 -18364 29.1 29.1 36.0 -14681 1.084 1260 67836 -.626 0 46.9 73.7 29.3 17635 -2322 27000 .9351. .041. .667 T04 5 -26298 24.0 24.0 36.0 -21024 0 0 99901 -.727 0 38.7 60.7 29.3 21749 0 30000 .91.58 .000 . 727 T05 5 -26298 24.0 24.0 36.0 -210-24 0 0 99901 -. 727 0 38.7 60.7 2.9 .3 21749 ·0 30000 .9158 .000 . 727 T06 5 '-32662 24.0 12.0 36.0 -26112 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 T07 5 -32662 24.0 1.2. 0 36.0 -26112 0 0 99901. -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 T08 1 -27505 24.0 12.0 36.0 -21989 0 0 99901. -.883 1 38.7 30.4 29.3 24896 0 30000 .9120 .000 .883 T09 1 -27505 24.0 12.0 36.0 -21989 0 0 99901 -.883 1 38.7 30.4 29.3 24896 0 30000 .91.20 .000 .883 Tl.0 1 -27505 24.0 12.0 36.0 -21989 0 0 99901 -.883 1 38.7 30.4 29.3 24896 0 30000 .9120 .000 .883 Tll 1 -27505 24.0 12.0 36.0 -21989 0 0 99901. -.883 1 38.7 30.4 29.3 24896 0 30000 .91.20 .000 .883 Tl2 5 -32662 24.0 12.0 36.0 -26112 0 0 99901. -.789 1 38.7 30.4 29.3 24896 0 30000 .8954 .000 .789 Tl.3 5 -32662 24.0 12.0 36.0 -26112 0 0 99901 -.789 1 38.7 30•.4 29.3 24896 0 30000 .8954 .000 .789 \ Tl.4 5 -26298 24.0 24.0 36.0 -21024 0 0 99901 -. 727 0 38.7 60.7 29.3 21749 0 30000 .9158 .000 . 727 Tl5 5 -26298 24.0 24.0 36.0 -21024 0 0 99901 -. 727 0 38.7 60.7 29.3 21.749 0 30000 .9158 .000 .727 T16 5 -16669 29.1 29.1 36.0 -13326 1079 1254 67836 -.568 0 46.9 73.7 29.3 17635 -2337 27000 .9411 .041 .609 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X . l.63 2025 3.00 2 X 2 X .250 T17 5 -16812 29.1 29.1 36.0 -5378 2034 908 21.0618 -.189 0 -26.6 46.8 32.2 21440 -2337 27000 .9923 .027 .21.5 Job: 0790075 Mark: J21A 08-11-99 18:11:25 Page 136 1517 .96 .459 .294 1.044 1.000 106.999 .463 .191 1 ·1/2 X 1 1/2 X .170 BOl 1 13420 41.3 41.3 58.0 13947 0 0 18489 .465 0 89.9 140.3 52.2 30000 0 30000 .6983 .000 .465 B02 1 21245 48.0 48.0 97.3 22080 0 0 13654 .736 0 104.6 163.3 87.6 30000 0 30000 .3532 .000 .736 B03 1 26149 48.0 48.0 97.3 27176 0 0 13654 .906 0 104.6 163.3 87.6 30000 0 30000 .2039 .000 .906 B04 1 28132 48.0 48.0 105.3 29237 0 0 13654 .975 0 104.6 163.3 94.8 30000 0 30000 .1435 .000 .975 BOS 1 26149 48.0 48.0 105.3 27176 0 0 13654 .906 0 104.6 163.3 94.8 30000 0 30000 .2039 .000 .906 B06 1 21245 48.0 48.0 105.3 22080 0 0 13654 .736 0 104.6 163.3 94.8 30000 0 30000 .3532 .000 .736 B07 1 13420 49.3 49.3 64.0 13947 0 0 12970 .465 0 107.3 167.5 57.6 30000 0 30000 .5699 .000 .465 .. ' -- Summary of Joist beflection Criteria (in, in"4, plf) ---------------------------------------------------- I req.= 179 .. 41 in4 I act.= 288.44 in4 W-L/360= 281.3 W-L/240= 422.0 Complex Loading DeflectiOt\S: (Truss Stiffness Matrix Analysis) Load Case #01 Aliowable Deflection= 2 .27" Actual Deflection = 1.4911 ------------------------------------------------------------------------------ Mem Matl Description # LC Force LX B L/R Weld SRatio PQl R875 7/8 RD 1 1 12210. 41.90 0 191. 53 3.7 .752 P16 R875 7/8 RD 1 1 10447. 35.85 0 163.88 3.2 .643 P02 1515 1 1/2 X 1 1/2 X .155 1 1 -6406. 25.62 0 86.97 2.8 .826 P03 1513 1 1/2 X 1 1/2 X .138 1. 1 6287. 29.63 0 100.27 3.0 .531 P04 1513 1 1/2 X 1 1/2 X . 138 1 1 -5275 . 29.63 0 100.27 2.5 .913 POS 1010 J. X 1 X .109 1 1 4263. 29.63 0 151.02 2.6 .689 \ P06 1510 1 1/2 X 1 1/2 X . 109 1 1 -3252 . 29.63 0 99.70 2.0 .718 P07 1010 1 X 1 X .109 1 1 2240. 29.63 0 151.02 2.0 .362 P08 1210 1 1/4 X 1 1/4 X . 109 1 l -1734 . 29.63 0 120.16 2.0 .643 P09 1210 1 1./4 X 1 1/4 X . 109 1 1 -1734 . 29.63 0 120.16 2.0 .643 PlO 1010 1 X 1 X .109 1 1 2240. 29.63 0 151.02 2.0 .362 Pll 1510 1 1/2 X 1 1/2 X . 109 1 1 -3252 . 29.63 0 99.70 2.0 .718 P12 1010 1 X 1 X .109 1 1 4263. 29.63 0 151.02 2.6 .689 P13 1513 1 1/2 X 1 1/2 X .138 1 1 .,-5275. 29.63 0 100.27 2.5 .913 P14 1513 1 1/2 X 1 1/2 X .138 1 1 6287. 29.63 0 100.27 3.0 .531 PlS 1717 1 3/4 X 1 3/4 X . 170 1 1 -7610 . 30.44 0 88.42 3.0 .778 SOl 1010 1 X 1 X .109 1 1 -1505. 23.07 0 117.60 2.0 .676 S02 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .475 S03 10:1:0 1 X 1 X . _109 1 1 -1338 . 20.50 0 104.50 2.0 .475 S04 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .475 sos 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .475 S06 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .475 S07 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .475 S08 1010 1 X 1 X .109 1 1 -1356. 20.79 0 105.97 2.0 .495 Job: 0790095 Mark: J24 08-11-99 18:11:36 Page 137 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left ----- TC X: 2.000 TC WP: 2.000 TC EndP·: 31. 250 TC 1st PP: 29.375 BC EndP: 43.000 BC 1st PP: 17.625 Joist: 24K7 OAL: BL: WL: 12 @ Mark: J24 Loe: CARLSBAD 34'-2 7/8" 34'-0 7/8" 33'-8 7/8" 24.000 Verticals located at ail bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 31.125 TC 1st PP: 29.125 BC EndP: 35.000 BC 1st PP: 25.250 Deptp.: L 24.000 M 24.000 R 24,000 Ridge@ 17'-0 3/8" Eff. Depth: 23.00 Support Locations·: (From Left End-Base Length) 1) 0'-2 11 2) 33'-10 7/8" ------------------------------------------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------. ------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 350 1.00 180.60 2 350 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 350 1.33 .00 6 241 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases --------------------------------------·----------------------------- Shea N/A N/A 2-SO 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1200 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1200 0'-O" -0 0'-0" 1 2 5 ConV TC-LE GY 500 17 1 -0 3/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -------------·----------------- Load Case # 1 .1 -6212.7 -6154.4 Load Case # 2, .1 -6212.7 -6154.4 Load Case # 3 . 0 .0 .0 Load Case # 4 . 0 . 0 . 0 Load case # 5 .1 -6212.7 -6154.4 Load case # 6 .1 -4105.8 -4065.6. ----------------------------------------------------------------------------- \ • Job: 0790075 Mark: J24 08-11-99 18:11:36 Page 138 Matl Area RX RZ RYY Q Cc sxs· SXL Description Mat2 Depth 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025. 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 8600 4.0 4. o. 36.0 2751 0 -1.0411166246 .069 0 3.7 6.4 32.2 30000 -233 30000 .9999 -.003 .072 T02 5 -18809 29.3 29.3 36.0 -6017 1912 853 208822 -.211 0 26.7 47.0 32.2 21415 -2363 27000 .9914 .025 .237 2016 1.25 .621 .395 1.229 .952 109.653 .335 .860 2 X 2 X .163 1'03 5 -18373 29.4 29.4 36.0 -14688 :).107 1287 66686 -.630 0 47.3 74.3 29.3 175.35 -2363 27000 .9339 .042 .672 T04 5 -26378 24.0 24.0 36.0 -21088 0 0 99901 -.729 0 3'8. 7 60.7 29.3 21749 0 30000 .9156 .000 .729 T05 5 -26378 24.0 24.0 36.0 -21088 0 0 99901 -.729 0 38.7 60.7 29.3 21749 0 30000 .9156 .000 . 729 T06 5 -32732 24.0 12.0 36.0 -26167 0 0 99901 -.790 1 38.7 30.4 29.3 2489£5 0 30000 .8952 .000 .790 T07 5 -32732 24.0 12.0 36.0 -26167 0 0 99901 -.790 1 38.7 30.4 29.3 24896 0 30000 .8952 .000 .790 T08 1 -27563 24.0 12.0 36.0 -22035 0 0 99901 -.885 1 38.7 30.4 29.3 24896 0 30000 .9118 .000 .885 T09 1 -27563 24.0 12.0 36.0 -22035 0 0 99901 -.885 1 38.7 30.4 29.3 248·96 0 30000 .9118 .000 .885 TlO 1 -27548 24.0 . 12. 0 36.0 -22023 0 0 99901 -.885 1 38.7 30.4 29.3 24896 0 30000 .9118 .000 .885 Tll 1 -27548 24.0 12.0 36.0 -22023 0 0 99901 -.885 1 38.7 30.4 29.3 24896 0 30000 .9118 .000 .885 Tl2 5 -32693 24.0 12.0 36.0 -26137 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8953 .000 .789 Tl3 5 -32693 24.0 12.0 36.0 -26137 0 0 99901 -.789 1 38.7 30.4 29.3 24896 0 30000 .8953 .000 .789 1 Tl4 5 -26317 24.0 24.0 36.0 -21039 0 0 99901 -.727 0 38.7 60.7 2~.3 21749 0 30000 .9158 .000 . 727 Tl5 5 -263+7 24.0 24.0 36.0 -21039 0 0 99901' -. 727 0 38.7 60.7 29.3 21749 0 30000 .9158 .000 . 727 Tl6 5 -16677 29.1 29.1 36.0 -13332 1079 1254 67836 -.568 0 46.9 73.7 29.3 17635 -2337 27000 .9410 .041 .609 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Tl7 5 -16820 29.1 29.1 36~0 -5381 2034 908 210618 -.189 0 26.6 46.8 32.2 21440 -2337 27000 .9923 .027 .216 ·e -- Job: 0790075 Mark: J24 08-11-99 18:11:36 Page 139 1517 .96 .459 .294 1.044 1. 000 106.999 .. 463 .191 1 1/2 X 1 1/2 X .170 B01 1 13506 41.6 41 .. 6 58.0 14.037 0 0 18157 .468 0 90.7 141.6 52.2 30000 0 30000 .6908 .000 .468 B02 1 21320 48.0 48.0 97.5 22158 0 0 13654 .739 0 104.6 163.3 87.8 30000 0 30000 .3509 .000 .739 B03 1 26213 48.0 48.0 97.5 27242 0 0 13654 .908 0 104.6 163.3 87.8 30000 0 30000 .2019 .000 .908 B04 1 28180 48.0 48.0 105.4 29287 0 0 13654 .976 0 104.6 163.3, 94.9 30000 0 30000 .1421 .000 .976 BOS 1 26186 48.0 48.0 105.4 27215 0 0 13654 .907 0 104.6 163.3 '94.9 30000 0 30000 .2028 .000 .907 B06 1 21271 48.0 48.0 105.4 22106 0 0 13654 .737 0 104.6 163.3 94. 9 30000 0 30000 .3524 .000 . 737 BO? 1 13434 49.3 49.3 64.0 13962 0 0 12970 .465 0 107.3 167.5 57.6 30000 0 30000 .5694 .000 .465 ------------------------------------------------------------------------------- Summary of Joist Deflection Criteria (in, in"4, plf) ----------------------------------------, ----------- I req.= 179.91 in4 I act.= 288.44 in4 W-L/360= 280.6 W-L/240= 420.8 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2 .27" Actual Deflection = 1.49" --------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 12217. 41.90 0 191.53 3.7 .753 Pl6 R875 7/8 RD 1 1 10457. 35.85 0 163.88 3.2 .644 P02 1515 1 1/2 X 1 1/2 X .155 1 1 -6454. 25. 83 0 87.65 2.8 .839 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6279. 29.63 0 100.27 3.0 .530 P04 1513 1 1/2 X 1 1/2 X .138 1 1 -5267. 29.63 0 100.27 2.5 .911 POS 1010 1 X 1 X .109 1 1 4255. 29.63 0 151.02 2.6 .688 \ P06 1510 1 1/2 X 1 1/2 X . 109 1 1 -3244 . 29.63 0 99.70 2.0 . 716 PO? 1010 1 X 1 X .109 1 1 2232. 29.63 0 151.02 2.0 .361 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -1734, 29.63 0 120.16 2.0 .643 P09 1210 1 1/4 X 1 1/4 X .109 1 1 -1734. 29.63 0 120.16 2.0 .643 PlO 1010 1 X 1 X .109 1 1 2248. 29.63 0 151.02 2.0 .364 Pll 1510 1 1/2 X 1 1/2 X .109 1 1 -3260. 29.63 0 99.70 2.0 .720 Pl2 1010 1 X 1 X .109 1 1 4271. 29.63 0 151.02 2.6 .691 Pl3 1513 1 1/2 X 1 1/2 X .138 1 1 -5283. 29.63 0 100.27 2.6 .914 Pl4 1513 1 1/2 X 1 1/2 X .138 1 1 629.5. 29.63 0 100.27 3.0 .531 PlS 1717 1 3/4 X 1 3/4 X .170 1 1 -7618. 30.44 0 88.42 3.0 .779 SOl 1010 1 X 1 X .10.9 1 1 -1502. 23.02 0 117.34 2.0 .672 S02 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 S03 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 S04 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 sos 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 S06 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 SO? 1010 1 X 1 X .109 1 1 -1338. 20.50 0 104.50 2.0 .476 S08 1010 1 X 1 X .109 1 1 -1357. 20.79 0 105.97 2.0 .495 Job: 0790075 Mark: J25 08-11-99 18:11:40 Page 140 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #4 7 Joist: 24K7 Mark: J25 Loe: CARLSBAD Joist Panel layout (in) Left TC X: 3.500 TC WP: 2.0QO TC EndP: 29.000 TC 1st PP: 27.000 BC EndP: 43.000 BC 1st PP: 13.000 OAL : 2 5 ' -7 4 / 8 " BL: 25' -4" WL: 25'-0" 8@ 24.000 Verticals located at all bottom chord panel points. Dept~: L 24.000 M 24.000 R 24.000 Ridge@ 12'- Support Locations: (From Left End Base Length) ---------------- 1) 0 I -2 11 2) 25'-2 11 8-" Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 29.000 TC 1st PP: 27.000 BC EndP: 43.000 BC 1st PP: 13.000 Eff. Depth: 22.86 ------------------------------------------------------------------------------ Joist Loading (ft, lbs, & ft*lbs) -----------.--------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 550 1.00 180.00 2 550 1.00 .00 3 0 1. 33 .00 4 0 1.33 .00 5 550 1.33 .oo 6 513 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 54400 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 54400 0'-0" 0 0'-0" 5 Mins P+iWeb N/A 1600 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1600 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 12'-8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ___ , ______ -------------------- Load Case # l .o -7251. 0 -7125.0 Load Case # 2 . 0 -7251. 0 -7125. 0 Load Case # 3 .0 . 0 ,0 Load Case # 4 .0 .0 .0 Load Case # 5 .0 -7251.0 -7125. 0 Load Case # 6 .0 -6530.1 -6412.5 ' -----------------------------. ------------------------------ - Job: 0790075 Mark: J25 08-11-99 18:11:40 Page 141 Mat1 Ar~a RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 3.23 1.096 . 727 1.311 .983 107.912 2.265 3.019 2 1/2 X 2 1/2 X .230 1715 3.00 1 3/4 X 1 3/4 X .155 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 54400 5.5 5.5 36.0 16836 0 -230 5931594 .422 0 5.0 7.6 27.5 30000 -693 30000 .9989 -.006 .428 2523 2.19 .772 .492 1.4.35 .996 107,190 .,731 1.843 2 1/2 X 2 1/2 X .230 T02 5 -66070 27.0 13.5 36.0 -30111 2233 1211 122165 -.952 1 35.0 27.4 25.1 :?3789 -34'15 27000 .9261 .038 .990 T03 5 -65312 27.0 13.5 36.0 -29766 1310 711 122165 -.941 I 1 35.0 27.4 25.1 237!39 -3415 27000 .9269 .023 .963 T04 5 -72613 24.0 12.0 36.0 -33093 0 0 154615 -.924 1. 31.1 24.4 25.1 26929 0 30000 .9144 .000 .924 T05 5 -72613 24.0 12.0 36.0 -33093 0 0 154615 -.924 1 31.1 24.4 25.1 26929 0 30000 .9144 .000 .924 T06 5 -77758 24.0 14.0 36.0 -35438 0 0 154615 -.989 1 31.1 24.4 2.5 .1 26929 0 30000 .9083 .000 .989 T07 5 -77758 24.0 12.0 36.0 -35438 0 0 154615 -.989 1 31.1 24.4 25.1 26929 0 30000 .9083 .000 .989 T08 5 -77758 24.0 12.0 36.0 -35438 0 0 154615 -.989 1 31.1 24.4 25.1 26929 0 30000 .9083 .000 .989 T09 5 -77758 24.0 12.0 36:0 -35438 0 0 154615 -.989 1 31.1 24.4 25.1 26929 0 30000 .9083 .000 .989 TlO 5 -72613 24.0 12.0 36.0 -33093 0 0 154615 -.924 1 31.1 24.4 25.1 26929 0 30000 .9144 .000 .924 Tll 5 -72613 24.0 12.0 36.0 -33093 0 0 154615 -.924 1 31.1 24.4 25.1 26929 0 30000 .9144 .000 .924 '1'12 5 -65312 27.0 13.5 36.0 -29766 1251 -4927 122165 -.829 1 35.0 27.4 25.1 23789 -3602 27000 .9269 -.137 .966 T13 5 -66070 27.0 13.5 36.0 -30111 2570 1394 122165 -.952 1 35.0 27.4 25.1 23789 -3602 27000 .9261 .044 .996 ' 1515 .88 .461 .295 1.040 1.000 106.999 .434 .176 1 1/2 X 1 1/2 X .155 BOl 1 13909 37.0 37.0 56.5 15790 0 0 23183 .526 0 80.3 125.6 51.1 30000 0 30000 .7279 .000 .526 B02 1 21363 48.0 48.0 104.0 24223 0 0 13775 .807 0 104.1 162.9 94.0 30000 0 30000 .2966 .000 .807 B03 1 24198 48.0 48.0 104.0 27437 0 0 13775 .915 0 104.1 162.9 94.0 30000 0 30000 .2033 .000 .915 B04 1 21363 48.0 48.0 104.0 24223 0 0 13775 .807 0 104.1 162.9 94.0 30000 0 30000 .2966 .000 .807 BOS 1 13909 37.0 37.0 53.0 15770 0 0 23183 .526 0 80.3 125.6 47.9 30000 0 30000 .7279 .000 .526 -------------------------------------------------------------------------------- Summary of Joist Deflection Crit.eria (in, in"'4, plf) ---------------------------------------------------- Job: 0790075 Mark: J25 08-11-9.9 18:11:40 Page 142 I req.= 162.23 in4 I act.= 330.19 in4 W-L/360= 789.5, W-L/240= 1184.2 Complex Loading Deflections: (Truss Stiffne~s Matrix Analysis) Load case #01 Allowable Deflection= 1.69" Actual Deflection = . 70" ----------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 13875. 41.07 0 187.76 4.4 .855 Pl.2 R875 7/8 RD 1. 1 13875. 41.07 0 187.76 4.4 .855 P02 1515 1 1/2 X 1. 1/2 X .155 1 1. -6349. 23.01. 0 78.09 2.7 .742 P03 1.51.3 1 1./2 X 1. 1./2 X .1.38 1. 1. Q307. 29.00 0 98.1.4 3.0 .532 P04 1.510 1. 1./2 X 1. 1./2 X .109 1. 1. -471.2. 29.00 0 97.59 2.9 1.. 01.2 P05 101.0 1 X 1. X .1.09 1. 1. 31.1.7. 29.00 0 1.47.82 2.0 .504 P06 1210 1. 1/4 X 1. 1./4 X .109 1. 1 -2320. 29.00 0 117.62 2.0 .825 P07 1.210 1. 1/4 X 1. 1./4 X .1.09 1. 1. -2320. 29.00 0 1.1.7.62 2.0 .825 P08 1.01.0 1 X 1. X .1.09 1 1 3117. 29.00 0 147.82 2.0 .504 P09 1510 1 1/2 "X 1. 1./2 X .1.09 1· 1. -471.2. 29.00 0 97.59 2.9 1.. 012 Pl.O 1.51.3 1. 1/2 X 1. 1./2 X .1.38 1 1 63·07. 29.00 0 98.14 3.0 .532 Pll 1.51.5 1 1/2 X 1. 1./2 X .155 1. 1. -6349. 23.01. 0 78.09 2.7 .742 S01. 1.01.0 1. X 1. X .1.09 1 1. -201.3. 23.45 0 119.55 2.0 .935 s92 101.0 1 X 1. X .1.09 1 1. -171.7. 20.00 0 1.01.95 2.0 .584 S03 1.01.0 1. X 1 X .109 1 l -1717. 20.00 0 101.. 95 2.0 .584 S04 101.0 1 X 1 X .109 1. 1. -171.7. 20.00 0 1.01.. 95 2.0 .584 S0.5 1.010 1. X 1. X .109 1. 1. -1717. 20.00 0 101.95 2.0 .584 S06 1010 l X l X .109 1 l -2013. 23.45 0 1.19.55 2.0 .935 \ ·e Job: 0790075 Mark: J27 08-11-99 18:11:44 Page 143 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout ( in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 24.000 TC 1st PP: 22.000 BC EndP: 43.000 BC 1st PP: 3.000 SMI Joist Engineering Report Joist: 24K7 OAL: BL: WL: Mark: J27 Loe: CARLSBAD 39'-911 39'-8" 39'-4" 16@ 24.000 Verticals located at all bottom chord panel points. Dept~: L 24.000 M 24.000 R 24.000 Ridge@ 19'-J.0" Support Locations:· (From Left End Base Length) 1) 0'-2 11 2) 39'-6 11 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 24.000 TC 1st PP: 22.000 BC EndP: 31.000 BC 1st PP: 15.000 Eff. Depth: 22.85 -----------------------------------------------.------------------------------- Joist Loading (ft, lbs, & ft*lbs) --------------------------------- LC u. Load Stress Deflec LC u. I.oad Stress Deflec LC u. Load Stress Deflec J. 257 1.00 180.00 2 257 1.00 .do 3 0 1.33 .00 4 0 1.33 .00 5 257 1. 33 .00 6 152 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-o·n 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 19'-1011 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------·-----------·- Load Case # 1 .1 -5336.4 -5304.3 Load Case # 2 .1 -5336.4 -5304.3 Load Case # 3 .0 .0 .o Load Case # 4 .0 . 0 .0 Load Case # 5 .1 -5336.4 -5304.3 Load Case # 6 .1 -3008.3 -2989.3 ·-- Job: 0-790075 .Mark: J27 08-11-99 18:11:44 Page 144 Mat1 Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1.100 . 725 1.268 . 9.96 107 .190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment :F'B CM BRat SRat T0l 5 44·000 3.0 3 .o. 36.0 10813 0 -2920063211 .271 0 2.7 4.1 28.4 30000 -99 30000 .9998 -.001 .272 T02 5 -53094 22.0 22.0 36.0 -13048 821 249 373076 -.403 0 20.0 30.3 28.4 24320 -918 27000 .9895 .007 .410 2523 2.19 . 772 .492 1.435 .996 107.190 .731 1.843 2 1/2 X 2 1/2 X .230 T03 5 -52702 22.0 22.0 36.0 -24019 372 202 184004 -.800 0 28.5 44.7 25.1 22573 -930 27000 .9608 .006 .806 T04 5 -57616 24.0 24.0 36.0 -26259 0 0 154615 -.807 0 31.1 48.7 25.1 · 24472 0 30000 .9321 .. 000 .807 T05 5 -57616 24.0 24.0 36.0 -26259 0 0 154615 -.807 0 31.1 48.7 25.1 24472 0 30000 .9321 .000 .807 T06 5 -6461:9 24.0 24.0 36.0 -29450 0 0 154615 -.905 0 31.1 48.7 25.1 24472 0 30000 .9238 .000 .905 T07 5 -64619 24.0 24.0 36.0 -29450 0 0 154615 -.905 0 31.1 48.7 25.1 24472 0 30000 .9238 .000 .905 T08 5 -69463 24.0 24.0 36.0 ...,31557 0 0 154615 -.973 0 31.1 48.7 25.1 24472 0 30000 .9181 .000 .973 T09 5 -69463 24.0 24.0 36.0 --31657 0 0 154615 -.973 0 31.1 48.7 25.1 24472 0 30000 .9181 .000 .973 Tl0 5 -72147 24.0 12.0 36.0 -32881 0 0 154615 -.918 1 31.1 24.4 25.1 26929 0 30000 .9149 .000 .918 Tll 5 -72147 24.0 12.0 36.0 -32881 0 0 154615 -.918 1 31.i 24.4 25.1 26929 0 30000 .9149 .000 .918 T12 5 -72147 24.0 12.0 36.0 -32881 0 0 154615 -.918 1 31.1 24.4 25.1 26929 0 30000 .9149 .000 .918 T13 5 -72147 24.0 12.0 36.0 -32881 0 0 154615 -.918 l 31.1 24.4 25.1 26929 0 30000 .9149 .000 .918 ', Tl4 5 -69463 24.0 24.0 36.0 -31657 0 0 154615 -.973 0 31.1 48.7 25.1 24472 0 30000 .9181 .000 .973 T15 5 -69463 24.0 24.0 36.0 -31657 0 0 154615 -.973 0 31.1 48.7 25.1 24472 0 30000 .9181 .000 .973 Tl6 5 -64619 24.0 24.0 36.0 -29450 0 0 154615 -.905 0 31.1 48.7 25.1 24472 0 30000 .9238 .000 .905 T17 5 -64619 24.0 24.0 36.0 -29450 0 0 154615 -.905 0 31.1 48.7 25.1 24472 0 30'000 .9238 .000 .905 Tl8 5 -57617 24.0 24.0 36.0 -26259 0 0 154615 -.807 0 31.1 48.7 25.1 24472 0 30000 .9321 .000 .807 T19 5 -57617 24.0 24.0 36.0 -26259 0 0 154615 -.807 0 31.1 48.7 25.1 2447.2 0 30000 .9321 .000 .807 T20 5 -50288 22.0 22.0 36.0 -22919 316 171 184004 -.763 0 28.5 44.7 25.1 22573 -1073 27000 .9626 .005 .768 T2l 5 -50432 22.0 22.0 36.0 -22984 815 442 184004 -.766 0 28.5 44.7 25.1 22573 -1073 27000 .9625 .013 .779 ·e Job: 0790075 Mark: J27 1517 BOl 1 B02 1 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 .96 .459 .294 1.044 1.000 106.999 9306 27.0 27.0 76.0 0 58.8 91.8 68.4 17388 48.0 48.0 76.0 0 104.6 163.3 68.4 23311 48.0 48.0 120.0 0 104.6 163.3 108.1 27075 48.0 48.0 120.0 0 104.6 163.3 108.1 28679 48.0 48.0 120.0 0 104.6 163.3 108.1 27075 48.0 48.0 112.0 0 104.6 163.3 100.9 23311 48.0 48.0 112.0 0 104.6 163.3 100.9 17388 48.0 48.0 87.0 0 104.6 163.3 78.3 9306 39.0 39.0 87.0 0 85.0 132.7 78.3 9671 30000 18071 30000 24227 30000 28138 30000 29806 30000 28138 30000 24227 30000 18071 30000 9671 30000 .463 q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 --e 08-11-99 18:11:44 Page 145 .191 1 1/2 X 1 1/2 X .170 0 43155 30000 . 9104 0 13654 30000 .4706 0 13654 30000 . 2903 0 13654 30000 .1757 0 13654 30000 .1268 0 13654 30000 .1757 0 13654 30000 . 2903 0 13654 30000 . 4706 0 20684 30000 .8130 .322 .000 .322 .602 .000 .602 .808 .000 .808 .938 .000 .938 .994 .000 .994 .938 .000 .938 .808 .000 .808 .602 .000 .602 ·.322 .000 .322 Summa:ry of Joist Deflection Criteria (in, inA4, plf) I req.= 209.31 in4 I act.= 350. 83 in4 W-L/360= 215.4 W-:-L/240= 323.1 Com~lex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.64" Actual Deflection= 1.69" Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 10924. 41.08 0 187.79 3.2 .673 P2.0 R875 7/8 RD 1 1 8~93. 32.31 0 147. 72 2.5 .529 P02 1212 1 1/4 X 1 1/4 X .125 1 1 -4889. 20.17 0 82.09 2.6 .886 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6315. 29.00 0 98.16 3.1 .533 P04 1513 1 1/2 X 1 1/2 X .138 l l -5570. 29.00 0 98.16 2.7 .933 POS 1010 1 X 1 X .109 1 1 4825. 29.00 0 147.84 3.0 .780 P06 1510 1 1/2 X 1 1/2 X .109 1 1 -4079. 29.00 0 97.60 2.5 .877 P07 1010 1 X 1 X .109 1 1 3334. 29.00 0 147.84 2.0 .539 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -2588. 29.00 0 117.63 2.0 .920 P09 1010 1 X 1 X .109 1 1 1843. 29.00 0 147.84 2.0 .298 PlO J,.210 1 1/4 X 1 1/4 X .109 1 1 -1470. 29.00 0 117.63 2.0 .523 Pll 1210 1 1/4 X 1 1/4 X .199 1 1 -1470. 29.00 0 117.63 2.0 .523 P12 1010 1 X 1 X . 109 1 1 1843. 29.00 0 147.84 2.0 .298 Pl3 1210 1 1/4 X 1 1/4 X .109 1 .1 -2588. 29.00 0 117.63 2.0 .920 Pl4 1010 1 x 1 X .109 1 1 3334. 29.00 0 147.84 2.0 .539 PlS 1510 l 1/2 X 1 1/2 X .109 1 1 ,..4079, 29.00 0 97.60 2.5 .877 P16 1010 1 X 1 X .109 1 1 4825. 29.00 0 147.84 3.0 .780 P17 1513 1 1/2 X 1 1/2 X .138 1 1 -5570. 29.00 0 98.16 2.7 .933 P18 1513 1 1/2 X 1 1/2 X .138 1 1 6315. 29.00 0 98.16 3.1 .533 Pl9 1513 1 1/2 X 1 1/2 X .138 1 1 -5798. 23.92 0 80.97 2.8 .782 S01 1010 1, X 1 X .109 1 1 -1502. 26.01 0 132.58 2.0 .858 'l Job: 0790075 Mark: J27 08-1.1.-99 1.8 : 1.1.: 44 Page 1.46 S02 1.01.0 1. X 1. X .1.09 1. 1. -1.1.55. 20.00 0 1.01.. 95 2.0 .393 S03 1.01.0 1. X 1. X .1.09 1. 1. -1.1.55. 20.00 0 1.01..95 2.0 .393 S04 1010 1 X 1. X .1.09 1 1 -1155. 20.00 0 1.01.. 95 2.0 .393 sos 1.01.0 1. X 1. X .1.09 1. 1. -1.1.55. 20.00 0 1.01.. 95 2.0 .393 S06 1.01.0 1 X 1 X .109 1 1 -1.1.55. 20.00 0 1.01.. 95 2.0 .393 S07 1.010 1. X 1. X .1.09 1. 1. -1.1.55. 20 .. 00 0 1.01..95 2.0 .393 S08 1.01.0 1. X 1 X .109 1 1 -1.1.55. 