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HomeMy WebLinkAbout2262 RUTHERFORD RD; ; PCR91074; Permit;._ . -· B U I L D I N G 10/23/91 16:5'7 Page 1 of 1 _. . . . . __ Job Address: G?f?2 .Rll'l'.HERFORD ·RD-/ Permit· Type: PLAN CHECK REVISION Parcel No: Valuation: 0 Coristruction Type: NEW P E R M I T Str: ~o: PCR91074 Project No: A9002033 Development No: DEV91010 Fl· Ste· /_ 'Id f, · 4935 10123191 · 0001 o(J-o:r--l C-PRMT 104-00 Occupancy Group: B2 Class Code: 90-1783 Status: ISSUED 10/16/91 10/23/91 CD Description: 4 BLDGS SHELL/OFFICE CB901783 Applied: : CHANGE PURLINS TO GLULAM,ALL 4 BLDGS. Apr/Issue: Validated By: 619 292-5550 ----------------.... FINAL APPROVAL INSP. ___ DATE __ , .. ..,.., · CLEARANCE~ ...... -.. __ .,,,.,.,...._, ···----....-.... CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 -·· ~-. ~,\ .:;..:. Willamette Industries, Inc. Structural Wood .Products Plant September 21, 1991 Mr. Chung y. Song, S.E. Prime structural Engineers 2614 Gianelli Lane Escondido, ca. 92025 _. Re: Crivello Commerce Project our Job# 910511 Dear Mr. Song: .. 2550 Progress Way P.O. Box 588 Woodburn, OR 97071 (503) 981-6003 (503) 220-2340 FAX: (503) 981-1529 Thank you for meeting with Lynn Popp and me on 9/18 regarding the above project. Our engineering department is in the process of designing and detailing the connection details for the attachment of the straps and braces to the WSI-Joists on this project. These details will be shown on the "Aprii•r,,e~ Construction" set of shop drawing which will be sent to the project manager. If further details are required after your review, we will also provide them for the field personnel. The shop drawing will show the nailing requirements of the sheathing into the top flange of the WSI-Joists, which meet our nailing requirements. Please be assured that if any splitting of the flanges occurs during the construction of this project that Willamette Industries Engineers will be responsible for working out with the contractor the appropriate corrective details or replacements. If you have any further ques~ions, please feel fr7e to contact me. c: Lynn Popp Bob Keller Duda Construction _. "- DATE: QL::C ESGlL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 . , JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: '::p~\C;.:S°32J ':D. " .• 2, ')?u'1h"f r i)""ci.. ~ PROJECT NAME: Ct\ v-i,, o Ce.M-r.-.i:< (,,.e.. c:s:r .· II D D 0 D The plans transmitted herewith have been corrected where necessary and substantialiy comply with the jurisdiction's building codes. The plans transmitted herewith will sul:>stantially comply With the jurisdiction IS building COdeS When minor defici.en- CieS identified · are resolved and checked by building department staff. The plans tr~nsmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted·herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for .recheck. ·-The applicant's copy of the check list is enclosed for the jurisdiction· to retu~n to the applicant contact person. Q Th~ applicant's copy of the check list has been sent to: II Esgil staff did not advise ·the applicant contact person that l'.)?1an check has been completed. O Esgil staff did advise applicant that the plan check has · been completed. Pe~son contacted: --------------- Date c.ontacted: ____________ Telephone # _______ _ ~ -REMARKS: Ek,') n·,,j c~ b ld.5 ~ ~ .. ~} In,. ;j · rl_yi,s 1 o .... c:,)A t l j_ ft?\<¼:S 4 lA -:t> ') u "<4s: :::s::x;:-;!t '.P \ ,1, n CJ"' A r-y-, · · By : (A\' 4:,t\<l_,.-L.. Enclosures:_~N"-""'-lo-·~n~e.-_____ _ ESGIL CORPORATION / \o \(J:1 OGA OcM ' :,: Oates \olMf.5 \ Prepared by, 5t4:h·"--- Jurisdiction LR-<\ ~\-:.~6--- VALUATION AND ?V.H CHECK FEE .\f. PLAN CHECK NO, lb ".o .-\7j~ -'"?.vi lJ:__) . . -. o Bldg. Dept. ~ Esgil BUILDING ADDRESS '?'t\,£._~'t.-2:) .':Dr. _ ~ S?--u~4' ~or a. ~A ,, APPLICANT/CONTACT UC.,ce-( t-1,i, \ c o"'\o PHONE NO, 5 HIP -I I~\ BUILDING OCCUPANCY 2:>-'2..·· DESIGNER PHONE ------ TYPE OF ·coNSTRUCTIO?-F '?-·1,.J f.:r1[ __ "1/$ft lLCONTRACTOR PHONE - -. . '. 'f I -. . . BUILDING PORTION I :.i; :1:Lr:>iu;a ft.~n4 VALUATION l VALUE MULTIPLIER ~ Fir, f\y~, ~~I....L, ~J I I . g.:, l'Mr. /lt)u (t..':),,,\\.u. ~ hr~. . \J ~ I f<2L .:' ~-v ...... 4 , revH ,o~ I I u ...; '-' d\ Lt n u ,:l...t.o.1~.:. .(A.-~ I) I J -u r \ 1 )""w~ .. r;, ,A .. I" ,A ..... ~,, I -1 I I I. I I I ... 1 · I I I I I I . I I I . ,. . < • I I Air Conditionin~ I-I Commerci~l ·,-I.@ . . .. . Residential I I @ I Res. or Comm. l l . I Fire S-orinklers @: .. I I I Total Value . I I . - lluildi'n9 Permit fee $ s . Plan Checlc fee $ 7 s dOJ .. -sa (c~ COMMCNTS: ------.------------------------ SHEET· (D. OF 6) t-, f O "T . ... ··:·, ~Jt,,.,~ ,,~. . -. ', ....... ~,.,. _ ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92~23 (619) 560-1468 DATE: . r:=:--t. b-~ J -'1) JURISDICT'ION: Cf5=6) CAY 1 ~6Acd. PLAN CHECK NO: Cb :ta-1133 SET: "'Ir PROJECT ADDRE.SS-: ~rtesT.!::J.Dc: ./ 1c?u~r-'3ord.. (?d., PROJECT NAME: (q) ---r.,r_uf -=,,dos.. 071 iy./tO?ft b,:,ul,.Lf ~I~) D The plans transmitted herewith have been corrected where . necessary and substantially comply with the jurisdiction's building codes. · · The plans transmitted herewith will. substantially comply 0 .. with the jurisdiction's building codes when minor deficien- cies identified . · are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check -list and should be corrected and resubmitted for a complete recheck. II The check list transmitted herewith is for your information. · The plans are being held at Esgil ..g~~?· until corrected .plans are submitted for recheck. b-uo...v D The.applicant's copy of the check list is enclosed for the · jurisdiction to return to the applicant contact person. II Th_e. app1ican~'s copy of the· check ~ist "':::>.,,,, Ti.~7, -LP l :,_ !-C <1cnu SIM< has been sent to: er . , -s. ::r:,. • 6. * II Esgj,l staff did not advise the appl_icant contact person that plan check has been completed. O Esgil staff .did advise applicant that the plc:-n check has been completed. Person contacted: _______________ _ Date contacted: ________ Telephone.# _______ _ II REMARKS: ~fer ~4-hc 4 \ex~\,~,; 9r _-'.!?l-'T:~1;°.,A_~ ~s )=ro'""' :?r-e-v,~11> \,st: .. 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R~ Jtif!.C.. . 13 ~~ . ~eJ1~E '1Z> ~ttoiJ l0tr1fu fl:r0IB w/ 1'19.>A -t:blT\atJ I . . -. . . .. -· DATE: f!;Bs)4.&_L/ 2:Z , I 13 l LJGLEMADAMEK l'LAM OIECKER: • GARY A?rn. D--- . . - t . . • •'-•••. -·-··~----N --~~ • •• ·- · ;1"' £' ~tJf..lUr\.. 'bJef!J-1 C~U',1" v<· • '~ ·CA~C.ua:I 1'1"0"1\6 ,.,,. . .. 11:P Ac...r1'1 ar:; A t,t-lltJAc... \::.6:>LJ I Pn ·. 1:., -= L tJ1;s -z4-:: ......._~....:.,.:.,..-...~=-:.:.==--=~==.:......L.=--..i...J~=~:-...:::.:.--:,.,:..::;.:.......:...:..::.~-:.::=--a~....::..:..:..:..i... ......... =:c:..::.......t;;.l..;_i~Pl'l'f..1 I ~~~o.::..:..!.!.!..JioC::~.A..J.l,~--------------------------------1C.eM.e Sri ~ -.... , ----.. --,, ··--~--~· --,-----· .,. __._-~-------ELECIRir.AL PUM <mECnOII sm:r . • V, JURISDICrION: C&RL .. $?-Ab ' -. . ·, PI.AK ramc !fll(Rm: 9o -\ 7 8 ~ n.m:: .,2. , 2Co • 9 I PAGE I I I OvoLLIKWAOO:>NER PLAN cmxw: O ___ _ • DARRELL K>RR.ISOH ---------. -------~ ----.. ••• •• ~,, ... ,_~ ' ...... --· "' .... + -• " ·-·--~-.--,~ '~ •• j• . ' ., ·•.:..\ '--<r_"' ',i SAN DIEG9 AREA l ELaECTRICAL NEWSLETTER .. TMIC SAN "i;,u:ero AliltA CHAl'TICIII OP' THt INTtlllHA.Tl(?HAL CONP-ICIIIICNCIC OP' ,u11.01NG o,,,.1c1AL.I """"'eves TH£ CONTCNT CP' T"II NEWSI.ICTTICIII ANCI JIIICCOl,OolCNCII ITI ACIC,l"T'ION SY THIC MCM8CJIII OP' THIC C:HA,.TICIII. C:MICC:K WITH THt I.C>CAI. INSl'ICC:TION JUJllll01C:TIO_N ,c,01111: 81:CrlNNINC: ANY INITAl.1.ATIC,N aASCO ON THIS NCWSLCTTCIII. CODE REFERENCE 110-16(c) SUBJECT ELECTRICAL EQUIPMENT ROOMS " PUBLlSHED OCT 87 Section ll0-16c adds new wording related to the required "enttance~" to working space. ~tis important to note that the new wording was intended to be an addition'to Exception No. 2, but was printed in error as an independent paragraph. This section as corrected reads as follows: Exception No. 2: Where the work space required by Section 11Q-16(a) is doubled, only"-orie entrance to the working space is required. Working space with one entrance provided sha11 be so located that the edge-of the entrance nearest th• switchboard ind panelboards is the minimum clear distance given in Table 110-l6(a) away from such equipment. L -,-~~----The Tab1e-110-l6(a) clearance required-(3', 3-1/2',-er 41 ) to the edge of the "entrance" is a radial m~asurement from the nearest point of the switchboard or pahelboard, whether that is front, stde or back. This will have a definite. impact on the location of the "entrance" and/or the size of electrical equipment rooms i-n many cases. · TABLE 1·,o-1s(A)I DIMENSION SECTION \10-16 CC>, EXCEPTION HO. 2 SWITCHBOARD OR PANELBOARD 1200 A OR MORE AND OVER 6' WIDE EDGE OF' DOOR CLO_SEST TO TI-iE SWITCHBOARD OR PANEL.BOARD MUST BE OUTSIDE OF' TI-iE SHADED AREA The word •entrance" is shown in quotes to emphasize the contradiction between · thf: cope wording and the purpose of these open·ings in Exception No. 2. For switchboards and panelboards of 1200A and six feet or longer, the intent is to provide a safe exit way in case of emergency •. For this reason, the following requirements apply to doors in these openings. 1) They must open out. - 2)_ They must utilize "lever-operated" .hardware. iever-operated hardware is a type that pennits the door to be opened without the use of hands. NOTE; The'Utility ~ompany requires that these doors be a minimum of 30" wide. ~ .. i' 2560,QRlo'N WAY CARLSBAD, CA 92008 _-;-TELEPHONE (619) 931-2121 ~itp of <ltarl~&ab ' . FIRE DEPARTMENT 1.i,1' tt4 -1." lu '~'CAN CHEC~.REPORT PAGE 1 OF_/ APPROVED \j .,. DISAPPROVED PLAN CHECK# C/L) -!7Y~ ,:t::: I 2 , A · 1'11 11 · .