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Home My WebLink AboutPermit D97-0266 - LEREN RESIDENCE - GARAGE AND FOUNDATIONCity of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 334840 -1711 Address: 4920 S 114 ST Suite No: Location: Category: ASFR Type: DEVPERM Zoning: LDR Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: South: Sewer.: Slopes: Contractor License No: OCCUPANT. LEREN NORAND 4920 S 114 ST, TUKWILA WA`98168 OWNER LEREN SUSAN E 4920 S "11 ST, TUKWILA WA 98168 CONTACT NORAND LEREN 4920 S, 114 ST, TUKWILA WA 98168 c*************************************.**************** * *********** * *** ********k **** Permit Description NEW FOUNDATION ON NORTH SIDE OF EXISTING 950 S.F..,GARAGE. REPLACE ROTTON WALL ON NORTH SIDE OF GARAGE, .ADD GARAGE DOORS AND REROOF. r***** k** k**** ****-k** * **** * ** * **** * *k * * ** *** Construction Valuation: $ 5,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: Flood Control Zone: Hauling: Start Time: 'End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: k*****************************************•************ * * * * * * * * * * * * * * * *-k * * * * * * ** * * * *A TOTAL DEVELOPMENT PERMIT FEES: $ 268.84 k********** * * * * * * * * * * * ** * * * *A * * * * ** * * * * ** * ********* ** ** * * * * * * ** * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: DEVELOPMENT PERMIT Print Name : 7X K4 /J i ( ' ei pt.} This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Fire .0 East: SEATTLE No: Size(in): .00 _ (206) 431 -3670 Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: Streams: Phone: 206 D97 -0266 ISSUED 09/03/1997 03/02/1998 DWELLING 1994 N/A .0 722 -5479 Date: 52/ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development jle- m t. Signature: Date: 7 - 9 if the work is not commenced within if the work is suspended or abandoned inspection. CITY OF. TUKWILA Address 4920 114. ST • Permit No: D97 -0266 Suite ;Tenant::: Status: ISSUED, Type DEVPERhi App Iled: 08/13/1997 3348.40 1711 Issued: 09/03/1997.. **•k * k* * ** * ** k* k•k•k•k * **** k & k * *** **•k k ** **•k * ** * * *•k * ** * * ***•k* k ** ** *:k ** *•k* ** Pe Oil 1 it Con.d i t i'ons; ." T No changes. "will.. be made to the plans unless approved by the. Architect or Engineer and the Tu.kwi:..1a g. Division, 2.. Electr icai.-.permits :shall.be obtained' through the Washington State Division: of Labor-!an'd and al. }i:.,e1ectrical work wi 1 l: be inspected by that` agency (24t'-::6630)° : 3:. *Al l permits, inspection :~e`coi d's,. and approved 01,4 1s, shall be available atf the ,ioh. sit�e •priorPto the start of any }con struct,ion ; ,Th y .ese documents are to be maintained° and av,ai 1- `ab.le until rr,firial inspection `approval is granted N 4; .otify` :thel:Cit,y i of Tukwi Bul iding Division prior to . p'Iaci.ng..any. cor"l,crete This is in add itionto any requi for sp'ecial. inspection ,, Va l i ox ©f Perrni t . The: i ss'uance of a permit or - approval o pl ans "spoofications :v. and coniputations shall .not.:,be con str to`b'e permit for, or ' " an`'approval of, any ';vio:Tatio of . ; an .of the ,provisions• of the building code or o.f, y' an other ordinance of „ jur iWdi,ctian, 'No ° permit presurning tc g cancel the provisions of this code,; shal l `£be; vaT,i•si r ; All ; c on s truction to / be done in conformance with approved p1an r r equi r e'nients iif Uniform Bi;i Code (1994 Editiion) as amended`, Unri for m` Mechianica.,T (1994 Ed i.ti oni) an thilt.ia shing4ton s Co'iie. ( Edi ti on . Project Name /Tenant: ) o i iut) S .. //c GeE 1 - 3 Value onstruction: DO o . Site Address: Li92( / City St a /Zip: 7 ' a Pa cel Number: ' - � R40-- 17/! - O S A //q tL) Property Owner O 0 00 c_ m /^ 1 Phone; G ^ ] �( L i Street Address: � i CC a.,0 0 + 1 1 Lit --t t._( s�-� C t K? i ax #: n/ � � V wc 1 —i Contractor: n C�L1 k v ' Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. Phone: Street Address: City State /Zip: Fax #: Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Contact