20.00 0 101.95 2.0 .393 S09 1010 1. X 1 X .109 1 1 -1.155. 20.00 0 101.. 95 2.0 .393 S1.0 101.0 1. X 1. X .109 1 1 -1208. 20.92 0 106.62 2.0 .446 Job: 0790075 Mark: J28 08-11-99 18:11:48 Page 147 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 24.000 TC 1st PP: 22.000 BC EndP: 43.000 BC 1st PP: 3.000 Joist: 24K7 OAL: BL: WL: Mark: J28 Loe: CARLSBAD 39'-9" 39'-8" 39'-4" 16@ 24.000 Verticals located at all bottom chord panel points. Dept.h: L 24. 000 M 24. 000 R 24. 000 Ridge @ 19' -10" Support Locations·: (From Left End· Base Length) 1) 0 I.,. 2 11 2) 39'-6 11 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 24.000 TC 1st PP: 22.000 BC EndP: 31. 000 BC 1st PP: 15.000 Eff. Depth: 23.00 ---------------------------------.---------------------------------------------- Joist Loading (ft, lbs, & ft*lbs) LC U. Load 1 257 4 0 Type Ref-"pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 257 257 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 u. Load 0 152 Loac;l Dj,stance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ------------------------------------------------------------------ Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 Conv TC-LE GY 500 19'-1011 0 0'-0" 1 2 5 Joist Reac;:tions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .2 -5336.4 -5304.3 Load Case # 2 .2 -5336.4 -5304.3 Load Case # 3 . 0 .0 . 0 Load Case # 4 .0 . 0 . 0 Load Case # 5 .2 -5336.4 -5304.3 Load Case # 6 .1 -3008.3 -2989.3 -------------------------------------------------------------------------------- .\ -- Job: 0790075 Mark: j29 08-11-99 18:11:48 Page 148 Matl Area RX RZ RYY Q Cc sxs SXL De~cription Mat2 Depth 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 8600 3.0 3.0 31?.0 2751 0 -4319851104 .069 0 2.7 4.8 32.2 30000 -96 30000 .9999 -.001 .070 T02 5 -17634 22. 0 22.0 36.0 -5641 840 375 369132 -.186 b 20.1 35.3 32.2 22782 -873 27000 .9954 .011 .197 2016 1.25 .621 .395 1.229 .952 109.653 .335· .860 2 X 2 X .163 T03 5 -17245 22.0 22.0 36.0 -13787 389 452 118890 -. 511 0 35.4 55.7 29.3 20277 -941 27000 .9652 .014 .525 T04 5 -22128 24.0 24.0 36.0 -17690 0 0 99901 -.612. 0 38.7 60.7 29.3 21749 0 30000 .9292 .000 .612 T05 5 -22128 24.0 2-4. 0 36.0 -17690 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9292 .000 .612 T06 5 -29085 24.0 24.0 36.0 -23252 0 0 99901 -.804 0 38.7 60.7 29.3 21749 0 30000 .9069 .000 .804 TO? 5 -29085 24.0 24.0 36.0 -23252 0 0 99901 -.804 0 38.7 60.7 29.3 21749 0 30000 .9069 .000 .804 T08 5 -33897 24.0 12.0 36.0 -27099 0 0 99901 -.818 1 38.7 30.4 29.3 24896 0 30000 .8915 .000 .818 T09 5 -33897 24.0 12.0 36.0 -27099 0 0 99901 -.818 1 38.7 30.4 29 .3 . 24896 0 30000 .8915 .000 .818 TlO 1 -27964 24.0 12.0 36.0 -22356 0 0 99901 -.898 1 38.7 30.4 29.3 24896 0 30000 .9105 .000 .898 Tll 1 -27964 24.0 12.0 36.0 -22356 0 0 99901 -.898 1 38.7 30.4 29.3 24896 0 30000 .9105 .000 .898 T12 1 -27964 24.0 12.0 36.0 -22356 0 0 99901 -.898 1 38.7 30.4 29.3 24896 0 30000 .9105 .000 .898 T13 1 -27964 24.0 12.0 36.0 -22356 0 0 99901 -.898 1 38.7 30,4 29.3 24896 0 30000 .9105 .000 .898 ' : T14 5 .-33897 24.0 12.0 36.0 -27099 0 0 99901 -.818 1 38.7 30.4 29.3 24896 0 30000 .8915 .000 .818 T15 5 -33897 24.0 12.0 36.0 -27099 0 0 99901 -.818 1 38.7 30.4 29.3 24896 0 30000 .8915 .000 .818 Tl6 5 -29085 24.0 24.0 36.0 -23252 0 0 99901 -.804 0 38.7 60.7 29.3 21749 0 30000 .9069 .000 .804 Tl? 5 -29085 24.0 24.0 36.0 -23252 0 0 99901 -.804 0 38.7 60.7 29.3 21749 0 30000 .9069 .000 .804 Tl8 5 -22128 24.0 24.0 36.0 -17690 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9292 .000 .612 Tl9 5 -22128 24.0 24.0 36.0 -17690 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9292 .000 .612 T20 5 -14847 22.0 22.0 36.0 -11869 386 449 118890 -.440 0 35.4 55.7 29.3 20277 -940 27000 .9700 .014 .454 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2 .241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T21 5 -14990 22.0 22.0 36.0 -4796 893 399 369132 -.158 - Job: 0790075 Mark: J28 08-11-99 18:11:48 Page 149 0 -20.1 35.3 32.2 22782 27000 .9961 .012 .170 1517 .96 .459 .294 1.044 1.000 106.999 -880 .463 .191 1 1/2 X 1 1/2 X .170 BOl 1 9245 27.0 27.0 76.0 0 58.8 91.8 68.4 B02 1 17275 48.0 48.0 76.0 0 104.6 163.3 68.4 B03 1 23159 48.0 48.0 120.0 0 104.6 163.3 108.1 B04 1 26899 48:0 48.0 120.0 0 104.6 163.3 108.1 BOS 1 28493 48.0 48.0 120.0 0 ·104.6 163.3 108.1 B06 1 26899 48.0 48.0 112.0 0 104.6 163~3 100.9 B07 1 23159 48.0 48.0 112.0 0 104.6 163.3 100.9 BOS 1 1727'5 48. 0 48. 0 87. 0 0 104.6 163.3 78.3 B09 1 9245 39.0 39.0 87.0 0 85.0 132.7 78.3 9608 30000 17953 3-0000 24069 30000 27955 30000 29612 30000 27955 30000 24069 30000 17953 30000 9608 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 43155 30000 . 9109 O· 13654 30000 .4741 0 13654 30000 . 2949 0 13654 30000 .1811 0 13654 30000 .1325 0 13654 30000 .1811 0 13654 30000 . 2949 0 13654 30000 . 4741 0 20684 30000 . 8142 .320 .000 .320 .598 .000 .598 .802 .000 .802 .932 .000 .932 .987 .000 .987 .932 . 000 . 932 .802 .000 .802 .598 .000 .598 .320 .000 .320 I reg.= 209.31 in4 I, act.= 288.44 in4 W-L/360= 177 .1 W-L/240= 265.6 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.64" Actual Deflection= 2.00" Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 10870. 41.90 0 191.53 3.3 .670 P20 R875 7/8 RD 1 1 8559. 32 .. 99 0 150.80 2.6 .527 P02 1212 1 1/4 X 1 1/4 X .125 1 1 -4889 .. 20.67 0 84.13 2.6 .906 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6294. 29.63 0 100.27 3.0 .531 P04 1513 1 1/2 X 1 1/2 X .138 1 1 -5551. 29.63 0 100.27 2.7 .960 POS 1010 1 X ~ X .109 1 1 4808. 29.63 0 151.02 2.9 .778 P06 1.510 1 1/2 X 1 1/2 X .109 1 1 -4065. 29.63 0 99.70 2.5 .898 P07 1010 1 X 1 X .109 1 l 3322. 29.63 0 151.02 2.0 .537 P08 1210 1 1/4 X 1 1/4 X . 109 1 1 -2580 . 29.63 0 120.16 2.0 .957 P09 1010 1 X 1 X .109 1 1 1837. 29.63 0 151.02 2.0 .297 PlO 1210 1 1/4 X 1 1/4 X . 109 1, 1 -1465 . 29.63 0 120.16 2.0 .544 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 -1465. 29.63 0 120.16 2.0 .544 P12 1010 1 X 1 X .109 1 1 1837. 29.63 0 151.02 2.0 .297 P13 1210· 1 1/4 X 1 1/4 X .109 1 1 -2580. 29.63 0 120.16 2.0 .957 P14 1010 1 X 1 X .109 1 1 3322. 29.63 0 151..02 2.0 .537 P15 1510 1 1/2 X 1. 1/2 X .1.09 1 1 -4065. 29.63 0 99.70 2.5 .898 P16 1010 1 X 1 X .109 1 1 4808. 29.63 0 1.51. 02 2.9 .778 Pl7 1513 1 1./2 X 1 1/2 X .138 1 1 -5551. 29.63 0 100.27 2.7 .960 Pl8 1513 1 1/2 X 1 1/2 X .138 1 1 6294. 29.63 0 100.27 3.0 .531 I \ - Job: 0790075 Mark: J28 08-11-99 18:11:48 Page 150 ~19 1513 1 1/2 X 1 1/2 X .138 1 1 -5787. 24.47 0 82.83 2.8 .796 S01 1010 1 X 1 X .109 1 1 -1497. 26.59 0 135.54 2.0 .893 S02 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S03 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S04 1010 I X 1 X .109 1 1 -1154. 20,50 0 104.50 2.0 .410 sos 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S06 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S07 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 SOB 1910 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S09 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S10 1010 1 X 1 X .109 1 1 -1206. 21.43 0 109.23 2.0 .467 - Job: 0790075 Mark: J29 08-11-99 18:11:53 Page 151 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist ~anel layout (in) Left TC X: 1.000 TC WP: 2.000 TC EndP: 24.125 TC 1st PP: 22.000 BC EndP: 43.000 BC 1st PP: 3.125 Joist: 24K7 OAL: BL: WL: Mark: J29 Loe: CARLSBAD 39'-9 2/8" 39'-8 2/8" '39, -4 2/8" 16@ 24.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 24.125 TC 1st PP: 22.000 BC EndP: 31.000 BC 1st PP: 15.125 Deptp.: L 24.000 M 24.000 R 24.000 Ridge@ 19'-10 1/8" Eff. Depth: 23.00 Support Locations·: (From Left End ·Base Length) 1) 0'-2 11 2) 39'-6 2/8" Joist Loading (ft, lbs, & ft*lbs) LC 1 4 Type U. Load 257 0 Ref-pt Stress Deflec LC 1. 00 180. 00 2 1.33 .00 5 Orient Load U. Load 257 257 Distance Stress Deflec LC 1. 00 . 00 3 1.33 .00 6 U. Load 0 151 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ____ ,;,._ ------------------.----------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-() II 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0 I-' 0" 3 4 chrd TC-LE N/A 8600 0'-0" () 0'-0" 5 Mins PriWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1014 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 19'-10 1/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) -------"----·---------- 1-X 1-Y 2-Y ---~--------------------------- Load Case # 1 .2 -5339.1 -5306.9 Load Case # 2 .2 -5339.1 -5306.9 Load Case # 3 .0 . 0 .0 Load Case # 4 . 0 .0 . 0 Load Case # 5 .2 -5339.1 --5306. 9 Load Case # 6 .1 -2990.1 .,.2971 _ 2 --------------.----------------------------------------------------------------- \ ._--i f-' - Job: 0790075 Mark: J29 08-11-99 18:11:53 Page J.52 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2016 3 .13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X -2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 8600 3.0 3.0 36.0 2751 0 -43J.985J.104 .069 0 2.7 -4.8 32.2 30000 -96 30000 .9999 -.001 .070 T02 5 -17637 22.1 22.1 36.0 -5642 853 381 364973 -.186 0 20.2 35.5 32.2 22759 -876 27000 .9954 .011 .198 2016 1.25 .621 .395 1.229 .. 952. 109. 653 .335 .860 2 X 2 X .163 T0.3 5 -17249 22.0 22.0 36.0 -13790 388 451 118890 -.511 0 35.4 55.7 29.3 20277 -941 27000 .9652 .014 .525 T04 5 -22157 24.0 24.0 36.0 -17713 0 0 99901 -.612 0 38.7 60.7 29.3 · . 21749 0 30000 .9291 .000 .612 T05 5 -22157 24.0 24.0 36.0 -17713 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9291 .000 .612 T-06 5 -29114 24.0 24.0 36.0 -23275 0 0 99901 -.805 0, 38.7 6"0. 7 29.3 21749 0 30000 .9068 .000 .805 T.07 5 -29J.14 24.0 24.0 36.0 -23275 0 0 99901 -.805 0 38.7 60.7 29.3 21749 0 30000 .9068 .000 .805 T.08 5 -·33926. 24.0 12.0 36.0 -27122 0 0 99901 -.819 1 38.7 30.4 29.3 24896 0 30000 .8914 .000 .819 T09 5 --33926 24.0 12.0 36.0 -27122 0 0 99901 -.819 1 38.7 30.4 29.3 24896 0 30000 .8914 .000 .819 Tl0 l, -27993 24.0 12.0 36.0 -22379 0 0 9990i -.899 J. 38.7 30.4 29.3 24896 0 30000 .9104 .000 .899 Tll. 1 -27993 24.0 12.0 36.0 -22379 0 0 99901 -.899 1 38.7 30.4 29.3 24896 0 30000 .9104 .000 .899 T12 1 -27993 24.0 12.0 36.0 -22379 0 0 99901 -.899 1 38.7 30.4 29.3 24896 0 30000 .9104 .000 .899 T13 1 -27993 24.0 12.0 36.0 -22379 0 0 99901 -.899 1 38.7 30.4 29.3 24896 0 30000 .9104 .000 .899 ,. T14 5 -33926 24.0 12.0 36.0 -27122 0 0 99901 -.819 1 38.7 30.4 29.3 24896 0 30000 .8914 .000 .819 T15 5 -33926 24.0 12.0 36.0 -27122 0 0 999dl -.819 1 38.7 30.4 29.3 24896 0 30000 .8914 .000 .819 T16 5 -29114 24.0 24.0 36. o. -23275 0 0 99901 -.805 0 38.7 60.7 29.3 21749 0 30000 .9068 .000 .805 T17 5 -29114 24.0 24.o 36.0 -23275 0 0 99901 -.805 0 38.7 60.7 29.3 21749 0 30000 .9068 .000 .805 T18 5 -22157 24.0 24.0 36.0 -17713 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9291 .000 .612 Tl9 5 -22157 24.0 2,4 .0 36.0 -17713 0 0 99901 -.612 0 38.7 60.7 29.3 21749 0 30000 .9291 .000 .612 T20 5 -14851 22.0 22.0 36.0 -11872 385 448 118890 -.440 0 35.4 55.7 29.3 20277 -939 27000 .9700 .014 .454 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T21 5 -14992 22.1 22.l 36.0 -4796 907 405 364973 -.158 Job: 0790075 0 Mark: J29 08-11-99 18:11:53 Page 153 20.2 35.5 32.2 22759 -882 27000 .. 9961 .012 .170 151.7 .96 .459 .294 l..044 1.000 106.999 .463 .191 1 1/2 X 1 1/2 X .170 B01 B02 B03 B04 BOS B06 B07 BOS B09 1 1 1 1 1 1 1. 1 l. 9274 0 l.7304 0 23188 0 25·927 ' 0 28522. 0 26927 0 23188 0 17303 0 9274 0 27.1 27.1. 16.1 59.1 92 .. 3 68.6 48.0 48.0 76.1 104.6 163.3 68.6 48.0 48.0 120.0 104.6 163.1108.1 48.0 48.0 120~0 104.6 163.3 108.1 48.0 48.0 120.0 104.6 163.3 108.l. 46.0 48.0 112.0 104.6 163.3 100.9 48.0 48.0 112.0 104.6 163.3 100.9 48.0 48.0 87.1 10·4. 6 163. 3 78. 5 39.l. 39.1 87.1 85.2 133.1 78.5 9638 30000 1.7983 30000 24099 30000 27985 30000 29642 30000 27985 30000 24099 30000 · 17983 30000 9638 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 · Summary of Joist Deflection criteria {in, in"'4, plf-) --------·----------·-·-·--·-------------------------------·------- t 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 42758 .9098 13654 .4732 13654 .2940 13654 .1802 13654 .1316 13654 .1802 13654 .2940 13654 .4732 20552 .8124 .321. .000 .599 .000 .803 .000 .933 .000 .988 .000 .9,33 .000 .803 .000 .599 .000 .321 .000 .321 .599 .803 .933 .988 .933 .803 .599 .321 I req.= 209.64 in4 r act.= 288.44 in4 W-L/360= 176.8 W-L/240= 265.2 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= ~.65" Actual Deflection= 2.0111 --------~--------------------------------------------------------------------- Mem Matl POl R875 P20 R875 P02 1212 P03 1513 P04 1513 P05 1010 P06 1510 P07 1010 POS 1210 P09 1010 PlO 1210 P11 1210 1?12 1010 Pl3 1210 Pl4 1010 Pl5 1510 Pl6 1010 Pl7 1513 Pl8 1513 Description 7/8 RD 7/8 RD l. 1/4 X 1 1/4 X .125 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 1 X 1 X .109 1 1/2 X 1 1/2 X .109 1 X 1 X .109 1 1/4 X 1 1/4 X .109 1 X 1 X .109 l 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .109 1 X 1 X .109 1 1/4 X 1 1/4 X .109 1 X 1 X .109 1 1/2 X 1 1/2 X .109 l X 1 X .• 109 1 1/2 X 1 1/2 X .1~8 1 1/2 X 1 1/2 X .138 # LC 1 1 1 1 i 1 1 1 1 1 1 1 1 1 l. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l. 1 1 ·1 1 Force 10873. 8561. -4892. 6294. -5551. 4808. -4065. 3322. -2580. 1837. -1465. · -1465. 1837. -2580. 3322. -4065. 4808. -5551. 6294. LX B 41. 90 0 32.99 0 20.69 0 29. 63 0 29.63 0 29. 63 0 29.63 0 29.63 0 29.63 0 29.63. 0 29.63 0 29.63 0 29.63 29.63 .29-.63 29.63 29.63 29.63 29.63 0 0 0 0 0 0 0 L/R 191. 53 150.80 84.19 100.27 100.27 151.02 99.70 151.02 120.16 151.02 120.16 120.16 151.02 120.16 151.02 99.70 151.02 100.27 100.27 Weld 3.3 2.6 2.6 3.0 2.7 2.9 2.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.9 2.7 3.0 SRatio .670 .527 .907 .531 .960 .778 .898 .537 .957 .297 .544 .544 .297 .957 .537 .898 .778 .960 .531 \. .l. r;~ - Job: 0790075 Mark: J29 08-11-99 18:11:53 Page 154 P19 15:I.3 1 1/2 X 1 1/2 X .138 1 1 -5802. 24.53 0 83.03 2.8 .800 S01 1010. 1 X 1 X .109 1 1 -1493. 26.52 0 135.18 2.0 .886 S02 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S03 1010 1 X 1 X . 109 1 1 -1154 . 20.50 0 104.50 2.0 .410 S04 1010 1. X 1 X . 109 1 1 -1154 . 20.50 0 104.50 2.0 .410 sos 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S06 101() 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S07 1010 l X 1. X .109 1 1 .,.1154. 20.50 0 104.50 2.0 .410 S08 1010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S09 1.010 1 X 1 X .109 1 1 -1154. 20.50 0 104.50 2.0 .410 S10 1010 1 X 1 X .109 1 1 --1204. 21.40 0 109.07 2.0 .465 Job: 0790075 · Mark: J30 08-11-99 18:11:57 Page 155 SMI J"ob # 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) --~--Left TC X: 10.000 TC WE: 2.000 TC EnqP: 32,.500 TC 1st PP: 34.375 BC EndP: 40. oo·o BC 1st. PP: 26. 875' SMI Joist Engineering Report Joist: 22K4 OAL: BL: WL: 10 Mark: J30 Loe: CARLSBAD 29 I -11. 6/8" 29'-1 6/8" 28'-9 6/8" @ 24.000 Verticals ;Located at all bottom chord panel poi.nts. Req. by: ASES CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 21.500 TC 1st PP.: 21.375 BC EndP: 40.000 BC 1st PP: 2.875 Dept:q_: L 22 .• 000 M 22.000 R 22.000 Ridge@ 14'-6 7/8" Eff. Depth: 20.88 Support Locations: (From Left End -Base Length) 1) 0'-· 2:"' 2) ~8'-11: 6/811 ------------·--·-~ -------·------------------·--. -----. -------------------------------- Joist Loading (ft., lbs, & ft*lbs) LC U. Load 1 321 4 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1. 33 . 00 5 Orient Load U. Load 321 321 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 U. Load 0 239 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases --------------------------------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-·tE N/A 44000 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 44000 0 I.,. 0" 0 0'-0" 5 Mins PriWeb N/A 1142 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1142 0'-0" 0 o·• -0" 1 2 5 ConV TC-LE. GY 500 14'-6 7/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .0 -5034.9 ~4874.4. Load Case # 2 .o -5034.9 -4874.4 Load Case # 3 .0 .o .0 Load Case # 4 .o .o .0 Load Case # 5 .0 -5034.9 -4874.4 Load Case # 6 .0 -3562.6 -3443.1 . . -------------------------------------------------------------------------------- ,,,..--.. i ( . -- Job: 0790075 Mark: J30 08-11-99 18:11:57 Page 156 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2521 3 .91. Ll03 . 723 1.258 .. 967 108. 794 3.212 3.119 2 1/2 X 2 1/2 X .212 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 44000 12.0 12.0 36.0 11267 0 -617 1260705 .282 0 10.9 16.6 28.6 30000 -1926 30000 .9964 -.015 .298 T02 5 -52130 30.5 30.5 36.0 -13349 778 249 195153 -.450 0 27.7 42.2 28.6 22304 -2768 27000 .9795 .007 .457 2521 2.03 .775 .493 L431 .967 108.794 .678 1. 733 2 1/2 X 2 1/2 X .212 T03 5 -51818 34.4 17.2 36.0 -25525 1533 885 75861 -.871 1 44.4 34.8 25.2 22035 -2768 27000 .8991 .031 .902 T04 5 -59691 24.0 24.0 36.0 -29403 0 0 155626 -.926 0 31.0 48.6 25.2 · . 23876 0 30000 .9244 .000 .926 T.05 5 -59691 24.0 24.0 36.0 -29403 0 0 155626 -.926 0 31.0 48.6 25.2 23876 0 30000 .9244 .000 .926 T06 5 -63956 24.0 24.0 36.0 -3·15·04 0 0 155626 -.992 0 3.1.0 48.6 25.2 23876 0 30000 .9190 .000 .992 T07 5 -63956 24.0 24.0 36.0 -31504 0 0 155626 -.992 0 31.0 48.6 25.2 23876 0 30000 .9190 .000 .992 T08 5 -64981 24.0 24.0 36.0 .,.32009 0 0 155626 -1.008 0 31..0 . 48 .6 25.2 23876 0 30000 .9177 .000 1.008 T09 5 -64981 24.0 24 .. 0 36.0 -32009 0 0 155626 -1.008 0 31..0 48.6 25.2 23876 0 30000 .9177 .000 1.008 TlO 5 -62192 ;?4.0 24.0 36.0 -30635 0 0 155626 -.965 0 31.0 48.6 25.2 23876 0 30000 . 9213 .000 .965 Tll 5 -62192 24.0 24.0 36.0 -30635 0 0 155626 -.965 0 31.0 48.6 25.2 23876 0 30000 .9213 .000 .965 Tl2 5 -5.6451 24.0 24.0 36.0 -27'807 0 0 155626 -.876 0 31.0 48.6 25.2 23876 0 30000 .9285 .000 .876 Tl3 5 -56451 24.0 24.0 36.0 -27807 0 0 155626 -.876 0 31.0 48.6 25.2 · 23876 0 30000 .9285 .000 .876 ''\ .: Tl4 5 -51913 21.4 21 .. 4 36.0 -25572 409 236 196197 -.867 0 27.6 43.3 25.2 22165 -1126 27000 .9609 .007 .875 TlS' 5 -52398 19.5 19.5 36.0 -25810 777 448 235741 -.858 0 25.2 39.5 25.2 22625 -1111 27000 . 9672 .014 .871 1512 .71 .465 .296 1.031 .955 109.517 .365 .142 1 1/2 X 1 1/2 X .123 BOl 1 12451 50.9 50.9 82.9 17593 0 0 12500 .586 0 109.3 171.7 75.5 3000(1 0 30000 .4370 .000 .586 B02 1 18192 48.0 48.0 82.9 25705 0 0 14042 .857 0 103.1 162.0 75.5 30000 0 30000 .2678 .000 .857 B03 1 ~0981 48.0 48.0 90.9 29646 0 0 14042 .988 0 103.1 162.0 82.8 30000 0 30000 .1555 .000 .988 B04 1 19956 48.0 48.0 90.9 28197 0 0 14042 .940 0 103.1 162.0 82.8 30000 0 30000 .1968 .000 .940 BOS 1 15Ei91 48.0 48.0 90.9 22170 0 0 14042 .739 0 103.1 162.0 82.8 30000 0 30000 .3685 .000 .739 B06 1 8473 26.9 26.9 44.0 11973 0 0 44794 .399 0 57.7 90.7 40.1 30000 0 30000 .8931 .000 .399 r. - Job: 0790075 Mark: J30 . 08-11-99 18:11:57 Page 157 ------------------------------------------------------------------------------- Summary of. Joist Deflection Criteria (in, in"4, plf) ' ' . --------·--------·-------------·---------------------------- I. req.= 1.02. 76 in4 I act.= 230.08 in4 W-L/360= 359.4 W-L/240= 539.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection = 1.94" Actual Deflection = .97" ---------------·---------·----·------------------------·-·------_,_ ---------------------- Mero Matl Description # LC Force LX B L/R Weld SRatio P0l R875 7/8 RD 1 1 9795. 37 .38. 0 170.90 3.9 .603 P14 ~875 7/8 RD 1 1 10101. 37.38 0 170.90 4.1 .622 P02 1515 1 1/2 X 1 1/2 X .155 1 ·1 -6274. 29.34 0 99.59 2.7 .961 P03 1010 1 X 1 x· .109 1 .1 4675. 27.43 0 139.81 2.9 .756 P04 1510 1 1/2 X 1 1/2 X .109 1 1 -3696. 27.43 0 92.30 2.3 .745 P0S 1010 1 X 1. X . 109 1 1 2718 . 27.43 0 139.81 2.0 .440 P06 1210 1 1/4 X. 1 l/4 X .109 l l -1740. 27;43 0 111.24 2.0 .553 P07 1210 l l/4 X l l/4 X . 109 l l -1740. 27.43 0 111.24 2.0 .553 P08 1010 1 X 1 X .109 1 1 1740. 27.43 0 139.81 2.0 .281 P09 1210 l 1/4 X 1 :L/4 X . :L09 l l -2718. 27.43 0 111. 24 2.0 .864 P:L0 1010 l X 1 X .109 1 1 3696. 27.43 0 139.81 2.3 .598 Pl:L 1510 1 1/2 X 1. 1/2 X .109 l 1 -4675. 27.43 0 92.30 2.9 .942 Pl2 1212 1 1/4 ,x :L :L/4 X .125 1 1 5653. 27.43 0 111.61 3.0 .635 P13 1210 l 1/4 X l. 1/4 X .109 l l -4358. 18.:L7 0 73.70 2.7 .838 S0l. 1010 l X 1 X . :L09 :L 1 -1325. 19.13 0 97.50 2.0 .421 S02 1010 l X l X . 109 l l -·1247 . 18.00 0 91. 75 2.0 .365 S03 1010 i X 1 X . 109 1 l -1247 . 18.00 0 91.75 2.0 .365 S04 1010 l X 1 X . 109 l l -1247 . 18.00 0 91.75 2.0 .365 sos 1010 l X l X . 109 l l -1247 . 18.00 0 91. 75 2.0 .365 S06 1010 l X l X. .109 1 l -1247. 18.00 0 91.75 2.0 .365 S07 1010 l X l X . 109 l l -1666 . 24.05 0 122.60 2.0 .814 '\ Job: 0790075 Mark: J31 08-11-99 18:12:00 Page 158 SMI Job# 0790075 Job: CARLSBAD LOT #4 7 Joist Panel layout (in) Left TC X: 3.000 TC WP: 2.000 TC EndP: 34.250 TC 1st P.P: 34.125 BC EndP: 40.000 BC 1st PP; 28 .. 375 SMI Joist Engineering Report ---------------------~--- Joist: 22K4 OAL: BL: WL: Mark: J3l ~oc: CARLSBAD 29'-7 5/8" 29 1 -4 5/8 11 29'-0 5/8 11 10@ 24.000 Verticals located at all bottom chord panel points. Reg. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 23.125 TC 1st PP: 21.125 BC EndP: 40.000 BC 1st PP: 4.250 Dept~: L 22. 000 M 22. 000 R 22. ooo Ridge @ 14 1 -8 2/8 11 Eff. Depth: 21. 02 Support Locations:· (From Left End Base Length) l) 0 1 -2 11 2) 29'-2 5/8 11 --·-. -----·--·--___ , ___ ---~-----' -----------------~----------------------------------------- Joist Loading (f.t., lbs, &. ft*lbs) --------------------------------- tc u. Load Stress Def:lec LC u .. Load Stress Deflec LC u. Load Stress Deflec l 315 J..00 180.00 · 2 315 1.00 .00 3 0 1.33 .00 4 0 J..33 .oo 5 315 1.33 .00 6 233 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------·------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-Qi• 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1130 0'-0" 0 0'-0" l 2 5 Mins SecWeb N/A 1130 0'-0" 0 0'-0" l 2 5 Conv TC-LE GY 500 14 1 -8 2/8 11 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------~ ------ 1-X 1-Y 2-Y . --------·---------------------- Load Case # 1 .l -4891. 3 -4825.7 Load Case # 2 .l -4891. 3 -4825". 7 Load Case # 3 .0 . 0 .0 Load Case # 4 .o .0 .0 Load Case # 5 .1 -4891. 3 -4825.7 Load Case # 6 . 0 -3433.l -3384.5 (-,_ ~--- Job: 0790075 Mark: J3l 08-11-99 18:12:00 Page 159 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2016 3.13 l.094 .. 623 l.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T0l 5 8600 5.0 5 .. 0 36.0 2751 0 -146 7146397 .069 0 4.6 8.0 32.2 30000 -328 30000 .9998 -.004 .073 T02 5· -16559 32.3 16.l 36.0 -5297 1925 859 171778 -.l 72 l. 29.5 25.9 32.2 23119 -2888 27000 .9907 .025 .198 2016 1.25 .621 .395 l..229 .952 109.653 .335 .860 2 X 2 X .163 T03 5 -16321 34.1 17.1 36.0 -13047 1.414 -8626 49414 -.363 1 55.0 43.2 29.3 20372 -2888 27000 .9208 -.240 .604 T04 5 -24248 24.0 12.0 36.0 -19385 0 0 99901 -.585 l. ·38. 