• . -~ ;/ r -PROJEPT •Jlte. e, n/crd L --;:. . ;,(DDRESS ,j,;J.{o;J.... re u'°f/A.<.eL±QR..0 _ A~RCHITECT It >r-1:lPf '-'t fr/A; c "=><IU?i f!!!<""'"' .... ·-;~~RESS ~. 0 , PHONE ,Sc.JI,., -;.. 1/;) I L fio~ ~OW.NER I{_ D / I Co . '"=ADDRESS 5, 0. PHONE c9'z.,,'.l -.;;s-S-:S-0 occuPANCY . I(:>-:= .1--09)NsT. V ~) TOTAL sa. FT. 1Ei1 no n sToRIEs _ _,__~~- IGl-'SPRINKLERED D TENANT IMP. ----~~-----------------~---- APPROVAL o·F PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS. AND/OR MAKING . THE fOLLOWING CQRRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS --. 1. · Provide one copy of: floor plan(s); site plan; sheets ----~--------,--------'-'--~ . \ . ___ 2. Provide two site plans showing the location of all existing fire hydrants within 200 feet of. the project. __ 3. , Provide specifications fpr the following: -----~-----,---------~------ ~ 4. Permits are required for the installation of all fire protection systems'(sprinklers, stand pipes, dry chemfoal, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. __ 5. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQU(PMENT ~6--The following fire protection syste.ms are req1:1ired: · 1 . . ~ Automatic fire-sprinklers (Design Criteria: .'--'-1 =3.a'="'r:.--"Eb="""'r'>=O"---_-~--------------> D Dry Chemical, Halon, CO2 (Location: 7 ) D Stand Pipes (Type: ) D Fire Alarm (Type/Location: ) -K7. Fire Extinguisher Requirements: · -. · $1.On~ ~A rated ABC extinguish~r for each (orYDl) .sq, ft. or,_portion thereof with a travel di$tance to the nearest extinguisher not to exceed 75 'feet' of. travel. '• .,, · .. ·' ·r: ' · D ~n extinguisher with a minimum rating of ___ to be located: D Other: ----------~~--~--------~----------- --8. Additional fire hydrant(s) shall ·be provided--------~----~------,----- --· 11. EXITS Exit doors shall ·b.e openable from the inside without the. use of a key or any special knowledge or effort. A sign stating, ,; This door to remai'n unlocked during busin·ess hours'.' shall. be placed above the main exit afl<:i· d.Qo.r.s. . . . EXIT signs (6" x ¾" letters) shall be placed over all required exilts and directional signs located as necessary to . "clear.ly irn;jicate the location of exit doors. GENERAL _J(_ 12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids,. flammable·gases and · hazardous chemicals shall comply with Uniform 'Fire Code. · __i_ 13. · Building(s) not approved.for high piled combustible ~tock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in-r.acks ~nd 6 feet for tires, plastics ·and some flammable iiquids. If high stock pil- i'ng is to be done, comply with Uniform Fire Code, Article 81. . ' . Jl_ 14. Additional Requirements. -----~------~~----------~---- \) f"if<L AC~-5"S (t-'lo~ "7c>. 6f !111+:llKEO 'A<:. A)-<;C!f-'$5A'f~/ '70 --15. , Comply with regulations on att~ched sh~et(~). Plan Examine( dd/ lo.,,, J D, 0 tl Ci ..-Dale-~//+-l=z=t.,.,./-c~1~/ ____ _ ~eportmailed to architect ___ Met with~----~-----"---__ Attach to Plans _ .... _ ... _ -.,• j ,!, ,_, i • I -~ I . } ,,. •1 ~ C: -~ -~ "" ~ .... A -"' ..... ~ .. ·= .,, -it ,:>; .... .... = .,, ~ 0 -::i ,r,.i i .... i ..... :I .. l -..... :z .... • a t,,.M. E-t Cl'J H M M ,< H ~ lz1 E-t ,< ll: lz1 CJ ..., ~ ..., lz1 ,< .,, ij CJ!:: 0 ""°' CJ~ •• s ~ . Cl'JO M M IZj. ~=~ HOO fj ,., Submittal 4f-etl KOLL CONSTRUCTION COMPANY CONTRACTOR REVIEW ~EVIEWED 4J REVIEWED \NITH COMMENTS tJ REVIEWED-RESUBMIT Reviewed for general conformance with contract requirements Contractor's review does not relieve subcontractor and/or vendor of his responsibility for dimensions. quantities. a1;curacy or completeness of this submittal or from any · responsibility required by the terms and· conditions of his contra5it/purch orckr wit)i Koll Construcij -. • I //I///_. (' ' ,, Willamette Industries, Inc. Structural Wood Products Division P.O. Box 588 -2550 Progress Way Woodburn, Oregon 97071 (503) 981-1529 M A T E R I A L S CUSTOMER: DUOA CONSTRUCTION CO. 1440 -GROVE STREET EL CAJON, CA. 92020 PROJECT: CRIVELLO COMMERCE 5930 PRIESTLY DR CARLSBAD, CA 92008 SECOND FLOOR LAYOUT WSI-JOISTS MARK F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 QUANTITY 71 26 34 240 70 32 43 44 56 17 D E S C R I P T I O N 12 11 WSI-423 (2100) X 131-0 16 11 wsI-423 c2100> x 15,~9 7/8 18 11 WSI-423 (2100) X 161 -5 1/8 20 11 WSI-524 (2100) x 23 1-1 3/8 14 11 wsI-423 c2100> x i4 1-0 20 11 WSI-524 (2100) X 23 1 -4 5/8 20 11 WSI-524 (2100) x 23 1 -3 1/8 16 11 WSI-423 (2100) x 15 1-8 7/8 16 11 WSI-423 (2100) X 171 -0 14 11 WSI-423 (2100) x 11 1-9 5/8 Hardware Included MARK QUANTITY D E S C R I P T I O N 675 HIT420 132 IT312 170 IT314 252 MIT316 69 MIT318 350 TB27 Tension (Steel Cross) Bridging (Pcs) 420 TB30 Ten~ion (Steel Cross) Bridging (Pcs) 680 TB36 Tension (Steel Cross) Bridging (Pcs) 7 WI312 ANP 2 WI312-2 ANP 1 WI312-2X L50 ANP 1 WI312-2X R50 ANP 22 WI312X L39 ANP 7 WI312X L50 ANP 22 WI312X R39 ANP 7 WI312X R50 ANP 2 WI314X L45 ANP 8 WI314X LSO ANP 2 WI314X R45 ANP 8 WI314X RSO ANP 25 WI316X L50 25 WI316X RSO 4 WPI420X L18 18 WPI420X L39 4 WPI420X R18 18 WPI420X R39 Accessories & Fab MARK QUANTITY 12 -S423 50 16 -S423 750 16 -B423-19. 18 20 -8524-19. 72 D E S C R I P T I O N 111(net) x 2 1/2"Cmin) Web Stiffener for 12 11 WSI-423 co•-8 11 Long) 1"Cnet) x 2 1/211(min) Web Stiffener for 16 11 WSI-423 (1 1-0 11 Long) 16 11 Blkg Panel for WSI-423-al 19.211 o.c. (1'-4 5/8 Long) 20 11 Blkg Panel for WSI•524 al 19.211 o.c. (1 1-3 5/8 Long) L I S T Date: September 19, 1991 Page: 1 Job Nunber: 910511 Salesman: LP Bldg Code: ICBO ., .. Willamette Industries, Inc. Structural Wood Products Division P.O. Box 588 -2550 Progress Way Woodburn, Oregon 97071 (503) 981-1529 CUSTOMER: DUDA CONSTRUCTION ·CO. 1440 GROVE STREET EL CAJON, CA. 92020 SECOND FLOOR LAYOUT Accessories & Fab M A T E R I A L S PROJECT: CRIVELLO COMMERCE 5930 PRIESTLY DR CARLSBAD, CA 92008 MA~K QUANTITY D E S C R I P T I O N 18 -S423 20 -S524 150 1,600 2x3(min) Web Stiffener for 18 11 WSl-423 (1 1-2" Long) 2x4 Web Stiffener-for 20 11 WSI-524 (1'-4 11 Long) L I S T Date: September 19, 1991 Page: 2 Job Nunber: 910511 Salesman: LP Bldg Code: ICBO 1f S I WILLAMETTE IHDIISTRIES, INC. StN1ctUJ1il Mood Products Division J O I S T C A L C U L A T I O N S ICBO REPORT NO. PFC-4544 BOCA RESEARCH REPORT 88-34 LA CITY REPORT NO. RR24358 CRIVELLO COMMERCE CARLSBAD, CA. JOB NO.: 910511 The attached calculations ( 3 sheet(s)) show the spans, load conditions and joist selections for the above referenced project. NOTES: When noted on the calculations, joists continuous over a support are designed for uibalanced live loads on adjacent and alternate spans. Unbalanced live loads are reflected in MAXIIUI IOIENTS, MAXIIUI DESIGN SHEAR and live load deflections. Additionally the MAXIIUI DESIGN SHEAR reflects reductions for shear at depth D per current code acceptances. The engineers staq, is to confir111 that the products shown on the attached calculations are designed in accordance with current Willamette Industries specifications. The design loads were provided by others AND their adequacy has not been verified. If the loads, spans, or spacings are incorrect or incoq,lete notify Wi.llamette Industries, Inc. il!lllediately. Neither engineer nor Willamette Industries, Inc. can be responsible for the design or manufacture of these joists if altered or used in any other manner not shown specifically on these calculations, nor are they responsible for any other portion of the supporting structure. • '>,, 1111.LAMETTE IHDIJSTRIES·, INC, StN.1ctU1'il llood l'Nlducts »ivision PROJECT: CRIVELLO COMMERCE DESIGNER: SDT · DATE: 8/28/91 MARR Fl JOB NO.: 910511 SHEET: PRODUCT LOADING (WITH TOTAL LOAD DIAGRAM AND MAXIMUM SHEAR AND MOMENT) Wl = 210 PLF DL = 51 PSF LL= 80 PSF TRIB= 19.2 IN IU<12,83') z_ooo* C,PN<.-tN flZ-ltf'c.D J2,83' L-oAD Mk'i V -= 14 7 3 °* ' I f-1/r'f N--:; S; 1 Z..9' t!:.: ·n. t:. :: , 4 Z. ~ -;; '-·t 3 7 O i REACTION= 1345 LBS MOMENT= 4313 FT-LBS REACTION= 1345 LBS *** USE 12 INCH WSI-423(2100F)@ 19.2 IN 0/C *** ( 100% LOAD DURATION FACTOR USED FOR ALLOWABLE SHEAR AND MOMENT) ( 7% REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR = 1550# EI X 10A6 = 451 ALLOWABLE MOMENT= 5290'# K X 10A6 = 6.24 DEFLECTIONS LL = O. 2.111 = L/ 719 TL= 0.3511 = L/ 439 MARR F3 PRODUCT LOADING (WITH TOTAL LOAD DIAGRAM AND MAXIMUM SHEAR AND MOMENT) Wl = 210 PLF DL = 51 PSF LL= 80 PSF TRIB= 19.2 IN IUU~.3') 16,3' REACTION= 1708 LBS MOMENT= 6961 FT-LBS i o c>O -;#1: C--DN c..,E.t\J ~A={ C. L z_ t.,.:0A-t~ Mk'i V ~ I 5Bl,-J:tc' M~ K :: &8w:::/ ~ REACTION= 1708 LBS *** USE 18 INCH WSI-423(2i00F)@ 19.2 IN 0/C *** ( 100% LOAD DURATION FACTOR USED FOR ALLOWABLE saEAR AND MOMENT) ( 7% REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR = 2190# EI X 10A6 = 1166 ALLOWABLE MOMENT= 8670 1 # K X 10A6 = 9.36 DEFLECTIONS LL= 0.22 11 = L/ 895 TL = 0 . 