7 30.4 29.3 24896 0 30000 .9224 .000 .585 T05 5 -24248 24.0 12.0 36.0 -19385 0 0 99903--.585 1 38.7 30.4 29.3 24896 0 30000 .9224 .000 .585 T06 5 -28412 24.0 12.0 36.0 -22714 0 0 99901 -.686 1 38.7 30.4 29.3 2.4896 0 30000 .9091 .000 .686 T07 5 -2.8412 24.0 12.0 36.0 -'22714 0 0 99901 -.686 1 38.7 30.4 29.3 24896 0 30000 .9091 .000 .686 T08 5 -29412 24.0 12.0 36.0 -23513 0 0 99901 -.710 ;I. 38.7 30.4 29.3 24896 0 30000 .9059 .000 .710 T09 5 -29412 24.0 12.0 36.0 · -23513 0 0 99901 -.710 l 38.7 30.4 29 .. 3 24896 0 30000 .9059 .000 .710 Tl0 5 -26679 24.0 12.0 36.0 -21329 0 0 99901 -.644 1 38.7 30.4 29.3 24896 0 30000 .9146 .000 .644 Tll 5 -26679 24.0 12.0 36.0 -21329 0 0 99901 -.644 1 38.7 30.4 29.3 24896 0 30000 .9146 .000 .644 Tl2 5 -21069 24.0 24.0 36.0 -16844 0 0 99901 -.582 0 38.7 6017 29.3 21749 0 30000 .9326 .000 .582 Ti3 5 -21069 24.0 24.0 36.0 -16844 0 0 99901 -.582 0 38.7 60.7 29.3 21749 0 30000 .9326 .000 .582 \. Tl.4 5 -16378 2l.l 2l.l 36.0 -13093 421 490 128943 -.478 0 34.0 53.5 29.3 20575 --1119 27000 .9695 .015 .494 2016 3.13 l.094 .623 1.119 .952 l.09.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T15 5 -16823 2l.1 2l.1 36.0 -5382 1020 455 400344 -.176 0 19.3 33.9 32.2 22934 -969 27000 .9960 .013 .190 ~"""' ·-(i Job:. 0790075 Mark: J31 08-11-99 18:12:00 Page 160 1512 .71 .465 .296 1.031 . 955 109. 51.7 .365 .142 1 ·1/2 X 1 1/2 X .123 BOl 1. 12488 52.4 52.4 83.4 17644 0 0 11794 .588 0 112.5 176".8 76.0 30000 0 30000 .4016 . 0_00 .588 B02. l 18090 48.0 48.0 83.4 25560 0 0 14042 .852 0 103.l 162.0 76.0 30000 0 30000 .2719 .000 .852 B03 1 20815 48.0 48.0 91.3 29411 0 0 14042 .980 0 103.l 162.0 83.2 30000 0 30000 .1622 .000 .980 B04 l 19805" 48.0 48.0 91.3 27984 0 0 14042 .933 0 103.l 162.0 83.2 30000 0 30000 .2029 .000 .933 B·o5 l 15634 48.0 48.0 91.3 22090 0 0 14042 .736 0 103.l 162.0 83.2 30000 0 30000 .3708 .000 .736 B06 l 8585 28.3 28.3 45.0 12130 0 0 40540 .404 0 6'0. 7 95.3 41.0 30000 0 30000 .8803 .000 .404 Summ~ry of Joist Deflection Criteria (in, in~4, plf) I req.= 103 1 38 in4 I act.= 200.33 in4 W-L/360= 305.2 W-L/240= 457.8 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 1.96" Actual Defle6tion = 1.08" -----·--·------·-----------·--·-·-----·--------------. ----------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 9612. 38.22 0 174. 72 3.9 .592 P14 R875 7/8 RD 1 1 9914. 38.22 0 174. 72 4.0 .611 P02 1717 1 3/4 X 1 3/4 X .170 1 1 -6352. 31.08 0 90.28 2.6 .665 P03 1513 1 1/2 X l 1/2 X .138 1 1 4581. 28.08 0 95.03 2.2 .387 P04 1510 1. 1/2 X 1 1/2 X .i09 1 1. -3625. 28.08 0 94.50 2.2 .749 P05 1910 1 X 1 X .109 1 1 2669. 28.08 0 143.13 2.0 .432 P06 1210 1 1/4 X 1 1/4 X .109 1 1 -1715. 28.08 0 113.89 2.0 .572 P07 1210 l 1/4 X 1 1/4 X .109 1 1 -1715. 28.08 0 113.89 2.0 .572 \ : P08 1010 l X 1 X .109 1 1 1718. 28.08 0 143.13 2.0 .278 P09 1210 1 .1/4 X 11/4 X . 109 1 1 -2674 . 28.08 0 113.89 2.0 .891 PlO 1010 1. x. l X .109 l 1 3630. 28.08 0 143.13 2.2 .587 Pll 1513 1 1/2 X l 1/2 X . 138 1 1 -4'586 . 28.08 0 95.03 2.2 .734 Pl2 1515 1 1/2 X 1 1/2 X .155 1 1 5542. 28.08 0 95.30 2.4 .419 Pl3 1212 1 1/4 X 1 1/4 X .125 1 l -4330. 18.87 0 76.81 2.3 .742 S01 1010 1 X 1 X . 109 1 1 -1279 . 19.18 0 97. 77 2.0 .408 S02 1010 1 X 1 X .. 109 1 l -1234. 18.50 0 94.30 2.0 .374 S03 1010 1 X 1 X .109 1 1 -1234. 18.50 0 94.30 2.0 .374 S04 1010 .1 X 1 X . 109 1 l -1234 . 18.50 0 94.30 2.0 .374 sos 1010 l X 1 X .109 1 1 -1234. 18.50 0 94.30 2.0 .374 S06 1010 1 x 1 X .109 1 1 -1234. 18.50 0 94.30 2.0 .374 S07 1010 1 X 1 X .109 1 1 -1583. 23. 72 0 120.93 2.0 .752 Job: 0790075 Mark: J32 08-11-99 18:12:07 Page 161 SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout {in) Left TC X: 3. 0.0.0 TC WP: 2.000 TC EndP: 34.250 TC 1st PP: 34.125 BC EndP: 4.0. 000 BC. 1st PP: 2'8. 375 SMI Joist Engineering Report Joist: 22K4 OAL: BL: WL: Mark: J32 Loe: CARLSBAD 29'-7 5/8" 29'-4 5/8" 29'-0 5/8" 10@ 24.000 Verticals located at all bottom chord panel points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 23.125 TC 1st PP: 21.125 BC EndP: 40.000 BC 1st PP: 4.250 Dept{l: L 22.000 M 22.000 R 22.000 Ridge@ 14'-8 2/8" Eff. Depth: 20.88 Support Locations·: {From Left End-Base Length) 1) 0'-2 11 2) 29 1 -2 5/8" Joist Loading: (ft, lbs,. & ft*lbs) LC. U. Load 1 315 4 o_ Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .oo 5 Orient Load u. Load 315 315 Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 u. Load 0 233 Load Distance Load Stress Deflec 1. 33 . 00 1.00 240.00 Cases --·--------------·---------------------------------------------------- Shea N/A N/A 250 0'-0" Chrd TC-LE N/A 44000 0'-0" Chrd TC-LE N/A 44000 0'-0" Mins PriWeb N/A 1130 ' 0'-0" Mins SecWeb N/A 1130 0'-0" ConV TC-LE GY 500 14'-8 2/8" Joist Reactions (lbs) --------------------- 1-·X 1-Y 2-Y ----------· ----------- Load Case # 1 Load Case # 2 Load Case # 3 Load Case # 4 Load Case # 5 Load Case # 6 .1 -4891.3 .1 -4891.3 . 0 . 0 .0 . 0 .1 -4891.3 . 0 -3433.l -4825.7 -4825.7 • 0 .o -4825.7 -3384.6 0 0'-0" 1 2 5 0 0·' -0" 3 4 0 0'-0" 5 0 0'-0" 1 2 5 0 0'-0" 1 2 5 0 0'-0" 1 2 5 -------------------------------------------------------------------------------- < --i • Job: 0790075 Mark: J32 08-1.1.-99 18:12:07 Page 162 Mat1 Area RX RZ RYY: Q Cc sxs SXL Description Mat2 Depth 2521. 3.91 1.1.03 . 723 1.258 .967 108.794 3.212 3.119 2 1/2 X 2 1/2 X .212 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl. 5 44000 s.o 5.0. 36.0 11267 0 -105 7261659 .282 0 4.5 6.9 28.6 30000 -328 30000 .9994 -.003 .285 T02 5 -52.013 32.3 16.1 36.0 -13319 1908 612 174549 -.421 1 29.2 22.3 28.6 23769 -2928 27000 .9771 . 01.8 .440 2521 2.03 .775 .. 493 1.431 .967 108.794 .678 1. 733 2 1/2 X 2 1/2 X .212 T03 5 .,.51773 34.1 17.1 36.0 -,25503 1402 809 76977 -.869 1 44.0 34.6 25.2 22075 -2928 27000 .9006 .028 .897 T04 5 -5975'6 24.0 24.0 36.0 ·-29435 0 0 155626 -.927 0 3J..0 48.6 25.2 23876 0 30000 .9243 .000 .927 TOS 5 -59756 24.0 24.0 36.0 -29435 0 0 155626 -.927 0 31..0 48.6 25.2 23876 0 30000 .9243 .000 .927 T06 5 -63948 24.0 24.0 36 .. 0 -31500 0 0 155626 -.992 o. 31.0 48.6 25.2 23876 0 3000·0 .9190 .000 .992 T07 5 -63948 24.0 24.0 36.0 -31500 0 0 155626 -.992 0 31. 0 48.6 25.2 23876 0 30000 .9190 .ooo .992 T08 5 -64954 24.0 24.0 36.0 -31996 0 0 155626 -1.008 0 31.0 48.6 25.2 2~876 0 30000 .9178 .000 1.008 T.09 5 -64954 24.0 24.0 36.0 -31996 0 0 155626 -1.008 0 31.0 48.6 25.2 2387'6 0 30000 .9178 .000 J..008 TlO 5 -62203 24.0 24.0 36.0 -30640 0 0 155626 -.965 0 31.0 48.6 25.2 23876 0 30000 .9212 .000 .965 Tl.1 5 -62203 24.0 24.0 36.0 -30640 0 0 155626 -.965 0 31. 0 48.6 25.2 23876 0 30000 .9212 .000 .965 T12 5 -56555 24.0 24.0 36.0 -27858 0 0 155626 -.877 0 31. 0 48:6 25.2 23876 0 30000 .9284 .000 .877 Tl.3 5 -56555 24.0 24.0 36.0 -27858 0 0 155626 -.877 0 31.0 48.6 25.2 23876 0 30000 .9284 .000 .877 \ Tl.4 5 -51.831 21.1 21..1 36.0 -25531 335 193 200868 -.864 0 27.3 42.8 25.2 22228 -1199 27000 .9619 .006 .870 Tl.5 5 -52279 21.1 21.l 36.0 -25752 926 535 200868 -.871 0 27.3 42.8 25.2 22228 -1199 27000 .9615 . 016 .887 151.2 .71 .465 .296 1.031 .955 109.51.7 .365 .142 1 1./2 X l 1/2 X .123 BOl 1 12573 52.4 52.4 83.4 17765 0 0 11794 .592 0 112.5 176.8 76.0 30000 0 30000 .3975 .000 .592 B02 1. 18214 48.0 48.0 83.4 25735 0 0 1.4042 .858 0 103.1 1.62.0 76.0 30000 0 30000 .2669 .000 .858 B03 1 20958 48.0 48.0 91.3 29612 0 0 14042 .987 0 103.1 162.0 83.2 30000 0 30000 .1565 .000 .987 B04 1 19941 48.0 48.0 91.3 28175 O· 0 14042 . 939 0 103.1 162.0 83.2 30000 0 30000 .1974 .000 .939 BOS 1 15741 48.0 48.0 91..3 22241 0 0 1.4042 .741 0 103.1 162.0 83.2 ·30000 0 30000 .3664 .ooo .741. B06 1. 8644 28.3 28.3 45.0 12214 0 0 40540 .407 0 60.7 95.3 41. 0 30000 0 30000 .8795 .000 .407 <i Job: 07~0075 Mark: J32 08-11-99 18:12:07 Page 163 ---------·--------. -----------·--------·---------------------------------------------- Summary of Joist Deflection Cri te:da (in, inA4I pl,f.) ---------------------------------------------------- I req.= 103.38 in4 I act.= 230.08 in4 W-L/360= 350.5 W-L/240= 525.8 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection = 1.9611 Actual Deflection = .98" ------------------·-------------------·------·--·-·--·--------------------------------- Mem ·Maid Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 9662. 37.38 0 170.90 3.9 .595 P14 ·R875 7/8 RD 1 1 9966. 37.38 0 170.90 4.0 .614 P02 15'17 1. 1/2. ~ 1. 1/2 X .170 1 1 -6381. 30.37 0 103.31 2.6 .952 P03 1010 1 X 1 X . 109 1 · . 1 45'99. 27.43 0 139.81 2.8 .744 P04 1510 1 1/2 X 1 1/2 X .109 1 1 -3639. 27.43 0 92.30 2.2 .733 P05 1010 1 X 1. X .109 1 1 2679. 27.43 0 139.81 2.0 .433 P06 1210 11/4 X 1 1/4 X . 109 1. 1 -1722 . 27.43 0 111.24 2.0 .547 P07 1210 1 1/4 X 1 l/4 X .109 1 1 -1722. 27.43 0 111.24 2.0 .547 P08 10].0 l. X 1. X .109 1 1 l 724. 27.43 0 139.81 2.0 .279 P09 1210 J:. l/4 X 1. l/4 X .109 l. 1 -2684. 27.43 0 111.24 2.0 .853 Pl.O 10:J.O 1 X 1. X .109 1 1 3644. 27.43 0 139.81 2.2 .589 PlJ. 151,0 J.. 1/2 X 1 1/2 X . 109· J. 1 -4604 . 27.43 0 92.30 2.8 .927 Pl2. 1212 J.. J./4 X J.. 1/4 X .J.25 1 1 5564. 27.43 0 J.11. 61 3.0 .625 P13 1210 J. 1/4 X 1. 1/4 X . J.09 1 1 -433L 18.37 0 74.50 2.6 .840 S01 1.0.10 1. X J. X .109 1 1 -J.28J.., 18.67 0 95.17 2.0 .393 S02 101.0 J. X l. X .109 l 1 -J.235. 18.00 0 91. 75 2.0 .362 803 1010 1 X 1 X .109 1 J. -J.235. 18.00 0 91. 75 2.0 .362 S04 J.010 J. X l X .109 1 1 -J.235. 18.00 0 91. 75 2.0 .362 sos 1010 1 X 1 X .1.09 1 1 -1235. 18.00 0 91. 75 2.0 .362 S06 1010 l. X 1 X .109 1 1 -1235. 18.00 0 91. 75 2.0 .362 S07 1010 1 X J. X .109 1. J. -1588. 23.15 0 117.98 2.0 . 718 Job: 0790075 Mark: J33 08-11-99 18:12:12 Page 164 SMI Joist Engineering Report SMI'Job # 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 10.000 TC WP: 2.000 TC EndP: 32.500 TC 1st PP: 34.375 BC EndP: 40.000 BC 1st P:P: 26.875 Joist: 22K4 OAL: BL: WL: 10 Mark: J33 Loe: CARLSBAD 29 1.-11 6/8 11 29'-1 6/8 11 28 1 -9 6/8 11 @ 24.000 Verticals located at all bottom chord paneL points. Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 22.500 TC 1st PP: 20.375 BC EndP: 40.000 BC 1st PP: 2.875 Depth: L 22.000 M 22.000 R 22.000 Ridge@ 14'-6 7/8 11 Eff. Depth: 20.88 Support Locations: (From Left End·Base Length) ----------------- 1) 0 1 -211 2) 2.8 I -11. 6 / 8 II ---·----·-· ', ___ ----------·--------·------·------------------------------------------------ Joist Loading-(ft., lbs, & ft*lbs) --------------------------------- LC u. toad Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 321 1.00 180.00 2 321 1.00 .00 3 0 1.33 .00 4 0 1.33 .oo 5 321 1.33 .00 6 239 1.00 240.00 Type Ref·-pt Orient Load Distance Load Distance Load Cases ---------------------·-------------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 44000 0'-0" 0 0'-O" 3 4 Chrd TC-LE N/A 44000 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1142 o•-0" 0 o•-0" 1 2 5 Mins SecWeb N/A 1142 0'-0" 0 0'-0" 1 2 5 ConV TC-LE GY 500 14'-6 7/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- l-X l-Y 2-Y ------------------------------- Load Case # l .1 -5034.9 -4874.4 Load Case # 2 .l -5034.9 -4874.4 Load Case # 3 .o .0 .o Load Case # 4 . 0 .o .o Load Case #' 5 .1 -5034.9 -4874.4 Load Case # 6 . 0 -3562.6 -3443.l Job: 0790075 Mark: J33 08-11-9.9 18:12:12 Page 165 Mat1 Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2521 3.91 1.103 . 723 1 .. 258 .967 108.794 3.212 3.119 2 1/2 X 2 1/2 X .212 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 44000 12.0 12.0 36.0 11267 0 -617 1260705 .282 0 10.9 16.6 28.6 30000 -1926 30000 .9964 -.015 .298 T02 5 -52130 30.5 30.5 36.0 -13349 778 2.49 195153 -.450 0 27.7 42.2 28.6 22304 -2768 27000 .9795 .007 .457 2521 2.03 .775 .493 1.431 .967 108.794 .678 1.733 2 1/2 X 2 1/2 X .212 T03 5 -51818 34.4 17.2 36.0 -25525 1533 885 75861 -.871 1 44.4 34.8 2s·.2 22035 -2768 27000 .8991 .031 .902 T04 5 -59691. 24.0 24.0 36.0 -29403 0 0 155626 -.926 0 31.0 48.6 25.2 23876 0 30000 .9244 .000 .926 T05 5 -59691 24.0 24.0 36.0 -29403 0 0 155626 -.926 0 31.0 48.6 25.2. 23876 0 30000 .9244 .000 .926 T06-5 :-63"956 24 .. 0 2.4.0 36.0 --31504 0 0 155626 -.992 0 31..0 48.-6 2,5 .2 23876 0 30000 .9190 .000 .992 T07 5 -63956 24.0 2.4.0 36.0 -31504 0 0 1,55626 -.992 0 31.0 48.6 2s·.2 23876 0 30000 .9190 .000 .992 T08 5 -6'4981 24.0 24.0 36.0 -32009 0 0 155626 -1.008 0 31.0 48.6 25.2 23876 0 30000 .9177 .000 1.008 T09 5 -64981 24.0 24.0 36.0 -32009 0 0 155626 -1.008 0 31.0 48.6 25.2 23876 0 30000 .9177 .000 1.008 T10 5 -62192 24.0 24.0 36.0 -3063-S 0 0 155626 -.965 0 31.0 48.6 25.2 23876 0 30000 .9213 .000 .965 T11 5 -62192 24.0 24.0 36.0 -30635 0 0 155626 -.965 0 31.0 48.6 25.2 23876 0 30000 .9213 .000 .965 T12 5 -56451 24.0 24.0 36.0 -27807 0 0 155626 -.876 0 31.0 48.6 25.2 23876 0 30000 .9285 .000 .876 T13 5 -56451 24.0 24.0 36.0 -27807 0 0 155626 -.876 0 31 .. 0 48.6 25.2 23876 0 30000 .9285 .000 .876 '\ . T14 5 -51915 20.4 20.4 36.0 -25573 294 170 215928 -.858 0 26.3 41.3 25.2 22413 -1134 27000 .9645 .005 .863 T15 5 -52374 20.5 20.5 36.0 -25798 895 517 213303 -.867 0 26.S 4LS 25.2 22382 -1134 27000 .9637 .016 .882 1512 .71 .465 .296 l.031 .955 109.517 .365 .142 1 1/2 X 1 1/2 X .123 B01 1 12451 50.9 50.9 82.9 17593 0 0 12500 .586 0 109.3 171. 7 75.5 30000 0 30000 .4370 .000 .586 B02 1 18192 48.0 48.0 82.9 25705 0 0 14042 .857 0 103.1 162.0 75.5 30000 0 30000 .2678 .000 .857 B03 1 20981 48.0 48.0 90.9 29646 0 0 14042 .988 0 103.1 162.0 82.8 30000 0 30000 .1555 .000 .988 B04 1 19956 48.0 48.0 90.9 28197 0 0 14042 .940 0 103.1 162.0 82.8 300·00 0 30000 .1968 .000 .940 BOS 1 15691 48.0 48.0 90.9 22170 0 0 14042 .739 0 103.1 162.0 82.8 30000 0 30000 .3685 .000 .739 B06 1 8473 26.9 26.9 44.0 11973 0 0 44794 .399 0 57.7 90.7 40.1 3000'0 0 30000 . 8931 .000 .399 (. •• Job: 0790075 Mark: J33 08-11-99 18:12:12 Page 166 ----·--·-------------------------------------------------------------------------------. - Summary of . .::r.oist Deflection Criteria, (in, in"4, plf) I req.= 102.76 in4 I act_.= 230.08 in4 W-L/360= 359.4 W-L/240= 539.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis} Load Case #01 Allowable Deflection = 1 .. 94 11 .Actual Deflection = .97 11 --·------~ ---------------------------------------------------------------------------- Mem Mati POI-R875 Pl,i .. R875 P02 1515 P03 1.010 P04 lS'l.O. POS lOl.O po·5· 1210 P07 J:.OJ:O P08 1.010 P09 1:21-0 PlO , lOl.O P1l. 1510 P12 1212 P13 1210 S01 1010 S02 1.010 S03 1010 S04 1010 sos 1010 S06 1010 S07 1010 Description 7/8 RD 7/8 RD l. 1/2 X 1 1/2 X .155 1. X 1. X .109 1 1/2 X 1. 1/2 X .l.09 1 X J; X .109 l. 1/4 X l 1/4 X .109 l X 1 X. •. 109 1. X 1. X .1.09 l. 1/4 X l l./4 X .109 l. X l. X .109 l 1/2 X 1. 1/2 X .109 l. 1/4 X l 1/4 X .125 1 l./4 X l 1/4 X .109 1. X 1 X .109 l. X l X .109 l X 1 X .109 1 X l X .109 1 X 1 X .109 1 X l X .109 l X 1 X .109 # LC 1 i l l 1 l i. l l l l l l l l l l_ l 1 l l l l 1 l 1 l l l 1 l l l l l l. l l 1 l l l Force 9795. 10073. -6274. 4675. -3696. 2718. -i740. -1740. 1740. -2718. 3696. -4675. 5653. -4344. -1325. -1247. -1247. -1247. -,-1247. -,1247. -1627. LX 37.38 37.38 29.34 27.43 27.43 27.43 27.43 27.43 27.43 27.43 27.43 27.43 27.43 18.17 19.13 18.00 18.00 18.00 18.00 18.00 23.49 B 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L/R l,70. 90 170.90 99.59 139.81 92.30 139.81 111.24 139.81 l.39.81 1.11.24 139.81 92.30 111.61 73. 70 97.50 91.75 91. 75 91. 75 91.75 91. 75 119. 73 Weld 3.9 4.1 2.7 2.9 2.3 2.0 2.0 2.0 2.0 2.0 2.3 2.9 3.0 2.7 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SRatio .603 .620 .961 .756 .745 .440 .553 l.105 .281 .864 .598 .942 .635 .836 .421 .365 .365 .365 .365 .365 .758 r:; ---- Job: 0790075 Mark: J34 08-11-99 18:12:22 Page 167 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 1.000 TC WP: 2 .. 000 TC. EndP: ~1.125 TC 1st PP: 19.000 BC. EndP: 33.000 BC, 1st PP: 7.125 Joist: 18K7 OAL: BL: WL: 14 @ Mark: J34 Loe: CARLSBAD 34 I -911 34'-811 34-1 -411' 24.000 Verticals located at all bottom chord panel points. Depth.: L. 18.000 M 18.000 R 18.000 Ridge@ l.7'-4 11 Support Locations: (From Left End·Base Length) 1) 0 1 -2 11' 2) 34'-6 11 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 21.000 TC 1st PP: 18.875 BC EndP: 33.000 BC 1st PP: 6.875 Eff. Depth: 17.00 ------·--·-----_ --·---·-----------------------------------·----------------------------- Joist Loading' {ft, lbs, & ft*lbs) ____________________ , _______________ ---- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 250 1.00 180.00 2. 250 1. 00 .00 3 0 1.33 .00 4 0 1.33 .00 5 250 1.33 .00 6 125 1.00 240.00 Type Ret-pt Orient Load Distance Load Distance Load Cases ------------------------,--------------------------------------------- Shea N/A N/A 250 0'-011 0 0'-011 1 2 5 Chrd, TC-LE N/A 8600 0'-011 0 0'-011 3 4 Chrd TC-LE N/A 8600 0'-0"' 0 0'-011 5 Mir+S PriWeb N/A 1000 0'-011 0 0'-011 1 2 5 Mins SecWeb N/A 1000 0'-011 0 0'-011 1 2 5 ConV TC-LE GY 500 17 1 -411 0 0'-011 1 2 5 Joist Reactions (lbs) -------------------- 1.,x 1-Y 2-Y -·------------------------------ Load Case # l .2 -4572. 9 -4541.6 Load Case # 2 .2 -4572. 9 -4541.6 Load Case # 3 .o .0 .o Load Case # 4 .o . 0 . 0 Load Case # 5 ,.2 -4572. 9 -4541. 6 Load Case # 6 ,1 -2161.4 -2145.8 --------------------------------------------------------------------------------' ' .J. -re Job: 0790075. Mark: J34 08-11-99 18:12:22 Page 168 Matl. Area RX RZ R_YY Q Cc sxs SXL Description Mat2 Depth 2016 3.13 1.094 .62.3 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl.. 5 8600 3.0 3. 0. 36.0 2751 0 -4219851104 .069 0 2.7 4.8 32.2 30000 -94: 30000 .9999 -.001 .070 T02 5 -16517 19.l. 19.l. 36.0 -5284 637 284 488455 -.l.72 0 17.5 30.7 32.2 23119 -·566 27000 .9968 .008 .180 2016 l.os25 .62i .395 l. .. 229 .952 109.653 .335 .860 2 X 2 X .l.63 T03 5 -16240 19.0 19.0 36.0 -12983 244 283' 15.9399 -.459 0 30.6 48.l. 29.3 21272 -836 27000 .9756 .009 .467 . T04 5 --22830 24.0 24.0 36.0 -18251 0 0 99901 -.631 0 38.7 60.7 29.3 . 21749 0 30000 .9269 .000 .631 TOS 5 -22830 24.0 24.0 36.0 -18251 0 0 99901 -.631 0 38,. 7 60. 7 · 29.3 21749 0 30000 .9269 .000 .631 T06 5 -30586 24.0 24.0 36.0 -24452 0 0 99901 -.845 0 38.7 60.7 29.3 21749 0 30000 .9021 .000 .845 T07 5 -30586 24.0 24.0 36.0 -24452 .0 0 99901 -.845 0 38.7 60.7 29.3 21749 0 30000 .9021 .000 .845 T08 l. -26.919 24.0 24.0 36.0 -21521 0 0 99901 -.989 0 38.7 60.7 29.3 21749 0 30000 .9138 .000 .989 T09 1. -26919 24.0 24.0 36.0 -21521 0 0 99901 -.989 0 38.7 60.7 29.3 21749 0 30000 .9138 .000 .989 T.10 1. -29026 24.0 12.0 36.0 -23204 0 0 99901 -.932 1 38.7 30.4 29.3 24896 0 30000 .9071 .000 .932 T11 1 -·29026 24.0 12.0 36.0 -23204 d 0 99901 -.932 1 38.7 30.4 29.3 24896 0 30000 .9071 .000 .932 T12 i -2690l. 24.0 24.0 36.0 -2150.6 0 0 99901 -.989 0 3.8. 7 60.7 29.3 21749 0 30000 .9139 .000 .989 Tl3 1 -2690i 24.0 24.0 36.0 -21506 0 0 99901 -.989 0 38.7 60.7 29.3 2;1.749 0 30000 .9139 .000 .989 '\ T14 5 -30553 24.0 24.0 36.0 -24426 0 0 99901 -.844 0 38.7 .60. 7 29.3 21749 0 30000 .9022 .000 .844 T15 5 -30553 24.0 24.0 36.0 -24426 0 0 99901 -.844 0 38.7 60.7 29.3 21749 0 30000 .9022 .000 .844 Tl.6 5 -22782 24.0 24.0 36.Q -18213 0 0 99901 -.630 0 38.7 60.7 29.3 21749 0 30000 . 9271 .000 .630 Tl.7 5 -22782 24.0 24.0 36.0 -18213 0 0 99901 -.630 0 38.7 60.7 29.3 21749 0 30000 . 9271 .000 .630 Tl8 5 -1624l. 18.9 18.9 36.Q -·12984 236 275 161517 -.458 0 30.4 47.8 29.3 21312 -832 27000 .9759 .008 .466 2016 3.13 1 .. 094 .623 1,119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Tl.9 5 -16520 19.0 19.0 36.0 -5285 681 304 494903 -.172 0 17.4 30.5 32.2 23119 -561 27000 .9968 .009 .181 Job: 0790075 Mark: J34 15·17 BOl. 1 B02 1 .96 .459 .294' 1.044 1.000 106.999 B03 1 B04 1 BOS 1 BOG· 1 B07 J:. BOS 1 9293 0 18461 0 24806 0 2~327 0 28316 .o 2.4780 0 18421. 0 9238 0 31.1 31.1 69.0 67.8 105.9 62.1 48.0 48.0 99.0 104.6 163.3 89.2 48.0 48.0 99.0 104.6 163.3 s9:2 48.0 48.0 107.0 104.6 163.3 96.4 48.0 48.0 107.0 104.6 163.3 96.4 48.0 48.0 107.0 104.6 163.3 96.4 4.8 .. 0 48. 0 107. 0 104.6 163.3 96.4 30.9 30.9 68.0 67.3 105.0 61.2 9658 30000 19186 30000 25780 30000 29440 30000 29429 30000 25753 30000 19144 30000 9601 30000 .463 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08-11-·99 18: 12: 22 Page 169 .191 1 1/2 X 1 1/2 X .170 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 32474 .8810 13654 .4379 13654 .2448 13654 .1376 13654 .1379 13654 .2456 13654 .4392 33002 .8836 .322 .000 .322 .640 .000 .640 .859 . 000 . 859 .981 .000 .981 .981 . 000 .. 981 .858 . 000 . 858 .638 .000 .638 .320 .000 .320 ----·-_, ___ ---------------·------·--------· ~-------------. -------------------------------- Summary of Joist Deflection Criteria (in, inA4, plf) --·. ---------·--. ---------------------------·------------·-- r req. = 13.5. 41 in4 :t act.=· 157. 90 in4 W-L/360= 145.8 .W-L/240= 218.6 Complex. Loading· Deflect·ions: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection = 2 .. 3111 Actual Deflection= 2.07" Mem Matl Description # LC Force LX B L/R Weld SRatio P.01 R875 7/8 RD 1 1 9556. 30.15 0 137.84 2.9 .588 P18 R875 7/8 RD 1 1 9553. 30.15 0 137.84 2.9 .588 P02 -1210 1. 1/4 X 1 1/4 X . 109 1 1 -4549 . 15. 72 0 63. 77 2.8 .805 PQ3 1513 1 1/2 X 1. 1/2. X . 138 1 1 6483 . 25.08 0 84.89 3.1 .547 · P04 1512 1 1/2 X 1 1/2 X .123 1 1 -5618. 25.08 0 84.66 3.0 .901 PCS 1010 1 X 1 X .109 1 1 4753. 25.08 0 127.86 2.9 .769 P06 1212 i 1/4 X 1 1/4 X .125 1 1 -3888. 25.08 0 102.08 2.1 .921 P07 1010 1 X 1 X . 109 1 1 3023 . 25.08 0 127.86 2.0 .489 i?o8 1210 1 1/4 X 1 1/4 X .109 1 1 -2158. 25.08 0 101. 74 2.0 .581 P09 1010 l. X 1 X .109 1 1 1730. 25.08 0 127.86 2.0 .280 1?10 1010 1 X 1 X .109 1 1 1730 .. ~5.08 0 127.86 2.0 .280 Pll 1210 1 1/4 X 1 1/4 X .109 1 1 -2167. 25.08 0 101.74 2.0 .584 P12 1010 1 X 1 X .109 1 1 3032. 25.08 0 127.86 2.0 .490 P13 1212 1 1/4 X 1 1/4 X . 125 1 1 -3897 . 25.08 0 102.08 2.1 .923 Pl4 101.0 1 X 1 X .109 1 1 4762. 25.08 0 127.86 2.9 .770 P15 1512 1 1/2 X 1 1/2 X . 123 1 1 -5627. 25.08 0 84.66 3.1 .902 P16 1513 1 1/2 X 1 1/2 X .138 1 1 6492. 25.08 0 84.89 3.1 .548 Pl7 1210 1 1/4 X 1 1/4 X .109 1 1 -4529. 15.64 0 63.44 2.8 .799 S01 1010 1 X 1 X .109 1 1 -1397. i7,69 0 90.16 2.0 .401 S02 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 S03 1010 l X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 S04 1010 1 X 1 X .109 l 1 -1145. 14.50 0 73.91 2.0 .275 sos 1010 l X 1 X .10,9 1 1 -1145. 14.50 0 73.91 2.0 .275 \ Job: 0790075 Mark: J34 08-11.-99 18:12:22 Page 170 S06 1010 1 X 1 X .:1.09 1 1 -1145. 1.4 .so 0 TJ. 91 2.0 .275 S07 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 SOB 101.0 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 S09 1010 1. X 1 X ·.109 1 1 -1402. 17.75 0 90.47 2.0 .404 Job: 0790075 Mark: J35 08-11-99 18:12:25 Page 171 SMI Joist Eng~neering Report SMI Job# 0790075 Job: CARLSBAP LOT #47 Joist Panel layout ( in) ------·--. --~----"--------- Left TC X: 1.0·00 TC WP:-2.000 TC EndP: 21.125 TC 1st PP: 19.000 BC EndP: -33.000 BC 1st PP: 7.125 Joist: 18K7 QAL: BL: WL: 14 Mark: J35 Lot:: CARLSBAD 34'-9" 34'-8" 34'-4" @. 24 .. 