3 6 11 = L/ 5 4 6 This calculation confirms that the above product is designed in accordance with current Willamette Industries specifications. The design loads were provided by others and their adequa~y has not been verified. If the loads, spans, or spacings are incorrect or incoq,lete notify Willamette Industries, Inc. inmediately. Will•tte Industries, Inc. ca1Y10t be responsible for the design or manufacture of these joists if altered or used in any other manner not shown specifically on these calculations, nor are they responsible for any other ·portion of the supporting structure. WILLAMETTE IHDIISTRIES, INC, StN1ctUl'al Wood Plioducts »ivision PROJECT: CRIVELLO COMMERCE DESIGNER: SOT DATE: 8/28/91 MARK FS JOB NO.: 910511 SHEET: PRODUCT LOADING (WITH TOTAL LOAD DIAGRAM AND MAXIMUM SHEAR AND MOMENT) Wl = 210 PLF DL = 51 PSF LL= 80 PSF TRIB= 19.2 IN ll1(14,25' > 14,25' z__,.ooi> ,ti=: CPN c£N ~8"") LcA-1°'.::::> ,_ MM v ~ ,S-2--1f M k'X H ::: S""'o r 't 1l:-i REACTION= 1493 LBS MOMENT= 5320 FT~LBS REACTION= 1493 LBS *** USE 14 INCH WSI-423(2100F)@ 19.2 IN 0/C *** ( 100% LOAD DURATION FACTOR USED FOR ALLOWABLE SHEAR AND MOMENT) ( 7% REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR = 1770# EI X 10A6 = 648 ALLOWABLE MOMENT= 6410'# K X 10A6 = 7.28 DEFLECTIONS LL= 0.23" = L/ 754 TL= 0.37" = L/ 460 MARK F6 PRODUCT LOADING (WITH TOTAL LOAD DIAGRAM AND MAXIMUM SHEAR AND MOMENT) Wl = 210 PLF DL = 51 PSF LL= 80 PSF TRIB= 19.2 IN ll1(23,1') -z.._ ooo-il-C,;C>l\.l u NTT-k1E1-:) _, _____________ ..... ] tv\A'X 11 ~8'-I-' t 23,1' r tv\k'Y µ ~ \ o7o01 *'" REACTION= 2421 LBS MOMENT= 13981 FT-LBS REACTION= 2421 LBS *** USE 20 INCH WSI-524(2100F)@ 19.2 IN 0/C *** ( 100% LOAD DURATION FACTOR USED FOR ALLOWABLE SHEAR AND MOMENT) ( 7% REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR = 3160# EI X 10A6 = 2014 ALLOWABLE MOMENT= 13730 1 # K X 104 6 = 13.80 DEFLECTIONS LL= 0.47" = L/ 592 TL= 0.77" = L/ 362 this calculation· confirms that the above product is designed in accordance with current Willamette Industries specifications. The design loads were provided by others and their adequacy has not been verified. If the loads, spans, or spacings are incorrect or inc0111)lete notify Willamette Industries, Inc. inmediately. Willamette Industries, Inc. cannot be responsible for the design or manufacture of these joists if altered or used in any other mal'Vler not shown specifically on these calculations, nor are they responsible for any other portion of the supporting structure. IIILLAMETIE INDUSTRIES, IHC, Stroctlll'il llood Pt-oducts Division PROJECT: CRIVELLO COMMERCE DESIGNER: SOT DATE: 8/28/91 MARK F9 JOB NO.: 910511 SHEET: PRODUCT LOADING (WITH TOTAL LOAD DIAGRAM AND MAXIMUM SHEAR AND MOMENT) W1 = 210 PLF DL = 51 PSF LL= 80 PSF TRIB= 19.2 IN IU<1', 75') REACTION= 1755 LBS MOMENT= 7351 FT-LBS REACTION= 1755 LBS *** USE 16 INCH WSI-423(2100F)@ 19.2 IN 0/C *** ( 100% LOAD DURATION FACTOR USED FOR ALLOWABLE SHEAR AND MOMENT) ( 7% REPETITIVE INCREASE USED FOR ALLOWABLE MOMENT) ALLOWABLE SHEAR = 1980# EI X 10A6 = 886 ALLOWABLE MOMENT= 7530'# K X 10A6 = 8.32 DEFLECTIONS LL = 0 • 311' = L/ 6 51 TL= 0.51" = L/ 398 This calculation confirms that the above product is designed in accordance with current Willamette Industries specifications. the design loads were provided by others and their adequacy has not been verified. If the loads, spans, or spacings are incorrect or inconplete notify Willamette Industries, Inc. inmediately. Willamette Industries, Inc. camot be responsible for the design or manufacture of these joists if altered or used in any other marv,er not shown specifically on these calculations, nor are they responsible for any other portion of the supporting structure. • • • ~ YYu!!}r~!l!~~~1)~v~;'stries, Inc . P.O. BOX 588, 2550 PROGRESS WAY, WOODBURN, OR 97071 (503) 981-6003 INSTALLATION GUIDELINES FOR-WSI™* JO-ISTS JOBSITE HANDL.ING & STORAGE WSI joists must be handled and stored to prevent damage-t<Hhe web and/or chords whichwill impair the structural integrity of the joists. WSI joists should remain bundled prior to installation. Joists must not be . stored in contact with the ground, or subjected to prolonged exposure to weather. Do not handle or store joists with the web in a horizontal position. All jobsite handling and storage of WSI joists is the responsibility of the erector . ERECTION BRACING 1. Brace each joist, a~ it is erected, using hangers, WSI type 'B' blocking, rim joists, or x-bridging at each support. 2. Brace ends of overhanging joists with W$I type 'C' blocking, rim joists, x-bridging or temporary bracing. 3. Temporary lines of 1 x4 bracing must be attached to a lateral support and the top flange of each joist with 2-8d nails. The lateral support can consist of a braced end wall or beam, permanently installed sheathing or a 4' (minimum) strip of temporary sheathing. Temporary or permanent sheathing if end wall (or beam) at end of bay is not braced laterally. Attach with 8d nails at 6" o.c. maximum. Hanger fully installed per manufacturers recommendations. Nail x-bridging to top and bottom chords with 2-10d nails. Nail each joist to supports with 2-12d nails, 1 each side of joist. Face nail WSI type 'B' blocking to support with 2 rows of 10d nails at 12" o.c. maximum. 1x4 temporary bracing attached at both top and bottom flanges with 2-8d nails. WSI type 'C' blocking with end blocks. Attach with 2- 10d nails through joist web to end blocks. WARNING JOISTS ARE UNSTABLE AND WILL NOT CARRY LOAD UNTIL FULLY BRACED AND SHEATHED. DO NOT ALLOW WORKERS ON WSI JOISTS PRIOR TO COMPLETION OF BRACING STEPS 1-3. LACK OF CONCERN FOR BRACING OF JOISTS DURING CONSTRUCTION CAN RESULT IN SERIOUS ACCIDENTS. LIGHT CONSTRUCTION, (I.E. ONE MAN AND ONE LA YER OF LOOSE SHEATHING), ON UNBRACED JOISTS CAN RESULT IN . SIDEWAYS BUCKLING OR ROLLOVER. DO NOT PLACE ADDITIONAL LOADS SUCH AS BUNDLES OF LUMBER OR PLYWOOD ON WSI JOISTS. *WSI is a trademark of Willamette Industries, Inc. TYPICAL HANG·ERS 3x nailer minimum recommended for nail penetration of top flange hanger nails Hanger WF WSI Stud Wall Beam Concrete or block wall with ledger 11 11 1 · Web V stiffener I I 2 Sloped seat hangers recommended at slopes greater than ½"/Ft. ./J.· .. .P. "!•O t,.' ••• ' . . -~·\ b' •• : '\l :." b: ~ ~ .~· Web stiffener Sloped seat hangers recommended at slopes greater than ½"/Ft. ~ Web stiffener u • 3 _________________ 4...._ _______________ 5_.· _______________ 6 ..... SPRINKLE.R AND DUCT DETAILS Floor or roof sheathing WSI Rod and flange hanger 2x4 header (minimum) %" diameter hanger rod. 7 10 WSI Duct Floor or roof sheathing %" diameter coach screw rod with predrilled ¼" diameter hole 2x4 header (minimum) 8 Wood screw. Predrill if larger than 3/16" diameter 11 2x4 attach to web with WSI Clamp hanger with 3/s" L-bolt 4-Bd nails lls;======;;>il' and clinch Duct - 9 • 12 · • WSI blocking panel TYPICAL BLOCKING Shaped nailer 13 Shaped nailer Web stiffener WSI blocking panel WSI 14 Web stiffener Web stiffener WSI blocking panel Hanger 15 • ._ _______________ 1_6_._ ___________________ 1_7-'----------------1-8-! OUTRIGGER INFORMATION 2x blocking 19 (WSI blocking not shown) ', fi·PACITY PLF OUT- RIGGER 2-2x4 2-2x6 2s2x8 2-2x10 LENGTH (FT) 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 2 319 367 399 235 255 4 428 • 4.5 338 440 5 274 357 410 5.5 226 295 339 6 190 248 285 6,5 192 211 243 __ 1 __ j_~-182 209 7.5 122 158 182 8 107 139 160 20 2-2x12 125% 100% 115% 125% 446 368 436 -309 3~ 421· 458 264 312 359 390 22! 269 309 33§ 198 234 270 293 174 206 237 257 WSI blocking panels Notes: Outriggers 1. Table assumes #2 D.F. 2. Fb = 1250 PSI : Fv = 95 PSI : E = 1.7x106 PSI 3. Live load deflection less than 2L/480 for floors (LL= .8 TL). 4. Total load deflection less than 2L/240 for roofs. 5. One half of table values may be used for single outriggers. 6. Outrigger connection to joist to be determined by designer. 21 ,... ________________________________________________ .. WEB STIFFENER REQUIREMENTS CONCENTRATED LOAD CONDITION 1000#+ !tug fit 1000#+ ~ trated / ;concen- I ~. loads BEARING CONDITION (Hanging condition similar) 2½" min. ... Gap must be at top 2" max. .... ..... .1_ ' 4 ,. .• r,7" Nails ··-·· · = ? Equal I ,I:.~:..--I<• -~ --, • C::::: ~ -... ;a ~apmustbe at bottom --· .,.,.... ~ "-~v~ Web I stiffener Snug fit at all bearing points spaces ,__ l. I 1. WSI joists require web stiffeners at bearings for joists through 26" deep with design shears greater than 1550 lbs., and at all joists over 26" deep. Design shears above are for normal duration loading and may be increased in accordance with Chapter 25 of U.B.C. for load duration. 2. Required at hangers which do not provide top flange support. , 3. Required at concentrated loads greater than 1000 lbs. 4. Web stiffeners supplied by Willamette Industries, Inc., Structural Wood Products Division. ALLOWABLE HOLE SIZES 4" Table value y--;-(min. distance) -+----"--+- I ~ ,--,- (]) 0 . D 2D Do not cut in/ shaded area -V 4" , --,,-Support ~ centerline Support centerline ~ JOIST DEPTH 10 12 14 16 18 20 __ JW 24 26 28 30 32 SPAN 10 12 14 16 18 20 22 24 26 •---=28,,___,_ 30 32 34 36 38 40 Span CIRCULAR HOLE DIAMETER CIN.) Col. 1 Col. 2 Col. 3 Cot. 4 Col. 5 Col. 6 -3 4 5 6 6 -4 5 6 7 7 3 4 6 7 8 9 3 5 6 8 10 10 4 5 7 9 11 12 4 6 8 10 12 14 .4 7 ·• Q 11 13 15 5 7 10 12 14 17 5 8 10 13 16 18 6 8 11 14 17 20 6 9 12 15 18 20 6 · 10 13 16 19 20 MINIMUM DISTANCE FROM SUPPORT CENTER LINE CFT. -IN.\ 1-3 1-6 2-0 2·6 3-0 3-6 1-3 1-9 2-6 3-0' 3-6 4-3 1-6 2-0 2-9 3-6 4-3 5-0 1-6 2-6 3-3 4-0 4-9 5-6 1-9 2-9 3-6 4-6 5-6 6-3 2-0 3-0 4-0 5-0 6-0 7-0 2-3 3-3 4-6 5--6 6-6 7-9 2-6 3-6 4-9 6·0 7-3 8-6 2-6 4-0 5-3 6-6 7-9 9-0 2-9 4-3 5-6 7-0 8-6 9-9 3-0 4-6 6-0 7-6 9-0 10-6 3-3 4-9 6-6 8-0 9-6 11-3 3-6 5-0 6-9 8-6 10-3 12-0 3-6 5-6 7-3 9-0 10-9 12-6 3-9 5-9 7-6 9-6 11-6 13-3 4-0 6-0 8-0 10-0 12-0 14-0 INSTRUCTIONS: 1. Find joist depth in left margin and read across to nearest desired hole size to determine column to use. 2. Find nearest joist span in lower table and at column selected above. Read distance from centerline of support to centerline of hole . 3. Table may be interpolated. EXAMPLE: 22" joist, with 11" hole and 28' span. 1. From upper half of table select Column 4. 2. At 28' span and Column 4, in the lower half of table, centerline of hole must be 7' -0" from center of support. NOTES: 1. DO NOT CUT OR DAMAGE FLANGES . 2. Do not cut the web within 4" of center of support. 