000 Verticals located at all bottom chord panel points. Depth: L 18.000 M 18.000 R. 18.000 Ridge@ 17'-4" Supi;ior.t Locations: (From Left End "Base. Length·) ----·-------·---·-·-,-·--' 1). 0'-2" 2) 34'-6"· Req. by: ASES CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 21.000 TC 1st PP: 18.875 BC EndP: 33.000 BC 1st PP: 6.875 Eff. Depth: 17.00 ------------------------------------------------------------------------------ Joist. Loading (f:t, lbs, & ft*lbs)· --------------------------------- LC. u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 250 1.00 -I.SO. 00 2 250 :1..00 .00 3 0 1.33 .00 4 0 1.33 .oo 5 250 1.33 .00 6 125 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases ----------------------·---------------------------------------------- Shea N/A N/A 250 0'-on 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 O'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0. O'-0" 5 Mins PriWeb N/A 1000 o·• -0" 0 QI-. pi, 1 2 5 Mins SecWeb N/A 1000 0'-0" 0 0'-0" 1 2 5 -Conv TC-LE GY 500 17'-4" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y --------·--------------------··- Load Case # 1 .2 -4572. 9 -4541. 6 Load Case # 2 .2 -4572. 9 -4541.6 Load Case # 3 . 0 . 0 . 0 Load Case * 4 .o .o .o Load Case # 5 .2 -4572. 9 -4541.6 Load Case # 6 .l -2161.4 -2145.8 \.: Job: 0790075 Mark: J35 08-11-99 l.8:12:25 Page 172 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2016_ 3. l.3 1.094 .623 1.119 .952 l.09.653 2.809 2.24l. 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force-LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 8600 3.0 3.0 36.0 275l. 0 -4219851104 .069 0 2.7 4.8 32.2 30000 -94 30000 .9999 -.001 .070 T02 5 -16517 19.1 19.1 36.0 -5284 637 284 488455 -.172 0 1.7 .5 30.7 32.2 23119 -566 27000 .9968 .008 .180 20l.6 L.25 .621 .395 1.229 .952 l.09.653 .335 .860 2 X 2 X .l.63 T03 5 -16240 J.9.0 19.0 36.0 -12983 244 283 159399 -.459 0 30.6 48. 1 29.3 2l.272 -836 27000 .9756 .009 .467 T04 5 -22830 24.0 24.0 36.0 -18251 0 0 99901 -.631 0 38.7 60.7 29.3 21.749 0 30000 . 9269 .000 .63i T05 5 -22830 24.0 24.0 36.0 -18251 0 0 99901 -.631 0 38.7 60.7 29.;3 21749 0 30000 .9269 .000 .631 T06 5 -30586 24.0 24.0 36.0 -24452 0 0 99901 -.845 0 38.7 60.7 29.3 21749 0 30000 .9021 .000 .845 T.07 5 -30586 24.0 24.0 36.0 -24452 0 0 99901. -.845 0 38'. 7 60.7 29.3 21749 0 30000 .9021. .000 .845 T0.8 r. -26919 24.0 24.0 36.0 --21521 0 0 99901 -.989 o. 38.7 60.7 29.3 21749 0 30000 .91.38 .000 .989 T09 1. -26"919 24.0 24.0 36.0 -21.521 0 0 99901. -.989 0 38.7 60.7 29.3 21749 0 30000 .91.38 .000 .989 Tl.O 1. -29026 24.0 1.2.0 36.0 -23204 0 0 99901. -.932 1. 38.7 30.4 29.3 24896 0 30000 .9071 .000 .932 Tl.l. J. -29026 24.0 1.2.0 36.0 -23204 0 0 99901. -.932 J. 38.7 30.4 29.3 248.96 0 30000 . 9071 .000 .932 T12 1. -26901. 24.0 24.0 36.0 -21506 0 0 99901. -.989 0 38.7 60.7 29.3 21. 749 0 30000 .9139 .000 .989 Tl.3 1. -2.6901 24.0 24.0 36.0 -21.506 0 0 99901 -.989 0 38.7 60.7 29.3 21749 0 30000 .91.39 .000 .989 \ T14 5 -30553 24.0 24.0 36.0 -24426' 0 0 99901 -.844 0 38.7 60.7 29.3 21749 0 30000 .9022 .000 .844 Tl.5. 5 -30553 24.0 24.0 36.0 -24426 0 0 99901 -.844 0 38.7 60.7 29.3 21.749 0 30000 .9022 .000 .844 Tl.6 5 -22782 24.0 24.0 36.0 -18213 0 0 99901. -.630 0 38.7 60.7 29.3 21.749 0 30000 .9271 .000 .630 Tl7 5 -22782 24.0 24.0 36.0 -18213 0 0 99901 -.630 0 38.7 60.7 29.3 21749 0 30000 . 9271 .000 .630 T18 5 -16241 18.9 18.9 36.0 -12984 236 275 161517 -.458 0 30.4 47.8 29.3 21.312 -832 27000 .9759 .008 .466 2016 3.13 1.094 .623 1.1.19 .952 10~.653 2.809 2-241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T19 5 -16520 19.0 19.0 36.0 -5285 681 304 494903 -.172 0 17.4 30.5 32.2 23119 -561. 2700·0 .9968 .009 .181 Job: 0790075 Mark: J35 08-11-99 18:12:25 Page 173 1517' .96 .459 .294 1.044 1.000 106.999 .463 .191 1 i/2 X 1 1/2 X .170 B01 1. 9293 31.1 31.1 69.0 9658 0 0 32474 .322 0 67.8 105.9 62.1 30000 0 30000 .8810 .000 .322 B02 1 18461.. 48.0 48.0 99.0 19186 0 0 13654 .640 o: 104.6.163.3 89.2 30000 0 30000 .4379 .000 .640 B03 1 24806 48.0 48.0 99.0 25780 0 0 13654 .859 0 104.6 163.3 89.2 30000 () 30000 .2448 .000 .859 B04 1 28327 48.0 48.0 107.0 29440 0 0 13654 .981 0 104.6 163.3 96.4 30000 0 30000 .1376 .000 .981 BOS 1 28316 48.0 48.0 107.0 29429 0 0 13654 .981 0 104.6 163.3 96.4 30000 0 30000 .1379 .000 .981 B06 1 24780 48.0 48.0 107.0 25753 · .o 0 13654 .858 0 104.6 163.3 96.4 30000 0 30000 .2456 .000 .858 B07 1 181,21 48.0 48.0 107.0 19144 0 () 13654 .638 .o 104.6 163.3 96.4 30000 0 30000 .4392 .000 .638 BOS 1 9238 30.9 30.9 68.0 9601 0 0 33002 .320 0 67.3 105.0 61.2 30000 0 30000 .8836 .000 .320 . . _, ____ --·----------_,_ ------------------------------------------------------------------ Summary of Joist Deflection Criteria (in, in:"4, plf) --·-·-·--·--·-------------------------. --------------------· I req·.= 135.41 in4 I act.= 157.90 in4 W-L/360= 145.8 W-L/240= 218.6 Complex Loading Deflections: (Truss Stif.fness Matrix Analysis) Load. Case #01 Allowable Deflection= 2.31" Actual Deflection = 2.07" -----·---,-·---·---------· ------------_,_ -------·-------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl. R875 7/8 RD 1 1 9550. 30.15 0 137.84 2.9 .588 P18 R875" 7/8 RD 1 1 9553. 30.15 0 137.84 2.9 .588 P02 1210 1 1/4 X 1 1./4 X .109 1 1 -454.9. 15. 72 0 63. 77 2.8 .805 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6483. 25.08 0 84.89 3.1 .547 ' P04 1512 1 1/2 X 1 1/2 X .123 1 1 -5618. 25.08 0 84.66 3.0 .901 POS 1010 1 X 1. X .109 1 J,.. 4753. 25.08 0 127.86 2.9 .769 P06 1212 1 1/4 X 1 1/4 X .125 1 1 -3888. 25.08 0 102.08 2.1 .921 P07 1010 l X 1 X .109 1.. 1 3023. 25.08 0 127.86 2.0 .489 POS 1710 l l/4 X 1 l/4 X .109 l 1 -2158 .. 25.08 0 101.74 2.0 .581 P09 1010 l X 1 X .109 1 1 1730. 25.08 0 127.86 2.0 .280 P-10 1010 l X l X .109 l l 1730. 25.08 0 127.86 2.0 .280 Pll 1210 l 1/4 x· 1 1../4 X ,109 1 l -2167. 25.08 0 101.74 2.0 .584 P12 1010 l X 1 X .109 l 1 3032. 25.08 0 127.86 2.0 .490 · Pl3 1212 l 1/4 X l l/4 X .125 l 1 -3897. 25.08 0 102.08 2.1 .923 Pl4 1010 1 X l X .109 1 1 4762. 25.08 0 127.86 2.9 .770 P15 1512 1 1/2 X l 1/2 X .123 1 1 -5627. 25.08 0 84.66 3.1 .902 P16 1513 1 1/2 X 1 1/2 X .138 1 1 6492. 25.08 0 84.89 3.1 .548 P17 1210 1 1/4 X 1 1/4 X .109 1 l -4529. 15.64 0 63.44 2.8 .799 S01 1010 1 X 1. X .109 l l -1397. 17.69 0 90.16 2.0 .401 S02 1010 1 X l X .109 1 l -1145. 14.50 0 73.91 2.0 .275 S03 1010 1 X 1 X .109 1 l -1145. 14.50 0 73.91 2.0 .275 S04 1010 1 X 1 X .109 1 1 -1145. 14 .so 0 73. 91 2.0 .275 , sos 1010 1 X l X .109 1 1 -114?. 14.50 0 73.91 2.0 .275 Job: 0790075 Mark: J35 08-11-99 18:12:25 Page 174 S06 1010 1 X 1. X .109 1 1 -1145. 14.50 0 7'3. 91 2.0 .275 S07 1010 1 X 1 X .109 1. 1 -1145. 14.50 0 73 .. 91 2.0 .275 S08 1010 1. X 1 X .109. 1 1 -1.145. 14.50 0 73.91 2.0 .275 S09 1:010 1, X 1 X .109 J. 1 -1.402. 17.75 0 90.47 2.0 .404 Job: 0790075 Mark: J36 08-11-99 18:12:28 Page 175 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: l8K7 Mark: J36 Loe: CARLSBAD Joist Panel layout (in) Left OAL: 34'-911 TC X: i.ooo BL: 34'-811 TC WP: 2.000 WL: 34' -· 411 TC EndP: 21.125 TC 1st PP: 19.000 14 @ 24.000 BC EndP: 33.000 BC: lst PP: 7 .125· Verticals located at all bottom chord panel points. Depth.: L 18.000 M 18.000 R 18.000 Ridge@ 17'- .Support Loca,tions: (From Left End ·Base Length) J.) 0'-211 2) 34'-6 11 Joist. Loading (ft, lbs, & ft*lbs) ----·---·-----------------_,_ -·---------- 411 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 21. 000 TC 1st PP: 18.875 BC EndP: 33.000 BC lst PP: 6.875 Eff. Depth: 16.85 LC u. Lqad Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec J.. 250 LOO J.80.00 2 250 J..00 .00 3 0 J.. 33 .00 4 0 J. .. 33 .00 5 250 J..33 .00 6 J.25 J..00 240.00 Type Ref-pt Orient toad Distance Load Distance Load Cases -... ----------------------------------·-------_,_ ----------------------- Shea ,N/A N/A 250 0'-011 0 0'-011 J. 2 5 Chrd TC-LE N/A 44000 0'-0" 0 O'-011 3 4 Chrd TC-LE N/A 44000 0'-0" 0 O'-0" 5 Mins PriWeb N/A 1000 0'-0" ·O 0'-0" J. 2 5 Mins SecWeb N/A J.000 0'-0" 0 0'-011 l 2 5 ConV TC-LE GY 500 17'-411 0 O'-0" 1 2 5 Joist Reactions (lbs) --------------------- J.-X 1-Y 2-Y ----------------------·-. ------ Load Case # J. .l -4572. 8 -4541.6 Load Case # 2 .l -4572. 8 -4511.6 Load Case # 3 . 0 . 0 . 0 Load Case # 4 .0 .o .0 Load Case # 5 . J. -4572 .8 -4541. 6 Load Case # 6 . 0 -2161.4 -2145.8 Job: 0790075 Mark: J36 08-11-99 18:12:28 Page 176 Matl. Area RX RZ RYY Q Cc sxs SXL Description Mat2. Depth 2523 4.07 .l .. 100 .ns l.268 .996 i07.l90 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 44000 3.0 3.0 36.0 10813 0 -2820063211 .271 0 2.7 4.1 28.4 30000 -94 30000 .9998 -.001 .272 .T02 5 -51988 19.l 19. l. 36 .o · -12776 619 1.88 493674 -.392 0 17'.4 26.4 28.4 24533 -607 27000 .9922 .005 .397 2523 2.19 .772 .492 l.435 .996 107,190 .731 1.843 2 1/2 X 2 1/2 X .230 T03 5 -51708 19.0 19.0 36.0 -235.66 227 123 246698 -.759 0 24.6 38.6 25.l 23352 -826 27000 .9713 .004 .762 T04· 5· -58356 .24.0 24.0 36.0 -26596 0 0 154615 -.817 0 3·1.1 48.7 25. 1. 24472 0 30000 . 9312 .000 .817 T.05 5 -58356 24.0 24.0 36.0 -26596 0 0 154615 -.817 0 3:1..l 48.7 25 .l. 24.472 0 30000 .9312 .000 .817 T06 5 -66181. 24.0 24.0 36.0 -30162 0 0 154615 -.927 0 31..1 48.7 25.l 24472 0 30000 .9220 .000 .927 T.07 -5 -66J.81 24.0 24.0 36.0 -30162 0 0 154615 -.927 0 31..1. 48.7 25.l 24472 0 30000 .9220 .000 .927 T08 5 -71158 24.0 24.0 36.0 -32430 0 0 154615 -.996 0 31.1 48.7 25.1 24472 0 30000 .9161 .000 .996 T09 5· -71158 24.0 24.0 36.0 -32430 0 0 154615 -.996 0 3Ll. 48.7 25.l 24472 0 30000 .9161 .000 .996 TlO. 5 -73283 24.0 12.0 36.0 -33399 0 0 154615 -.933 l. 31 .. l 24.4 25.l 26929 0 30000 .9136 .000 .933 Tll 5 -73283 24.0 12.0 36.0 -33399 0 0 154615 -.933 l 31.1 24.4 25.1 26929 0 30000 .9136 .000 .933 Tl2 5 -71140 24.0 24.0 36.0 -32422 0 0 154615 -.996 0 31.1 48.7 25.l 24472 0 30000 .9161 .000 .996 Tl3 5 -71140 24.0 24.0 36.0 -·32422 0 0 154615 -.996 0 31.l 48.7 25.1 24472 0 30000 .9161 .000 .996 't T14 5 -66148 24.0 24.0 36.0 -30147 0 0 154615 -. 926 0 31.l 48.7 25. J. 24472 0 30000 .9220 .000 .926 Tl5 5 -66148 24.0 24.0 36.0 -30147 o. 0 154615 -.926 0 31.l 48.7 25.1 24472 0 30000 .9220 .000 .926 Tl6 5 -58308 24.0 24.0 36.0 -26574 0 0 154.615 -.816 0 31.1 48.7 25 .l. 24472 0 30000 .9313 .000 .816 Tl7 5 -58308 24.0 24.0 36.0 -26574 0 0 154615 -.816 0 31.l 48.7 25.1 24472 0 30000 .9313 .000 .816 Tl8 5 -51709 18.9 18.9 36.0 -2356!5 164 89 249977 -.758 0 24.4 38.3 25.1 23383 -790 27000 .9717 .003 .760 Tl9 5 -51990 19.0 19.0 36.0 -23694 608 330 246698 -.763 0 24.6 38,6 25.1 23352 -737 27000 .9712 .010 .773 -· Job: 0790075 Mark: J36 08-11-99 18:12:28 Page 177 1517 .96 .459 .294 1.044 1.000 106.999 .463 .191 1 '1/2 X 1 1/2 X .170 BOl 1 9376 31.1 31.1 69.0, 9744 0 0 32474 .325 0. 67.8 l.05.9 62.1 30000 0 30000 .8800 .000 .325 B02 1 18625 48.0 48.0 99.0 19357, 0 0 13654 .645 0 104.6 163.3. 89.2 30000 0 30000 .4330 .000 .645 B03 1 25026 48.0 48.0 99.0 26009 0 0 13654 .867 0 104.6 l.63.3 89.2 30000 0 30000 .2381 .000 .867 B04 1 28579 48.0 48.0 107.0 29T01 0 0 13654 .990 0 104.6 163.3 96.4 30000 0 30000 .1299 .000 .990 BOS 1 28568 48.0 48.0 107.0 29690 0 0 13654 .990 0 104.,6 163.3 96.4 30000 0 30000 .1302 .000 .990 B06 1 25000 48.0 48.0 107.0' 25982 0 0 13654 .866 0 104.6 163.3 96.4 30000 0 30000 .2389 :ooo .866 B07 1 18584 48.0 48.0 107.0 l.9314 0 0 13654 .644 0 104.6 163.3 96.4 3·0000 0 30000 .4342 .000 .644 BOS 1 9320 30.9 30.9 68.0 9686 0 0 33002 .323 0 67.3 105.0 61.2 30000 0 30000 .8826 .000 .323 --------------------·-------------------------------------------------------------- Summary of Joist Deflection Criteria (in, in"4, plf) ---------------------------------------------------- :r_ req.= 135.41. in4 I act.= 191;48 in4 W-L/360= 176.8 W-L/240= 265.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection = 2.3111 Actual Deflection = 1.75" -----·-·-------------------·---------------------' --------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 9615. 29.31 0 134.00 2.8 .592 P18 R875 7/8 RD 1 1 9618. 29.31 0 134.00 2.8 .592, P02 1210 1 1/4 X 1 1/4 X .109 1 1 -4555. 15.20 0 61.65 2.8 .793 P03 1513 1 1/2 X J. 1/2 X .138 J. 1 6521. 24.36 0 82.45 3.2 .550 ··, P04 1512 1 1/2 X 1 1/2 X .123 1 1 '-5651. 24,36 0 82.22 3.1 .883 POS 1010 J. X 1 X .J.09 1 1 4781. 24.36 0 124.18 2.9 . 773 P06 1210 J. 1/4 X 1 1/4 X .109 1 1 -3911. 24.36 0 98.81 2•.4 1.008 P07 1010 1 X 1 X .109 1 1 3041. 24.36 0 124.18 2.0 .492 P08 1210 1. 1/4 X 1 1/4 X .109 1 1 -2171. 24.36 0 98.81 2.0 .559 P09 1010 1 X 1 X, .109 1 1 1740. 24.36 0 124.18 2.0 .281 PlO 1010 1 X 1 X .109 1 1 1740. 24.36 0 124.18 2.0 .281 Pll 1210 1 1/4 X ;L 1/4 X .109 1 1 -2180. 24.36 0 98.81 2.0 .562 1212 1010 1 X 1 X .109 1 1 ;3050. 24:36 0 124.18 2.0 .493 P13 1210 1 1/4 X 1 1/4 X .109 l 1 -3920. 24.36 0 98.81 2.4 1.010 P14 1010 1 X 1 X .109 1 1 4790. 24.36 0 124.18 2.9 . 775 PlS' 1512 1. 1/2 X 1 1/2 X .123 1 1 -5660. 24.36 0 82.22 3.1 .884 Pl6 1513 1 1/2 X 1 1/2 X .138 1 1 6530. 24.36 0 82.45 3.2 .551 Pl7 1210 1 1/4 X 1 1/4 X .109 1 1 -4535. ~5.12 0 61.33 2.8 .787 SOl 1010 1 X 1 X .109 1 1 -1402. 17.13 0 87.30 2.0 .389 S02 1010 1 X 1 X .10~ 1 1 -1146. 14.00 0 71.36 2.0 .269 S03 1010 1 X 1 X .109 1 1 -1146. 14.00 0 71.36 2.0 .269 S04 1010 l. X 1 X .109 1 l. -1146. 14.00 0 71.36 2.0 .269 sos 1010 1 X 1 X .109 1 1 -1146. 14.00 0 71.36 2.0 .269 {-··-(-- Job: 0790075 Mark: J36 08-11-99 18:12:28 Page 178 S06 1-010 l X l X . 109 l l -1146 . 14.00 0 7l:. 36 2.0 .269 S07 1010 l X l X . _J:.09 l l -1146 . 14.00 0 71.36 2.0 .269 S08. 1010 l X l X .109 l 1 -1146. 14.00 0 11:36 2.0 .269 S09 1010 l. X 1 X .109 l 1 -1407. 17.19 0 87.61 2.0 .391 (~' ·e Job: 0790075 Mark: J37 08-11-99 18:12:32 Page 179 SMI Job 'i 0790075 Job: CARLSBAl;) LOT #47 Joist. Panel layout (in). Le-ft TC X: TC WP: TC EndP: TC 1st PP: BC EndP: BC. 1st PP: 3.500 2.000 15.125 20.000 25.125 10.000 SMI Joist Engineering Report Joist: 14~3 OAL: BL: WL: 18 @ Mark: J37 Loe: CARliSBAD 20' -· 9 6/8" 20'-6 2/8" 20'-2. 2/8" 10.000 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 11.125 TC 1st PP: 20.000 BC EndP: 21.125 BC 1st PP: 10.000 Depth: L J:4.000 M 14.000 R 14.000 Ridge@ 10'-3 1/8" Eff. Depth: 12.87 Support Locations; (From Left End Base Length) ----------------- 1.) 0'-2" 2) 20'-4 2/8" Joist Loading (ft, lbs, & f.t*lbs) --------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 338 1.00 180.00 2 338 1.00 .00 3 0 1.33 .00 4 0 1.33 .oo 5 338 1. 33 .00 6 228 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases . . ----------------------·-----___ ,_ ------------------------------------- Shea N/A N/A 500 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 54400 0'-0" 0 0'-0" 3 4 Chrd TC'-LE N/A 54400 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1676 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1676 o•-0" 0: 0'-0" 1 2 5 StsR PriWeb N/A 100 0'-0" 0 0'-0" 1 2 3 4 5 ConV TC-LE GY 1000 10'-3 1/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # 1 .o -3989.1 -3911.6 Load Case # 2 .o -3989.l -3911. 6 Load Case # 3 . 0 . 0 . 0 Lqad Case # 4 .o . 0 . 0 Load Case # 5 .0 -39.89. 1 -3911·. 6 Load Case # 6 .o -2353.6 -2301.3 --------------------.---------------------. -----.------------------------------ \ r.~ ---,~ - Job:. 0790075 Mark: J37 08-11-99 18:12:32 Page 180 Matl. Ar.ea RX RZ RYY Q Cc sxs SXL Description Mat2. Depth 2523 3.23 1.096 . 727 1.136 .983 107.912 2.265 3.019 2 1/2 X 2 1/2 X .230 1715 3.00 1 3/4 X 1 3/4 X .155 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl s 54400 5.5 5.5· 36.0 16836 0 -141 5931594 .422 Q 5.0 7.6 31. 7 30000 -426 30000 .9989 -.004 .425 2523 2 .. 19 . 772 .4,92 1.256 . 996 107 .. 190 .731 1. 843 2 1/2 X 2 1/2 X .230 T02 s -61096 13.1 13.1 36.0 ,-27845' so 27 516981 -.854 0 1.7.0 26.7 28.7 24504 -704 27·000 .9838 .001 .855 T03 s '-60734 20.0 20.0 36.0 -27679 559 303 222645 -.90l 0 25.9 40.6 28.7 2309$ -1002 27000 .9627 .009 .910 T04 s -65363 20.0 20.0 36.0 ·-29789 0 0 222645 -. 873 0 25.9 40.6 28.7 25664 0 30000 .9465 .000 .873 T05 5 -69116 20.0 20.0 36,.0 -31500 0 0 222645 -.923 0 25.9 40.6 28.7 25664 0 30000 .9434 .000 .923 T06 s -71994 20.0 20.0 36.0 -32811 0 0 222645 -.96l 0 25.9 40.6 28.7 25664 0 30000 .941l .000 .961 T07 s -73997 20.0 20.0 36.0 -33724 0 0 222645 -.988 0 25.9 40.6 28.7 25664 0 30000 .9394 .000 .988 T08 5 -74658 20.0 20.0 36.0 -34025 0 0 222645 -.997 0 25.9 40.6 28.7 25664 0 30000 .9389 .000 .997 T09 5 -73667 20.0 20.0 36.0 -33573 0 0 222645 -.984 0 25.9 40.6 28.7 25664 0 30000 .9397 .000 .984 Tl.O 5 -71489 20.0 20.0 36.0 -32581 0 0 222645 -.955 0 25.9 40.6 28.7 25664 0 30000 .9415 .000 .955 'I'll. 5 -68436 20.0 20.0 36.0 -31189 0 0 222645 -.914 0 25.9 40.6 28.7 25664 0 30000 .9440 .000 .914 T12 5 -64507 20.0 20.0 36.0 -29399 0 0 222645 -.861 0 -25. 9 4.0.6 28.7 25664 0 30000 .9472 .000 .861 Tl3 5 -59703 20.0 20.0 36.0 -27210 555 301 222645 -.886 0 25.9 40.6 .28. 7 23098 .,.999 27000 .9633 .009 .895 \. Tl4 5 -60022 9.1 9.1 36.0 -27355 44 24 1069566 -.839 0 11.8 18.S 28.7 24504 -716 27000 .9923 . 001 .840 1512 .71 .465 .296 .842 .955 109.517 .365 .142 1 1/2 X 1 1/2 X .123 BOl 1 8867 20.0 20.0 53.5 12529 0 0 80883 .418 0 43.0 67.S 59.7 30000 0 30000 .9380 .000 .418 B02 1 13058 20.0 20.0 53.5 18451 0 0 80883 .615 0 43.0 67.5 59.7 30000 0 30000 .9088 .000 .615 B03 1 16374 20.0 20.0 88.0 23136 0 0 80883 . 771 0 43.0 67.S 98.2 30000 0 30000 .8856 .000 .771 B04 1 18815 20.0 20.0 88.0 26584 0 0 80883 .886 0 43.0 67.5 98.2 30000 0 30000 .8685 .000 .886 BOS 1 20379 20.0 20.0 88.0 28795 0 0 80883 .960 0 43.0 67.S 98.2 30000 0 30000 .8576 .000 .960 B06 1 20137 20.0 20.0 88.0 28452 0 0 80883 .948 0 43.0 67.S 98.2 30000 0 30000 .8593 .000 .948 B07 1 18397 20.0 20.0 88.0 25993 0 0 80883 .866 0 43.0 67.S 98.2 30000 0 30000 .8715 .000 .866 (-"-1' ·---- Job:· 0790075 Mark: J37 08-11-99 18:12:32 Page 181 BOS 1 15781 20.0 20.0 88.0 22298 0 0 8,0883 .743 0 43.0 67.5 98.2 30000 0 30000 .8897 .000 .743 B09 1 12290 20.0 20.0 54.0 17365 0 0 80883 .579 0 43.0 67.5 60.3 30000 0 30000 . 9141 .000 .579 B10 1 7924 20.0 20.0 54,. 0 '11196 0 0 80883 .373 0 43.0 67.5 60.3 30000 0 30000 .9446 .000 .373 ------------------------·--------------------------------------------------------- Summary of Joist Deflection· Criteria {in, inA41 plf) ---------------------------------------------------- I req·.= 37.22 in4. I act.= 90.10 in4 W-L/360= 409.1 W-L/240= 613.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 1.37" Actual Deflection = .6411 -------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl. RlOO 1." RD 1 1 8692. 20.56 0 82.26 3.5 .410 P02 RJ.00' 1" RD 1 1 -4762. 12.66 0 50.66 1.9 .250 P03 R100 ]:.'' RD 1 1 4049. 12.66 0 50.66 1.6 .213 P04 Ri.OO 1u-RD 1 1 -4049. 12.66 0 50.66 1.6 .213 POS RlOO 1" RD 1 1 3335. 12 .. 6'6 0 50.66 l. 3 .175 1206 RlO.O. 1." RD 1 1 -3335. 12.66 0 50.66 1.3 .175 P07 R.100 1u-RD 1 1 2622. 12.66 0 50.66 l.1 .138 POS RlOO 1" RD 1 1. -2622. 12.66 0 50.66 1.1 .138 P09 R100· 1 ... RD l 1 2122. 12.66 0 50.66 .9 .111 PlO RlOO 1" RD 1 l -2122. 12.66 0 50.66 .9 .111 Pll RlOO 1." RD 1 1. -2122. 12.66 0 50.66 .9 .111 P12 RlOO 1" RD 1 1 2122. 12.66 0 50.66 .9 .111 P13 RlOO L" RD 1 1 -2122. 12.66 0 50.66 .9 .111 P14 RlOO 1'' RD 1 1 2122. 12.66 0 50.66 . 9 .111 P15 RlO'O 1"· RD 1 l -2765. 12.66 0 50.66 1.1 .145 P16 RlOO 1" RD 1 1 2765. 12.66 0 50.66 1.1 .145 '\.: Pl.7 RlOO J;" RD 1 1 -3478. 12.66 0 50.66 1.4 .183 P18 RlOO 1" RD 1 1 3478. 12.66 0 50.66 1.4 .183 P19 RlOO 1" RD 1 1 -4191. 12.66 0 50.66 1. 7 .220 P20 RlOO 1" RD 1 1 4191. 12.66 0 50.66 1. 7 .220 P21 RlOO 111 RD 1 1 -49"05. 12.66 0 50.66 2.0 .258 P22 RlOO 111 RD 1 1 7672. 17.91 0 71.65 3.1 .362 soi RlOO 111 ~ 1 1 -2251. 12.66 0 50.66 1.0 .118 S02 RlOO 1-11 RD 1 1 -2251. 12.66 0 50.66 l.O .118 Job: 0790075 Mark: J38 08-11-99 18:12:35 Page 182 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist Panel layout (in) Left TC X: 2.000 TC WP: 2.000 TC EndP: 11.500 TC 1st. PP: 20.000 .BC EndP: 21. 500 · BC. 1st PP: 10.000 Joist: 14K3 OAL: BL: WL: Mark: J38 Loe: CARLSBAD 24 1 -2 4/8" 24'-0 4/8" 23 1 -8 4/8" 22@ 10.000 Req. by: ASE8 CA Tech: TRM Right TC X: .000 TC WP: 2.000 TC EndP: 17.000 TC 1st PP: 20.000 BC EndP: 27.000 BC 1st PP: 10.000 Depth: L 14.000 M 14.000 R 14.000 Ridge@ 12'-0 2/8" Eff. Depth: 13.01 Support Locations: (From Left End. Base Length) l) 2) 23'-10 4/8" Joist Loading (ft, lbs, & ft*lbs) ------------~ .---·-·--------·-·------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1. 24.4 1.00 180.00 2 244 LOO .00 3 0 1.33 .00 4 0 J.. 33 .00 5 244 1.33 .00 6 140 1.00 240.00 Type Ref:-pt Orient Load Distance Load Distance Load Cases --------------------------------·------------------------------------- Shea N/A . N/A 650 0'-0" 0 0'-0" 1. 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0-' -O" 5 Mins PriWeb N/A 1788 0'-Q" 0 0'-0" 1 2 5 Mins SecWeb N/A 1788 0'-0" 0 0'-0" 1 2 5 StsR PriWeb N/A 100 0'-0" 0 0'-0" 1 2 3 4 5 ConV TC-LE GY 1300 12 I .. 0 2/8" 0 0'-0" 1. 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y --·------------------------------ Load case # 1 .1 -3583.0 -3542.3 Load case # 2 .1 -3583.0 -3542.3 Load case # 3 .0 .0 .0 Load Case # 4 .o .0 . 0 Load case # 5 .1 -3583.0 -3542.3 Load Case. # 6 .o -1682.9 -1659.5 . -------------------------------------------------------------------------------- .-. C - Job: 07900,75 Mark: J38 08-11-99 18:12:35 Page 183 Mat1 Area RX RZ RYY Q Cc sxs SXL De~cription Mat2 Depth 2016 3.13 1 .• 094 .623 .945 .952 109.653 2.809 2.241 2 X 2 X .163 202.5 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 '8600 4.0 4.0 36.0 2751 0 -7311166246 .069 0 3.7 6.4 38.1 3000.0 -163 30000 .9999 -.002 .071 T02 5 -13763 9.5 9.5 36.0 -4403 0 0 1979611 -.147 0 8.7 15.3 38.1 22471 -64'3 27000 .9993 .000 .147 2016 1.25 .621 .395 1.046 .952 109.653 .335 .860 2 X 2 X .163 T03 5 -13533 20.0 20.0 36.0 -10819 352 409 143857 -.388 0 32.2 50.6 34.4 20948 -'687 27000 .9774 .012 .401 T.04 ·5 -18055 20.0 20.0 36.0 -·1.4434 0 0 143857 -.466 0 32.2 50.6 34.4 23276 0 30000 .9599 .000 .466 T05 5 -21952 20.0 20.0 36.0 -1.7549 0 0 143857 -.567 0 32.2 50.6 34.4 23276 0 30000 .9512 .000 .567 T06 5 -25224 20.0 20.0 36.0 -20165 0 0 143857 -.651 0 32~2 50.6 34.4 23276 0 30000 .9439 .000 .651 T07 5 -27871 20.0 10.0 36.0 -22281 0 0 143857 -.659 1 32.2 25.3 34.4 25421 0 30000 .9380 .000 .659 T08 5 -29893 20.0 10.0 36.0 -23898 0 0 143857 -.707 1 32.2 25.3 34.4 25421 0 30000 .9336 .000 .707 T09 5 -30929 20.0 10.0 36.0 -24726 0 0 143857 -.731 1 32.2 25.3 34.4 25421 0 30000 .9312 .000 .731 T10 5 -30340 20.0 10.0 36.0 -24255 0 0 143857 -. 