3. Where more than one hole is desired, the clear distance between holes must equal or exceed twice the diameter of the largest hole, or twice the longest side of a rectangular hole. 4. Except as noted in 1, 2 and 3 above a 2" hole may be cut anywhere. 5. The longest side of a rectangular hole shall not exceed three-fourths of the allowable round hole diameter. 6. Table is for simple span with uniform loads only. 7. Exceptions to these rules may be possible. Contact your WSI technical representative. • • • IC·BO Evaluation Service, Inc. A subsidiary corporation ofthe International' Conference of Building Officials :EVALUATION REPORT Copyright© 1990 ICBO Evaluation Service, Jnc. Filing Category: DESIGN-Wood (038) WSI® AJ\11> STRUCJOIST® JOISTS · 'WILLAMETTE INDUSTRIES, INC. -STRtJcn::RAL WOOD PRODUCTS DIVISION _ 2550 PROGRESS WAY WO()DBL"RN, OREGQN 97071 -. · L Subject: WSI®* and StrucJoist® Joists. , _. n. Description: A. General: WSI and StrucJoist joists arc wood · ·1-beams with wood flanges and a single web. The various flange and web · comt,inations are noted in Tables Nos. I through ill, and VII. The web sections are installed as 4-foot-lorig panels with the face grain vertical and are.butt glued tofonn a continuous \\'.CD. WSI and Strucloist joists arc manufactured ~ either constant depth or tapered profiles. B. Materials: 1. Flanges: a. Machine-stress-rated lumber of a grade required· by the design computations. Allowable stresses are in accor- cbmce with Table No. 25-A-2 of theUnifonn Building Code as modified by visual grading per Willamette Industries, Inc., quality control manual. b. Laminated veneer lumber (LVL) manufactured per cuqent ICBO ES or NES evaluation reports. Paraliam '™ parallel strand lumber (PSL) manufactured by MacMillan Bloedel Limited, as specified in Report No. NER-292. d. The moisture content at time of f~brication must be between 7 arid 19 percent. uµninated and end-jointed flanges must be in accordance wi~ the requirements noted in the quality control manual. 2: W~b: Plywood wehs shall be 3/1-inch, 15/n-inch or 1/i-inch C-C Structuraf L grade marked by an ICBO Evaluation Service, Inc:, rccog-· . nized agency. The moisture content at time of fabrication shall be be- tween 5 aoo 16pert:enL Oriented'strand board (OSB) webs shall be 3/1 inch or 1h inch, meeting NER-108 Exposure I and WSI quality control requiremems. 3. Adbesfres: The adhesive shall be exterior type, in 11eeordancc with U.~.C. Standard No. 25-19, and shall be mixed and handled in acror.: . dance with the manufacturer's instructions. C. Design: The joists s~all be designed in accordance with the design properties noted in Tables.Nos. I through V and the following: 1. Joists with 3/.-inch plywood require web stiffeners at bearings ~'hen · -design she3rs exceed 1340 pounds. AUotlter WSI and StrocJoist joists require web stiffeners at bearings, except joists up to 26inc~ deep with design sl)ears no greater than 1550 pounds. The design shears above are for normal duration loading and may be increased in accordance with Chapter 25 of the code for load duration. Install web stiffeners at ~gs ·per Figure No. 1. 2. For joists·continuous over a support, design shear at the support can - be reduced by th~ unifonn load for a distance .. d" from the'suppon. pro- viding the design shear exceeds that which would be obtained for a sim- ply supPooed joist of the·same span. *WSI® ar.:l StructJoist® are trademarks of Willamette-Industries, The. Report No. PFc-4544 November.1990 3. The top flange.must be laterally supported in accordance with the de- sign. The ends of the joists must be restrained to prevent rollover. This is nonnally provided by a diaphragm sheathing attached to the top flange an4 to an end wall or a sheartransferpanel capable of transferring a force of SO pounds per foot. Blocking or cross bracing with equivalent strength may be.used. 4. Holes may be cut in the web as indicated in Table No. Iv. 5. Bridging is not required in floor and roof joist applications. Bracing is required during construction in accordance with the manufacturer's in- structions. 6. Intennediate web stiffeners are not required unless concentrated 'loads exceed I 000 pounds. Install stiffeners per Figure No. 1 with the gap at the bottom. D. Other Design Considerations: 1. Increases for duration of load provided for wood members and their connections may l>e used in accor- dance with. the code. 2. Lumber properties are to be adjusted for moisture content in service jn accq.rdance with the code. 3. Design properties for the joists varying in overall depth from 8 in- ches to 32 inches are set forth in Tables Nos. I through m, and vn. 'Straight line interpolation may be used for intermediate depths. 4. Allowable compressive loads in pounds per linear foot are noted in Table-No. V for blocking panels continuously supported between joists. 5. Nails driven perpendicular to the laminated veneer lumber glue line .may be assigned the same allowable values as provided for Douglas fir- larch sawn-lumber. Allowable load values have not been assigned to bolts or nails driven patailel to the glue line. 6. Wh~rejoists are arranged to comply with the repetitive member re- quirements noted in Section 2504 (a) of the code, the allowable bending moment may be.increased 7 percent for joists with ¥SR lumber flanges and 4 percent for joists with laminated veneer lumber or Parallam® flanges . 7. The tabulated,allowable shear values assume a minimum 21/rinch bearing length. A minimum I 3/•·inch bearir}g length may be used pro- vided the allowable shear is reduced 15 percent Interpolation is allowed. E. One,;hour Fire-resistive lioof-Ceiling or Floor-Ceiling Assem- blies: 1. Specific construction details~ noted in Figure No. 2. 2. WSI and StrucJoist joists may be used in assemblies descn"bed in ICBO Evaiuation,Service, Inc., Reports Nos. 1352 and 1632, or Table No. 43-C, Item 21 of the code. F.1989 Supplement to the U.B.C.: This report is unaffected by the Suppl~ment- G. identificatiom.The joists shall beidentifiable in the field by means of a stamp on each joist, giving the name and address of the manufacnuer, the [)ame·and report number of the quality control agency PFS Corpora- fa'IWUlliMc.nports of l<;BO Evaluation Service, IJK.,an issued soul] u,proiiM illf OT'llflilion to Class A members of ICBO, utilWng the code upon which the nport is based. Eraluationreports an not to be construed as nptuentini uitlutia twllllJ otMrattribu_tes not specifically addressed nor as an endorsement or ncommen- dalionfor 11Se· ofthe,subject report. · This ttpoi't is based upon independent tests or other technical dalll s"""'1tu4 t, the qplicant. The ICBO Evahudion Service, Inc., technical staff has remwed the Ifft ns.,Ja aJ¢/orotherdala, bid does not possess testfaci#tks to aake a ilulqendent-nrificat!on. There is no warranty by ICBO'Evalualion Service, Inc., express or illlpuec. as to any "Finding" or other matter in the report oras io anJ j,rodJid cov~nJ by the report. This disclaimer includes, but is not limited to, merclumJability. Page1 of 10 ,:·~ ·Page2of 10 tion (NER-QA25 J) and the ICBO Evaluation Service, Inc., report num- ber. m. Evidence Submitted: Stnlclural analysis, quality COIIIIOl manu- als, descriptive infonnation and fire and load test data have been sub- mitted. Findings IV. Findings: That the WSI and StrucJoist Joists comply with the 1988 Uniform Building Code, subject to the following·conditions: --· BEARING STIFFENERS FOR WSI JOISTS Report No. PFc-4544 1. Design calculations and details for Individual jobs are fur- nished to the local building offldal verifying that the joists comply with this report. · 2. The joists are produced at the Woodburn, Oregoa, manufac- turing facility with quality control Inspections by PFS Corpo- ration (NER-QA251) • . 3. Details noted in Figures Nos. 3 and 4 and Table No. VI may be considered conventional construction similar to that noted In Section 2517 of the code. This.report Is su~ject to re-examination in one year. 1, THE NUM8ER OFNAILS WILL \ARV WITH THE JOIST DEPTH AS FOLLOWS: (NAILS FROM EITHER SIDE COUNTING) 1r OR LESS DEPTH USE 4-8c1 COMMON OR 10d BOX NAILS. i:i l l 1! 1 FIGURE NO. 1-BEARING STIFFENER DETAILS FOR WSI• JOISTS FIGURE NO. 2-0NE-HOUR FIRE-RESISTIVE ASSEMBLY (Continued) j .. ,.,..___,_, __ ·-_,_ ··----------------· --~------~ .. _,_....,... ... \ ........... ~-... ----........... -.... ~~------~---., . -· __ ,.._ .... __ _ .J Page3.of 10 Report No. PFC-4544 FIGURE NO. 2-0NE-HOUR RRE-JESISTJVE ASSEMBLY (Continued) 1. FJoor-4-footby&-foot.by23/az-lnch-thiclnterlorplywoodwiltmerlorglueandlonpt-and-grooveedgedetaialongthe8-footsides. Theplywood. · must be installed perpendicular to the joislswtlh endjointsstaggncf 41-, and secured to the joists with construc:tion adhesive and No. 8d c:emem- . q:,atedsinkers. Theadhes~isappliedlna3/a-inch-diamellrfliadtothe1opchordofjoistsandgroovededgesoftheolvwooct Thenailsarespim2 12 lhch~ on center-along the joist. ~ 11'2-inch-llic:k. .if.'~ "1sulatlhg concrete with perlite or vermic:Ulite aggregat~ or 3/•-inc:h-tidc gypsumc:oncretemaybeC!l5tasthefinishedfloor.Athlnpmlcorpapervaporretardermaybeplacedontheplywoodpriortopoumgtheconcn11e. 2. Wllla~lndultriN,lnc.TypeWSIJolst----Minlmu9-inch-deepjoiitswilh2·by~or2-by4-lnchchordsspacedamaxinunof24inches oocenter.Minimumjoistbearlngonthebearingplatesls2inches. Thejoists,areattachedateachendtothebearingplateswithNo.10dcornmonar box nails. Circu~r holes may be cut in 1he wet>s of the joists in a::c:ordance with 1he details noted In this report. . 3. Furring Chan,nela-Fonned from .