717 1 32.2 25.3 34.4 25421 0 30000 .9326 .000 .717 T11 5 -·28490 20.0 10.0 36.0 -22776 0 0 143857 -.674 1 32.2 25.3 34.4 25421 0 30000 .9367 .000 .674 T12 5 -26014 20.0 20.0 36.0 -20797 0 0 143857 -.672 0 32.2 50.6 34.4 23276 0 30000 .9422 .000 .672 T13 5 -22914 20.0 20.0 36.0 -18319 0 0 143857 -.592 0 32.2 50.6 34.4 23276 0 30000 .9491 .000 .592 ''\ .: T14 5 -19189 20.0 20.0 36.0 -15340 0 0 143857 -.496 0 32.2 50.6 34.4 23276 0 30000 .9573 .000 .496 T15 5 -14838 20.0 20.0 36.0 -·1186·3 343 398 143857 -.426 0 32.2 50.6 34.4 20948 -681 27000 .9753 .012 .438 2016 3.13 1.094 .623 .945 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T16 5 -15112 15.0 15.0 36.0 -4:834 287 128 794044 -.162 0 13.7 24.1 38.1 22471 -667 27000 .9982 .004 .166 -.-( (-- Job: 0790075 M~rk: J38 08-11-99 18:12:35 Page 184 1513 .79 .4,63 .295 .845 .996 107.190 .398 .158 1 1/2 X 1 1/2 X .138 BOl 1 7350 20.0 20.0 74.8 9305 0 0 80152 .310 0 43.2 67.7 83.1 30000 0 30000 .9536 .000 .310 B02 1 11559 20.0 20.0 74.8 14634 0 0 80152 .488 0 43.2 67.7 83 .1. 30000 0 30000 .9270 .000 .488 B03 1 15144 20.0 2.0.0 74.8 191.72 0 0 80152 .639 0 43.2 67.7 83.1 30000 0 30000 .9043 .000 .639 B04 1 18104 20.0 20.0 92.0 2291.9 0 0 80152 .764 0 43.2 67.7 102.3 30000 0 30000 .8856 .000 .764 BOS 1 20438 20.0 2.0.0 92.0 25874 0 0 80152 .862 0 43.2 67.7 102.3 30000 0 30000 .8709 .000 .862 B06 1 22148 20.0 20.0 92.0 28039 0 0 80152 .935 0 · 43 .. 2 67.7 102.3 30000 0 30000 .8601 .000 .935 B07 1 22509 20,0 2.0.0 92.0 28496 0 0 80152 .950 0 43.2 67.7 1.02.3 30000 0 30000 .8578 .000 .950 BOS 1 20971 20.0 20.0 92.0 26549 0 0 80152 .885 0 43.2 67.7 102.3 30000 0 30000 .8675 .000 .885 B09 1 18808 20.0 20.0 92.0 23810 0 0 80152 .794 0 ·43 .. 2 67.7 102.3 30000 0 30000 .8812 .000 .794 BlO 1. 16020 20.0 20 .. 0 67.3 20281 0 0 80152 .676 0 43.2 67.7 74.8 30000 0 30000 .8988 .000 .676 Bll. 1 12608 2.0.0 20.0 67.3 15961 0 0 80152 .532 0 43.2 67.7 74.8· 30000 0 30000 .9203 .000 .532 Bl2 1 8570 20.0 20.0 · 67 .3 10849 0 0 80152 .362 0 43 .2. 67.7 74.8 30000 0 30000 .9459 .000 .362 -------------·-·---·-·---------------·-----·--------·-·---·-_, ___ -------------------------------- Summary of Joist D~flection Criteria {in, in"4, plf) ------·---, _, ___________ , ___ ------~--·----·------··---------- r req.= 43.52 in4 I act.= 82.65'in4 ·w-L/360= 231. 7 W-L/240= 347.6 Complex Loading DefTections: {Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 1.6011 Actual Deflection = 1.03" \. -------------------------------------------------------------------------------- Mem Ma~l Description # LC Force LX B L/R Weld SRatio POl RlOO 1." RD 1 1 7378. 18.92 0 75.66 2.6 .348 P02, RlOO 1" RD 1 1 :--4787. 13.24 0 52.97 1. 7 .255 P03 RlOO 1" RD 1 1 4274, 13.24 0 52.97 1.5 .228 P04 RlOO 1" RD 1 1 -4274. 13.24 0 52.97 1.5 .228 P05 RlOO 1" RD 1 1 3761. 13.24 0 52.97 1.3 .201 P06 RlOO 1" RD 1 1 -3761. 13.24 0 52.97 1.3 .201 P07 RlOO 1" Rb 1 1 3248. 13.24 0 52.97 1.2 .173 P08 RlOO 1" RD 1 1 -3248. 13.24 0 52.97 1.2 .173 P09 RlOO 1" RD 1 1 2736. 13.24 0 52.97 1.0 .146 PlO RlOO 1" RD 1 1 -2736. 13 .2.4 0 52.97 1.0 .146 Pll RlOO 1" RD 1 1 2255. 13.24 0 52.97 . 8 .120 Pl2 RlOO 1" RD 1 1 -2255. 13.24 0 52.97 .8 .120 Pl3 RlOO 1" RD 1 1 2255. 13.24 0 52.97 .8 .120 Pl4 RlOO 1" RD 1 1 -2255. 13.24 0 52.97 .8 .120 P15 RlOO l" RD 1 1 -2255. 13.24 0 52.97 . 8 .120 --C - Jbb: 0790075 Mark: J38 08-l.l.-99 18:12:35 Page 185 Pl.6 R100 1" RD l. 1 2255. l.3.24 0 52.97 .8 . l.20 P17' Rl.00 1" RD l. l. -2595. l.3.24 0 52.97 .9 .l.38 P18 R100 1" RD l. l. 2595. l.3.24 0 52-. 97 .9 .138 Pl.9 R100 111 RD l. l. -3107. 13.24 0 52.97 1.1 .l.66 P20 R100 l." RD l. 1 3107. l.3.24 0 52.97 1.1 .l.66 P2l. R100 1'" RD l. l. -3620. 13.24 0 52.97 1.3 .193 P22 R100 1" RD l. 1 3620. 13.24 0 52.97 1..3 .193 P23 R100 l. 11 RD 1 1 -4133. l.3.24 0 52.97 1.5 .220 P24 R100 111 RD 1 l. 41.33. 13.24 0 52.97 1.5 .220 P25 RlOO l" RD l. l. -464.6. 13.24 0 52.97 1. 7 .248 P26 Rl.00 l" RD 1 1 8749. 22.74 0 90.96 3.1 .413 SOl RJ..00 1" RD 1 1 -2396. 13.24 0 52.97 • 9 .128 S02. RJ.00 1" RD 1 1 -2396. 13.24 0 52.97 .9 .128 \.: Job: 0790075 Mark: J34A 08-11-99 18:12:39 Page 186 SMI Joist Engineering Report sMr Job# 0790075 Joist: 1.8K7 Mark: J34A Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in1 Left OAL: 34'-9 2/8" Right TC X: 1.000 BL: 34'-8 2/8" TC X: .000 TC WP: 2.000 WL: 34'-4 2/8 11 TC WP: 2.000 TC EndP: 21.125 TC EndP: 21.125 TC 1st PP·: 19.000 14 @ 24-. 000 TC 1st PP: 19.000 BC EndP: 33.000 BC EndP: 33.000 BC 1stPP: 7.125 BC 1st PP: 7.125 Verticals located at all bottom chord panel points. Depth:· L 18.000 M 18.000 R 18.000 Ridge@ 17'-4 1/8" Eff. Depth: 17.00 Support. Locations.: (From Left End ·Base Length) 1) 0' .. 2.11 2) 34'-6 2/8" Joist. Loading (ft, lbs, & ft*lbs) --·-·-·-------·-·-------·------------------ LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 25·0 1.00 180.00 2 250 1.00 .00 3 0 1.33 .00 4 0 1.33 .00 5 250 1.33 .00 6 124 1.00 240.00 T~e Ref-pt Orient Load Distance Load Distance Load Cases ------------------------------------------------------------------- Shea N/A N/Ji. 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 O'-0" 0 0'-0" 3 4 Chrd. TC-LE N/A 8600 O'-on 0 0'-0" 5 Mins PriWeb N/A 1000 0'-0" 0 0'-O" 1 2 5 Mins SecWeb N/A ·1000 O'-0" 0 0'-0" 1 2 5 conv TC-LE GY 500 17'-4 1/8" 0 0'-0" 1 2 5 Joist Rea<Z:tions {lbs) . ----------------·------ 1-X 1-Y 2-Y -----------------·-------·------- Load Case # 1 .2 -4575.5 -4544.2 Load Case # 2 .2 -4575.5 -4544.2 Load Case # 3 .o .o .0 Load Case # 4 .0 .o . 0 Load Case # 5 .2 -4575.5 -4544.2 Load Case # 6 .1 -2145.4 -2129 .. 9 -------------------------------------------------------------------------------- \ . .-(· -i Job: 0790075 Mark: J34A 08-11-99 18:12:39 Page 187 Mati Area RX RZ RYY Q Cc sxs SXL Desc;:ription Mat2 Depth 2016 3.13 1.094 .623 1.119 .952 109 .. 653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/µ KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 8600 3.0 3.0· 36". 0 2751 0 -4219851104 .069 0 2.7 4.8 32.2 30000 -94 30000 .9999 -.001 .070 T02 5 -16522 19.1 19.1-36.0 -5286 637 284 488455 -.172 0 17.5 30.7 32.2 23119 -566 27000 .9968 .008 .180 2016 1.25 .. 621 .395 1..229 . 952. 109. 653 .335 .860 2 X 2 X .163 T03 5 -16245 19.0 19.0 36.0 -12987, 244-283 159399 -.459 0 30.6 48.1 29.3 21272 -836 27000 .9756 .009 .468 T04-5 .;,22839 24.0 24.0 36.0 ;.18259 0 0 99901 -.631 0 38.7 60.7 29.3 21749 0 30000 .9269 .000 .631 T05 5 -22839 24.0 24.0 36.0 -18259 0 0 99901 -.631 0 38.7 60.7 29.3 21749 0 30000 .9269 .000 .631 T06 5 -30603 24.0 24.0 36.0 -24466 0 0 99901 -.846 0 38.7 60.7 29.3 2.1749 0 30000 .9020 ·.000 .846 T07 5 -30603 24.0 24.0 36.0 -24466 0 0 99901 -.846 0 38.7 60.7 29.3 21749 0 30000 .9020 .000 .846 T08 l -26943 24.0 24.0 36. 0 -21540 0 0 99901 -.990 0 38.7 60.7 29.3 21749 0 30000 .9138 .000 .990 T09 J._ -2.6'943 24.0 24.0 36.0 -21540 0 0 99901 -.990 0 38.7 60.7 29.3 21749 0 30000 .9138 .000 .990 T10 1 -29061 24.0 12.0 36.0 -23233 0 .o 99901 -.933 1 38.7 30.4 29.3 24896 0 30000 .9070 .000 .933 Tl1 1 -29061 24.0 12.0 36.0 -23233 0 0 99901 -.933 1 38.7 30.4 29.3 2.4896 0 30000 .9070 .000 .933 T12 1 -26'943 24.0 24.0 36.0 -21540 0 0 99901 -.990 0 38.7 60.7 29.3 21749 0 30000 .9138 .000 .990 Tl3 1 -26944 24.0 24.0 36.0 -21540 0 0 99901 -.990 0 38.7 60.1 29.3 21749 0 30000 .9138 .000 .990 \ Tl4 5 -30603 24.0 24.0 36.0 -24466 0 0 99901 -.846 Q 38.7 60.7 29.3 21749 0 30000 .9020 .000 .846 T15 5 -30603 24.0 24.0 36".0 -24466 0 0 99901 -.846 0 38.7 60.7 29.3 21749 0 30000 .9020 .000 .846 Tl6 5 -22840 24 .. 0 24.0 36.0 -18259 0 0 99901 -.631 0 38.7 60.7 29.3 21749 0 30000 .9269 .000 .631 T;t7 5 -22840 24.0 24.0 36.0 -18259 0 0 99901 -.631 0 38.7 60.7 29.3 21749 0 30000 .9269 .000 .631 Tl8 5 -16245 19.0 19.0 36.0 -12987 241 280 159399 -.459 0 30.6 48.1 29.3 21272 -835 27000 .9756 .009 .468 2016 3.13 1.094 .623 1.119 .952 109.653 2.809 2.241 2 X 2 X .163 2025 3.00 2 X 2 X .250 T19 5 -;1.6522 19.1 19.1 36.0 -5286 688 307 488455 -.172 0 17.5 30.7 32.2 23119 -572 27000 .9968 .009 .181 [."'----C." - Job: 0790075 Mark: J34A 08-11-99 18:12:39 Page 188 1517 .96 .459 .294 1.044 1.000 106.999 .463 .191 1 l./2 X 1 1/2 X .170 BOl 1 9299 31.1 31.1 69.0 9665 0 0 32474 .322 0 67.8 105.9 62.1 30000 0 30000 .8810 .000 .322 B0.2 1 18474 48.0 48.0 99.1 19200 0 0 13654 .640 0 104.6 163.3 89.3 30000 0 30000 .4375 .000 .640 B03 1 24826 48.0 48.0 99.1 25802 0 0 13654 .860 0 104.6 163.3 89.3 30000 0 30000 .2442 .000 .860 B04 1 28355 48.0 48.0 107.1 29469 0 0 13654 .982 0 104.6 163.3 96.5 30000· 0 30000 .1367 .000 .982 BOS 1 2835'5 48.0 48.0 107.1 29469 0 0 13654 .982 0 104.6 163.3 96.5 30000 0 30000 .1367 .000 .982 B06 1 24826 48.0 48.0 107.1 25802 0 0 13654 .860 0 104.6 163.3 96.5 30000 0 30000 .2442 .000 .860 B07 1 18474 48.0 48.0 107. 1 J.9200 0 0 13654 .640 0 104.6 163.3 96.5 30000 0 30000 .4375 .000 .640 BOS 1 9299 31. 1 31.1 68.0 9664 0 0 32474 .322 0 67.8 1.05. 9 61.2 30000 0 30000 .8810 .000 .322 _" ___ -·-----·------------·-·--------_,_,_ -____ ... ---~--_,_,_ --·----------. ------------------------ Summary of Joist Deflection Criteria {in, in"'4, plf) -·-·-------·---·--·----------·-----------------------·------ I: req.= 135.66 in4 I act.= 157.90 in4 W-L/360= 145.5 W-L/240= 218.2 Complex Loading Deflections: {Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.31" Actual Deflection = 2 .08 11 -·----------·------------·-------·-------·-·-----·----·---------------------·------------ Mem Matl Description # LC Force LX B L/R Weld SRatio POl R875 7/8 RD 1 1 9555. 30.15 0 137.84 2.9 .589 Pl8 R875 7/8 RD 1 1 9555. 30.15 0 137.84 2.9 .589 P02. 1210 1 1/4 x 1 J./4 X .109 1 1 -4552 .. 15.72 0 63.77 2.8 .805 P03 1513 1 1/2 X 1 1/2 X .138 1 1 6487. 25.08 0 84.89 3. 1 .547 \ P04 1512 1 1/2 X 1 1/2 X .123 1 1 -5622. 25.08 0 84.66 3.0 .901 POS 1010 1 X 1 X .109 1. l 4757. 25.08 0 127.86 2.9 .769 P06 1212 1 1/4 X 1 1/4 X . 125 1 1 -3892 . 25.08 0 102.08· 2. 1 .922 P07 1010 1 X 1 X .109 1 1 3027. 25.08 0 127.86 2.0 .490 P08 1210 1 1/4 X 1 1/4 X .109 1 1 -2162. 25.08 0 101. 74 2.0 .583 P09 1010 1 X 1 X .109 1 1 1730. 25.08 0 127.86 2.0 .280 PlO 1010 1 X 1 X . 109 1. 1 ;J.730 . 25.08 0 127.86 2.0 .280 Pll 12·10 i 1/4 X 1 1/4 X .109 1 1 -2162. 25.08 0 101.74 2.0 .583 Pl2 · 1010 1 X 1 X . 109 1 1 3027 . 25.08 0 127.86 2.0 .490 Pl3 1212 1 1/4 X 1 1/4 X .125 1 1 -3892. 25.08 0 102.08 2.1 .922 Pl4 1010 1 X 1 X . 109 1 1 4757 . 25.08 0 127.86 2.9 .769 Pl5 1512 1 1/2 X 1 1/2 X . 123 1 1 -5622 . 25.08 0 84.66 3.0 .901 P16 1513 1 1/2 X 1 1/2 X . 138 1 1 6487 . 25.08 0 84.89 3.1 .547 Pl7 1210 1 1/4 X 1 1/4 X .109 1 1 -4552. 15.72 0 63.77 2.8 .805 SOL 1010 1 X 1 X .109 1 1 -1397. 17.69 0 90.16 2.0 .401 S02 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 S03 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 S04 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 sos 1010 1 X 1 X .109 1 1 -1145. 14.50 0 73.91 2.0 .275 r-.-··-(- Job: 079007·5 Mark: J34A 08-1.1-99 18:12:39 Page 189 S06 1010 1 X 1. X .109 1 1 -1145. 14.50 0 73.. 91 2.0 .275 S07 1010 ·1 X 1 X .109 J. 1 -1145. 1.4.50 0 73.91 2.0 .275 sos 1010 1 X ix .109 1. l, -11·45. 14.50 0 73.91 2. 0, .275 S09. 1010 -1 X 1 X .109 J. 1. -1397. 17.69 0 90.16 2.0 .401 .--• -·· Job: 0790075 Mark: J35A, 08-11-99 18:12:42 Page 190 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 18K7 Mark: J35A Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM J~ist Panel. layout (in) i,eft OAL: 34'-9 2/8" Right TC X: 1..000 BL: 34'-8 2/8" TC X: .000 TC WP: 2.000 WL: 34'-4 2/8" TC WP: 2.000 TC EndP: 21.125 TC EndP: 21.125 TC 1st PP: 19.000 14@ 24.000 TC 1st PP: 19.000 BC EndP:. 33 ~.000 BC EndP: 33.000 BC 1st. PP: 7.125 BC 1st PP: 7.125 Verticals located at all bottom chord panel points. Depth.: L 18.000 M 18.000 R 18.000 Ridge@ 17'-4 1/8" Eff. Depth: 16.87 Support Locations:· (From Left End Base Length) 1) 0'-2 11 2) 34 I -,-6 2./ 8 II Joist. Loading (ft, lbs, & ft*lbs) -. -----· --·-------~------------------- LC. U. Load 1. 250. 4, 0 Type Ref-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load U. Load 250 250 Distance Stress Deflec LC 1.00 .oo 3 1.33 .00 6 U. Load 0 124 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases --·-·-----·---·-------· -----------·--------------------------------------- Shea N/A N/A 850 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0'' 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 22.00 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 2200 0'-0" 0 0'-0" 1 2 5 StsR PriWeb N/A 1.00 0'-o·n 0 0'-0" 1 2 3 4 5 ConV TC-LE GY 1700 17'-4 1/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y ---------------------------------- Load Case # 1 .2 -5175.5 -5144.2 Load Case. # 2 .2 -5175.5 -5144,2 Load Cas·e # 3 .0 .0 . 0 Load Case # 4 .o . 0 ~ 0 Load Case # 5 .2 -5175.5 -5144.2 Load Case # 6 .1 -2145.4 -2129.9 ------------------------------------------------------------------------------ \ _ _(_ r. - Job: 0790075 Mark: J35A 08-11-99 18:12:42 Page 191 Matl Area. 1UC RZ RYY Q Cc sxs SXL De~cription Mat2 Depth 2018 3.30 l..098 .623 l.128 l. 000 l.06. 999 2.870 2.466 2 X 2 X .187 2025 3.00 2 X 2 X .250 Mem LC Force .LX LZ LYY fa +Moment fb FE ARat Fills KL/RX.KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 8600 3.0 3.0 36.0 2605 0 -3820000804 .065 0 2.7 4.8 31. 9 30000 -94 30000 .9999 -.001 .066 T02 5 -17686 l.9.l 19.l. 36.0 -5358 636 258 492138 -.166 0 17.4 30.7 31.9 24220 -569 27000 .9967 .007 .174 2018 J...43 . 61. 7 .. 394 l.234 I.000 106.999 .380 .955 2 X 2 X .187 T03 5 -l.7407 19.0 19.0 36.0 -12206 243 254 157674 -.414 0 30.8 48.2 29.2 22159 -836 27000 .9768 .007 .421 T04 5 -25160 24.0 24.0 36.0 -17643 0 0 98820 -.588 0 38.9 60.9 29.2 · . 22556 0 30000 .9286 .000 .588 T.05 5 -25160 24.0 24.0 36.0 -17643 0 0 98820 -.588 0 38.9 60.9 29.2 22556 0 30000 .9286 .000 .588 T.06 l -26091 24.0 24.0 36.0 -182.96 0 0 98820 -.811 0 38.9 60.9 29.2 22556 0 30000 .9259 .000 .811 T07 1. -26091 24.0 24.0 36 .. 0 -18296 0 0 98820 -. 811 0 38.9 60.9 29.2. 22556 0 30000 .9259 .000 .811 T08 l -32777 24.0 12.0 36.0 -22984 0 0 98820 -.884 J.. 38.9 30.5 29.2 25989 0 30000 .9070 .000 .884 T09 l -32777 24.0 12.0 36".0. -22984 0 0 98820 -.884 l 38.9 30.5 29.2 25989 0 30000 .9070 .000 .884 TlO 1. -36618 24.0 12.0 36.0 -25678 0 0 98820 -.988 l 38.9 30.5 29.2 25989 0 30000 .8961 .000 .988 Tll-l -36618 24.0 12.0 36.0 -25678 0 0 98820 -.988 l 38.9 30.5 29.2 25989 0 30000 .8961 .000 .988 Tl.2 l -32777 24.0 12.0 36.0 -22984 0 0 98820 -.884 l. 38.9 30.5 29.2 25989 0 30000 .9070 .000 .884 Tl.3 l -32777. 24.0 12.0 36.0 -22984 0 0 98820 -.884 l 38.9 30.5 29.2 25989 0 30000 .9070 .000 .884 Tl.4 l -26091 24.0 24.0 36.0 -18296 0 0 98820 -.811 \ 0 38.9 60.9 29.2 22556 0 30000 .9259 .000 .811 Tl.5 l -26091 24.0 24.0 36.0 -18296 0 0 98820 -.811 0 38.9 60.9 29.2 22556 0 30000 .9259 .000 . 81.l Tl.6 5 -25160 24.0 24.0 36.0 -17643 0 0 98820 -.588 0 38.9 60.9 29.2 22556 0 30000 .9286 .000 .588 Tl.7 5 -25160 24.0 24.0 36.0 -17643 0 0 98820 -.588 0 38.9 60.9 29.2 22556 0 30000 .9286 .000 .588 Tl8 5 -17407 19.0 19.0 36.0 -12206 240 251 157674 -.414 0 30.8 48.2 29.2 22159 -834 27000 .9768 .007 .421 20:1,8 3.30 l.098 .623 1.128 l. 000 106. 999 2.870 2.466 2 X 2 X .187 2025 3.00 2 X 2 X .250 Tl.9 5 -17686 19.l 19.l 36.0 -5358 687 , 278 492138 -.166 0 17.4 30.7 31.9 24220 -575 27000 .9967 .008 .174 f I. : __ f_ Job: 0790075 Mark: J35A 08-11-99 18:12:42 Page 192 2016 1.25 .621 .395 1.229 .952 109.653 .860 .335 2 X 2 X .163 B01 1. 10728 31.1 31.1 69.0 8576 0 0 59398 .286 0 50.1 78.8 52.8 30000 0 30000 .9422 .000 .286 B02 1 21681 48.0 48.0 ,99. 1 17333 0 0 24975 .578 0 77.3 121.5 75.8 30000 0 30000 . 7224 .000 .578 B03 1 29790 48.0 48.0 99.1 23815 0 0 24975 .794 0 77.3 121. 5 75.8 30000 0 30000 .6186 .000 .794 B04 1 35'053 48.0 48.0 107 .1 · 28023 0 0 24975 .934 0 77 .3 121.5 82.0 30000 0 30000 .5512 .000 .934 BOS 1 35'053 48.0 48.0 107.1 28023 0 0 24975 .934 0 77.3 121.5 82.0 30000 0 30000 .5512 .000 .934 B06 1 29790 48.0 48.0 107.1 23815 0 0 24975 .794 0 77 .3 121.5 82.0 3,0000 0 30000 .6186 .000 .794 B07 1 21681 48.0 48 .o· 107.1 17333 · 0 0 24975 .578 0 77.3 121.5 82.0 30000 0 30000 . 7224 .000 .578 BOS l 10728 31.l 31.1 68.0 8576 0 0 59398 .286 0 so. 1 78.8 52.0 30000 0 30000 .9422 .000 .286 -------------------------------------------------------------------------------- Summary of Joist Deflection Criteria (in,. in,..4, plf) -~------·-·-------------------------------·---·---·-------- I req.= 135 .,66 in4 I act.= 190.69 in4 W-L/360= 175.7 W-L/240= 263.6 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 2.3111 Actual Deflection = 2 .08" -"----------------_,_ ----·------------------------------------------------------------ Mem Matl Description # LC Force LX B L/R Weld SRatio, POl. R875 7/8 RD l 1 12123. 29.29 0 133.89 3.7 .747 P18 R875 7/8 RD l 1 12123. 29.29 0 133.89 3.7 .747 P02 1513 l 1/2 X l 1/2 X .138 1 1 -5859. 15.20 0 51.43 2.8 .617 P03 151.7 1 1/2 X 1. 1/2 X .170 ·1 l 8607. 24.34 0 82.81 3.4 .970 'L, P04 1515 1 1/2 X l 1/2 X, .155 1 1 -7738. 24.34 0 82.62 3.3 .949 POS 1513 l 1/2 X l 1/2 X .138 1 1 6869. 24.34 0 82.39 3.3 .940 P06 1512 l 1/2 X l 1/2 X .123 l 1 -5999. 24.34 0 82.16 3.3 .937 P07 151-0 l 1/2 X 1 1/2 X .109 l 1 5130. 24.34 0 81.93 3.1 .926 POS 1i12 l 1/4 X 1 1/4 X .125 l 1 -4260. 24.34 0 99.07 2.3 .962 P09 1210 l 1/4 X 1 1/4 X .109 l 1 3826. 24.34 0 98.74 2.3 .985 PlO 1210 l 1/4 X l 1/4 X .109 ·1 1 3826. 24.34 0 98.74 2.3 .985 Pll 1212 l 1/4 X l 1/4 X .125 l 1 -4260. 24.34 0 99.07 2.3 .962 P12 1510 1 1/2 X 1 1/2 X .109 1 1 5130. 24.34 0 81.93 3.1 .926 Pl3 1512 l 1/2 X 1 1/2 X .123 l 1 -5999. 24.34 0 82.16 3.3 .937 Pl4 1513 1 1/2 X 1 1/2 X .138 l 1 6869. 24.34 0 82.39 3.3 .940 P15 1515 l 1/2 X 1 1/2 X .155 l 1 -7738. 24.34 0 82.62 3.3 .949 Pl6 1517 1 1/2 X l 1/2 X .170 l 1 8607. 24.34 0 82.81 3.4 .970 P17 1513 l 1/2 X 1 1/2 X .138 1 1 -5859. 15.20 0 51.43 2.8 .617 SOl 1010 l X l X .109 1 1 -2914. 17.12 0 87.27 2.0 .807 S02 1010 1 X 1 X . 109 1 1 -2383. 14.00 0 71.36 2.0 .559 S03 1010 i X 1 X .109 1 1 -2383. 14.00 0 71.36 2.0 .559 S04 1010 l X 1 X .109 1 1 -2383. 14.00 0 71.36 2.0 .559 sos 1010 1 X 1 X .109 1 1 -2383. 14.00 0 71.36 2.0 .559 ·i (:'' - Job:. 0790075 Mark: J35A 08-11-99 18:12:42 Page 193 S06 1010 1 X. 1 X .l.09 1 1 -2383. 14.00 0 71. 36 2.0 .559 S07 1010 1 X l. X .109 1 1 -2383. 14.00 0 71.36 2.0 .559 S08 1010 1 X 1 X .109 l. l. -2383. 14.00 0 71. 36 2.0 .559 S09 1010 l. X 1 X .109 1 1 -291.4. 17 .12. 0 87.27 2.0 .807 Job: 0790075 Mark: JlA 08-12-99 17:57:06 Page 041 SMI Joist Engineering Report ----------------- SMI Job# 0790075 Joist: 32LH08 Mark: JlA Req. by: ASE8 Job: CARLSBAD LOT #47 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) ---------·---------_,_ ---- Left OAL: 62'-6 2/811 Right ----- TC X: .000 BL: 62'-6 2/8" TC X: .000 TC WP: 2.000 WL: 62'-2 2/8" TC WP: 2.000 TC EndP: 40.625 TC EndP: 44.625 TC 1st PP: 41. 500 1.8 @ 32.000 TC 1st PP: 47.500 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 16.125 BC 1st PP: 26.125 Verticals located at. all bottom chord panel. points. Depth.: L 32. 000 M 32. 000 R 32. 000 Ridge @ 31' -3 1/8" Eff. Depth: 30. 58 Support Locations: (From Left End ·Base Length) 1) 0'-2 11 2) 62'-4 2/8" Joist. Loading (ft, lbs, & ft*lbs) --, ' ' LC tr. Load · 1. 271 4 0 Type Ref.-pt Stress Deflec LC 1.00 180.00 2 1.33 .00 5 Orient Load u. Load 271 271. Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 u. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ---------~ -------------·---------------·--------------------------------- Shea N/A N/A 850 0'-0" 0 0'-0" J. 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 3029 0'-0" 0 0'-0" 1 2 5 Mins. SecWeb N/A 3029 0'-0-11 0 0'-0" J. 2 5 StsR PriWeb N/A 100 0'-0" 0 0'-0" 1 2 3 4 5 ConV TC.:.LE GY 1700 31' -3 J:/8 II 0 O'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y -----------------------------·- Load Case # 1 .5 -9276.2 -9276.2 Load Case # 2 .5--9276.2 -9279.2 Load Case # 3 . 0 . 0 . 0 Load Case # 4 . 0 . 0 . 0 Load Case # 5 . 5 -9276.2 -9276.2 Load Case # 6 .2 -4J.66.5 -4166.5 '1 _.(_ -{· Job: 0790075 Mark.: JlA 08-12-99 17:57:06 Page 042 Matl Area RX RZ RYY Q Cc sxs SXL Deficription Mat2 Depth 2525 4.25 1..095 .727 1.2.79 1.000 106.999 3.318 3.484 2 1/2 X 2 1/2 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -27101 38.6 38.6 36.0 -6377 2645 759 120077 -.201 0 35.3 53.1 2.8. 2 23861 -3496 30000 .9841 .020 .220 2525 2.38 .769 .491 i.440 L.000 106.999 .789 1.961 2 1/2 X 2 1/2 X .250 T02 5 -26350 41.5 41.5 36.0 -11095 1566 799 51341 -.461 0 53.9 84.4 2,s.o 18110 -3496 30000 .9352 .022 .483 T03 ·1 -30680 38.0 38.0 36.0 -12918 1554 792 108861 -.560 0 49.4 58.0 25.0 23057 -3100 30000 .9525 .029 .589 T04 1 -30680 26.0 26.0 36.0 · -12918 207 -2514 232537 -.431 0 33.8 39.7 25.0 25877 -1983 30000 .9778 -.084 .514 T05 1 -41972 32.0 32.0 36.0 -·1 7673 1151 587 153511 -.720 0 41.6 48.8 25.0 24531 -2058 30000 .9540 .021 .741 T06 1 -41972 32.0 32.0 36.0 -17673 916 467 153511 -.720 0 41.6 48.8 25.0 24531 -2058 30000 .9540 .017 .737 T07 1 -51550 32.0 32.0 36.0 -21705 976 498 153511 -.885 0 41.6' 48.8 25.0 2.4531. -1937 30000 .9434 .018 .903 T08 1 -51550 32.0 32.0 36 .o. -21705 960' 490 153511 -.885 0 41.6 48.8 25.0 24531 -1937 30000 .9434 .018 .903 T09 1 -58102 32.0 16.0 36.0 --24464 964 492 153511 -.912 1 31.2 32.6 25.0 26831 -1928 30000 .9363 .018 .930 TlO 1 -58102 32.0 16.0 36.0 -24464 963 491 153511 -.912 1 31.2 32.6 25.0 26831 -1928 30000 .9363 .018 . 930 Tll 1 -61630 32.0 16.0 36.0 -25949 964 491 153511 -.967 1 31.2 32.6 25.0 2683L -1927 30000 .9324 .018 .986 Tl2 1 -61630 32.0 16.0 36. (l -25949 964 491 153511 -.967 1 31.2 32.6 25.0 26831 -1927 30000 .9324 .018 .986 Tl3 l -58853 32.0 16.0 36.0 -24780 964 491 153511 -.924 1 n.2 32.6 25.0 26831 -1927 30000 .9354 .018 .942 Tl4 l -58853 32.0 16.0 36.0 -24780 963 491 153511 -.924 \ .: 1 31.2 .32.6 25.0 26831 -1928 30000 .9354 .018 .942 Tl5 1 -52773 32.0 32.0 36.0 -22220 964 492 153511 -.906 0 41.6 48.8 25.0 24531 -1928 30000 .9421 .018 .924 T16 1 -52'773 32.0 32.0 36.0 -22220 961 490 153511 -.906 0 41.6 48.8 25.0 24531 -1934 30000 .9421 .018 .924 Tl7 1 -43668 32.0 32.6 36.0 -18387 973 496 153511 -.750 0 41.6 48.8 25.0 245;31 -1934 30000 .9521 .018 .767 T18 1 -43668 32.0 32.0 _36. 0 -18387 930 474 153511 -.750 0 41.6 48.8 25.0 24531 -2019 30000 .9521 .017 .767 Tl9 1 -31539 32.0 32.0 36.0 -13280 1093 557 153511 -.541 0 41.6 48.8 25.0 24531 -2019 30000 .9654 .020 .561 T20 1 -31539 32.0 32.0 36.0 -13280 553 -4063 153511 -.443 0 41.6 48.8 25.0 24531 -3205 30000 .9654 -.135 .578 T21 5 -26295 47.5 47.5 36.0 -11072 2374. 1210 39190 -.538 0 61. 7 96.7 25.0 15472 -4839 30000 .9152 .035 .573 2525 4.25 1. 095 . 727 1.279 1.000 106.999 3.318 3.484 2 1/2 X 2 1/2 X .250 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -27007 0 Mark: JlA 4'2.6 42 .6 38.9 58.6 36.0 28.2 -6355 22956 2995 -4839 08-12-99 17:57:06 Page 043 860 30000 98598 .9807 -.208 .022 .230 2521 2.03 .775 . 493 l.·431 · . 967 108. 794 1. 733 .678 2 1/2 X 2 1/2 X .212 BOl l. 21935 0 B02 1. 36050 0 B03 1 B04 1 BOS 1 B06 1 B07 1 BOS 1 B09 1 BlO · 1 47140 0 55205 0 60245 0 60759 0 56191 0 48599 0 37982 ·o 24340 0 54.1 54.1 7J..l 69.9 82.3 46.7 58.0 58.0 156.0 74.9 88.2 102.5 64.0 82.6 64.0 82.6 64.0 82.6 64.0 82.6 64.0 82.6 64.0 82.6 64.0 82.6 58.1 75.0 64.0 156.0 97.3 102.5 64.0 J.56".0 97.3 102.5 64.0 156.0 97.3 102.5 64.0 156.0 97 .3 102_. 