-iifllUffl,019-inch-thick (No..26 ~) ga,tvanized steel, Installed perpenclcular to the jojsts and spaced 11£2 inches on center from and on each side of the gypsll1l wall>olrd end joints anc:1·24 inches on center away from the end joints. The channels me secured to·the joists with support clips (Hem 4) at each int8fS8Ciol, with the~-The clips provide a 1-inch clearance between the1op of the furmg channelsandthebottomchordofthejoists.At.channelsplices,a:fjacentpiecesmustoverlapaminimumof6inchesandaretiedwithadoublesnnd of No. 18 gauge SWG galvanized steel wire at each end 9[1'8ovedap. 4. Simpson lype CSC SuPPort Cll,-..-0,e support clip must be used 1D support funinQ channels at ellch Intersection with the joists. Support dips are nailed to the side of the joist bottom chord with~ 11h-inc:.fl.long No. 11 gauge nail. · · 5. ~inal 1-inch-thick, 6-DoUnck>er-cubic-footrriininunUSGTHERMA FIBER• mineral wool batts, 48inches long with a width equal 101he on~nterspacl11g of the structural.wood members {maxinun 24inchesoncenter). The batts are installed paralel with the joists on top of the furmg channelsandunde~thebottomchordofthejoistswlththe~butleclagainst1hesupportclips.Thebuttedendjointsofthebattsare10becentered over the furring channels. Care ~betaken to ensure that 1he batts are tightly butted at all joints • . 6. Gypsum W.llboard-The wallboard must be 1'2-inch· or~ 4-foot-wide USG Type ·C"FIRECODE•, installed with the~ dimension . perpendicular to the furring channels and fastened to each c:harinel wllh 1-inch-lotlQ gypsum· wallboard screws located ¾ inch and 6 inches from wal.lboard side joints~ 12 inches on center in the field. The end joints of wall>oarcf may be continuous or staggered. At the butted encl joints, two fl,lrring channels are required (see Item 3). For staggered end joints the furring channels must e~end a minimum of 6 inches beyond each end of the joint over the adjacent boards. . · . 7. Gypsum Well~rd Screw~inimum 1-inch-long Type -S," .,, ... -inch-diameter, self-drilling and seH-tapping bugle head steel screws. 8. Flnlihlng System (Not ~)-Paper tape is embedded in,_cemenlitiousCOIT!pound over the joints with edges of the compound feathered~ and exposed screwheadsarecoveredwith compound.As an ali!mate,l'IOminal 3/~thickveneerplastermay be applied to.the entire surfaced . the gypsum wallboard. SEE HOLE CHART FOR ALLOWABLE HOLES FIGURE·NO. 3-STRUCJOIST FRAMING DETAILS BLOCKING CUT FROM JOISTS Page4of 10 2XLARGESTO (D ® A.. Minimum Nailing Schectslle: BACKER BLOCKS REOUIREOIF HANGER DOES NOT RESTRAIN lOP Fl.ANGE ® @ Report No. pfC.4544<:.. 00 NOT CUT OR DAMAGE R..MtGE JOIST MAXIMUII DEPTH D 9¼" s· 11%" r 14" a"·· 16" 9• Ex..tMPLES: s· dicvneter. hole :must be 10 x s· • so-from wan. 6"" X a-rectangular hole fflJSt be 12 X a-• 96" from wal. 0 for rectangular ~ is based on longest side. 01.ESTIONS? Contact 'jOIJC Sruc.Joist• repiesentative! @ ONLY USE JOIST HANGERS OF f'A0PER OIMENSION WCJ UW> c.-iw:rrc· 1".fr LOG 2 X PLUS W' PIYWOOO FIi.i.ER ~ FUU. HalGHT BETWEEN fl.NIGES INN. Wr:1-1 10-10d NAILS WCJ CLINCH @ 2·PCS 'H' PIYWOOO X 1 '-(1' LONG 8,IC,<:R l!I.OCKS FULL HalGHT BETWEEN RANGES NAIL WITH 6-10d W. LS Joist to bearing •••...........•... · ... , .......•....•• , •.••.••.••..•.•.••••..........•.••.•......••••• 2-Sd Rim joist or blocking to plate ..••.....•.......••..•.....•.............•...•............•.••...... 8d @ 6" o.c. Sheathing to joist • . • . . . . . . . . . . • . • . . . . . . . . . . • . . . . • • . • • • . • . . . . • • . . . . . . . . • • • . . • . . . . . . • • • • . . . . . . 8d @ 12'" o.c. 8. w.• minimum bearing required except 31/2" minimum bearing reo..ired at joists over contmuous support. C. Use double blocking or rim joist at details 1, 4, and 5 (above} _if l::ad from bearing wall a!love exceeds 2000 tbs. . D. This brochure illustrates some typical installation techniques for Stn.cJoiste. However, Willamette Industries, Inc., recommends that the design of any S11:Ucture be reviewed by a building desigr. professional. FIGURE NO. 4-STRUCJOIST HOLE CHART AND FRAMING DETAILS ,: Page5of10 ' ' Report No. PFC-4544 . . TABLE NO. I-DESIGN PROPERTIES FOR'WSI-RESIDENTIAL JOISTS1.2.3 OVERALL , ALLOWAaE ALLOWABLE DEPTH MOMENT SHEAR El IC DESCRIPTION (lnchN)· (FL-U..) --(LbL) ( 1t 10') (x10') . WSI-R32 9.5 2950 890 218 2.82 2 by 3 MSR flanges 11.875 3950 1090 369 3.45 14 4840 1220 540 4.02 3/1-inch plyw9(1(1 or OSB web 16 ~ 1340 733 4.57 1Design proj)ertjes are based on flange with Ft= 2100 psi and E = 2.0 x 106 psi. LVL or Parallarn PSL covered in a current ICBO ES orNER evaluation report may be substitut~sign properties are per-the.table above except, factor allow- able moments by Fl(LVL)/2100 and El by E(LVL)/2.0 x 106 psi. i:rhcmaximummomentandshcarvaluesarefornomwdurati®loadingandmaybeincreasedinaccordancewithOiaptcr 25 ofihe code for load duration. · · 3Calculate bending and shear deflections as follows: For bending deflection use standard-engineering formuiae.- For shear deflection use 8M!K. . ~ample of uniformly distributed load:· SWL4 8M 5WL4 WL2 A=384Ei°+K=3~El+K Example of concentrated load at center line: . A=PV +8M=PV +2PL 48EI K ~I K W = Uniform load·in pounds per-lineal inch: L = Effective span in inches. El = Moment of inertia times rµodulus of elasticity. K_ = Shear deflection coefficient M = Bending moment in inch-pounds. P = Concentrated load in pounds. TABLE NO. I-DESIGN PROPERTIES FOR WSI JOISTS WITH 2400F FLANGES2.3 OVERALL ALLOWABLE . AU.OWABLE DEPTH MOMENT = El IC OESCfttPTION ~>-(FL~) -. (X 10') (X 10') WSl-423P 8 3,210 790 185 232 2 by 3 flanges 10 4,360 950 317 2.90 12 S,530 1.UQ 486 3.48 14 6,700 1.270 694 4.06 16 7,880 1,440 941 4.64 18 9,0(iO 1,(,()() 1,229 S.22 20 10,240 1,760 1,557 S.80 22 11,430 l.920 l,928 6.38 24 12,620 2080 2,343 6.96 3/8-inch plywood web 26 .. 13,810 2..240 2,801 7.54 WSI-424P 8 ·4,540 790 258 2.32 2 by 4 flanges 10 6,i70 950 441 2.90 12 7,820 1.110 675 3.48 14 9,480 -1.270 961 4.06 16 11,140 1.440 1,300 4.6;4 18 12,820 ).(,()(} 1,693 5.22 20 14,490 1.760-2,140 5.80 22. 16,170 1.920 2,644 6.38 24 17,850 2.080 3,204 6.96 3/s-inch plywood·web 16' 19,530 2240 3,823 7.54 WSI-523P 8 3,2·10 1.130 -188 3.28 2 by 3 flanges 10 4,~60 1.340 324 4.10 12 5,530 1.550 SOI 4.92 14 6,70() 1,770 720 5.74 16 7,880 1:,980 985 6.56 18 9,060 2.190 1,295 7.38 20 10,240 2.4Xl 1,654 8.20 22 if,431;) 2.610 2,064 9.02 1%:i-inchor 24 17,620 2.830 2,526 9.84 1'2-inch.plywood web 76 i3,810 3.040 3,041' 10.66 (Continued) Page&of 10 Report No. Pfc-4544 ,., TABLE NO. II-DESIGN PROPERTIES FOR WSI JOISTS Wl1H 2400F FLANGES2,3--.{Contlnued) , OVERALL AUOWMLE ALLCMlaE DEPTH lll0IENT IIEMI El IC DUCRl'TION (lnchH) (FL-U..) ~ (X 111") (II 111") .WSI-S!4P 8 4.54() 1.130 261 3.28 2by41i!anges 10 6,170 1,340 448 4,10 12 7,820 1.SSO 689 4.92 14 9,480 1,710 987 5.74 16 11.140 1.980 1,343 6.56 18 12,820 2.190 1,759 • 7.38 20 14,490 2.400 2,237 8.20 22 16,170 2,610 2,779 9.02 24 17,850 2.830 3,387 9.84 26 19.530 3,040 4,063 10.66 281 21,220 3,.330 4,808 11.48 15'3:z-in:h or 301 22,900 3,.330 5,625 12.30 1/:i-iocil, plywood web 321 24,580 3,.330 6,516 13.12 WSl~ 8 3,210 1,130 188 4.16 2 by 3 flanges 10 4,360 J,,340 324 5.20 12 5,530 1.SSO 501 . 6.24 14 6,700 1,710 720 7.28 16 7.8~ 1.980 985 8.32 18 9,0(iO 2.190 1,295 9.36 20 10,240 2,400 1,654 10.-10 22 11,430 2,610 2,064 11.44 24 12,620 2.830 2,526 12.48 3/a-incft OSB web 26 13,Blq 3,040 3,041 13.52 WSl4.14 8 4,540 1,130 261 4.16 2 by -4 flanges 10 6,170 1.,340 448 S.20 12 7,820 1,550 689 6.24 14 9,480 1,710 987 7.28 16 11,140 1,980 1,343 8.32 18 12,820 ~~ 1,759 9.36 20 14,490 2,237 10.40 22 16,170 2.610 2,779 11.44 24 17,850 2.830 3,387 12.48 3/a-incft OSB web 26 19,530 3,040 4,063 13.52 WSI-::4 12 8,990 2;250 721 8.28 2 by ,4 flanges 14 9,390 2.470 987 9.66 16 11,040 .2,700 1,343 11.0$ 18 12,700 2,930 1,759 12.42 20 14,360 3,lfJO 2,237 13.80 22 16,020 3,380 2,779 15.18 24 17,680 3,610 3,387 16.56 26 19,350 3.840 4,063 17.94 28 21,020 4,0fiO 4,808 19.32 30 22,690 4,170 5,625 20.70 1/i-indt OSB web 32 24,360 4,170 6,516 22.08 WSJ-S4 12 11,480 2.250 889 8.28 21/1 t!! 31'2-inch-flanges 14 12,200 2,470 1,232 9.ti6 16 14.530 2.700 1,690 11.0$ 18 16,880 2,930 2,225 12.42 20 19,230 3,lfJO 2,838 13.80 22 21,600 3,380 3,531 15.18 24 23,97Q 3,610 4,307 16.56 26 26,340 3.840 5,166 17.94 28 28,720 4,060 6,110 19.32 ., 30 31,100 4,170 7,141 20.70 1/:i-in:h OSB web 32 33,480 4,170 8,2<,(J 22.08 WSl-544 12 13;850 2.250 1,052 8.28 3 inct by 31/i-inch flanges 14 15,090 2,470 1,493 9.ti6 16 18,320 2.700 2,080 11.oi 18 21.580 2,930 2,771 12.42 20 24,870 3.lfJO 3,567 13.80 22 28,190 3.380 4,470 15.18 24 31,520 3.610 5,480 16.56 26 34,860 3.840 6,601 17.94 28 38,210 4.060 7,833 19.32 30 41.570 4.170 9,178 20.70 1/:i-in:lrOSB web 32 44,940 4.170 10,638 22.08 1Qne-ml.f~inch plywOl)d Qnly. 2Foocmtes 2 and 3 in Table No. I also apply. 30mc:-flange grades may be utilized with allowable shear and K x 106 valuesaliove. Allowable moment and E( x 106 arc · mo:ificd using factors below: ., ~GIIADE 1450F 1MOF 1IODF 2100f ... Allo\table Moment Factor 0.404 0.606 0.618 0.893 l.~5 £/x :-06 ·Factor 0.650 0.750 0.800 0.900 1.~S ;, •/, .., P~ge7of10 Report' No. PFC-4544 TABLE.NO. II-DESIGN PROPEfmESFOR WShlOIST WJTH"LVL ORPSL FLANGES1.3 < OVERALi. AUDWABLE :ALLOWABLE DEPTH IDIIENT SHEAR B K DESCRIPTION (lncMs) (fl.-Llls.) (Ula.) (lli 10') (lli10') · WSl-435 8 3,120 1,130 157 4.16 · 1.5-indlby 2.3-inch flanp IO 4,240 1,340 . 272 5.20 12 5,370 1,550 421 6.24 14 6,510 1,770 606 7.28 16 7,660 1,980 830 . 8.32 18 8,810 2,190 1,@3 9.36 20 9,960 2,400 1,398 10.40 22 ll,110 . 2,610 1,746 11.44 24 12,270 2,830 2.139 12.48 34-indl OSB web 26 13,430 3;040 2;579 13.52 WSI-44: 8-3,400 1,130 171 ·4J6 1.5-iilct by 2:5-inch flanp 10 4,620 1,340 294 5.20 i2 5,860 1,550 455 6.24 14 7,100 · 1,770 655 7.28 16 8,350 1,980 895 · 8.32 18 9,600 2,190 1,178 9.36 20 10,860 2,400 1,504 10:40 22 12,120 2,610 1,876 11.44 24 13,380 2;s30 2,296 12.48 3/r,indl 0513 web 26 14,640 3,()40 2.765 13.52 \VSI-4~ 8 4,810 1,130 237 4.16 1.5-inctby 3.5-inch ~ IO 6,540 1,340 407 5.20 12 8,290 1,550 627 6.24 14 10.050 1,770 898 7.28 16 11,810 1,980 1,221 8.32 18 13,590 2,190 1,599 9.36 20 )5,360 2,400 2,034 10.40 22 17.~40 .2,610 2,527 11.44 24 18,920 2,830 . 3,079 12.48 34-indlOSB web 26 20!710 3,040 3,694 13.52 WSI-555 12 8,210 2,250 623 8.28 . 1.5-indl &y 3.5-inch flanp 14 9,950 · 2,470 890 9.66 16 11,700 2,700 1.209 11.04 18 l3;460 2,930 1,581 12.42 20 15~ 3,160 · 2,007 13.80 ·22 16,980 3,380 2.489 15.18 .24 18,750 3,610 3,028 16.56 26 20,520 3,840 3,626 17.94 28 ~ 4,060 4,284 19.32 . · 1/;?-indl 058 web 30 24,050 4,J70 5,005 20.70 32 25,820 41.170 5,788 22.08 WSI-565 12 9,200-2,250 688 8.28 1.75-intftby 3.5-inch flarges 14 11,230 . 2,470 989 9:66 16 13,280 2,700 1,348 11.04 18 15,330 2,930 1,767 12.42 20 17,390 3,160 2,246 13.80 22 19,450 3,380 2,789 15.18 24 21,510 3,610 3,396 16.56 26 23,580 3,840 4,068 ·17.94 28 25,650 4;060 4;808 19.32 30 27,720 4;110 5,616 20.70 1h-indlOS8 web 32 . 29,800 4,110 · 6,495 22.08 WSI-5'.'5 12 10,480 · 2;250 733 8.28 2.:.125-in:h by 3.5-inch fimges· 14 12,930 2,470 1,120 9.66 16 15,400 2,700 1,536 11.04 18 17,890 2,930 2,022 12.42 20 2(),390 3;160 2,580 13.80 22 22,900 3,380 3,210 15.18 24 25,410 3,610 3,915 16.56 26 27,920 3;840 4,696 17.94 .28 30,440 4,060 5,554 19.32 30 32,970 4,170 6,492 20.70 1h-indl OSB web 32 35,490 41170 7,5@ 22.08 WSI~5f5 12 11,530 2,250 843 8.28 2.5-incl: by 3.5-inch ~ 14 14,380 · 2,470 1,233 9.66 i6 17,210 2,700 1,702 11.04 is 20,180. 2,930 2,252 12.42 20 ~.110 3,160 2,883 13.80 22 26,050 3,380 3,598 15.18 24 29,000 3,610 4,397 16.56 26 . 31,960 3,840 5,282 17.94 28-34,930 4,060 6,255 19.32 30 37,890 4,170 7,317 20.70 1_h-inct0S8 web 32· 40,870 · 4,170 8,470 22.08 . (Continued) Page8of 10 Report.No. PfC:4544 • Jo .. 'f TABLE N0.111-DanGNPROPERTIES FOR WSI-.IOISTWITH LVL OR PSL FLANGES1"-(~nued) OVERALL ALLOWABLE ALLOWABLE DEPTH MOMENT 8tEAR B IC DEICM'TION (lnchN) (PL-U..) (I.lie.) (X10') (11111') WSI-435P 8 3,120 790 115 2.32 1.5-inch by 2.3-inch flanges 10 4,240 950 266 2.90 12 5,370 1,110 408 3.48 14 6,510 1,270 583 4.06 16 7,660 1,440 790 4.64 18 8,810 1,600 1,033 5.22 20 9,960 1,760 1,310 5.80 22 11,llQ 1,920 1,623 6.38 24 12,270 2.080 1,973 6.96 3/s-inch plywood web 26 13,430 2,240 2,361 7.54 WSl-445P 8 3,400 790 168 2.32 1.5-inch by 2.5-inch flanges 10 4,620 950 288 2.90 12 5,860 J.110 442 3.48 14 7,100 1,270 631 4.06 16 8,350 ·1,440 856 4.64 18 9,600 1,600 1,117 5.22 20 10,860 1,760 1,416 5.80 22 12.120 1,920 1,753 6.38 3/a-inch ·plywood web 24: 13,380 2,080 2,130 6.96 26 14,640 2,240 2,547 7.54 WSI-455P 8 4,810 790 235 2.32 1.5-inch by 3.5-inch flanges 10 6,540 950 401 2.90 12 8,290 1,110 614 3.48 14 10,050 1,270 874 4.06 16 11,810 1,440 1,182 4.64 18 13,590 1,600 1,539 5.22 20 15,360 1.760 1~946 5.80 22 17,140 1,920 2,404 6.38 24 18,920 2,080 2,913 6.96 3/a-inch plywood web 26 20,710 2,240 3.475 7.54 WSl-535P 8 3,120 1,130 157 3.28 1.5-inch by 2.3-inch flanges 10 4,240 1,340 272 · 4.10 12 5,370 1.550 421 4.92 14 6,510 1,770 606 5.74 16 7,660 1,980 830 6.56 18 8,810 2.190 1,093 7.38 20 9,960 2,400 1,398 8.20 22 11,110 2.610 1,746 9.02 15'32-inch or 24 12,270 2.830 2,139 9.84 1'2-inch plywood web 26 13,430 3,040 2,579 10.66 WSI-545P 8 3,400 1,130 171 3.28 1.5-inch by 2.5-inch flanges 10 4,620 1,340 294 4.10 12 5,860 1,550 455 4.92 14 7,100 1,770 655 5.74 16 8,350 .1,980 895 6.56 18 9,600 2,190 1,178 7.38 20 10,860 2,400 1,504 8.20 22 '2,120 2.610 1,876 9.02 15/Jrinchor 24 13,380 2,830 2,296 9.84 1/i-inch plywood web 26 14,640 3,040 2,765 10.66 WSI-555P 8 4,810 1,130 237 3.28 1.5-inch by 3.5-inch flanges 10 6,540 1,340 407 4.10 12 8,290 1,550 627 4.92 14 10,050 1,770 898 5.74 16 11,810 1,980 1,211 6.56 18 13,590 2,190 1,599 7.38 20 15,360 2,400 2,034 8.20 22 17,140 2,610 2,527 9.02 24 18,920 2.830 3,079 9.84 26 20,710 3,040 3,694 10.66 282 22,490 3,330 4,371 11.48 15/32-inch or 302 24,280 3,330 5,114 12.30 1'2-inch plywood web ~22 26,060 3,330 5,924 13.12 1Design properties arc based on flanges withFt=2.IOOpsi and£=2.0x la6psi. LVLorPuallam PSLcovercd iriacumnt ICBO ES or NER evaluation report may be substituted-<lesign properties arc per the table above except, factor allow- able moments by Ft (LVL or PSL)/2,100 and El by E(LVL or PSL) /2.0 x 106 psi. 2<>ne-half-inch plywood only. 3Footnotes 2 and 3 in Table No. I also apply. 1 I ·.·:~1 ...p':· ..... , ·'·:tr "::-~· ·-t>', 4. 1 .Pag~Jc:,~·10 ;J Report No. PFc-4544 _.._' ----------------------------------------------------- TABLE NO. IV-WSI HOLE CHART ·-------~. , --·-~--. - Cll:ICUl,.ARHOLEOMMETER .. JOIST Col;1 . Col.I DEPTH Col.2 Col.I c,u cau 10 -. 3 4 s 6 6 12 -4 s 6 7 1 14 ·3 ~ 6 7 8 9 16 3 s 6 8 10 10 18 4 s 7 9 H 12 20 4 6 8 10 12 14 22 4 7 9 11 13 rs 24 s 7 10 12 " 14 17. 26 s 8 10 13 16 18. 28 6 8 11 14 17 · 20 30 6 9 12 15 18 20 3i 6 10 13 16 19 20 8MN .... DIS1'MCal'IIOIISlllfORTCENTERLIN£ . 10 1-3 i-6 2-0 2-6 3-0 3-6 12 1-3 1-9 2-6 3-0 3-6 4-3 14 1-6 2-0 2-9 3-6 4-3 5-0 16 1-6 2-6 3-.3 4-0 4-9 5-6 18 1-9 2-9 3-6 4-6 5-6 6-3 20 2-0 3-0 4-0 5-0 6-0 7-0 22 2-3 3.3 4-6 ~ 6-6 7-9 24 2"6 3-6 4-9 6-0 7-3 8-6 26 2-6 4-0 5-3 6-6 1-9 9-0 .28 2-9 4-3 5-6 7-0 8-6 9-9 30 3-0 4-6 6-0 7-6 9-0 10-6 32 3-3 4-9 6-6 8-0 9-6 11-3 34 3-6 s-0 6-9 8-6 10-3 12-0 36 3-6 5-6 7-3 9-0 i0-9 12-6 38 3.9 S-9 7-6 9-6 11'-6 13-3 40 4-0 6-0 8-0 10-0 12-0 i4-0 - INSTRUCTIONS: 1. Use joist depdund desired bole diameter to determine die column to use. 2. Use joist span in lower half of table and ~ dimcmioo· from the selected column .. The dimension selected is the minimum clist,mce in feet and inches from ~pport t tot of hole. . 3. Table may be interpolated. · EXAMPLE: 22• joist, with 11 • ct, hole and 28' span. 1. From upper half of table select Column 4. . 2. For28' span and Column 4, fromtbelowerbalf of.table.tbet, of~bole_n1ustbe 7' --O"from ___ tbe_~pport:t,. ______ .. -. -. ----. -.., . TABLE·~ .DISTA!a) - D 20 . NOTES: . 1. DO NOT CUT OR DAMAGE FLANGES 2. Do not cut the web within 4• of the support t- 3; Where more than ciDe bole is desired, the length of the web between boles must equal or exceed twice the diameter of thc.largest'hole, or twice the size of the largest square bole. 4. Except as noted in 1, 2 and 3 above, a 2• ct, hole may be cut anywhere. S, The longest side of a rectangular hole shall not exceed three fourths of the allowable round hole diameter. 6. Tobie is for simple span uniform loads only. 7. Exceptions to these rules may be possible. Contact Willamette Industries, Inc. Z'tbHOLE ORSMAU.ER . TABLE NO. V-ALLOWABLEVERTICAL LOAD CAPACITY OF WSI OR STRUCJOIST BLOCKING PANELS · · (Poun(fs Per Linear Foot) .. . . . . MNELOEPTH WEB -(lnchN) n::r W£8 MATERIAL • 10 12 14 11 ·11 20 22 24 26 28 30 32 3/a Plywood 3,000 • 3.@ 2 800 2,500 i,300. 2;JOO 1,800 J,600 . 1,400 UCO ---.. 1'mand½ Plywood 3,000 3.@ 2,900 2,700 · 2,600 2,400 2,200 1,900 1,700 1.500 1,400 ·1,300 1,200 3/1, 7'16 and ½ OSB 2,800 2.1oq 2,450 2,200 2,000 1750 ·' 1,500 . I,300 1,000 800 750 700 650 ' ' ... ' _P_ag_e_10_0_,_1 __ o _____________________________ R_epo ___ 1ffo. PF':f44 TABLE NO. VI-STRUCJOIST FLOOR AND ROOF SPAN TABLES1 FLOOR INN TABLES DEAD LOAD a 11 PSF U,V£ LOADa40 P8F ' NAUD SHEATtlNG GLUED ANDUII.ED IHEAlllNQ .\ 11lnctNII ---11.2'lnctllll MllldlN 111nd-. 1l'lnctlila 1t.2lnctllll MllldlN Dlpal o.c. --o.c. --Dlpll o.c. o.c. o.c; --9½ 16'-3 14'-9 13'-9 12'-6 9½ 16'-3 15'-6 14'-6 13'-3 111,. 19'-6 17'-6 16'-6 15'-0 111,. 19'-6 18'-6 17'-3 15'-9 14 24'-3 21'-9 20'-3 18'-9 14. 24'-3 22'-6 . 21'-0 19'-6 16 26'-9 24'-0 22'~ 20'-9 16 26'-9 25'-0 23'-6 21'-6 S~ table assumes composite action with single layer of glue-nailed 5 1-i~h plywood sheathing with joists at 16 inches on center minimum spacing. ROOF SPAN TABLES DEAD LOAD a 10 PSF LIVE LOAD •.11 P8F 121% Rool -.n--20 pet Lift l.ollcl 91'2 25'-6 23'-0 21'-9 20'-0 9112 24'-3 111,, 30'-6 Tl'-6 26'-0 24'-0 117/a 29'-0 14 37'-9 34'-3 32'-0 29'-9 14 35'-9 16 40'-0 38'-0 35'-6 33'-0 16 39'-9 115% Rool NilrHnow ll·pet Live Load 9½ 24'-3 22'-0 20'-6 19'-0 9112 23'-0 111,. 29'-0 26'-3 24'-6 22'-9· 117/a 27'-6 14 35'-9 32'-6 30'-6 28'-0 14 34'-3 16 39'-9 36'-0 33'-9 . 31'-3 16 38'-0 111% Rool ~ • pet Live Load 91h 23'-0 21'-0 19'-6 18'-0 9½ 22'-3 ll7/g 27'-6 25'-0 23'-6 21'-9 117/a 26'-6 14 34'-3 31'-0 29'-0 26'-9 14 32'-9 16 38'-0 34'-3 32'-3 29'-9 16 36'-6 115% Roaf Non-MOW 40 paf Live Load 91h 21'-0 18'-9 17'-9 16'-3 91/i 20'-9 ll7/g 25'-0 22'-6 21'-3 19'-6 117/s 24'-9 14 31'-0 28'-0 26'-3 2.t'-3 14 30'-6 16 34'-3 31'-0 29'-0 26'-9 16 34'-0 115% Rool Non-MOW 10 pet~ Load 91'2 19'-3 17'-6 16'-3 15'-0 9½ 19'-3 117/s 23'-0 20'-9 19'-6 17'-9 117/s 23'-0 14 28'-6 25'-9 24'-3 22'-3 14 28'-6 16 31'-9 28'.-6 26'-9 2.t'-6 16 31'-9 1Momcnts have been increased~ pcn:cnt for repetitive use. WEB: 3/r,-inch p~wood or oriented strand board FLANGES: 9 '2 inch ant 117 /8 inch: 1.5 inch x 1.75 inch (Ft= 2,100 psi, E == 2.0 ;it 106 psi) or 1.5 inch x 2.3 inda (Ft= 1,700 psi, E = 1.8 x 106 psi) 14 inch and 16 inch: 1.5 inch x 2.3 inda (Ft= 2,100 psi, E = 2.0 x 106 psi) 22'-0 26'-3 32'-6 36'-0 21'-0 25'-0 31'-0 34'-3 20'-0 24'-0 29'-9 33'-0 18'-9 22'-3 Tl'-9 30'-9 17'-6 20'-9 25'-9 28'-6 TABLE NO. VII-DESIGN PROPERTIES FOR STRUCJOIST JOISTS1.2.3 OVERALL ALLOWABLE ALLOWABLE DEPTH MOMENT SHEAR El ~ fnchel) (FL-LIie.) (I.bl.) (X 10') 1.5-inch by 1.75-incJi flanges ,. 