5 64.0 156.0 97.3 J..02.5 64-. 0 156. 0 97.3 102.5 64.0 156.0 97.3 102 .. 5 58.1 7J..l 88 . .3 46. 7 J.0805 30000 17757 30000 23220 30000 2'7193 30000 29676' 30000 29929 30000 -27679 30000 23939 30000 18709 30000 11989 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf.) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 54398 .9206 47372 .8501 38907 .7613 38907 . 7204 38907 .6949 38907 .6923 38907 .7154 38907 .7539 38907 .8076 47169 .8983 .360 .000 .360 .592 .000 .592 . 774 .000 .906 .000 .989 .000 .998 .000 .923 .000 .798 .000 .624 .000 .400 .000 .774 .906 .989 .998 .923 .798 .624 .400 I req.= 872. 27 in4 L act.= J..026.13 in4 W-L/360= 159.4 W-L/240= 239.1 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.17" Mem Matl POl Rll2 P22 Rll2 P02 2016 P03 1512 P04 2016 P05 2016 P06 2016 P07 1717 POS 1715 P09 1515 PlO 1513 Pll 1513 Pl2 1513 Pl3 1513 Pl4 1515 Description 1 1/8 RD 1 J./8 RD 2 X 2 X .163 1 1/2 X 1 1/2 X .123 2 X 2 X .163 2 X 2 X .163 2 X 2 X .163 1 3/4 X 1 3/4 X .170 1 3/4 X 1 3/4 X .155 1 1/2 X 1 J./2 X .155 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .155 # 1 1 1 2 1 1 1 1 1 J.. 1 1 1 1 l LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Force 22476. 22372. -9932. J.2581. -9405. 9423. -8377: 7331. -6285. 5239. -4384. 4384. 4384. -4384. 4912. Actual Deflection= 3.93" LX 70.93 70.93 34.57 48.78 40.14 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 44.26 B 0 0 0 l 0 0 0 0 0 0 0 0 0 0 0 L/R 222.68 222.68 87.49 104.79 J.OJ..58 112.02 112.02 128.57 128.28 150.22 149.80 149.80 149.80 149.80 150.22 Weld 5.2 5.2 4.1 6.8 3.8 3.9 3.4 2.9 2.7 2.3 2.1 2.1 2.1 2.1 2.1 SRatio .754 .750 .757 .984 .785 .850 .756 .834 .783 1.010 .938 .938 .938 .938 .947 '\.: .. l. .(. Job: 0790075 Mark: JlA 08-12-99 17:57:06 Page 044 Pl5 1715 1 3/4 X 1 3/4 X .155 1 1 -5958. 44.26 0 128.28 2.6 .742 Pl6 1715 1 3/4 X 1 3/4 X .155 1 1 7004. 44.26 0 128.28 3.0 .872 P17 2016 2 X 2 X .1.63 1 1 -8050. 44.26 0 112.02 3.3 . 726 Pl8 .2016 2 X 2 X .163 1. 1 9096. 44.26 0 112.02 3.7 .821 P19 2016 2 X 2 X ·.163 1 1 -10142. 44.26 0 112.02 4.1 .915 P20 2016 2 X 2 X .163 1 1 11188. 44.26 0 112.02 4.6 1. 009 1?21 ·2016 2 X 2 X .163 1 1 -11347. 40.22 0 101.79 4.6 .948 S01 1510 1 1/2 X 1 1/2 X .109 1 1 -4336. 39.74 0 133.73 2.7 .965 S02 1210 1. 1/4 X 1 1/4 X .109 1 1 -3337. 30.58 0 124.03 2.1 .793 S03 121.0 1 1/4 X 1 1/4 X· .1Q9 1 1 -3337. 30.58 0 124.03 2.1 .793 S04 1210 1 1/4 X J. 1/4 X .109 1. 1 -3337. 30.58 0 124.03 2.1 .793 sos 1210 1 1/4 x 1 1/4 X .109 1 1 -3337. 30.5$ 0 124.03 2.1 .793 S06 1210 1 1/4 X 1 1/4 X .109 1 1 -3337. 30.58 0 124.03 2.1 .793 S07 1210 1 1/4 X. 1 1/4 X .109 1. 1 -3337. 30.58 0 124.03 2.1 .793 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -3337. 30.58 0 124.03 2 .1 . 793 S0-9 1210 1 1/4 X 1 1/4 X .109 1 1. -3337. 30.58 0 124.03 2.1 .793 S10 12:tO 1. 1/4 X 1 1/4 X .109 1 1 -3337. 30.58 0 124.03 2.1 .793 S11 · 151.0 1 1/2 X 1 1/2 X .109 1 1 -4072. 37.31 0 125.56 2.5 .838 Joh: 0790075 Mark: JlB 08-12-99 17:57:10 Page 045 SMI Joist Engineering Report SMr Jqb # 0790075 Job:, CARLSBAD LOT #47 Joist: 32LH08 Mark: JlB Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM Joist Panel. layout (in) Left OAL: 62'-6 2/8 11 Right TC X: .000 BL: 62'-6 2/8 11 TC X: .000 TC WP: 2.000 WL: 62'-2 2/8 11 TC WP: 2.000 TC End,P: 40.625 TC EndP: 44.625 TC 1st PP: 41. 500 i8@ 32.000 "TC 1st PP: 47.500 BC EndP: 66.000 BC EndP: 66.000 BC 1st. PP: 16.125 BC 1st PP: 26.125 Verticals located at all bottom chord panel points. Depth: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 l/8 11 Eff. Depth: 30.45 Support Locations·: (From Left End·Base Length) 1) 0'-2 11 2) 62'-.4 2/811 --·-----·-----------·--·-·----·-_, ____ ---·------------_,_ ----------------------------------- Joist Loading (ft, lbs, &. ft*lbs) LC U. Load 1 2.71 4 0 Type Ref-pt Stress Deflec LC 1.00 ~80.00 2 1. 33 . 00 5 Orient Load U. Load 271 271 Distance Stress Deflec LC 1.00 .00 ·3 1. 33 . 00 6 U. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1.00 240.00 Cases ----------·-------------------------------------------------------- Shea N/A N/A 1250 0'-on 0 0'-0"-l 2 5 Chrd TC-LE N/A 8600 0'-on 0 0'-QII 3 4 Ghrd TC-LE N/A 8600 QI-· 0" 0 0'-0" 5 Mins PriWeb N/A 4029 0'-0-11 0 0'-0" l 2 5 MiI:1S SecWeb N/A 4029 0'-0-11 0 0'-0" l 2 5 StsR PriWeb N/A 100 0'-0" 0 0'-0" l 2 3 4 5 ConV TC-LE' GY 2500 31'-3 l/8 11 0 0'-O" l 2 5 Joist Reactions (lbs) --------------------- 1-X 1-Y 2-Y --------------------. --------- Load Case # l .4 -9676.2 --9676.2 Load Case # 2 .4 -9676.2 --9676.2 Load Case # 3 . 0 .o . 0 Load Case # 4 . 0 . 0 .o Load Case # 5 .4 -9676.2 -9676.2 Load Case # 6 .l -4166.5 -4166.5 L . --i • Job: 0790075 Mark: JlB 08-12-99 17:57:10 Page 046 Matl, Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 3025 4.75 1 .. 121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -28022 38.6 38.6 36.0 -5899 2615 640 125732 -.183 0 34.5 45.2 25.2 24223 -3571 30000 .9859 .017 .200 3025 2.88 .930 .592 1.633 .961 109.165 1.153 2.954 3 X 3 X .250 T02 5 -27268 41 .. 5 41.5 36.0 -9484 1540 521 75050 -.350 0 44.6 70.1 22 .. 0 20351. -3571 30000 .9621 .014 .365 T03 1 -32365 38.0 38.0 36.0 -11257 1560 528 159132 -.473 0 40.8 48.1 22.0 23814 -3.079 30000 .9717 .019 .492 T04 1 -32365 26.0 26.0 36.0 -11257 205 69 339921 -.436 0 ~7.9 32.9 22.0 25813 -1990 30000 .9868 .002 .439 T05 1 -44468 32.0 32.0 36.0 -15467 1152. 390 224401 -.622 0 34.4 40.5 22.0 24856 -2059 30000 .9724 .014 .636 T06 1 -44468 32.0 32:. 0 36.0 -15467 916 310 224401 -.622 0 34.4 40.5 22.0· 24856 -2059 30000 .9724 .011 .634 T07 1 -54927 32.0 32.0 36.0 -19105 976 331 224401 -.769 0 34.4 40.5 22.0 24856 -1937 30000 .9659 .012 .781 T08 1 -54927 32.0 32.0 36.0 -19105 960 325 224401 -.769 0 34.4 40.5 22.0 24856 -:7-937 30000 .9659 .012 .781 T.09 1 -,62349 32.0 32.6 36.0 -21687 964 326 224401 -.872 0 34.4 40.5 22.0 24856 -1928 30000 .9613 .012 .885 TlO 1 -62349 32.0 32.0 36.0 -21687 963 326 224401 -.872 0 34.4 40.5 22.0 24856 -1928 30000 .9613 .012 .885 Tll. 1 -66733 32.0 32.0 36.0 -23211 964 326 224401 -.934 0 34.4 40.5 22.0 24856 -1927 30000 .9586 .012 .946 T12 1 -66733 32.0 32.0 36.0 -23211 964 326 224401 -.934 0 34.4 40.5 22.0 24856 -1927 30000 .9586 .012 .946 T13 1 -63234 32.0 32.0 36.0 -21995 964 326 224401 -.885 0 34.4 40.5 22.0 24856 -1927 30000 .9608 .012 .897 \ .: T14 1 -63234 32.0 32.0 36.0 -21995 963 326 224401 -.885 0 34.4 40.5 22.0 24856 -1928 30000 .9608 .012 .897 T15 1 -56287 32.0 32.0 36.0 -19578 964 326 224401 -.788 0 34.4 40.5 22.0 24856 -1928 30000 .9651 .012 .800 T16 1 -56287 32.0 32.0 36.0 -19578 96'1 325 224401 -.788 0 34.4 40.5 22.0 24856 -1934 30000 .9651 .012 .800 Tl.7 1 -46302 32.0 32.0 36.0 -16105 973 329 224401 -.648 0 34.4 40.5 22.0 24856 -1934 30000 .9713 .012 .660 T18 1 -4.6302 32 .. 0 32.0 36.0 -16105 931 315 224401 -.648 0 34.4 40.5 22.0 24856 -2018 30000 .9713 .011 .659 Tl9 1 -33280 32.0 32.0 36.0 -11576 1092 370 224401 -.466 0 34.4 40.5 22.0 24856 -2018 30000 .9794 .013 .479 T20 1 -33280 32.0 32.0 36.0 -11576 555 -2770 224401 -.386 0 34.4 40.5 22.0 24856 -3195 30000 .9794 -.092 .478 T21 5 -27213 47.5 47.5 36.0 -9465 2365 800 57288 -.384 0 51.1 ad. 2 22.0 18534 -,4869 30000 .9504 .023 .407 3025 4. 75 1.121 .854 1.428 .961 109.165 3.876 4.085 3 X 3 X .250 2025 3.00 2 X 2 X .250 Job: 0790075 T22 5 -27927 0 ,---<i Mark: JlB 42.6 42.6 36.0 38.0 49.9 25.2 -5879 23559 2983 -4869 08-12-99 17:57:10 Page 047 730 103241 -.188 30000 . 9829 . 020 . 207 2523 2.19 .772 .492 1_435 .996 107.190 1.843 .731 2 1/2 X 2 1/2 X .230 BOl B02 B03 B04 BOS B06 B07 BOB B09 B10 1 1 1 1 1 1 1 1 1 1 23083 0 38099 0 50078 0 59018 0 64,921 0 65569 0 60141. 0 51675 . 0 40171 0 25629 0 54.1 70.1 58.0 75.1 64.0 82.9 64.0 82.9 64.0 82.9 64.0 82.9 64.0 s·2 .9 64.0 82.9 64 .. 0 82.9 58.1 75.3 54.1 71.1 82.4 46.6 ss.o 156.0 88. 3-102. 2 64.0 156.0 97.s· 102.2 64.0 156.0 97 .5 102 .. 2 64.0 156.0 97.5 102.2 64.0 1.56.0 97'.5 102.2 64 .. 0 15.6. 0 97. 5 1.02. 2 64.0 156.0 97.5 102.2 64.0 156.0 97. 5 J.02 .. 2 58.1 71.1 88.5 46.6 10520 30000 17364 30000 22823 30000 26897 30000 29588 30000 29883 30000 27409 -30000 23551 30000 18308 30000 11680 30000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Summary of Joist Deflection Criteria (in, inA4, plf) 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 0 30000 54045 .9221 47065 .8524 38654 .7638 38654 .7217 38654 .6938 38654 .6908 38654 . 7164 38654 .7563 38654 .8105 46862 .9003 .351 .000 .579 .000 .761 .000 .897 .000 .986 .000 .996 .000 .914 .000 .785 .000 .610 .000 .389 .000 .351 .579 .761 .897 .986 .996 .914 .785 .610 .389 :t. reg.= 872 .. 27 in4 r act.= 1157.48 in4 W-L/360= 179.8 W-L/240= 269.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 Allowable Deflection= 4.1711 Actual Deflection= 3.74" Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rll2 1 1/8 RD 1 1 24418. 70.87 0 2l9.32 5.3 .819 P22 Rll2 1 1/8 RD 1 l 24313. 70.87 0 219.32 5.2 .815 P02 2016 2 X 2 X . 163 1 ,1 -10847 . 34.45 0 87.20 4.4 .826 P03 1513 1 1/2 X 1 1/2 X .138 2 1 13894. 48.69 1 105.09 6.7 .951 P04 2016 2 X 2 X .163 1 1 -10474. 40.04 0 101.33 4.3 .873 POS 2016 2 X 2 X .163 1 1 10605. 44.17 0 111.79 4.3 .955 P06 2016 2 X 2 X .163 1 1 -9556. 44.17 0 111.79 3.9 .861 P07 2016 2 X 2 X .163 1 1 8508. 44.17 0 111.79 3.5 .766 POB 1717 1 3/4 X 1 3/4 X .170 1 1 -7460. 44.17 0 128.3l 2.9 .847 P09 1715 1 3/4 X 1 3/4 X .15·5 1 1 6411. 44.17 0 128.02 2.8 .796 PlO 1715 1 3/4 X 1 3/4 X .155 1 1 -5845. 44·_ 17 0 128.02 2.5 . 726 Pll 1715 1 3/4 X 1 3/4 X .155 1 1 5845. 44.17 0 128.02 2.5 . 726 Pl2 1715 1 3/4 X 1 3/4 X .155 1 1 5845. 44.17 0 128.02 2.5 . 726 Pl3 1715 1 3/4 X 1 3/4 X .155 1 1 -5845. 44.17 0 128.02 2.5 . 726 PJ.4 1715 1 3/4 X 1 3/4 X .155 1 1 6084. 44.17 0 128.02 2.6 .756 \.: c; -'i Job: 0790075 Mark: JlB 08-12-99 17:57:10 Page 048 P15 1.71.5 1 3/4 X 1 3/4 X .l.55 l. l. -7132. 44.17 0 128.02 3.1 .886 Pl.6 2016 2 X 2 X . l.63 1 1 8180 . 44.l.7 0 111.79 3.3 .737 P17 2016 2 X 2 X .l.63 1. 1 -9229. 44.l.7 0 111.79 3.8 .831 1218 2016 2 X 2 X . 163 1 1 10277 . 44.l.7 0 111.79 4.2 .925 P19 2017 2 X 2 X .l..76 1 1 -11326. 44.17 0 112.00 4.3 .934 P20 2018 2 X 2 X .187 1 1 12374'. 44.17 0 112.16 4.4 .955 P21 2017 2 X 2 X .176 1 1 -12422. 40.12 0 101. 72 4.7 .946 S01 1513 1 1/2 X 1 1/2 X .138 1 1 -5679. 39.64 0 134.14 2.8 .988 S02. 1212 1 1/4 X 1 1/4 X .125 1 l.. -4363. 30.45 0 123.91 2.4 .902 S03 1212 l.. 1/4 X 1 1./4 x .. 125 1 1 -4363. 30.45 0 123.91 2.4 .902 S04 1212 1 1/4 X 1 1/4 X .125 1 1 -4363. 30.45 0 123.91 2.4 .902 sos 1212 J. 1/4 X 1. 1/4 X .125 1 1 -4363. 30.45 0 123.91 2.4 .902 S06 1212 1 1/4 X l. 1/4 X .l..25 1 1 -4363. 30.45 0 123.91 2.4 .902 S07 ·1212 1 1/4 X 1 1/4 X .125 1 1 -4363. 30.45 0 123.91 2.4 .902 S08 1212 1 1/4 X 1 1/4 X .125 1 l -4363. 30.45 0 123.91 2.4 .902 S09 1212 1 1/4 X 1 1/4 X .125 1 1 -4363. 30.45 0 123.91 2.4 .902 S10 1212 1 1/4 X 1 1/4 X . 1.25 1 1 -4363 . 30.45 0 123.91 2.4 .902 S11 . 1513 1 1/2 X 1 1/2 X .1.38 1 1 -5330. 37.20 0 125.90 2.6 .846 Job: 0790075 Mark: J13C 08-11-99 18:12:53 Page 202 SMr Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH07 Mark: J13C Loe: CARLSBAD Req. by: ASE8 CA Tech: TRM Joist Panel layout (in) Left -----OAL: 56'-2 4/8" Right TC X: .000 BL: 56 ,-_ 2 4/8" TC X: .000 TC. WP: 2.000 WL: 55'-10 4/811 TC WP: 2.000 T.C EndP: 41. 625 TC EndP: 41.625 TC 1st PP: 37.625 16 @ 32.000 TC 1st PP: 41.625 BC EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13.250 BC 1st PP: 17.250 Verticals located at all. bottom chord panel points. Depth.: L 32.000 M 32.000 R 32.000 Ridge@ 28'-1 2/8" Eff. Depth: 30.70 Support Locations·: (From Left End-Base Lengt!1) 1) 0'-2 11 2) 56'-0 4/8" -__ " ____ ---------_" __________ ---------·--·-----------------------------. -------------------- Joist Loading (ft, lbs, & ft*lbs) -·-------------------------------------- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1 306 1.00 180.00 2 306 1.00 .00 3 0 1.33 .oo 4 0 1.33 .oo 5 306 1.33 .00 6 168 1.00 240.00 Type Ref-pt Orient Load Dis.tanc::e Load Distance Load Cases ------------------------·--------------------------------------- Shea N/A N/A 800 0'-' 0" 0 0'-0 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0 3 4 Chrd TC-LE N/A 8600 0'-O" 0 0'-0 5 Mins PriWeb N/A 3020 0'-0" 0 0'-0 1 2 5 Mins SecWeb N/A 3020 O'-0" 0 0'-0 1 2 5 StsR PriWeb N/A 100 0'-0" 0 0'-0 1 2 3 4 5 Conv TC-LE GY 1600 28'-l 2/8" 0 0'-0" l 2 5 Joist Reactions (lbs) -------------------- 1-X 1-Y 2-Y ------------------------------ Load Case # l .4 -9348.7 -9348.7 Load Case # 2 .4 -9348.7 -9348.7 Load Case # 3 . 0 .0 .0 Load Case # 4 . 0 .0 .0 Load Case # 5 .4 -9348.7 -9348.7 Load Case # 6 .2 -4693.4 -4693.4 •••• i Job: 07.90075 Mark: Jl3C 08-11-99 18:12:53 Page 203 Matl Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1.100 .. 725 1.268 .996 107.190 3.264 3.297 2 1/2 .x 2 1/2 X .230 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -27037 39.6 39.6 36.0 · -6644 3344 1014 115002 -.212 0 36.0 54.6 28.4 23545 -3656 30000 .9827 .026 .238 2523 2.19 .772 .492 1.435 . 996 107 .. 190 .731 1.843 2 1/2 X 2 1/2 X .230 T02 5 -26255 37.6 37.6 36.0 -11965 1470 797 62910 -.457 0 48.7 76.4 25.1 19678 -3656 30000 .9429 .022 .479 T03 1 -28313 32.0 32.0 36.0 -12903 983 534 1546i5 -.527 0 41.4 48.7 25.1 24472 -2469 30000 .9666 . . 019 .546 T04 1 -28313 32.0 32.0 36.0 -12903 1117 606 154615 -.527 0 41.4 48.7 25.1 24472 -2197 30000 .9666 .021 .549 T05 1 -40294 3,2 .b 32.0 36.0 -18364 1080 586 154615 -.750 0 41.4 48.7 25.1. 24472 -2197 30000 .9525 .021 .772 T06. 1 -40294 32.0 32.0 36.0 -183.64 1090 591 154615 -.750 0 41.4 48.7 25.1 24472 -2178 30000 .9525 .021 . 772 T07 1 -48873 32.0 32.0 36.0 -22274 1087 590 154615 -.910 0 41.4 48.7 25.1 24472 -2178 30000 .9424 .022 .932 T.08 1 -48873 32.0 32.0 36.0 -22274 1088 590 154615 -.910 0 41.4 48.7 25.1 24472 -2176 30000 .9424 .022 .932 T09 1 -·54049 32.0 16.0 36.0 -24633 1088 590 154615 -.921 1 31.1 32.5 25.1. 26751 -2176 30000 .9363 .022 .943 TlO 1 -54049 32.0 16.0 36.0 -24633 1088 590 154615 -.921 1 31.1 32.5 25.1 26751 -2176 30000 .9363 .022 .943 Tl1 1 -54260 32.0 16.0 36.0 -24729 1088 590 154615 -.924 1 31.1 32.5 25.1 26751 -2176 30000 .9360 .022 .946 T12 1 -54260 32.0 16.0 36.0 -24729 1088 590 154615 -.924 1 31.1 32.5 25.1 26751 -2176 30000 .9360 .022 .946 Tl3 1 -49296 32.0 32.0 36.0 -22467 1088 590 154615 -.918 0 41.4 48.7 25.1 24472 -2,1.76 30000 .9419 .022 .940 ··, T14 1 -49296 32.0 32.0 36.0 -22467 1087 589 154615 -.918 0 41.4 48.7 25.1 24472 -2180 30000 .9419 .022 .940 Tl5 1 -40930 32.0 32.0 36.0 -18654 1093 593 154615 -.762 0 41.4 48.7 25.1 24472 -2180 30000 .9517 .021 .784 T16 1. -40930 32.0 3:2. 0 36.0 -18654 1069 580 154615 -.762 0 41.4 48.7 25.1 24472, -2228 30000 .9517 .021 .783 T17 1 -29162 32.0 32.0 36.0 -13290 1161 630 154615 -.543 0 41.4 48.7 25.1 24472 -2228 30000 .9656 .022 .565 Tl8 1 -29162 32.0 32.0 36.0 -13290 837 -3977 154615 -.443 0 41.4 48.7 25.1 24472 -2907 30000 .9656 -.133 .576 T19 5 -26214 41.6 41.6 36.0 -11947 1961 1·064 51400 -.497 ·o 53.9 84.5 25 .1. 18059 -4258 30000 .9303 .030 .528 2523 4.07 1.100 .725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 T20 5 -27037 39.6 39.6 36.0 -6644 3102 941 115002 -.212 0 36.0 54.6 28.4 23545 -4258 30000 .9827 .024 .236 --re re Job: 0790075 I MarR: J13C 08-11-99 18:12:53 Page 204 2025 1.88 .609 .391 1.250 1.000 106.999 1.175 .494 2 X 2 X .250 BOl: 1 21047 45.3 45.3 66.0 11225 0 0 48072 .374 0 74.3 8!5. 8 49.6 30000 0 30000 .9066 .ooo .374 B02 1 34729 -64 .0 64.0 125.3 18522 0 0 24031 .617 0 105.1 122 .. 7 94.2 30000 0 30000 .6917 .000 .617 B03 1 45009 64.0 64.0 125.3 24005 0 0 24031 .800 0 105.1 122 .. 7 94.2 30000 0 30000 .6004 .000 .800 B04 1 51887 64.0 64.0 152 .. o 27673 0 0 24031 .922 0 105 .1. 122. 7-114.3 30000 0 30000 .5394 .ooo .922 BOS 1 55362 64.0 64.0 152.0 29526 0 0 24031 .984 0 105.1 122.7 114.3 · 30000 0 30000 .5085 .000 .984 B06 1 52203 64.0 64.0 152.0 27842 0 0 24031 .928 0 105 .1. 122.7 114.3 30000 0 30000 .5366 .000 .928 B07 1 45538 64.0 64.0 125.3 24287 0 0 24031 .810 0 io5.1 122.7 94 .2. 30000 0 30000 .5957 .000 .810 BOS 1. 35471 64.0 64.0 125.3 18918 0 0 24031 .631 0 105.1. 122.7 94.2 30000 0 30000 .6851 .000 .631 B0-9 1 22002 49.3 49.3 66.0 11.734 0 0 40580 .391 0 80.9 94.4 49.6 · 30000 0 30000 .8843 .000 .391 -·-·----------------·--·------·---·-----------·---_,_ --·----------------------------------- Summary of Jo~st Deflection Criteria (in, in"4, plf) ---------------------------------------------------- r req.= 714.41 in4 I act.= 954.80 in4 W-L/360= 204.5 W-L/240= 306.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01 All.owable Deflection= 3. 75" Actual Deflection = 3 .12" ------------------------------------------------------------------------------- Mem Matl Descript·ion # LC Force LX B L/R Weld SRatio POl R112 1 1/8 RD 1 1 22298. 70.98 0 226.08 4.8 .748 P20 R112 1 1/8 RD 1 1 22298. 70.98 0 226.08 4.8 .748 '\ . P02 2016 2 X 2 X .163 1 1 -9431,. 33.44 0 84.62 3.9 .707 P03 2016 2 X 2 X .163 1 1 11225. 44.34 0 112 .23 4.6 1.014 P04 2016 2 X 2 X .l.63 l 1. -10046. 44.34 0 112.23 4. l. .908 POS 2016 2 X 2 X . 163 l. l 8868 . 44.34 0 112.23 3.6 . 801 P06 1-717 l. 3/4 X 1 3/4 X .170 l. l -7689. 44.34 0 128.81 3.0 .877 P07 1715 1. 3/4 X 1 3/4 X .155 l 1 6510. 44.34 0 128.52 2.8 .813 P08 151 7 l. 1/2 X l. 1/2 X . 170 1 1 -53"32 . 44.34 0 150.83 2.1 .950 P09· 1513 l 1/2 X l 1/2 X .138 l l 4362. 44·_34 0 150.08 2.1 .937 PlO J,513 l 1/2 X l l./2 X .138 l 1 -4362. 44.34 0 150.08 2.1 .937 Pll 1513 l 1/2 X l l./2 X .138 l l. -4362. 44.34 0 150.08 2.1 .937 P12 1513 1 1/2 X l 1/2 X .138 l l 4362. 44.34 0 150.08 2.1 .937 Pl.3 1515 1 1/2 X l 1/2 X . l.55 1 l. -5184. 44.34 0 150.50 2.2 1.003 P14 l. 715 l. 3/4 X l 3/4 X .155 1 l. 6363. 44.34 0 128.52 2.7 .794 P15 l. 717 l. 3/4 X l. 3/4 X .170 1 l. -7542. 44.34 0 128.81 3.0 .861 Pl.6 2016 2 X 2 X .l.63 1 l. 8720. 44.34 0 112.23 3.6 .788 P17 2016 2 X 2 X .163 l. 1 -9899 .. 44.34 0 112.23 4.0 .895 P18 2016 2 X 2 X '.163 1 1 11078. 44.34 0 112.23 4.5 1.001 Pl.9 2016 2 X 2 X .163 1 1 -9873. 35.21 0 89.12 4.0 .760 SOl. 1510 1 1/2 X 1 1/2 X .109 l. 1 -4203. 39.20 0 131. 92 2.6 .919 .(. , .. ,_ re Job: 0790075 Mark: Jl3C 08-11-99 18:12:53 Page 205 S02 1210 1. 1/4 X l 1/4 X .109 l l -3291. 30.70 0 12.4 .51 2.0 .786 S03 1210 -1 1/4 X 1 1/4 X . 109 l 1 -3291 . 30.70 0 124.51 2.0 .786 S04 121.0 1 1/4 X 1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 S06 1210 1. 1/4. X.1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 S07 1210 1 1/4 X 1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 S08 1210 1 1/4 X 1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 S09 1210 1. 1/4 X 1 1/4 X .109 1 1 -3291. 30.70 0 124.51 2.0 .786 S10 1510 1 1/2 X 1 1/2 X .109 1 1 -4203. 39.20 0 131. 92 2.6 .919 Job: 0790075 Mark: Jl3D 08-11-99 18:12:57 Page 206 SMI Joist Engineering Report ------_,_ -----· ----·-------- SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH06 Mark: Jl3D Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Left OAL: 56 1 -2 4i8 11 Right TC X: .000 BL: 56 1 -2 4/8 11 TC X: .000 TC WP: 2.000 WL: 55 1 -10 4/8 11 TC WP: 2.000 TC EndP: 41..625 TC EndP: 41. 625 TC 1st PP: 37.625 16@ 32.000 TC 1st PP: 41.625 BC. EndP: 66.000 BC EndP: 66.000 BC 1st PP: 13.250 BC 1st PP: 17.250 Verticals located at all bottom chord panei points. Depth: L 32..000 M 32.000 R 32.000 Ridge@ 28'-1 2/8" Eff. Depth: 30.70 Support Locations: (From Lef.t End Base Length) 1) 0 I-· 2 11 2) 56'-·o 4/8" Joist Loading (ft, lbs, & f.t*lbs) ------·--------------·------·-·------·-- LC u. Load Stress Deflec LC u. Load Stress Deflec LC u. Load Stress Deflec 1. 273 1.00 180.00 2 273 1.00 .00 3 0 1.33 .oo 4 0 1.33 . 00 5 273 . 1.33 .00 6 151 1.00 240.00 Type Ref-pt Orient Load Distance Load Distance Load Cases --------------------------------,_ ------------------------------------ Shea N/A N/A 1150 ·O I -0" 0 o•-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 3 4 Chrd TC-LE N/A 8600 0'-0" 0 0'-0" 5 Mins PriWeb N/A 3785 0 I-· 0" 0 o•-0" 1 2 5 Mins SecWeb N/A 3785 0'-0" 0 0'-0" 1 2 5 StsR PriWeb N/A 100 o•-0" 0 0'-0" 1 2 3 4 5 Conv TC-LE GY 2300 28'-1 2/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) ----------------------- 1-X 1-Y 2-Y -------------------------------- Load Case # 1 .3 -8776.8 -8776,8 Load Case # 2 .3 -8776.8 -8776 .8 Loatj. Case # 3 .0 . 0 .o Load Case # 4 .0 .o .o Load Case # 5 . 3 -8776. 8 -8776.8 Load Case # 6 .1 -4218.5 -4218.5 --------------------------------------·-------------------------------------------- .. 1. ~ . ( Job: 0790075 Mark: Ji3D 08-11-99 18:12:57 Page 207 Mat1 Area RX RZ RYY Q Cc sxs SXL Description Mat2 Depth 2523 4.07 1.100 . 725 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025' 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat T01 5 -25958 39.6 39.6 36.0 -6379 2983 905 115002 -.204 0 36.0 54.6 28.4 23545 -3262 30000 .9834 .023 .227 2523 2.19 . 772 .492 1.435 .996 107.190 .731 1.843 2 1/2 X 2 1/2 X .230 T02 5 -25260 37.6 37.6 36.0 -11512 1311 711 62910 -.440 0 . 48.7 76.4 25.1 1967-8 -3262 30000 .9451 .020 .459 T03 l. -.268l.2 32.0 32.0 36.0 -12220 877 476 l.54615 -.499 0 41.4 48.7 25.l 24472 -2203 30000 .9684 .017 .516 T04 ;L -26812 32.0 32.0 36.0 -12220 996 54l. 154615 -.499 0 41..4 48.7 25.1 24472 -1960 30000 .9684 .019 .518 T.05 l -38411 32.0 32.0 36.0 -17506. 964 523 154615 -. 715 0 41.4 48.7 25.l. 24472 -1960 30000 .9547 .019 .734 T06 l -·38411 32 ... o 32.0 36.0 -17506 973 528 154615 -.715 0 41..4 48.7 25.l 24472 -1943 30000 .9547 .019 .734 T07 l -46974 32.0 32.0 36.0 -21408 970 526 154615 -.875 0 41.4 48.7 25.l 24472 -1943 30000 .9446 .019 .894 T08 l. -46974 32 .. 0 32.0 36'. 0 -21408 971. 527 l.54615 -.875 0 41.4 4.8. 7 25.l. 24472 -1941 30000 .9446 .019 .894 T09 l. -52502 32.0 32.0 36.0 -23927 971. 527 1.54615 -.978 0 41..4 48.7 25.l 24472 -1941. 30000 .9381 .020 .997 T.l.O l -52502 32,0 32.0 36 .. 0 -23927 971 527 154615 -.978 0 4·1.. 4 48.7 25.l 24472 -1941. 30000 .9381 .020 .997 Tll l -52746 32.0 32.0 36.0 -24039 971. 527 154615 -.982 0 41..4 48.7 25.l 24472 -1941. 30000 .9378 .020 l. 002 Tl.2 l -52746 32.0 32.0 36.0 -24039 971 527 154615 -.982 0 41..4 48.7 25.1 24472 -1942 30000 .9378 .020 l.002 T13 1 -'-47408 32.0 32.0 36.0 -21606 971 527 l.54615 -.883 0 41.4 48.7 25.1 24472 -1942 30000 .9441 .019 .902 '1 T14 l -47408 32.0 32.0 36.0 -21606 969 526 154615 -.883 0 4L4 48.7 25.l. 24472 -1945 30000 .9441 .019 .902 T15 l -39035 32.0 32.0 36.0 -17790 975 529 154615 -.727 0 41.4 48.7 25.l. 24472 -1945 30000 .9540 .019 .746 TJ.6 1 -39035 32.0 32.0 36.0 -17790 954 517 154615 -.727 0 41.4 48.7 25.l 24472 -1988 30000 . 