9.5 2970 1220 185 3/8-inch OSB web 11.875 3980 1470 319 1.5-inch by 2.3-inch flanges 9.S 3960 1220 240 11.875 5300 1470 411 14 6510 1550 606 3ls-inchQSB web 16 7660 1550 830 20'-6 '24'-6 30'-6 33'-9 19'-6 23'-6 29'-0 32'-3 18'-9 22'-6 27'-9 30'-9 17'-6 20'-9 26'-0 28'-9 16'-3 19'-0 24'-3 26'-6 K (x 10') 4.94 6.18 4.94 6.18 7.28 8.32 1Dcsignpoperties arc based on LVL flanges with Ft= 2100psi and£ =2.0 x t06psi. LVLor PSLcovercd in a =t ICBO ES or NER evalllllion report may be utilized as flanges. Alio-'1ble shear and K x 106 arc frtm above. Factor allowable moments by Fl(LVL or PSL)/2100'. Factor£/ by E/(LVL or PSL)/2.0 X 106_ 2Scc Taru: No. I for WSI residential~ 3Footnor:5'2 and 3 ~ Table No. I also apply. TABLE NO. YIII-OESIGf'.I PROPERTIES FOR WILLAME11E,LVL USED IN WSI AND STRUCJOIST JOISTS LYL Ql:W)E MODULUS Of ELASTICITY (pll) TENSION PARAUa 10 GRAIN 1.8 1.8 1800 2.0 2.0 2100 2.2 2.2 2300 19'.0 22'-9 28'-0 31'-3 18'-0 21'-9 26'-9 29'-9 17'-3 20'-6 25'-9 28'-6 16'-0 18'-6 23'-9 25'-9 14'-9 17'-0 21'-6 23'-6 ~ ~ ... ~~ {',.. ' ~ ...... ' :::;;·)\f~s1-~ (1,: ~ O!I ~~ ' '. . ' ---.. -· cr-~cr-~ J<tcO(.)A l ;--·~ ' ,_ l\ i"-,, ~ I) ~ I J 1/ ... l ., l 1{ ~ ,...,, •I d ,11 I I I I I ff • ~. I: • '' ·, . , 'l .. ~\ ,, I" ', ' ' .. ,-----------------------------------------------------------------------r--------------------------------------------~-----------,~.,--------------------------------------------------. JOBSITE HANDLING & STORAGE WSI JOISTS MUST BE HANDLED AND STORED TO PREVENT DAMAGE TO THE WEB AND/OR CHORDS WHICH WILL IMPAIR lliE STRUCTIJRAL INTEGRITY OF THE JOISTS. WSI JOISTS SHOULD REMAIN BUNDLED PRIOR TO INSTALLATION. JOISTS MUST NOT BE STORED IN CONTACT WITH THE GROUND, OR SUBJECTED TO PROLONGED EXPOSURE TO WEATHER. DO NOT HANDLE OR STORE JOISTS Will-I THE JOISTS IN A HORIZONTAL POSlllON. ALL JOBSITE HANDLING AND STORAGE OF WSI JOISTS IS THE RESPONSIBILITY OF THE ERECTOR. ERECTION BRACING 1. BRACE EACH JOIST, AS IT IS EREC"!ED, USING HANGERS, WSI TYPE •s• BLOCKING, RIM JOISTS, OR X-BRIDGING AT EACH SUPPORT. 2. BRACE ENDS OF OVERHANGING JOISTS Will-I WSI TYPE "C" BLOCKING, RIM JOISTS, X-BRIDGING OR TEMPORARY BRACING 3. TEMPORARY LINES OF 1x4 BRACING MUST BE ATTACHED TO A LATERAL SUPPORT AND 11-IE TOP FLANGE OF EACH JOIST Will-I 2-Bd NAILS. THE LATERAL SUPPORT CAN CONSIST OF A BRACED END WALL OR BEAM, PERMANENTLY INSTALLED SHEATHING OR A 4' STRIP OF TEMPORARY SHEATHING. TEMPORARY OR PERMANENT SHEA 11-IING IF END WALL (OR BEAM) AT END OF BAY IS NOT BRACED LATERALLY. ATTACH WITH 8d NAILS ~ 4' MIN. AT 6" O.C. MAXIMUM. HANGER FULLY ---... INSTALLED PER MANUFAClURERS RECOMMENDATIONS. 10' MAX- NAIL X-BRIDGING TO TOP AND BOTTOM CHORDS WITH 2-10d NAILS.----- NAIL EACH JOIST TO SUPPORTS WITH 2-10d NAIL, 1 EACH SIDE OF JOIST. WARNING FACE NAIL WSI TYPE •B" BLOCKING TO SUPPORT WITH 2 ROWS OF 10d NAILS O 12" O.C. MAXIMUM. 1x4 TEMPORARY BRACING ATTACHED AT BOTH TOP AND BOTTOM FLANGES WITH 2-Bd . NAILS. WSI TYPE 'C' BLOCKING Will-I END BLOCKS. ATTACH Will-I 2-10d NAILS THROUGH JOIST WEB TO END BLOCKS. JOISTS ARE UNSTABLE AND WILL NOT CARRY LOAD UNTIL FULLY BRACED AND SHEATHED. DO NOT ALLOW WORKERS ON WSI JOISTS PRIOR TO COMPLETION OF BRACING STEPS 1-3. LACK OF CONCERN FOR BRACING OF JOISTS DURING CONSTRUCTION CAN RESULT IN SERIOUS ACCIDENTS. LIGHT CONSTRUCTION, (I.E. ONE MAN AND ONE LA YER OF LOOSE SHEA THING), ON UNBRACED JOISTS CAN RESULT IN SIDEWAYS BUCKLING OR ROLLOVER. DO NOT PLACE ADDITIONAL LOADS SUCH AS BUNDLES OF LUMBER OR PLYWOOD ON WSI JOISTS. r ALLOWABLE HOLE SIZES ~ TABLE YALU£ I (MIN. DISTANCE.) 4" JOIST DEPTH 10 12 14 16 18 20 22 24 26 28 30 32 SPAN 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 D L 2D DO NOT CUT IN HATCHED AREAS SPAN CIRCULAR HOLE DIA.ME'l'ER (IN. =co=L--,-1 ~I ----,,c=o..-L. 2 I COL. 3 I COL 4 I COL 3 4 5 6 4 5 6 7 3 4 6 7 8 3 5 6 a 10 4 5 7 9 11 4 6 8 10 12 4 7 9 11 13 5 7 10 12 14 5 8 10 13 16 6 a 11 14 11 6 9 12 15 18 6 10 13 16 19 MlN1llUM. DIST.ANCE FROM SUPPORT_ CENTER. LINE 1-3 1-6 2-0 2-6 3-0 1-3 1-9 2-6 3-0 3-6 1-6 2-0 2-9 3-6 4-3 1-6 2-6 3-3 4-0 4-9 1-9 2-9 3-6 4-6 5-6 2-0 3-0 4-0 5-0 6-0 2-3 3-3 4-6 5-6 6-6 2-6 3-6 4-9 6-0 7-3 2-6 4-0 5-3 6-6 7-9 2-9 4-3 5-6 7-0 8-6 3-0 4-6 6-0 7-6 9-0 3-3 4-9 6-6 8-0 9-6 3-6 5-0 6-9 8-6 10-3 3-6 5-6 7-3 9-0 10-9 3-9 5-9 7-6 9-6 11-6 4-0 6-0 8-0 10-0 12-0 COL 6 6 7 9 10 12 14 15 17 18 20 20 20 FT.-II't 3-6 4-3 5-0 5-6 6-3 7-0 7-9 8-6 9-0 9-9 10-6 11-3 12-0 12-6 13-3 14-0 INSTRUCTIONS: 1. FIND JOIST DEPTH IN LEFT MARGIN AND READ ACROSS TO NEAREST DESIRED HOLE SIZE TO DE1ERMINE COLUMN TO USE. 2. FIND NEAREST JOIST SP AN IN LOWER TABLE AND AT COLUMN SELECTED ABOVE. READ DISTANCE FROM CEN1ERLINE OF SUPPORT TO CENTERLINE OF HOLE. 3. TABLE MAY BE INTERPOLATED. EXAMPLE: 22" JOIST WITH 11" HOLE AND 28' SPAN 1. FROM UPPER HALF OF TABLE SELECT COLUMN 4. 2. AT 28' SPAN AND COLUMN 4, IN THE LOWER HALF OF TABLE, CEN1ERLINE OF HOLE MUST BE 7' -0" FROM CENTER OF SUPPORT NOTES: 1. DO NOT CUT OR DAMAGE FLANGES. 2. DO NOT CUT THE WEB WITHIN 4" OF CENTER OF SUPPORT. 3. WHERE MORE THAN ONE HOLE IS DESIRED, THE CLEAR DISTANCE BETWEEN HOLES MUST EQUAL OR EXCEED TWICE 11-lE DIAMETER OF THE LARGEST HOLE, OR TWICE 11-lE LONGEST SIDE OF A RECTANGULAR HOLE. 4. EXCEPT AS NOTED IN 1, 2 AND 3 ABOVE A 2• HOLE MAY BE CUT ANYWHERE. 5. THE LONGEST SIDE OF A RECTANGULAR HOLE SHALL NOT EXCEED THREE-FORTHS OF THE ALLOWABLE ROUND HOLE DIAMETER. 6. TABLE IS FOR SIMPLE SPAN WITH UNIFORM LOADS ONLY. 7. EXCEPTIONS TO THESE RULES MAY BE POSSIBLE. CONTACT YOUR WSI 1ECHNICAL REPRESENTATIVE. WEB STIFFENER· DETAIL CONCENTRATED LOAD (SEE NOTE §2) SNUG FIT -:-f m~HE®& + ·'· I + -:- + ~2· MAX. ~ TOP FLANGE ~ -:-m§f~2~M~ + -:- + SNUG FIT NOTIB: 1. WSI JOISTS 14" AND DEEPER REQUIRE WEB STIFFENERS AT SUPPORTS UNLESS N01ED OTHERWISE. 2. WEB STIFFENERS ARE REQUIRED AT HANGERS WHICH DO NOT PROVIDE LATERAL SUPPORT OF THE TOP FLANGE AND AT CONCENTRA1ED LOADS GREATER 11-lAN 1000 LBS. 3. USE 1 Od NAILS AT JOISTS 3 1 /2" WIDE AND Bd NAILS AT JOISTS 2 1/2• WIDE. 4. SUPPORT STIFFENERS TO PREVENT DAMAGE TO JOIST WHILE DRIVING NAILS. 5. DO NOT NAIL THROUGH TOP OR BOTTOM FLANGE TO INSTALL STIFFENERS. NAILING SCHEDULE: WSI DE~TH ----NAILS REQ'D 16" AND LESS ------4 18" -20" --------6 22" -26" --------8 28" -32" --------10 WARNING: JOISTS WILL NOT CARRY DESIGN LOADS IF STIFFENERS ARE NOT INSTALLED PROPERLY. DOUBLE JOIST DETAIL ATTACH FILLER BLOCKS TO EACH JOIST AS REQUIRED. ~ 1/8• GAP NOTES: BUTT JOISTS AND NAIL TOGETHER WITH TWO ROWS OF 16d NAILS AT 16" 0/C (STAGGERED) EACH SIDE OF DOUBLE. 1. SUPPORT BACK OF FLANGE DURING NAILING TO PREVENT DAMAGE OF WEB-FLANGE CONNECTION. 2. BLOCK SOLID WITH 5 1/2" MATERIAL BETWEEN JOISTS FOR THE FULL LENGTH OF THE SPAN. (BY INSTALLER) GENERAL NOTES 1. JOIST LAYOUT MUST BE FOLLOWED AS SHOWN ON THE FRAMING PLAN TO INSURE PROPER INSTALLATION OF JOISTS. ANY CHANGES FROM THIS LAYOUT COULD RESULT IN OVERSTRESSING THE JOISTS AND /OR SHORTAGES OF MATERIAL, FOR WHICH WILLAMETTE INDUSTRIES, INC. WILL NOT BE RESPONSIBLE. 2. USE COMMON TYPE NAILS UNLESS N01ED OTHERWISE. 3. FILL ALL NAIL HOLES IN JOIST HANGERS. SEE BEARING DETAILS FOR NAIL TYPES. ---- SPRINKLER AND DUC.T DET AibS JOISTS MUST BE DESIGNED TO SUPPORT ATTACHED SPRINKLER SYSTEMS. IT IS RECOMMENDED TiiAT 3 PSF BE INCLUDED IN TI-IE BASIC DEAD LOAD FOR SPRINKLER BRANCH LINES. MAINS SHOULD BE ANAL Y2ED INDIVIDUALLY. FtOOR OR ROOF SHEATHING ----- WSIJOIST~ G RODAND~ HANGER FLANGE HANGER -USE 2 -#18 SCREWS WITH 1 1/2• PENETRATION INTO FLANGE. -PREBORE 3/16• LEAD HOLE. -LOCATE SCREWS WITI-IIN 3/8" OF FLANGE CENTERLINE. COACH SCREW ROD HANGER -FLOOR OR ROOF -USE 3/8" COACH SCREW ROD Wini 1 1/2• PENETRATION INTO FLANGE. -PREBORE 1/4• LEAD HOLE. -INSTAil. ROD WITiilN 3/8" OF FLANGE CENTERLINE. SHEATHING WSI JOIST ., ! FtOOR OR ROOF SHEATHING 0 REVIE'.:1/ED D EVl~'lCOACH SCRE'tir . -t:.u I'\~ A---.---·--~ r a REJi::::c1·-" ~· R SH~-er,· .... R~ H GER ~WSIJOIST ~Cl.AMP HANGER 0.-<"IA i?,..P.,,bi_ . ~ ----~ ... ··-ad ,cJ.o ""' 0 .• ,.~<7 . :,--.ng · . .,.,.,.., m o on 1o1 .... o. c. ... ,.. . ., .... 11:cva contractor from co:1"'::-':;,-,:::J with : .''1.Wlngs and specifications. Thi::. chock Is c'. r;,mi:ct>.MRJIR'AN~-8 with tho design ccnc('p'. , . 1 o;uct and general compliance with tho inform:i.::::: •. · ::. :1 ;,., tho contriret ~Jg'~IP~ WANWiJtmtlR£k's raspon:;iblo or: confirming and'COffl!l'M~6.tlQ.ti.S;ntities and C:im. ensionJ; cc!acting fabrlcatk>'l)·i·B 'WQ"rWde:Efi. t nlgu.o .·s of . ·-,,.., •· coordinating his Wlf."..1:6'rll~fu°§! ~YI: · 1 i'c ~~~'fl; •· , , . , ng his work In a safe and satisfactory ma. , ~- P~!ME STRUCTURAL ENGINEERS e;:~ONSULTING ENGINE ! U Doto { 0-7.--f J By l/2-rfL,a;;-/ 1 / ~ IJ' A ,/ ~~~ J) ~ J ~ i ~C...~ VO~ r,..-r;e. ~/ ~ _,..,.---FLOOR OR ROOF TRAPEZE HANGER -HEADER SIZE AS REQUIRED FOR LOAD. USE 2X4 MINIMUM. -USE 3/8• DIAMElER BENT ROD MINIMUM WITiiNUT AND WASHER. -CENTER ROD BETWEEN JOISTS. SHEATiilNG ""--.._WSI JOIST -+- -ATTACH HEADER TO JOISTS WITH 2 -8d NAILS MINIMUM. ------TRAPEZE HANGER ------:8 2x4 HEADER (MINIMUM) /. ' WOOD SCREW.___/ i-<...: 71 PREDRILL IF LARGER THAN 3/ts• DIAMETI:R. '--._ ATTACH 2x4 TO WEB Willi 4-8d NAILS AND CLINCH. FABRICATION AND DELIVERY fi'il 1. 'MLLAMETTE INDUSTRIES, INC. SUGGESTS THAT THE PURCHASER SUBMIT THESE SHOP1 • DRAWINGS TO THE STRUCTURAL ENGINEER AND ARCHl1ECT OF RECORD FOR 11-lEIR I I REVIEW :AN~R{WAL BUILE>lt~9 DEPitcRTlvlEtff APPR8¥Al; IF REQUIRED, 19 Tl IE J· ·.. ~ ....... ·S\j. "'•;, RESPOPmlBIUlY OF "Fl IE PUROi IASER. . . ~J ,1 2. TI-IE PURCHASER SHOULD REVIEW JOIST LENGTHS AND QUANTITIES, PA YING PARTIC LA-.. ;Jr ATTENTION TO OPENINGS REQUIRED FOR PLUMBING TRAPS, MECHANICAL DUCTS, Ro~· _, DRAINS, AND OTHER NON TYPICAL FRAMING. CHANGES IN MA 1ERIALS OR QUANTIT(ES ~ MUST BE NOTED ON SHOP DRAWINGS. ALL CHANGES MUST BE RE<;:EIXF;P::i.N't~~S ·~.-.. ·.··. \ ... ·.·•····· lHREE WEEKS PRIOR TO DESIRED DELIVERY. Ji;~~i""k"'iU v ~i) ~ RETURN 1 SET OF SHOP DRAW1NGS WITH CHANGES/REVISl'.JN~i'tr P'== ·.. . WILLAMETTE INDUSTRIES, INC. STRUCTURAL WOOD PRODUCTS DIVISION 2550 PROGRESS WAY OCT 2 3 1991 WOODBURN, OREGON 97071 City of CAR LSBA!) 3. TO COORDINATE DELIVERY CONTACT CUSTOMER SERVICE ,4..T (~)f ~aiUlo<fs. [n:;f'..1T INSTALLATION ,lcJI f'\., '\) i) G tR!lt}EL~NE~f ~ ~!