9540 .019 .746 Tl7 1 -27626 32.0 32.0 36.0 -12591 1036 562 154615 -.514 0 41..4 48.7 25.1 24472 --1988 30000 .9674 .020 .534 T18 l -27626 32.0 32.0 36.0 -12591 747 -3548 154615 -.420 0 41.4 48.7 25.l 24472 -2593 30000 .9674 -.118 .538 Tl.9 5 -25224 41..6 41.6 36.0 -11496 ·1749 949 51400 -.479 0 53.9 84.S 25.l 18059 -3799 30000 .9329 .027 .sos 2523 4.07 1.100 .72·5 1.268 .996 107.190 3.264 3.297 2 1/2 X 2 1/2 X .230 2025 3.00 2 X 2 X .250 T20 5 -25958 39.6 39.6 36.0 -6379 2768 839 115002 -.204 0 36.0 54.6 28.4 23545 -3799 30000 .9834 .022 .225 I, ,-,~~. t. ( ·-"'- Job: 0790075 Mark: Jl3D 08-11.-99 18:12:57 Page 208 2025 l.88 .609 . 391. l.250 l.000 106.999 1..175 .494 2 X 2 X .250 BOl l 19875 45.3 45.3 66.0 10600 0 0 48072 .353 0 74.3 86.8 49.6 30000 0 30000 .9118 .000 .353 B02. l 32991 64.0 64-.0 1.25 . .3 17595 0 0 24031 .587 0 105.l 122.7 94.2 30000 0 30000 . 7071 .000 .587 -B03 l 43072 64.0 64.0 1.25. 3 22.972 0 0 24031 .766 0 105.l 122.7 94.2 30000 0-30000 .61.76 .000 .766 B04 1 501.l.7 64.0 64.0 1.44.0 26729· 0 0 2403l . 891. 0 J.05.1. J.22. 7. 1.08.3 30000 0 3000·0 .5551 .000 . 891. BOS l 54l27 64.0 64.0 J.44.0 288.68 0 0 24031 .962 0 J.05.l J.22.7 1.08.3 30000 0 30000 .SJ.95 .000 .962 B06 l 50457 64.0 64.0 144.0 26910 0 0 2403l .897 0 105.l 122.7 108.3 30000 0 30000 .552l .000 .897 BO? l. 43601 64.0 64 .. 0 1.33.3 23254 0 0 2403l .775 0 105.1 122.7 100.2 30000 0 30000 .6l29 .000 . 775 BOS l. 33710 64.0 64.0 133~3 17979 0 0 2403l .599 0 105.l 122.7 1.00.2 30000 0 30000 .7007 .000 .599 B09 l. 20784 49.3 49.3 66.0 J.1085 0 0 40580 .369 0 80.9 94.4 49.6 . 30000 0 30000 .8907 .000 .369 -·--·------·---·------·--------___ ,_,_ --·--·-----------. ------------------------------------ Summary of Joist Deflection Criteria (in, in"'4, pif) ---·----~--·--·----_· --------------·-------------------------- r reg:.= 637.37 in4 I act.= 954.80 in4 W-L/360= 204.5 W-L/240= 306.7 Complex Loading Deflections: (Truss Stiffness Matrix Analysis) Load Case #01. Allowable Deflection= 3. 7511 Actual Deflection = 3 .00" -------------------------------------------------------------------------------- Mem Matl Description # LC Force LX B L/R Weld SRatio POl Rl12. 1 1/8 RD 1 l 21911. 70.98 0 226.08 4.7 .735 P20 Rll2 l.. 1./8 RD 1 l 219ll. 70.98 0 226.08 4.7 . 735 ~ P02 2016 2 X 2 X .163 l l -9364. 33.44 0 84.62 3.8 .702 P03 20l7 2 X 2 X . J.76 l l 11275 . 44.34 0 J.J.2.44 4.3 .933 P04 2016 2 X 2 X .163 1-1 -10223. 44.34 0 1.12.23 4.2 .924 P05 2016 2 X 2 X .163 l l 9172. 44.34 0 J.12.23 3.8 .829 P06 2016 2 X 2 X .163 l l -81.20. 44.34 0 J.12.23 3.3 . 734 P07 l 7l5 l 3/4 X l 3/4 X .155 l. l 7069. 44.34 0 128.52 3.0 .882 P08 17l5 l 3/4 X l 3/4 X .155 l l -6-017. 44.34 0 128.52 2.6 .?SJ. P09 J.517 l 1/2 X l 1/2 X .170 l l 5467. 44.34 0 150.83 2.l .974 PlO 1517 l 1/2 X l 1/2 X .170 l l -5467. 44.34 0 1.50.83 2.1 .974 Pll 1517 l. 1/2 X l 1/2 X .170 l l -5467, 44.34 0 150.83 2.1 .974 Pl2 .1517 l 1/2 X l l/2 X .l.70 1 l 5467. 44.34 0 150.83 2.1 .974 Pl3 l7l5 l 3/4 X l 3/4 X .155 l 1 -5886. 44.34 0 128.52 2.5 .735 P14 l7l5 l 3/4 X l 3/4 X . l.55 l l 6937. 44.34 0 128.52 3.0 .866 PlS 2016 · 2 X 2 X . 163 l l -798·9 . 44.34 0 112.23 3.3 . 722 P16 20J.6 2 X 2 X .163 l l 90~0. 44.34 0 112.23 3.7 .8l7 Pl7 2016 2 X 2 X .l.63 l 1 -10092. 44.34 0 lJ.2.23 4. l .912 PJ.8 2016 2 X 2 X .163 l l J.1143. 44.34 0 112.23 4.6 1.007 Pl9 20J.6 2 X 2 X .l.63 l l -9809. 35.2l 0 89.J.2 4.0 .755 SOl l5l2 l l/2 X l 1/~ X .l.23 i 1 -5170. 39.20 0 132.29 2.8 .993 , -re • Job: 0790075 Mark: J13D 08-11-99 18:12:57 Page 209 S02 121.0 1 1/4 X 1 1/4 X . 109 1 1 -4049 . 30.70 0 124;.51 2.5 .967 S03 1210 1 1/4 X l, 1/4 X . 109 1 1 -4049 . 30.70 0 124.51 2.5 .967 S04 1210 1, 1/4 X l, 1/4 X .109 1 1 -4049. 30.70 0 124.51 2.5 .967 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -4049. 30. TO 0 124.51 2.5 .967 S06 1210 1' 1/4 X 1 1/4 X .109 1 1 -4049. 30.70 0 124.51 2.5 .967 S07 1210 1 1/4 X 1 1/4 X: .109 1 1 -4049. 30.70 0 124.51 2.5 .967 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -4049. 30.70 0 124.51 2.5 .967 S09 1210 1. 1/4 X 1. 1/4 X .109 1 1 -4049. 30.70 0 124.51 2.5 .967 SIO 15.12 1 1/2 X 1 1/2 X .123 1 1 -51.70. 39.20 0 132.29 2.8 .993 Job: 0790075 Mark: JJ.C 08-J.2-99 J.7:57:J.4 Page 049 SMI Joist Engineering Report SMI Job# 0790075 Job: CARLSBAD LOT #47 Joist: 32LH08 Mark: JJ.C Req. by: ASE8 Loe: CARLSBAD CA Tech: TRM Joist Panel layout (in) Left OAL: 62'-6 2/8" Right .TC X: , .000 BL: 62'-6 2/8" TC X-: .000 TC WP: 2.000 WL:· 62'-2 2/8" TC WP: 2.000 TC EndP: 40.625 TC EndP: 44.625 TC 1st PP: 41. 500 J.8 @ 32.000 TC 1st PP: 47.500 BC EndP:. 66.000 BC EndP: 66.000 BC 1st PP: 16 .125. BC 1st PP: 26.125 Verticals located at all bottom chord panel points. Deptp.: L 32.000 M 32.000 R 32.000 Ridge@ 31'-3 1/8" Eff. Depth: 30.58 Support Locations·: (From Left End ·Base Length) .1.) 0'-2 11 2) 62'-4 2/8" Joist Loading (ft, lbs, & ft*lbs) LC u. Load 1. 271. 4 0 Type Ref-pt Stress Deflec LC U. Load L.00 1.80.00 2 271 1.33 .00 5 271 Orient. Load Distance Stress Deflec LC 1.00 .00 3 1.33 .00 6 u. Load 0 134 Load Distance Load Stress Deflec 1.33 .00 1. 00 240. 00 Cases ----·---~--------·---------_,_ ----------------------------------------- Shea N/A N/A 250 0'-0" 0 0'-0" 1 2 5 Chrd TC-LE N/A 8600 0'-0". 0 0'-0" 3 4 Chrd TC-LE N/A 860.0 0'-0" 0 0'-0" 5 Mins PriWeb N/A 1529 0'-0" 0 0'-0" 1 2 5 Mins SecWeb N/A 1529 0'-O" 0 0'-0" 1 2 5 ConV TC-LE GY 500 31'-3 J./8 II 0 0'-0" .l 2 5 Con.A TC-LE GY 750 38'-3 6/8" 0 0'-0" 1 2 5 Joist Reactions (lbs) --------------------- 1-X. 1-Y 2-Y ------------------------------- Load Cas.e # 1 .4 -8966.2 -9136.3 Load Case # 2 .4 -8966.2 -9136.3 Load Case # 3 .0 .0 . 0 Load Case # 4 .0 . 0 .0 Load Case # 5 .4 -8966.2 -9136.3 Load Case # 6 .2 -4166.5 -4166.5 '\ -•· •• , Job: 0790075 Mark: JlC 08-12-99 17:57:14 Page 050 I Matl Area RX. RZ RYY Q Cc .SXS SXL Description Mat2 Depth 2525 4.25 l.095 . 727 1.279 1.000 106.999 3.318 3.484 2 1/2 X 2 1/2 X .250 2025 3.00 2 X 2 X .250 Mem LC Force LX LZ LYY fa +Moment fb FE ARat Fills KL/RX KL/RZ KL/RYY FA -Moment FB CM BRat SRat TOl 5 -26452 38.6 38.6 36.0 -6224 2.645 759 120077 -.196 0 35.3 53.1 28.2 23861 -3496 30000 .9844 .019 .216 2525 2.38 .769 .491 1.440 1.000 106.999 .789 l.961 2 1/2 X 2 1/2 X .250 T02 5 -25701. -4J:.5 41.5 36.0 -10822 1566 799 51341 -.449 0 53.9 84.4 25.0 18110 -3496 30000 .9368 .022 .472 T03 1 -29482 38.0 38.0 36.0 -12414 1554 792 108861 -.538 0 49.4 58.0 25.0 23057 -3100 30000 .9544 .028 .567 T04 1 -29482 2.6 .0 26.0 36.0 -1241.4 207· -2514 232537 -.414 0 33.8 39.7 25.0 25877 -1983 30000 .9786 -.084 .498 T05 1 -40187 32.0 32.0 36.0 -16921 1151 587 153511 -.690 0 41.6 48.8 25.0 24531 -2058 30000 .9559 .021 .711 T06 l -40187 32.0 32.0 36.0 -16921 916 467 153511 -.690 0 41.6 48.8 25.0 24531 -2058 30000 .9559 .017 .706 T07 l -491.15" 32.0 32.0 36.0 -20680 976 498 153511 -.843 0 41.6 48.8 25.0 24531 -1937 30000 .9461 .018 .861 T08 1 -4911.S 32 .. 0 32.0 36.0 -20680 96J.. 490 1.53511 -.843 0 41 .. 6 48.8 25.0 24531 -1937 30000 .9461 .018 .861 T09 1 -55019 32 .. 0 32.0 36.0 -23166 963 491 153511 -.944 0 41.6 48.8 25.0 24531 -1932 30000 .9396 .018 .962 TlO J, -55019 32.0 32.0 36.0 -23.166 969 494 153511 -.944 0 41.6 48.8 25.0 24531 -1932 30000 .9396 .018 .963 Tll l -57898 32.0 16.0 36.0 -24378 943 481 153511 -.909 1 31.2 32.6 2·5 .0 26831 -1984 30000 .9365 .018 .926 T12 1 -57898 32.0 16.0 36.0 -24378 1043 532 153511 -.909 1 31.2 32.6 25.0 26831 -1984 30000 .9365 .020 .928 T13 l. -56787 32.0 32.0 36.0 -23910 695 355 153511 -.975 0 41.6 48.8 2!?. 0 24531 -2719 30000 .9377 .013 .988 T14 1 -56787 32.0 16.0 36.0 -23910 2476 -4517 153511 -.797 l. 31.2 32.6 25.0 26831 -3563 30000 .9377 -.151 . 948 T.15 1 -51629 32.0 32.0 36.0 -21.738 459 234 153511 -.886 0 41 .. 6 48.8 25.0 24531 -3563 30000 .9434 .009 .895 ,_. T16 l. -51629 32.0 32.0 36.0 -21738 1128 575 153511 -.886 0 41.6 48.8 25.0 24531 -2051. 30000 .9434 .021 .907 T17 1 -42817 32.0 32.0 36.0 -18028 930 474 153511 -. 735 0 41.6 48.8 25.0 24531 -2051 30000 .9530 .017 .752 Tl8 1 -42817 32.0 32.0 . 36. 0 --18028 942 480 153511 -.735 ·o 41.6 48.8 25.0 24531 -2027 30000 .9530 .017 .752 Tl9 l -30980 32.0 32.0 36.0 -13044 1090 556 153511 -.532 0 41.6 48.8 25.0 24531 -2027 30000 .9660 .020 .551 T20 1 -~0980 32.0 32.0 36.0 -13044 554 -4063 153511 -.435 0 41.6 48.8 25.0 24531 -3205 30000 .9660 -.135 .570 T21 5 -26003 47.5 47.5 36.0 -10948 2374 J.210 39190 -.532 0 61. 7 96.7 25.0 15472 -4839 30000 .9162 .035 .567 2525 4.25 1.095 . 727 1. 279 1. 000 106.999 3.318 3.484 2 1/2 X 2 1/2 X .250 2 X 2 X .250 ,, • ·~ Job: 0790075 Mark: JlC 08-12-99 17:57:14 Page 052 PlS 1515 l, 1/2 X 1 1/2 X .155 1 1 -4887. 44.26 0 15.0. 22 2.1 .942 P16 1513 1 1/2 X 1 1/2 X .138 1 1 5933. 44.26 0 149. 80 2.9 .501 P17 1715 1 3/4 X 1 3/4 X .155 1 1 -6979. 44.26 0 128.28 3.0 .869 P18 2016 2 X 2 X .163 1 1 8025. 44.26 0 112.02 3.3 .428 P19 ,2016 2 X 2 X .163 1 ·1 -9071. 44.26 0 112.02 3.7 .818 P20 2016 2 X 2 X .163 1 1 10117. 44 .. 26 0 112.02 4.1 .539 P21. 2016 2 X 2 X .163 1 1 -10374. 40.22 0 101. 79 4.2 .867 S01 1210 1 1/4 X 1 1/4 X .109 1 1 -2363. 39.74 0 161..17 2.0 .887 S02. 1210 1 1/4 X 1 1/4 X . 109 1 1 -1818 . 30.58 0 124.03 2.0 .432 S03 1210 1 1./4 X 1 1/4 X ·.109 1 1 -1818. 30.58 0 124.03 2.0 .432 S04 1210 1 1/4 X 1 1/4 X .109 1 1 -1818. 30.58 0 124.03 2.0 .432 sos 1210 1 1/4 X 1 1/4 X .109 1 1 -181.8. 30 .s·s 0 124.03 2.0 .432 S06 1210 1 1/4 X 1 1/4 X .109 1 1. -1818. 30.58 0 124.03 2.0 .432 S07 1210 1 1/4 X 1 J,/4 X .109 1 1 -:L81.8. 30.58 0 124.03 2.0 .432 SOB 1210 1 1/4 X 1 '1/4 X .109 1 1 -1818. 30.58 0 124.03 2.0 .432 S09 1210 1 1/4 X 1 1/4 X .109 1 1 -1818. 30.58 0 124.03 2.0 .432 SlO 1210 1 1/4 X 1 1/4 X .109 1 1 -1818. 30.58 0 124.03 2.0 .432 Sl:L .1210 1 1/4 X 1 1/4 X .109 1 1 -2219. 37.31 0 151. 33 2.0 .734 ) p 2-13'16' X 1 1,2• SLOTS 4" GAGE SBA 2' TCX STD GA 2. SECTION S3 NOT TO SCALE 2-s,1s· X 2" SLOTS 3 1, 4' GAGE AT * ONLY 5 1 /2 II CHIP UALL UHERE REO'D. FOR ENO ROD CLEARANCE @ NO EXPENSE TO SMI SECTION S8 / S8A 1 3/4' NOT TO SCALE 6" 1' TCX ICX 2·13,t6" X 1 1,2• SLOTS S• GAGE ~2- SECTION 514 NOT TO SCALE ~ (1" TCX) ~ , sex 2-13/16" X 1 l/2" SLOTS 5" GAG£ !'---------' I ~ SECTION S18 NOT TO SCALE NO COL. OR SLOTS@ 53A 2-13,16" X 1 1'2" 4" GAGE · .. AT * ONLY 2· I ' I , -::p~- lL-1 3,4• X 1 3,4• X .178 MARKED "BCB" SEE PLAN S-E CTI ON S9 sex ilu:2· SECTION S15 NOT TO SCALE SECTION S2El NOT TO SCALE SOTS TOP CHORD LOADS -FROM LOAD POINT TD NEAREST BOTTOM CHORD PANEL POINT > 4 - EXTRA UERTICALS ARE N.I.S.C. BOTTON CHORD LOADS · FROM LOAD POINT TD NEAREST TOP CHORD PANEL POINT EXTRA UERTICALS AT CONCENTRATED LOADS REFER TO NOTE 13 ON THIS SHEET 5 1,2" SECTION 54 NOT TO SCALE 10' TCX -11 ?· SECTION 510 NOT TO SCALE 1 ' TCX r: -1,j!I• 11 6' "' 2-9,16" X 2" SLOTS 3 1'4" GAGE 2-13,16' X 1 1,2• SLOTS s• GAGE 2-1J,16• HOLES 4" GAGE SECTION 516 NOT TO SCALE SECTION 521 NOT TO SCALE SECTION 55 NOT TD SCALE __, ,_ --__ , .,. SLOTS ,,..,._.., 11 112" 4• 8· BCX l 1 l 1 1,2· , SECTION S11 NOT TO SCALE ,-- 10 • sex ilu:2· SECTION S17 NOT TO SCALE SLOTS ERECTION NOTES (1" TCX@ SlA) ~ -1,2· @ r 2-13'16" X 1 1,2• 4" GAGE S2A AT * ONLY 1. PAINT G A O IDE ONE s.-c R y X f"QR All MATEIHAL. NOTE: SHOP IPAINT ON JOISTS IS APPLIED BY DIPPING. COATING HAY NOT BE UNlf'ORtt ANO HAY IttCLU0£ ACCUl1ULATIONS THAT i£DUJRE. REl10~AL BEffORE FINISH COAT IS APPLIED. AT * ONLY Z. 81UDGIN6; ,.,.,.._.., 1 3,4• X 1 3,4• X 7,64" JOIST TO SUB PURLJN 5 1, 2" VDENOTES n OF Rous OF JOIST TO SUB PURLIN BRIDGING 2" NOTE: ALL BRIDGING TO BE E0UALLV SPACED BETUEEN SUPPORTS. (UNO). ]. * INDICATES BOLTED JOIST SEAT. ' s· +--~-1. N.I.5.C.-NOT IN sn1 CONTRACT. U.N.O.-UNLESS NOTEO OTHERUISE. 5. PIECE MARK LOCATION INOICATES TAGGED ENO or JOISTS AND GIRDERS. 6. ::::::e::::: · IhOICATES A ROU or BOLTED DIAGONAL BRIDGING RECUIREO FOR ERECTION STABILITY. THIS ROU or 1:1:A'IOGING MUST BE I,NSTALL£0 BEFDli'E HOISTING CABLES CAN SE RELEASEO. SECTION 51151A NOT TO SCALE lL-1 3,4• X 1 3,4• X .170 MARKED "BCB• SEE PLAN 7, CHECK PIECES. QUANTITIES ANO CONDITIONS or JOISTS ANO' ACCESSORIES UPON ARRIVAL. INFORM SMI JOIST IMMEDIATELY or ANY SHORTAGES~ DISCREPANCIES DR DAMAGES. SECTION S2/S2A 8. SMI JOIST CD. WILL SUPPLY ONLY THE MATERIALS LISTED ON THE BILL Of MATEIHALS. ffi" '"' NO UELO UNTIL 1,4• 12'" DRAG CDhN. tOrt'LETE 9. UHEN UNLOADING BY CRANE, ALUAYS HOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHOROS. PRErERA9LY AT 11] POINTS. NOT TO WEB MEMBERS. 10. IF JOISTS ARE NOT ERECTED INNEOIATELY. COVER JOISTS TO PROTECT THE PRIMER COAT. KEEP STORED JOISTS arr THE GROUND WITH UDDOEN SKIDS DR BLOCKS. 11. TO PROVIDE FOR PROPER ALIGNMENT. DO NOT COMPLETELY UELO JOISTS TO ENO SUPPORTS PRIOR TO INSTALLATION or BRIDGING. BASE PLATES SHOULD BE TACK WELDED ON THE SAME SIDE or THE JOIST AT EACH ENO. ANY NECESSARY ALIGNNENT SHOULD SE DONE DURING THE INSTALLATION OF THE BRIDGING. AFT£R BRIDGING 15 INSTALLED. JOISTS SHOULD SE FULLY WELDED TO SUPPOIHS. 12. REFER TO THE STRUCTURAL CONTRACT DRAWINGS ON THE PROJECT FOR SPECIFIED JOIST ANO GIRDER ENO ANCHORAGE REQUIREMENTS. PEA SJI, ENO ANCHORAGE or JOISTS ANO GIRDERS RESTING ON SJEEL SUPPORTS SHALL BE ATTACHED THERETO UITH A NINI MUM or1 SHORTSPANS· THE EQUIVALENT Of TWO 1,e INCH FILLET UELOS 1 INCH LONG. OR ulTH TUO ,,e INCH 80LTS. LDNGSPANS ANO GIROERS· THE EQUIVALENT or TUO 1,4 INCH f[LLET WELDS CINCHES LONG. OR ulTH TUO 3,4 INCH BOLTS. BRIDGING· THE EOUIVALENT OF A 1,9 INCH flLLET UfLO 1 INCH LONG. WITH THE EXCEPTION or BOLTING. BOTTOn CHORD BRACES• THE EOUIVALENT OF A 1;8 INCH FILLET UfLO 1 INCH LONG. 00 NOT IJELO BRACE TO GIRDER UNTIL ALL DEAD LOADS H~Vf' 8££n APPLIED. SECTION S6 SECTION S7 13. JOIST CHORDS ARE NOT DESIGNED fOR 8EN01NG OU£ TO CONCENTRATED LOADS UNLESS OTHERUISE NOTED. EITHER PLACE LOADS AT TRUSS PANEL POINTS OR INSTALL AN EXTRA I.JES MEMBEW FROM THE LOAD POINT TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD AT NO COST TO SMI JOIST. !SEE "EXTRA VERTICALS AT CONCENTRATED LORDS• SHOU/'I BELOW. J CONSULT THE PROJECT STRUCTURAL ENGINEER Df RECDAD FOi SIZING OF THESE EXTRA ue:a ME:nBHS. NOT TO SCALE ,,,, . 1 " T.C.X r: -1''2 • l 6" 2-13,16" X 1 1'2" SLOTS 5 • GAGE ~2· SECTION 512 NOT TO SCALE 9 • . I'<' ,ff--,j' s· SECTION 519 NOT TO SCALE 2-1J,16" X t 1.-2• SLOTS 4" GAGE AT * ONLY 5 1 ,2' }!DTE: The Professional Engineer's Seal affixed hereto indicates that the joists have been designed in accordance with the Steel Joist Institute' s Standard Specifications to resist the specified loads, as Noted Within this submittal. The seal is not intended to certify or imply that this building does or does not conform to any national or local building codes. NOT TO SCALE 6" 4" t~. BOTTOM CHORD EXTENSIONS, IF REQUIRED, AAE INDICATED ON THE BILL or MATERIALS. NOTE: FJNAL CONNECTION OF THE BOTTOM CHOAO SHOULD BE IN ACCORDANCE UJTH INSTRUCTIONS rRon THE SPECIFYING ARCHITECT DR ENGINEER. OD NOT ATT~CH BOTTOM CHORD UNTIL ALL OEAO 1,.[J.AO~ _H~YE 8E[tt APPLIED. 15. JOIST TOP CHORDS MUST 8E RIGIDLY ATTACHED TO OECkS OA SLABS AT A SPACI~G Of hD f10RE THAN 36" D.C. FOR ADEDUATE LATERAL SUPPORT. EACH ATTACHMENT SHALL BE DESIGNED TO SUPPORT A LATERAL FORCE AS SPEC[FIEO DY THE STEEL JOIST INSTITUTE STANDARD SPECJrJCATIONS. 2-13.116• :x 1 ·t;2• SLOTS 5" GAGE 16. NOTE: CONPLElELY INSTALL ALL QAIOGING AND CHECK THAT ALL JOIST ENOS ANO ALL GIRDER ENOS ARE PERMANENTLY ATTACHED BEFORE APPLYING ANY CONSTRUCTION LOADS TO JOIST. FAILURE TO DO THIS CAN RESULT IN 0£ATH OR INJURY. THE CONTA~CTOR SHALL PROU(DE M(ANS FDA A0£DUATE DISTRIBUTION or CONCENTgAfED LOADS so THAT THE CARRYING CAPACITY 4 13, 16' HOLES 4 • GAG£ '" SECTION 513 NOT TO SCALE NOTE: or A'1Y JOIST IS NOT EXCEEDED. 1?. UHEN IT 15 NECESSARY fOR THE ERECTOR Ta CLIMB ON THE JOIST. EXTREME C~UTION Mi:rsr-BE EXEFfCl SEO SINCE' UNSRIOG(!) "JGI STS ffi.'l'r £XHIBI T· son£ .--' '. DEGREE or ltSTABILITY UNDER THE EAECTOA'S WEIGHT. SHORTSPANS a) ON£ END OF ALL JOISTS SHALL BE ATTACHED TO ITS SUPPORT t5££ nor£ 11 J aErDRE &ILLOUING THE LIEIGHT ar AN ERECTOR ON THE JOISTS. b) UH(N 80L TEO OIAGDNAL BRIDGING IS AEOuU£0 OUE TO SPAN,' HOISTING CABLES SHALL NOT SE RELEASED UNTIL THIS 0RlDGJNG IS COMPLETELY INSTIILLEO. (5££ NOTE 161 LONGSPANS oJ UHER£ THE JOIST SPAN DOES NOT ExCEEO 6B··B AND BOLTED DIAGONAL BAIDGING roA ERECTION STABILITY IS NDT RE0UIREO, ONE ENO or ALL JOISTS SHALL BE ATTACHED TO ITS SUPPORT tSEE NOTE 11J. DA THE JOIST SHALL 8£ STABILIZED 8Y THE HOISTING CASLElSl BEFOR£ ALLOWING THE UEIGHT or AN ERECTOR ON THE JOISTS. bl A MA~IMUM WEIGHT OF TWO ERECTOAS SHALL BE ALLOU£0 ON ANY UNBAJOGEO JOIST IF: 1J THE JOIST IS STABILIZED BY THE HOISTING CABLE<SJ OR 2J ONE ENO or THE JOIST IS ATTACHED TO ITS SUPPORT tSEE NOTE 11J !ANO THE BOLTED OIAGOML BRIDGING REOUIAEO FOR Eli'ECTIQN STABILITY IS COMPLETELY INSTALLED. ti IJHEN BOLTED orAGONAL BRIDGING IS REUUIAEO DUE TO SPAN. HOISTING CABLES SHALL NOT BE RELEASED UNTIL THIS 8AIOGING IS COMPLETELY INSTALLED. tSEE NOTE 6J GIRDERS oJ THE ENOS or THE BOTTOM CHOAD ARE AESTAA1NEO fAOM LATERAL MOU£HENT TO BRACE THE GIRDER FROM O~EATURNING. bl NO QTHEi LOADS SHALL BE PLACED ON THE JOIST GIRDER UNTIL TH£ STEEL JOISTS SEARihG ON THE GI~OER AA£ IN PLACE ANO WELOEO TO THE GiiOE~. 18. 00 NOT CUT AUAY ANY CHORDS OR U£8S. DO NOT COMPLETELY UELD STANDARD JOISTS TO &EARING SUPPORTS UNTIL PROPERLY ALIGNED. 19. ERECT ALL JOIST PRODUCTS AND ACCESSORIES IN ACCORDANCE WITH THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE. FOR FIELD USE ?B. SMI JOISTS ARE FABiICATEO TO MEET TH£ ERECTION REOUliEMEhTS or THE OCCUPATIONAL SArETY ANO HEALTH ACT. FIELD (Ot1PLIANCE WITH TH[S ACT IS NECESSARY. DATE: 8-16-99 21. 5111 JOIST CO. WILL NOT AC.CEPT THE A£5PONSl81LITY Oli' CHARGES TO THEIR ACCOUNT FOR ANY FIELD CORRECTIONS MAO£ WITHOUT APPROVAL FROM THE HOME OFFICE. DRUGS BY: JIMMIE DUNCAN PHONE: 409·687-2823 FAX: 409-687-2157 SM! JOIST-AR 3565 HUY 32 NORTH HOPE. AR ?1801 1-800-643·15?? SM! JOIST-SC 850 TAYLOR STiEET CAYCE. SC 29033 1-s00-?6J-00a6 APPROVER: SM! JOIST-FL P.O. BOX 310 STARK[, FL 32091 1-800-?06·64?6 SMI JOI ST-tiV 2121 TRENTO LANE FALLON.NV 89406 I -888·643·15?? ALL CLOUDED AREAS SHOWN AS "SUPPLY" OR "VERIFY" ON THE DRAWINGS ,---,===--IARE ESSENTIAL TO SM! JOIST FOR MEETING DELIVERY SCHEDULES. FAILURE PRINTS TO SUPPLY INFORMATION WILL CAUSE DELAYS IN RELEASING THE JOB FOR 1-~-~---IPRODUCTION. THOSE AREAS TO BE VERIFIED THAT ARE NOT MARKED SHALL ~--+--c:---IBE ASSUMED TO BE CORRECT AS SHOWN. ALSO, CHANGES MADE AFTER o---+---_,THE APPROVAL DRAWINGS HAVE BEEN RECEIVED BY SMI JOIST WILL CAUSE FURTHER DELAYS IN TH£ JOB SCHEDULE CK 1 AP 5 AS 1 FP 5 FS 1 JOB NAME CARLSBAD RESEARCH CENTER LOCATION CARLSBAD CA ARCHITECT JOHN B. TURPI T CUSTOMER M.R. TIMBER CUSTOMER P.O. NUMBER 99495-01 DETAILER JED DATE 6-99 CHECKER JED DAT£ 6·99 FOR INFORMATION CALL: 1-409-687-2823 J1 OF 2 SM! JOB NO. 07-99-0075 • A B C , . . . ISi ISi • . • . • • • • • • 00 00 • • ISi ISi .. ISi ISi ' • "' .... .. .. .. ISi --. • • -. • .. .. • --• -"' .. .. 00 . • --00 00 ... M 00 00 00 00 00 ' ' / 5 11 J 1 -a: --M ... U'I "' "' ., ., 00 "' ----., ., ., ., ., ., ., ., ., ., ., ., .... • • -, cs, cs, ' • • • ... ... -- ® -, --, -, ' n., ' ' M -a: -., -U'I "' -M ' -, U'I 5111J1 -., ·~ ~I a: ' ' ~ 00 M ( u ~, '~ -... ~I .. ~"' --00 ;1 0 T u ... Ii 521Jl • .. A 2-51 G1 G2 "" GJ ~, ;if -hi 55, J1 ~I -~I ~, 1-~ . ... 4 2-J12 "' 51IJ1 --, .. M a: u a: a: -M ... M M M I -, I'-M M M --M -----., ., ----, ., -, "' -, ., ., -, ., --_., ., ' 1 I -0 N ' \ "' 8. • U'I 8' -4 " n., -~ -' ., . -10·-0· --• -, ., ' ISi n., ' ., ISi ' ' ' a: ' -"' a: • -M LIi -U'I M M -i \ ... U'I /; ~I "' I ;;; I \ §I ~I ! , u a>j .. 52IJ1 A '•52AIJ1 • \ • A • II "" r. 7 ,.~, / ' / " 52AIJ1 GB I 521 I~ -~I --"' ., -.. u u .. -' -, A 51 l/J1 "' "' V U'I U\ • '7 -U) "' .. --. n., ·--..... .. .... -... . .. -. ., M ... . -.. --.. -· -·· ---.. ru ru -a: -, ., 00 ,.. 00 .. 00 "' n., n, -n., n, n., n., n., n., n., -, "' -, ., -, -, -, -, -, -, \ S19IJ1 M n., -, b 0 I I s \.-581Jl 51AIJ1 9' -8" 4' -0 • 7' -a· ' • ---------·------ D E F . • • • • • • • • • • • • • ISi .. .. .. .. ISi ISi ISi ISi ISi ISi .., "" " ' • L ' • • • • • • • -• .. .. • --• 00 00 00 00 00 00 00 00 00 00 00 • 4 V cs, --"' "' -ISi --"' "' ----., -, -, -, --, -, -, -, -, -, -, -, -, --, -' -, - M ' ., "' M ' . U'I M 1 U'I ~ t ~I ~, ~I ~I ~I "\ ~ v" G4 "' k: G4 Ks,2 G4 I\ -El ~, ~, ~I ~I -, ., "J1 ' ' n., n., --"' U'I 4 .. M M M M 00 M M M M "' m --cs, ------n., ., ---n., -, ., -, ., ., ., ., -, .-, -, -, ., • . ---., ., --.. .. -, ' ' ' -, -, ' ' -... M M ' ' 10 "' U1 -U'I "' a: .. ... M ' ' " U1 ~~ -• ~, U'I ~'\ "' "' ~,. rl ~I -~I ,2_~ .. u v· / "' .,, "" G9 .,,. G10 El -El "' ~, u "' . --., .. . .v -' "' -a: U) ... ... M M ' . --•· ~---... --.. ,. :, -., ISi ---·"'-..C,J'>' -• .. ----, .,, ---n., --... --M M " M M M M M M M M M -, -, -, ., -, -, -, -, -, ., -, 0-. I '\ 5eA,_J/ 51i!IJ1 5101J1 ROOF FRAMING PLAN f,JOIIJ G[ID[II L£FJ ENOtlA, £IIOJ <!> DUIIHU I ar IM or IIH 1£DUil£D G H • • • • • • cs, ISi ISi ISi • • ISi . • • ' • cs, cs, cs, ISi • • • • 00 00 • -• 00 "' --OQ 00 00 .. 00 -ISi "' -"' U'I "' -, -M --, -, -, -, -, -, -, -, --, ' -M -, U'I ' M 1 "' ~I ~I ~I ~ . '\ \5,2 GS " >~ ~I ~I ~I S12 IJ1 .. '7 M a: M 00 M M M -M cs, M ., ------n., -., ., ., -, -, ., ., -, J1"' ss, ---, 11'4 11 ., ' -, M • • "' U1 I'-.... -0 ' • U1 I~ ~, e • • IA .... .... .. A A G13 "" ---l_\"'G11 -"" '-I~ ~I "' I\. 5 -u "' -., ., ' '\ -' "' . I'--, --n., "' M ' ., "' U) LIi LIi U'I U) M M "' M a: -, -, M -, U'I "' "' M ......... ~ . . . 7 ---~ ' ..... ",i,,.. -:··· ~ . .;<·:·' .., .. ........... V I --, ' "' -U'I S1AIJ1j . • cs, ISi • • • OQ 00 .. --, ~, G6 J1 ~l 4 C M -., ~, G12 ~, 7IJ1 A V .. -. 0 00 00 .., M -, -, -- -nl ,o 581J1 J • • cs, ... . • • 00 .... u u ---, -, 52,J1 l/511IJ1 I ~ I M M --., ., --, ' 00 -U'I 52IJ1 I/ II II I 0- S?IJl .. 2-52 NO EXCEPTIONS TAKEN USMll SPECIFIC llEM C] REJECTED NOTE: -.. - --{,_2) 2 ----{3 ---f4 SM! JOIST·AR 3565 HUY 32 NORTH HOPE. AR 71881 1·BBB·643·15?? BRDGING NOTES: 81 TD BE USED FOR 92 TO BE USED FDR 83 TO BE USED FOR 8~ TO BE usro FOR 85 TO BE USED FOR 86 TO BE USED FOR 32" 8" 24" 1 8" 1 4 " 22" JOIST JOIST JOIST JOIST JOIST JOIST SM! JOIST-Fl P.O. 80X 311 STARKE, Fl 32191 1 ·BH·?l&·&H& FOR FIELD USE DATE: 8-4-99 SM! JOIST·SC • NOTE: The Professional Engineer's Seal affixed hereto indicates that the joists have been designed in accordance with the Steel Joist Institute' s Standard Specifications to resist the specified loads, as Noted Within this submittal. The seal is not intended to certify or imply that this building does or does not conform to any national or local building codes. 858 TAYLOR ST11EET CAYCE, SC 29133 1·811·?63·1126 SM! JOIST·NV 2121 TRENTO LANE FALLON,NV 89416 I ·881·60·15?? APPROVER: ALL CLOUOEO AREAS SHOUN AS "SUPPLY" OR "UERIFY" ON THE DRAWINGS ,-...,P"R"J"'N"T"S,-.~ARE ESSENTIAL TD SM! JOIST FOR MEETING OELIUEIIY SCHEDULES. FAILURE H----~--ITO SUPPLY INF011MATION Will CAUSE DELAYS IN RELEASING THE JOB FOIi CK 1 PRODUCTION. THOSE AREAS TO BE VERIFIED THAT ARE NOT MA11KED SHALL lf--=-1---'--IBE ASSUMED TO BE CORRECT AS SHOUN. ALSO. CHANGES MADE AFTER lf-'"A,_P_l-----'5:......