--MEjT~E INDUST I~y-~ wg. ~··c:r .. u~ ... -. RR········A ".~ ~~.~ i\.,o ¢11\{ p~· .. ' ... ·.· .. ··.·.; ... ~ .. · .. (-).·.-.·.· .. ' ... ·.·, .. _·· .. ·.u CT .. ·s·.··' . DI s ION. . i):.l~l.'.. ~ -D~~ o······· ' ··,.:·~' ·· ~6 · 03. .. · ~ .. ,i . -~' --- .. ! --1 • CUT 10 JOISTS FROM 7-F1 12" WSI AT 16" o.c. FIELD CUT Bi..OCKING @ 16" o.c. M•D ATTACH STIFFINERS ,)) '1,l>< , /() 'l-k 9 F2 16" WSI 1111111 .y 1' 11111111111111 18 F8 ---I 16" WSI 11111 ~ 111111111 ~ iJlJ I w,1 ! ~ 9 11111111111111 16" WSI,; @ 19.2 10 F9 16" wa.1 @ 1i?' 11 ,o.c, 15· TT 19_2· START JOIST LAYOUT HERE. I I I !1T! 11 W 2rg_/,lc..-J 35.2" 16" WSI 35.2" @ 19.2 o.c. TRACTOR TO NOTE: 1-F1 JOIST PROVIDED. . ,.,a ~ SECOND FLOOR LAYOUT (J'LDG A) WSI JOISTS ARE 20" 524 @ 19.2 0 .. U.N.0. (if;) X 7 -<,;, 'o-- §%%; ~~~~ '/~~~~~¼~~, ~'l-z~ ~~~"' /~ //, // " " ,~,L// / CU_J ~OM ~ '--"~---~-/ '~ . "'~ --~ 6 JOISTS CUT FROM 3 F9 16" WSI @ 19.2" o.c. I'----,-r-,-,-~ro ----~v---==m-== ------------------------~~~;;:;::;===-;;;=-~· _-_-_ __ -_ -_ --I I/ Submittal # GI_ KOLL CONSTRUCTION COMPANY CONTRACTOR REVIEW ~EVIEWED /ti REVIEWED WITH COMMENTS 0 REVIEWED-RESUBMIT Reviewed for general conformance with contract requirements Contractor's review does not relieve subcontractor and/or vendor of his responsibility for dimensions, quantities, accuracy o~ completeness of this submittal or from any responsibility required by the terms and conditions of his contract(purc~~"' or~r witl,Koll Constrm::tion,t,lm~ ~ // ~ "o, NOTES: 1. DIMEMSION LINES ARE TO CENTER LINE OF BEAMS AND FACE OF STUOWALLS TYPICAL. 2. DESIGN LOADS: FLOOR DEAD LOAD = 31 PSF LIVE LOAD = 80 PSF PART LOAD = 20 PSF LIVE LOAD DEFL = L/600 3. FIELD CUT JOISTS AT SPECIFIED AREAS. CUT LONGEST JOISTS FIRST TO INSURE SUFFlCIENT MATERIAL 4. WEB STIFFENERS f>RE NOT REQUIRED FOR 12" & 14" JOISTS ON THIS PROJECT AND HAVE NOT BEEN PROV\DED. 5. USE ALL EXCESS FIELD TRIM FOR BLOCKING. 6. ALL 12·· DEPTH JOISTS ARE PROV\DED LONG FOR FIELD TRIMMING. 7. 'MLLAMETTE IND. RECOMMENDS PLYWOOD NAILING NO TlGHTER THAN 10d AT 4" O.C. MULTIPLE OFFSET ROWS ARE ALLOWED 1/2" APART. THE PLYWOOD NAIUtlG ON THIS PROJECT MEETS OUR RECOfAMEt-lDATIONS. WILLAMETTE DOES NOT RECOMMEND NAILING INTO THE SIDE OF THE JOIST FLANGE. 8. TENSION BRIDGING PROVIDED TO BE INSTALLED MID-SPAN OF ALL JOISTS LONGER THAN 1J'-O" PER WSI DETAIL 8/1. 9. SEE WSI DETAILS 6/1 & 7 /1 FOR INSTALLATlON OF SOFFIT SUPPORT BRACES. 10. SEE WSI DETAILS 9/1 & 10/1 FOR INSTALLATION OF ·vs· STRAPS AND AtlGLE IRON BRACES. 11. SEE WSI DETAILS 11/1 & 12/1 FOR INSTALLATION OF 2x BRACES. -:J~, '·o-. 0, '1, ~ 7e,. D REVIEWE[; D ylEVISE AND REZ:U%~1T 0 REJECTED ~ISH AS COF:P':CTED ""--·ion~'" ,, .. ,,.,.,,,"'" mad~ on·'-~o ~hn,,pop,A, '"'~.---•11·;,., IJIJrfUCl •. ..., t ... ~-••• :,.'l:"i~ ... ., u u,-... oo-,.a;.,,., ..... ~·-· .,.~ ... ~·l· this ravie,;,, · rn!iavo contractor from com;:,'·::·,co with requirement: · , ;:-: drnwings and specifications. This c..tiack Is only fer ,. ''"· 0l general conformance with tho daslgn concopt ,;;l 1; 10 pojoct and general compliance with the lnforrr.atL:i:. 0;11cn in tho contract documsnta. The contractor Is responsiblo lor: confirming and correlating all quantities and dimensicr,s; selecting fabrication processes and techniques cf construction; coordinating his work with that of ell clhcr trade::; .?nd i:;orfom-:'n::; his work In a safe and satisfactory manner. PmME STRUCTURAL ENGINEERS CONSULTING ENGINEERS <( 0:: CD z 0 F u w > a.. m ~ O> > ' o:) ~ .:::..1 CJ> r') .:::.. > m UJ O'.'. ~ .J ;:; <{ ro O'.'. :::, UJ 1/) z: UJ UJ ~~<]<]<] FILE: 511 SCALE: . 1 /1 6 ,. = 1 '.-Q'' PLOT DATE: : e; 9/19/91 u z t==l v)_ µ-=lz 1--1 0 ~-1""') U)O ~ > 55 Cf] o I ~ (J) ._-f-co ~ u 0) z :=i---0 f""'J 1--1 0 0 a:::: LO CL....__,., 0 0 0 3 er:: 0 _J <{ z 0:: er:: ~=i um ~o 0:::: 0 f-0 IJ) s: w a:::: t--r---r--.--....... -l 10 JOISTS CUT FROM 7 F1 12" WSI @ 16· o.c. w Cl Ll, et:: ::i 0 w n::: Ct'.: 0 LL ~ z :J w Cl I----18 FS 16" WSI ::::, (.!) z 0 F 10 F9 16" ~I @ 16 o.c. I 111 I 1111 W\_2F9 H 35.2" 1 E," WSI .35.2" @ 19.2 O.C. I 111 i 1 1 I 8 F9 16" W~I @ 19.2 I I I 1°11 I I I IF! 16~ WS ·-@ 16" 0.C. 111 19_2· n 16" START JOIST LAYOUT HERE. F9 JOISTS PROV\DED LONG. WILLAMETTE IND. WILL PRECISIDM END TRlf.l IF SPECIFIED LENGTHS ARE PROVIDED. FIELD CUT BLOCKING @ 16" o.c. :5 _J ~ U) z w w (/) AND ATTACH STIFFINERS Tha Engineer's stamp is to confirm that joists Me designed to carry the loads shown for the spans and spacings iodl-f2 i:ated above. The design loads were provided by others 8ml ~ their adequacy has not been verified. If the loads, :?Jns; :5 1.;;-spacinis are incorrect or incomplete notify Will~•r1.~,-:::3 LL APPi-!OVED FOR I :r:'Jusicies, Inc. immediately. Neither Engineer .,_,.. ~ i:"iUamette Industries, Inc. is responsi~le for : · ·_ Q -:-r manufacture of these joists if altered or u _.. ,;: :;1.; 1- ,::\1e, m::rnnGr not shown specifically on th:?, · .. :.'•::!:atior1, B SEP 19 19flt. ' CONS'f~UCTION . ;-,::2v-1ir:[.;S, nor are they responsible kr · . >1~ ;-orti'.•:, 1- .. :-i~ .. <:_11r•rjr-:,.,--~f!i'j 5-1-, prlprfl 0 ., ,·,•: ..... ~ t";•Jo .. 1,1:~). Lt ., • ., ... 1.... z 0 0 (J) Ct'. w w 0 z u 0 J. z z w 0 w I-u _j Ct'. m <( u w 2 Ct'. =, 2 0 :::) 0::: f-2 <( u r (J) 0 u _j 0 u <( :::) ' z 0 0 2 Ct'. u 0 <( I- _j CD o'd (J): <( _j (/) w _j w w 0 > Ct'. Ct'. 2 ::) Ct'. <( <C Ct'. 0 0 u 3 Q-oc UJ I-z ((] 0 0 < w F :r: ci. :r .., <{ 0 0 (.) u G . oc O'.'. 0 ct: z :=, 0.. .J <( w 0.. DATE: 8-19-91 DRA'M,1 BY: SOT CHECKED BY: SDS REVIEWED BY: J03 NO. 910511 SHEET 2 ' .. ; . [ EB + + + + + / r FIELD ATTACH STIFFENERS TO EACH SIDE OF JCIST(S) PER STIFFENER DETAIL. HANGER NAILING SCHEDULE HAN(;ER TOP FACE JOIST HIT 16d X 2 1 2" 16d X 2 1 2" 10d X 1 1 2" MIT , 6d X 2 1 2' 16d X 2 1 2" 10d X I 1 2" IT '6c X 2 1 2" 16d X 2 1 2" 10'.l X 1 112" FILL ALL NAIL HOLES WEB STIF=-ENERS ARE NOT "EOUIRED FOR 12" & 14" JOISTS ON THIS PROJECT AND HAVE I.JOT BEE'.J PROVIDED. FIELD ATTACH STIFFENERS TO EA0-1 SIDE OF JOIST(S) PER STIFFENER DETAIL. '--------2x6 FULL LENGTH OF HEADER, FLUSH UNDER TOP FLANGE, EACH SIDE OF WEB. ATTACH USING 5-16d NAILS EACH SIDE. '--------HANGER HANGE8 HANGER TOP HIT I 10d x I i FlLL ALL NAIL HOLES + ,,,, NAILl~JG SCHEDULE FACE JOIST 112·· I IOd x 1 1/2' I 10d ~ 1 1/2" I I USE 2x FILLER (BY OTHERS) EACH SIDE OF WEB AT BR ACE. SIZE FILLEq SJJCH THAT NAILS WLL NOT CAUSE IT TO SPLJT. ATTACH WlTH 6-16d NAILS. L STRAP BY OTHERS, WSI JOIST. + + FIELD ATTACH STIF"ENERS rn EACH SIDE or JOIST(S) PER STIFFENER SCHEDULE. ~---HANGER HANGER NAILING SCHrnULE HANGER TOP JOIST '/\'Pl I 16d X. 2 1 /2" I 16d X 2 1 /2" V\1 I 10d x 1 1/2" I 10dX1112" SKEWED SKEWED FILL ALL NAIL HOLES WEB STIFFENERS ARE NOT REQUl~EO FOR '.2" & 14" JOISTS ON THIS PROJECT AtW HA",'E NOT BED< PROVIDED. FILLER DER COVER Sf'EET. CDSOFFIT SUPPORT AT DOUBLE JOIST. CUPS BY OTHERS WSI BLOCKING. STRAP BY OTHERS. CE>" MILAR CONDITION AT L BRACE "11H BOLTS. FIELD ATTACH STIFFENERS TO EACH SIDE OF JOIST(S) PER STIFFENER DETAIL. \ A35 FRAMING CLIPS (BY OTHERS) Fl ELD ATTACH STIFFENERS TO EACH SIDE OF JOIST(S) PER STIFFENER DETAIL. '--------HANGER BLOCKING PROVIDED FOR J BAYS. HANGER NAILING SCHEDULE ,_ USE 2x FILLER (BY OTHERS) ATTACH 'MTH 6-10d NAILS CLINCHED. ATTACH BLOCKING TO JOISTS WITH A MINIMUIA OF .3-Bd NAILS. TYPE "B" BLOCK I LA HACH STIFFENERS WITH A MINIMUM OF 3-8d NAILS. USE 2x FILLER (BY OTHERS) ,\TTAGH WITH .3-16d NAILS CLINCHED. H,!.J/C;ER TOP FACE JOIST MIT.316 I 16d 116d I 10d X 1 112" Wl:<16 I 10d I I 10d X 1 112· FILL ALL NAIL HOLES 16d X 2 1/2" TOP AND FACE NA:LS CAN BE SUBSTITUTED @ INSTALl£RS OPTION. 20 GA. METAL CROSS BRIDGING, NAIL TO TOP AND BOTTOM FLANGES DURING ERECTION WITH 2-10d NAILS EACH END. INSTJ..LL CROSS BRIDGING MID-SPAN OF ALL JOISTS GREATER THAN 13'-0" IN LENGTH. (D TWO OPTIONS FOR SOFFIT SUPPORl AT BLOCK I NG. CLIPS BY OTHERS USE 2x FILLER (BY OTl-<ERS) ATTACH WITH 4-16d flAILS CLINCHED. "' WSI JOIST. ~ 2x BRACE BY OTHERS. 0 REVIE\VED 0 REJECTED D REVISE AND ~FURNISH AS Illa Engineer's stamp is ~ confirm that joists ate designeo to carry the loads shown for the spans and spacings indi- cated above. The design loads were provided by others anrJ Urnir adequacy has not been verified. If the loads, 2:}3!1S, or spacin2s are incorrect or incomplete notify Willamei/J Industries, Inc. immediately. Neither Engine&r nor Willamette Industries, Inc. is responsible for the . _ or manufacture of these joists if altered or used in any other manner not shown specifically on the::· r:alculation:· c-;· 0rawings, nor are they responsible fe : , ··. ~~er rortin' c·; l!1f: su~port/!g structure. f USE 2x FILLER (BY OTHERS) ATTACH 'MTH 4-16d NAILS CUNCHED. WSI BLOCKING. 2x BRACE BY OTHERS. ""APPROVEDfOR l SEP 19 1991_ 0.. CD > oi '--<X) ', 0, > w a:: _J <f. .a:: w z w 0 <rj <J <J <J <J FLE: 511-D SCALE: PLOT DAT!:: 9 119 91 u z l==l en ~ z r--1 0 n ~ lfJO -o E-, > U) Cl] 0 I ~ U) ,,- I-CfJ Q u 0) :) ,,.--..... z on oo 1--f ct: LO o_ '--../ ~ 0 E-; 0 ~ 0 s: ~ w 0 -' ~ <( - 0:::: z <C =i er: ~ I-:=) ( '• co ~ -o =io t--1 0:::: 0 ~ ~s 0 z u <( a:: m z 0 F 0 w ~ w a w a:: :::, 0 w Ct: Ct: 0 (/) LL 0:::: Cl) w w 0 w z z u -' ('.) w z z 0 w 0 :::, w I-~ (_) --' 0:::: , m <( u z w 2 0:::: ::::) 0 2 0 ::::) 0:::: I= 2 <( 0 f-f- <( 0 u· _J u (JJ -' ~ ::::) z -' 0 0 <( 0 2 0:::: u I-0 <( ti; en _J (D ~ <( z _J (/) w _J w w 0 w > fr: 0:: L ::::) w 0:: <( <;( 0:: 0 (I) $ (_) (_) Q er: w z ui f-(/) 0 0 <( w w F :r: Ct'. I -:, <( u (!) 0 0 u -{!) er: z a:: 0 a:: :CJ :=, <( (L _J <( (L -' DATE: 8-19-91 LL I-DRAW'./ BY: VBP (I) 0 CHECKED BY: SDS -, I-REVIEWED BY: ::J 0 I-JOB NO. 0 910511 z SHEET 0 1 Cl