-1THE APPROVAL DRAWINGS HAU£ BEEN RECEIUEO BY SM! JOIST WILL CAUSE AS 1 FURTHER DELAYS IN THE JOB SCHEDULE H--=-!---'----1 FP 5 FS JOB NAME CARLSBAD RESEARCH CENTER LOCATION CARLSBAD CA ARCH! TECT JOHN B. TURPI T CUSTOMER M.R. TIMBER CUSTOMER P.O. NUMBER 99495·01 DETAILER JED DATE 6-99 CHECKER JED DATE 6·99 FOR INFORMATION CALL: 409-687-2823 J2 OF 2 SM! JOB NO. 07-99-0075 .i -----( ., - ftOFWALL \ \ . W24 x55(7) ~ "''----'1.---f+--------- _____.~•1+-·2x8@ 16" O.C. ~I ~ I 0 FB-9 22'-10 1/2" ~OF WALL ,·~OF WALL FB-9 ft OF COL. ft OF WALL r=-------~u!·~-------__ J ---'k---H----------~ ~ e-· _ __, 9 : @ " 1 ~ W27x84 (10) ------1--------~-,----------00-----1+-. tit uo: ~I C.6 FB-10 20'-0" ® 20'-0" D.5 20'-0" E.1 20'-0" '"-, ! 6'-6" 4'-~: 112J , ~IF.~===;::::;:;::;;::;:;=F. ==;:;,1 -------------v~, t OF WALL 2X8's @ 16"0.C. • 6 1 /2" FB-9 3 ·1 o, ~ l!! ..---Pl '-0" 15'-0" '-0" 6" 4~-1:;:;~~~d~¼d:'.=.l'~'U~ ~ -,~:., · ---------,J · --,f LL, ··, 2X8's@16"0.C. ::: ~ I __ W_1_6x2_6_(5_.5_) __ a_ ... _: __ W2_4_x68_(9_) ____ a=::;==~=,==~ --,1---..... -------.---at--------...---.... --w_1_2_x1_4_(_4)_-,---a1---w_1_2x_1_4_(4_) __ ... __ w_1_8_x3_5-'(-'6) ___ __,,'-=+-:w_1_a_x3_5_(_8)_.--D W12 1 c:;:::::::::::::;:::::::::::i ;:::i ;::::::::;::==J __ w_12_x_19_(_4)-,--D ----------1,c-----i • L I a TJl@16"0.C , I / 10" W12 x 14 * • W12x14 (4) W12x14 (4) I ~__,,___---++--------F~------/ FB-3 FB-2 1 1i / ~ q I g,~-----TJl@16'0."! ---r-J,-@-1e--o-.-c-/,_____ TJ1@1e·dc. I It) I ' I TJl@16"0/ • I PA128's <O TJl@16 O.C. TJI 16" o.c. PAl28's , , ___ __,'t.,__ __ ,__ _________ _..,._ q o, i I . ;, ~! )( ./ / / • __,.., --+!--------~ @! ~ E: // TJ~~ :]: ,ero.c. )( I ~ TJI@ 16" o.c. / I I ~5l , I "' '° I <O <O E ~ /'>-( :,> -I • ... ~ I W21x44 (6.5) ~ I ::: W21x44 (8.5) !OMIT :a /// 1 '1 i /STRAP ~ FB-3 ;, . I @ WIDE == ' 3: ' I Cl) I ~ I • I I I I • • 0) I I OMIT <O I ~ /OMIT 1 I tll -I ~ / '""".:! -' ~ e?. N N I :1: == N /STRAP ; 14x22 (5) fB-2 i': / @WIDE .... N Ci>! :. I ' q I I: I ~ ; -<9 -¾---LI-..------- • I ~ ~i ~ ;~ I ©l ~ I .... ! N I 3: i I 10" ! I ,._ I "' STRAP :i: It) I ~ I "' I @WIDE I &l I ~ • FLANGE I == I / FB-4 \ I FB-6 /PAl28's I i;,r B-5 I I 1/ / t~ "-l !'I I ~ W1Bx40(6) W14x.2.:/ (5) I T JI @ 16" O.V. I 14x2'1 (5) , W1 x22 (5) ' ' ' .,, t ' I i J! 4'.(J" :,4'.(J" 8 g ~ i 1§ ·.o· ! 4· • 4·.o· 4·.o· , 4'-0" 14·-0" 4'.()" 4·.o, 4·.o· 4·.o· , 4·-0· 4'-0" t5 ~ 1 I i ~ ~ }----1--------+-·--SS_'_-O_"-lf ____ , _____ , ----;,I 4,_·._o .. _.r---4'_.o._· -;,•~·.o_·__,iL.4'_-0"-,,,: 4_'.o-__,•L.•·_-0--c· .,,_i 4_'-0'_'f-4·-0_·-,,,-1 •_·-0_· f-4'-0_"-,,,-4_'·0"--J!~•·-0_·-,,,-I •-~--f--___ ·,.., ,·-0_"-,,,-4_'·0"--,~4·_-o·-,,,-•_·-o_· f-4'-0"-.F-4-'-0"--J!4~·-0_·-;,--•-·-o---J:'4~·.o_·-;,--4·_.o---ir--4•.o-J.4·-0· J~.i~f~--o __ • .,,.4_·-0_·___,iL.4·_-o·-,,,4_·<:f_ . ..;,i ( ---------,.. ' I:::! ... "' FLANGE :;: I / FB-1 / PA128's ~ ' I ' ~ I : I ; ' ' 20'-0" 5'-Q" 25'.Q~, 25'-Q" : 52'-0" 80' " I 4'-0" I 4'.(J" . 4'.(J" 4'.Q" 4'.Q" [ 4'-0" 4'-0" 4'-0" 1 4'-0" I I ' . i, I ' _,,_ _____ .-_._3_--9_-~-o_'_ '' --·~~~~~~~~=======--·---r--·-_··_·-_-_·---~-··_.:_~~--·-· __ ·_-_-_·-_-r_· ==========~------------44-.. -.:°-_ .• -.---... ----=======::===~-~~===-~-~-·-~-·~_··============:t--------=----. -.-.. -. -4-0'_-0 __ --------.-)I~..;,· ~-/·-.Y·····~;,;--r--;,----;<----,i---,. 247'-0" I L . . . ·-.. . ----· t 4'·0" --~-~---~----c--- • ® ® @ ~."'-~"--------:_ __ ,~ SCALE: 3/32" = 1'-0 FLOOR GLU LAM BEAM SHOP DRAWINGS & EMBED PLACEMENT PLAN FABRICATION NOTES 1: STRESS REQUIREMENTS: ,FB-10 5 1/8" X 13 1/2" X 10'-6" .,,l'~F-B ___ g ______ s __ l/_B_"_X_l_O_c_:,~'~-n ' -, ,,, " ---- SQU. CUT C = CAMBER 1 REQ. 4 REQ. 4' MIN. WILD CUT I ), i( I i I l FB-6 FB-5 FB-4 FB-3 , FB-2 )' ' i FB-1 3 3 3 1/8" X 15" X 6'-5 ·1/4" 1 REQ. ---·-------·------C = O" 3 1/8" X 15" X 23-'2 1/4" 1 REQ. C = 0" 3 1/8" X 15" X 19'-3 3/4" l REQ. C = 0" 1/8" X 16 1/2" X 24'-4 1/2" 2 REQ. C = 0" 1/8" X 13 1/2" X 14 '-4 1/2" 2 REQ. C = 0" 3 1/8'' X 15" X 22'-2 1/4" I, 7 , COMBINATION DOUG-FIR, 24F. SIMPLE SPAN= V-4 CANTILEVER= V-8 C = 0 11 4" : Fb=2400, FV=165, Fc=650, E=l.8 X 1,000,000 2 : INDUSTRIAL APPEARANCE GRADE. 3: END SEAL. 4 : LOAD WRAP. 5: MANUFACTURE PER 1994 u.a.c. CHAPTER 23 AMERICAN NATIONAL STANDARD (ANSI A-190-1-1992) STRUCTURAL GLUED LAMBINATED TIMBER. 6: EASED EDGES TOP TWO SIDES OF BEAMS. 7: MOISTURE CONTENT; NOT TO EXCEED 14%, WITH A MAX, 4% VARATION. 8: PLEASE SEND 6 STICKERS, ON A PALLET, WITH THE FIRST TRUCK LOAD OF BEAMS. GENERAL NOTES l: CONNECTING HARDWARE PROVIDED SHALL BE MANUFACTURED BY AN I.C.B.O. APPROVED FABRICATOR •• I.C,B.O. REPORTS AVAILABLE UPON REQUEST. 2: GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR BENDING UP EMBED STRAPS, SQO. CUT C = CAMBER MIN. WILD CUT 3 91 FABRICATION BY: GLU LAM INOUSTRIES #7766 • (PA'S PAR"S, PAT'S, ect.)FLAT AGAINST WALLS, PRIOR TO M.R. TIMBERS'S ARRIVAL TO THE JOBSITE. 3 : PLEASE VERIFY ALL CLOUDED ITEMS. .FQR,CONST: .. UC 0 FURNISH AS COllllECTEO INSTALLERS NOTES 1 .ALIGN FB-1 & FB-4 FOR STRAP CONNECTION.-DETAIL 8/SS.1 2. CENTER FB-2 & FB-3 ON WlDE FLANGE@ STAIR OPENINGS DETAIL 19/ SS.O 3. ALIGN FB-5 & FB-6 FOR HOLD DOWN CONNECTION DETAIL 3/SB.1 ' r ' r _, . .. i,: 2 ~ 8 ~ u RBVISIONS1 M .... • M "' u I .... z IO o -ON N r--• "' .. rJ) <' ~ ,:;~ ~ >; IO ;:) ~-b 0"' Pl~ o-;:) 0"11; ~ .... ~~ E--< rJ) H ::, . ~ ti). ~~ ~ 0 r-i:o p: 1' ~ ..:1 "' ..:1 ,-. -0 IO E--< i:,i~ • ~ ~~ . o-~ "' .... M N ... IO (X) lX) z r- I 0 "' -rl ... b 0 ... rl ~ ;:) l>l "' E-t .... et: H O IO E--< ::, N -t0 0 r.r, N'!k z :,;-"' ~ 0 <I! <I! I« u :;,: (.) LL) r.l l2! ~ HO z p. ~ .. C/l 1/) 0 l>l (.) r-- E--< ..:1 r- ..:1 ..:1 I r.r, H i>l 0\ et: (.!) ... LL) ... 0 ~ r--r-"' .... .... 0 IO -u 'II, Ill p. DATE; 5/5/99 JOBNUMBER1 99495 CHECJC!OBY 1 ~~ & , 19 WNBYt ' . \ • . , , ) ' ' j. TJI® JOIST INSTALLATION INFO 110N 1. JOBSITE HANDLING DD I [.·· .... /.·.···~Xl 00 ..... . 00 NOT DUMP OR DROP JOISTS FROM.TRUCK DO NOT LIFTTJI' JOIST IN THE FLAT ORIENTATION DO NOT LIFTTJI· JOISTS BYTOP FLANGE 2. JOBSITE STORAGE I I I I I I I PROTECT !COVER) JOISTS FROM EXTENDED EXPOSURE TO SUN AND WATER DO STORE JOISTS IN VERTICAL ORIENTATION USE STICKERS ADEQUATE TO KEEP JOISTS ABOVE GROUND AND OUT OF MUD AND WATER (APPROX MATELY 1 O' O.C. WITH A 24" MAXIMUM CANTILEVER). DO NOT STORE FLAT LEAVE JOISTS BANDED TOGETHER UNTIL READY TO INSTALL WARNING WORKERS SHOULD STAY CLEAR WHEN CUTTING THE BANDING TO AVOID POSSIBLE INJURY FROM FLYING BANDING OR TOPPLING JOISTS. PRODUCT i\PPLic,:AJIQN ; • ASSlJRru'ICE ·. · · , •.. , .,, , . . ... .. ' . .. " ,, . ./ ·,· •. ,, •. Do lrRIL!ff . •. •.£ t ' ; FIRST!,!___ \.- 3. WEB STIFFENER REQUIREMENTS WEB STIFFENER MATERIALS, SIZES AND ATTACHMENT TJI" joists with 1¾" to 2o/,6" wide flanges Web stiffener material shall be sheathing meeting the requirements of PS 1 or 1 ,1,,;,;r:,ir:' . PS 2 with face grain parallel to long axis. l ___ _ Minimum web stiffener size is: ,.,_11;, ,_,f;J.-,--, 1·--- %" x 2'3/11:t for joists with 13;4" wide flanges j' 7/e" x 2-'Yrn" for joists with 2~1,6" wide flanges. :·q·,,.,·iyy ;_, _.', "f' .. ,;,,,,iun' Web stiffener requirements vary based on joist series and depth. See plan 1details for requirements specific to the joists being used on this project. '_,',;.-t '.!c.',Ylr'li •,,,l' ~-, ,::>·r,. :,_,,;,-(·"<,. ,,:e,:. '·,lei .~:'1 ,r· a!, F,,: t ,,.-,,J<_, '),;,; V•Jn1':: ,~": . .:i,i"· ; r· ,~.c:vh, ~c.qc1,ro1;,-,-~.,:- Attach web stiffeners with 8d (2 1/;,") box nails - minimum, spaced at 2" on-center maximum, ,1, ,,.,,,,._,,.., Tr--·_,·-~ ,n._,., ;i clinched when possible ' T JI" joists with 3½" wide flanges Web stiffener material shall be 2x4 construction grade or better. Attach web stiffeners wilh 16d (3\-i') box nails minimum. spaced at 3" on-center maximum.111 _ 11~ ,,·:1n"t':Jrr ____ J_ ,'14' 1•i)-!:'l/!')" --f WEB STIFFENERS AT CONCENTRATED LOADS EXCEEDING 1500 POUNDS WITHIN THE JOIST SPAN '..;1ad r'Lr"1.J, ,.,Ji; Jr, t rw,· r nn,:ert.r,ltt:.-::i !oa,1 jt:•c,,e ·.-v•~hir nic pN-:r,;,n 7t,' ;!:1n:Jrt-:1,'.'., f,,r •:,µec1tic re:,1,1irr:mt''.'t-'> W~i, ·:>t:ffenu t,,ctJ, :,ioe'; -:1•,h~-'Je '::,:1b~ .J1}•''"'.~l -:,.:,1, fL-1·1.~e •'-.t ur ,-, ,,,1•,r1 3 -1(1,;1 /~% ·_: t.,I),; r::lii .' ri1ir,1mu-'il i.il._;-:w,-;..c, .•1 !:'.'' ~1/,'" ,1,·-.:1,~ f:angl'.':; .Acr·-:i,·r, ..,•1tn ~-.?.:i ,· ·(1~'-, :,,-).,. ·1;,,:,:-•n;-<1:r>1u:-,-, .it ,1:i L-'~-1".f•· it:,~t-, : 1;,: '.'8, ,., ,. ·>1 .::,, -~ ?% •r,.~,,,,1:-.,1-r • 1': ~' .>-i,,1cnt" "..{) :,;,; 1 7;/_J ,'.:-") ~·c~ ~.;lli fiJC;..; 0;,1,k j r "' :,1.,.,-Jt '.-'r\,•·r\,t •1/2' ,n 11 r11l,:11 i •. :',....' ::;!·1,i t<; rnni:Y,!.lf' ,-,f'i,1~:,.,~ '.,' p',-, 1;,::,! i--'··•'"C \c: e,1J,11l ieq_,,T~',l ,1:..c,,, t: :au:, ::i:.;1~ i·>'.,! 1~, :.1t,r1: ,.r ~t: i,t _1 ,,r·{l 1.-0 ""-d!:-,it:· .veil, '1,yi ;;br·i:,' 1,,1,, (<;'.:ur,,: t, i,P;i•,r.,, :.;JI· i,c,c1;.-~, '',0'C· ~:.Jr. cir'. ;iii , ;';f" c•llt', ,he. ilflt-,li,:·,n,::;c,<, At lntermedlate supports with joist depths of 22" and greater, use 2 rows of 16d (3'1,") box nails minimum, spaced at 3" on~center maximum.I'' 'A,·:·:·1, ",1~t:J, ,,,r·i·i-r. t,:, '>t. ;c .1, '.? r,_., ,,__ .;;. 1 __ ( 1) For T JI· irnsts sized using the current product literature. attach web stiffeners (when required) with three nails. equally spaced See current product literature tor additional information , ,, 1· ·,,-_,-ir: r:; : ,;1-1,,_,·:,,.i :u,;. :J"··~-,.. _, .. ,,,,1 ·:,· _,11,·:,· WEB STIFFENERS AT BEARING POINTS IF WEB STIFFENERS ARE NOT INSTALLED PROPERLY Web may punch through the bottom flange Web may buckle Joist may roll in the hangers LOAD TRANSFER AT CONCENTRATED LOADS 1;w,,,-J ~y;,:J .1:i po--.t-;, f.-(·r;. ;1(]0,·•: t,r, b~.',ln:•,1 t>-:lt.M. C;Jt r,i(;( '. c. 1/16'" 1(>:~g~r t.nJr' ,,1-,[d':'fAi, ':-'" tJ'-.l>d ,is an abbrt!viat10n lor T1mberStrand' LSl 4. ERECTION BRACING i .i WARNING WITHOUT CORRECTLY INSTALLED ERECTION BRACING AS SHOWN BELOW, JOISTS CAN BUCKLE SIDEWAYS OR ROLL OVER CAUSING DEATH OR SERIOUS PERSONAL INJURY AND PROPERTY DAMAGE NOTICE ERECTION BRACING AND PROCEDURES, AS WELL AS THE SAFETY OF THE WORKERS, ARE THE RESPONSIBILITY OF THE ERECTOR. THE ERECTOR SHOULD MAKE SURE THAT THIS INSTALLATION INFORMATION IS UNDERSTOOD BY ALL PERSONS INVOLVED IN THE JOIST INSTALLATION. IMPORTANT St rut l1ries must be t~d tc [;r.,v'd rnd w.a!I bea;ri or sheathing '.-'Jt r:;t 11:ies {1x4 minimum) • 8' o ,;. fer jo1STh with f1/4" wide flanqec, • ~:' r,>' fer joist~; witii 25/16" wide fon(JeS • 10' c, r for jois!..s with 3 ½" wide fiJr1ges '.3t.r:1t :1nes :,rf required A all ~earing loc:at1ons w~ert-!Gtsr.s are not c•:.hcr.•,1··,e braced ~nt iie,·er braong may ~'e ~u1u1r~,:1 see plan [rd•---:-~ ·:Jr1t1h-'tTS must bc- '.-1t.<'· cl1t,. ,.,t rll.il1ze.c.1 w\th '.>loclinq. l" d,';,r . ._,j. ,-,,-t;M JO!:>t IMPORTANT • All blocking, hangers, rim boards and rim joists at the end supports of me TJI" Joists must be completely installed and property nailed. • T Jt' Iois1 lop 1\anges must remain straight within a tolerance o1 112"± from true alignment. • Sheathing mus! be lotally attached to each T JI' Joist before additional loads can be placed on the system. • Without bracing, buckling sideways or rollover is highly probable under light construction loads Hke a worker or stacked sheathing. 5. FLANGE NAILING TOP OF FLANGE WARNING NAILING CLOSER THAN SPECIFIED MAY RESULT IN FLANGE SPLITTING. NAILING PATTERN TO BE PER PLANS AND SPECIFICATIONS. IN ADDITION, NAIL SPACING SHALL COMPLY WITH THE CRITERIA LISTED BELOW . I ! ' ' .,.j': C: I NAILING OF SHEATHING TO FLANGE OFT JI® JOISTSf1x21 1 NA1L TYPE DIAMETER NAIL LENGTH CLOSEST OK,CENTER SPACING PER ROW111 8d (2½") Box .113" 2" 2%" Bd (2½'1Common .131~ 2· 1 0d (3'") Box 128" 2" I 3· 1 Od (3"') Common .148" 3• 12d (3¼") Box .128" 2" 31,:,~ 12d (3¼") Common .148" 3" 16d (31h.") Box .135" 3• 31,~- 16d {3112") Common .162" 3· ( 1 l The full length of the top (or compression) flange on the T Jr joist must be nailed to the sheathing with the wides1 spacing of nails as follows: • t 8" o.c. for T JI" Joists with flange widths less than 2 inches. • 24" o.c. for T JI" Joists with flange widths greater than 2 inches. (21 14 gauge staples may be a direct substitute for 8d (2'/i) nails when having a minimum penetration of 1 inch into the main member (3) If more than one row of nails is used the rows must be offset at least ½". SIDE OF FLANGE >tt For light framing only. 16d (3½"} ; maximum, 3" o.c. staggered .;J (1Dd (3") box maximum atTJI'.:·, joists with flange widths less } l than 2 inches). Attachmenl to /\~ filler blocks may be required. ;h,i See planldetruls. , ,;f ···,~Plata } ;, •t;) FrameWorks . ~lbN/J¼c~® ATTENTION BUILDER Enclosed is IMPORTANT Information for the Safe and Proper Use of Trus Joist MacMillan's Frameworks® Building System · 7. HOLE CHARTS ,, •· DO NOT STACK BUILDING MATERIALS ON UNSHEATHED ' jQISTS STACK ONLY OVER BEAMS OR WALLS. Fffi an 11Jil holes wit..h t;tie . 2·8d (2½") 11311'5 minimum DO DO Phone i 11:.!' I:, 'lr;:Jour.: at JPfl~ ox•matcl·i 12" cn-ctni,,;,· ;,·,.J::.-i~·;: ,,, ,:-,c,~;-(d'?t s,ir;ee,. ju.'~k rr\1'/ t'r: cr.env:,j w,t" t:1,,_-toL:t.£· at tq;. ,rt:-tttorr, --- ,}0171 dq;:::h st:r tat,ic: 1 ,· Tables are based on uniformly loaded application or building code provisions for concentrated loads (2000 lb. over 2½ square feet) with 25 psi dead and 20 psi partilion loading. For joists supporting concentrated loads or other conditions or possible exceptions, conlact your Trus Joist MacMillan representative. ~-------·-··---·-----------~ /"or rer;t.ai1~1ul,~r•1ci?-',: ."",.,th, lon.:Jest horvvrt.Ji r.'!" -,wrt.;c;:ii me-,,st.rt:n11;nr. DO NOT CUT, DRILL OR NOTCH FLANGES 2xD,. 21s:..,:, , M:nimumdist.:1rn.:e I n1,nin11,~r; ' t-·- INSTRUCTIONS TO DETERMINE HOLE LOCATION 1. Enler Table 1 with required hole size, Joisl depth and type of web material · Pertormance Plus' or plywood. Find hole factor or hole location TABLE 1 -HOLE SIZE FACTORS AND LOCATIONS RECTANGULAR PLYWOOD ~ HOLE. SIZE* WEB ~ -. PERFORMANCE PLUS' WEB ~ 1-~-~-.+--JO-I-ST_O_E_PT-H~H,~-----J-O-IS_T_O_EPT-H···- c i~ 1--~--+'~-~-~~---~~-~----1 ~ ~!!! 9½"-30" 16"-30" 11'/a" 14" 16" 18" 20·· 22" 24" 26" 28' 30" ct. al !t'li' 2" Ph" 1W' B A A ! A A" 4· 4" 4" 4" ! 4" 4" 4" 3" 21/i" 13/.'' B A A I A A 1'-3" 1"-3" 1 1',3" 4• 4" 4" 4" 1-+.-+--;-... -··+---+-+--ti--+-+--;--+--·----__ ,. __ t-·- B j B C A A A A i 1'-3" 1'·3" 1'-3" 1'-3" 4" ----- 5'" 4" 3" C B C C B A A , A A A i'-3'" 1'-3" C 8 E C C B B A A A A , 1'-3" ' T' 5'h"" 4'" D C D C C B B I A l-+--+--1--+---+-+--+-+---1-8" 6W' 4¾--0-0~"""".._.,c_ E D C C BIB B ! A\ A 1-, .. -+-,-,,-... +-s-,,,;.--·+--:D:-+-=cD~!'--+-+-E-+-o-,~c·-c j B B a iA ~f--· -----' ---· -----+--.._ -10"' 8" 6" __ ,_ __ D_+-_D_j ,-_~-E·---n· ·o---C \ C B B B E , '" mE D, D ! CIC; B ·a 11'' 8¥,'" 6½"" 7" E 1 • , "2° t~:.rfJ C C 8 , ,\, .. ,-,-t. 1-1-,,-, .... +-11<-,-.. +--.--.-+_--F --.-+--.,. ; -I-1 ~ ~-t 1 ·o : o I c c _ 14" 11•.'," 8",'" F • · I E E D ! D C r1-5-.. 1-12-.. +~;:-+--+---ccF· +~ --··· · -+~ E I D I o c 16" 121if" i 9W F . E E D D E D 17"' 131t.!'". l 10" ' E r------1------i---+--+.--+--+-+---4--+-~+---4-.--·--- 18'" 14'l,''. 101/i' ··-· 1---~ E E e---+--+--..-----1---i--+--r-..----1-~--,---1--+--+-E E 1--+.-+--+----4---+-·--t-+.-+--+-+.-+--+--t- 21)" 16" 12" E *Rectangular holes based on measurement of longest side. ~~-, from table 2 2. Enter Table 2 with hole factor from Table 1 and joist span (inside face of support Io rnside face ot support). Find the hole location-minimum distance from inside face of support to nearest edge of hole TA.BLE 2 -HOLE LOCATIONS JOIST HOLE FACTOR SPAN ,-....--. ---A B C 0 14' 1' 3" 2·-0· 2'-6" 3'"9" 15' 1'·3" 2'~0'" 3'-0" 4",0" 16' 1' -3" 2'-3" 3·.3" 4"-6" 17' 1'·6" 2'·9" 3·.9· S'-0"' -·---18" 1'-6--3"·0" 4'-3" 5'-6" -·· .. "' -~---.--·-----19· 1'-9" 3'-0'' 4"-3'" 5'-6" 20· 1'-9" 3'-0"" 4·.3· 5"·6" ,r 2·-0· 3'·0" 4'-3"' 5'-9" 22· 2'-0" 3' Q" 4'·3'" 5· 9"' 23' 2'·0" 3·.3· 4'-3" 5'·9" f--------I---------24• 2'·3" 3"-3-4·.5· 5'-9" 25· 2"-J" 3"·6" 4· g·· 5'·9'" ·-26' 2'-3" I J',-9" 4·.9· s·-o· --·--ZT 2' 6"" 3·.9· s·-o· 5·.3 ·-1::-:.:a:-:-~--~ :;,:-. 2.8~ "".'2;'-€'\'-:' ' 4'-0'" S'-3'.':.· ~ ,:_ ___ c. - 29' 2'·6" 4'-0"' S'-6" 6'-9" '°' 2'-9" 4'-3" 5'-9" 7'.Q" 31' 3'-0'" 4'-3" 5',9" 7'-3" 32' 3'-0" 4'-6" 6"·0' 7'-6" -33· 3·.o· 4'-9" 6"-3' 7'.9" 34• 3'-0" s·-o· 6'-6" 8'-0" ~ 35' 3·.3·· 5'-0" 6'-6" 8'·3" 3s· 3·.3·· 5'-0" 6'-9" 8'-6' • s· o· 5'·3" 5 g· 6'-3" 6'·9" -·----7'·0" T-o· 7'·3" ' 7'-3" 7'-6" 7'-f/ 7'-9'" 7'-9'' 7'-9" . ::g,.~,7; 8'-3' 8'-6" --·-fl'.g" I 9'-3" 9'-6" 9'-9" 10'-0" 10'·3" ,- %" s·.o" 6'-6' ··-r-o· 7'·6" 8"-0" 8"·6" 9'-0" 9'-6" 10'-0" 10'-6" 10"-6" t 0'-6" 11 '-0". SPECIAL CONSIDERATIONS • The sizes given in the table are hole sizes, not duct sizes Rectangular hole sizes are based on measurement of the longesl side. , Where more than one hole is to be cut in the web. the lenglh of the uncut web between holes must be tw~e the length of the longest dimension of the larges! adjacent hole. .:~- ·-::t1:_°:(t"i; .~ • Tables are based on simple"Span applications. For uniformly loaded cantilever and continuous span applications, the holes must be lotated on_es inch 1urth.er frorn the _ ,: l"S~po\t'far"eactilJOl·Of joist span than the values indicated in the tables. Do not cut holes in cantilever area without consult- ing your Trus Joist MacMIiian representative. 11'·6" 12'-0' 12'·3" 12'·6" 12'-9" .. 12'-9" 12'-9' 13'-0" EXAMPLE: Find minimum distance from inside face of support to nearest edge of hole. Or.f,1l1L,(.1;C, :~p1-1~ \;e.;4r 1nq lor Jt10!: 7' f~:Jno hole l~-------___ I.cl-:-(i'' ·-~ i i ..----·---·----------- ···• ~---.. -" DO NOT CUT HOLES IN CANTILEVER WITHOUT CONSULTING YOUR TRUSJOl5T MACMILLAN REPRESENTATIVE ROUND HOLE: For a 7" hole. find L, 1 From Table 1 , hole factor Is C RECTANGULAR HOLES: For a sw· hole, !ind L, and L, I From Table 1, hole factor ls E 2. From Table 2, distance is 4'-3" 2. From Table 2, distance ~ Is 7'-3" 3. Increase for joist continuIty -one inch for each foot of span = 22" 3 Minimum distance le between holes = 2 x L2 L,, 2 (6W), 1·.1" L, a 4".3'• + 22" 0 6'· 1" IF YOU HAVE PROBLEMS • Damaged Trus Joist MacMillan Products • Improper Fit • Field Modifications • Questions About These Drawings Call Your Trus Joisl MacMillan Representative -, ' ., --~--.)=_b_:J ____ ,.£> \)·,., ----·· -----·- / Or Our Engineering Department .----------- '··' IMPORTANT Manufacturer"s engineering responsibility is only for the design of the Trus Joist MacMIiian products and not for any supporting structure or loads other thaf1 indicated herein. All materials shall be furnished by others, unless specifically noted by ·mfr," (manufacturer), by 'T JM'" or by" Trus Joist MacMillan·· herein. I warrant that these Trus Joist MacMillan shop drawings have been provided to the contractor/installer and responsible design professional and that they have been verified and/or corrected for accuracy of loading mformation, consistency with building design, quantities, dimensions and that all questions shown on these drawings have been answered. I also agree that erection of the materials is the sole responsibility of the installer. [J APPROVED. NO CHANGE Purchaser ------------------·-··--·---··--~--··-·· - By 0 APPROVED, AS CORRECTED Date. Tille FABRICATION OF JOISTS CANNOT BEGIN WITHOUT PURCHASER'S SIGNATURE (' ·~ \-!. , ' l ~ . .\, '-1-··1 , .~ DRAW~ DATE CHECKED DATE ORDER ~O. SHEET I OF :i_ • 4!97IREORDER 603BV1 ' • •. . --------~/;-·("''";ii_::,·-.. -'"i' ,-.,-'. ' .• -.. --.r '., n~,\(:_ ·.· . ~:·,--~-."' ,·,:· -' .. ,--------------------------------------------DO NOT SC~ 1'111$/D~tlNG---~--------------------------------------------- ·~--'/.:· ~) =::·-'·.: ··-,-~--\:: i i I I NC)\,.·. c. .... \ \:.\-.,~k.,...i; ro.. .. ,,, 'e-'11.'"f n..~ ..,..,,_~lrrt."• • "-\ . " ---------44 3 _ ! ~ r···· I.,) <, ~.<~I.: ~ it: d I ,_ ~ ._; ~ I '#~ ! .. ---i t/i__ f-'\n f\c\r,:... (.=\i,· h-..ld '\ / \\ / / y / \ ' \ 1·-\..) I r-+r•:>--, ----~11----.c:w"'-">-l;), J ____ (_1_0~·~,,,) ________ _ . ,..,,< ' t __ . -------\ I I . I, ' ' l ' ---------------,..__,,__ ___ . . ... ..• . .. ----- :::-. ~-.. ~ -· ·· . ' ;, .. ' -L -- ' (s'/,_) ;, 4 T l-.l~'' (_.~:.·,,}--------...1..t'=· ..... ·---~ --~ ·---~-+--------\:JP· .. L'+·. . ...... w., ..... . . .... · -·-----·-w~----'--...... --y1_-. . l<£',,l.. --_ .. _____ w 'i ~~;'.\)....._--,.-k::.1..l"'-:.!.!,•1:..,._ ... -{.,=,=·:::·\::1:=0::1::,.Q:!l:::'"'I:',=·=··=·=~=-=·=··=··=··::·~1....-----"''~'l1l....__(,.:4!.. ILe..::J=I·:_.,. --."I' -•.• ----.-..,+-!-------. --71,; ~ pr<-... -.... ~----' .. -.. ..... -. . .. --·-+ 1' . \'--+ _ JI ... I .1~ .)_ ~-----------:,!'(_~ ,,11;, ! ' - 1,1., .... 1 i \'it>-'. l I I ,-; 1 "3 TO • I ·o 0·+: 0 ' -,l: l '. : i > I '' ' ' -I, : i ; i 1 1 • ' l iL ... Oh.J J \lo .,; : I ~l ----· -·-··--·····-. ·---.... ' j, ....... ···-1 · ·-. -----... e9 l 3•1,. b-W? I l_ -: ··- '.j, ' ~----i~~,~t~~~-~-~-------~~~-.. =-~--~-~-~-~i~-~~~-.=-~~~-=-~~~-±1=~-~~-~---I ·:i ~ ~'----....._.... /I'\ -'7\ I /" ' r -._ I "' ~l / :..~ j ,j / I -T nil (I '=' 0 \"C. ', : i f '.J' -/ l-. ,," " 1"1 1 ..,_,~'?--! -""...S re ,' )'4, C. , , ',~ I Ji } ' -• I I • i , I ', .. -., . I ____ ..... 3:'t \o{J.>_ .. _ . __ _ , i W l'l s··, 3 t; !•LC ( I 1 .. .._.4-____ ...::;:..:.r.._,._,__.,,_ ___ 4 . --· ·--·· --,-,--~---- / ,-., ----1\-------4 " ,.. '.. . ~-' / I I (,, 1---"1.:..1---.c.....--""-'<----1---•-'-'--........ J .. _ .... 1 ... .J I I I l 1 \, ,,'. ; .. \ ~-Tl<, 1 i •. __ L>,l_l'\) ii~~~i,__;.;'~ I I . "{~'::':,lo@~~-'.l.C'.'._ _J,~. J w,1:.{,~~:~--- I i 3 'I; (,.-L(:3 / -------I i -···----' ______ I ____ h!,( ___ :,,:.I;... __ 1 .f. -~- .I I_ _ ___ , __ _t _______ .L ____ ~---·-~ . -· ,,_., 1.:,b..,-..., .. , --~ iii""''t.11>1.i:.; .. ,-~ __ •. I . . • . :.-.·, \) \;'. s \ r. ,,\ I laAd.'., LL -so Ps; 'r DL-d. I., Pst= J? l ~Sf -·-, -".).;;, . ® b'>~ -1\ ~! + ~EXCEPIIONs TAKEN B' SUBMIT Sl'ECIFlC il!M 0 REJECTED I /\ BY DATE REMARKS I C.. R .c_. lo+ 41 DRAWN DATE CHECKED ~,,:,':':_.:;::w;::,,;;:.,:;:._-;;M;:;i_c:,0ii::11°::::m•::'._;;,o:::(,:ii:11,:m:::•.ss1:i:1.;::',,F1Floo:::c":'i, r:1milibe::,ss::,,:.,::i.JO:-,TITJl;.._,n;;-:L,::-",TITJ~l.X~'-,TTJ:w;;:,.~. T;-;:JS:::'-~-T~JM:-::,.::-_ ---M:-:.-.l~;,-e,:-:,d~,-.-.,-.~bb~, ... -,::-.,::-;oo-f~.,~M::-;,-,.-::-11.-m'='•'::'LV::-L---~T::-.s::-;-.,-..d~.-,.-,~ob~b-, ... -,o-fo-,fo-,-Timbe-,-s,-,o-,d"-lS-l----------------THINK SAFETY -READ INSTALLATION-INFriRMATION BEFORE PROCEEDING TJH 0nd Trui Joi;I MacMillan® are trademarks of Trus Joist Mci;Millon a limited partnership, Bolse, ldoho P=t is used m on abbreviation for Porollom® PSL. TJI is used as on abbreviation for TJl~ l<'»,t. 1 ,-• I (" ,S , ..;,; -, ', ,, ,-' -' -I r / i :i.s f'(<> :r -I ' r. w l. ' ,.J "' i I ~' ~ ~I (I I J I I ) I I DATE ORDER NO. SS114LG 8/98 ; .3 . ,, ({) I SHEET .::t_OF :-, I Reorder: 6035 I