Pers tO OR- 60Q �1g� U J Phone: Street Address: City State /Zip: Fax #: Description of work to be done: $XLJ 'FCc.)vv &ZU --r O►"J ON / JtR T b+ S 1 Q E OF .: Q/ NGE l e P L N-C 1 OtTc - & -- - O p N o ti Z- W S if) £. A Dv0 6A- iZ Ar= f Doo 5 d- GLS Qoor- Type of work: ❑ New Single - Family Residence ❑ Addition - Single - Family Residence ❑ Interior Remodel- Single - Family Residence ❑ Residential Accessory Structure' ❑ Remodel /Addition to Accessory Structure f71 Garage(s) ❑ Deck(s) - Covered & Uncovered ❑ Residential Reroof Is this site served by: g Sewer ❑ Septic (King County Health Dept. approval required - 296 - 4722) Existi Square Footage for Structure: sq. ft. Dwelling sq. ft. Covered Deck(s) ( � 0 sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Proposed New Square Footage: sq. ft. Dwelling sq. ft. Covered Deck(s) I ) sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Floor Area Ratio: (total floor area of all structures divided by the area of the lot) C% COSS *For an Accessory dwelling, provide the following: 11 37 )t CX-{ 0 Lot area gOL'0 Floor area of principal dwelling c 0 Floor area of accessory dwelling ' Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. • CITY OF T,► 'KWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Proje`ct'Number: (19G Permit Number: Q 1 ( 7-- Single - Family Residential Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews shall be determined the Public Works Department) ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering: 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be re- viewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall ex- pire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Dale application accepted /i3/7 Date applica ion expires' C; ( C r3 J Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM SI'PERMIT.DOC 2/13/97 BUILDING 0 • E: o R AUTHO - IZ ' A ENT: Signature G _ Date: 7„ l Print name: , C ) L C FaXy{;, .? 92_ Address: t( D 43) , / (y l l —1 � /Zip: CI . , 17 e r ALL SINGLE- FAMILY RESIDENTIAL PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ➢ DRAWINGS PREPARED BY a EGISTERED ARCHITECT OR PROF ,SIONAL ENGINEER MAY BE REQUIRED BY THE BUILDING4 OFFICIAL ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ EV Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H - 11a). Contact the Public Works Department (206) 433- 0179•for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433- 0179 for servicing district. ' ❑ ❑ Metro: Residential Sewer Certification (if Tukwila Sewer District) (Form H -12) ❑ ❑ King County Health Department approval for septic - 296 -4722 Four`(4) sets of working drawings, which include: ❑ Site Plan (see example Form H -16) 1. Existing fire hydrant location(s). 2. Proposed access road. 3. Driveway location- driveway shall be 10' wide minimum and 20' wide maximum. If driveway is over 150' long, driveway shall be 20' wide and have an approved turnaround (City Ordinance 1741). 4. North arrow and scale. 5. Building setback from property lines. Any proposed or existing easements must be shown on plan. 6. Public Works review requires the following on site plan: driveway location (10' min., 20' max. width), show proposed and existing power, water and sewer lines, existing storm drainage system, downspouts and foundation drains, and where drains tie -in. 7. Parking plan. 8. Lowest building elevation (if in Flood Control Zone). 9. Estimated /proposed topography at 2' intervals and proposed elevation of lowest floor level. 10. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers. 11. Identify location and size of significant trees that are located in sensitive areas and buffers or the shoreline zone. Of those, identify which are to be removed (Title 18, City of Tukwila Zoning Code). 12. Identify location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 13. See Public Works Checklist for detailed site plan information required for Public Works Review (Form H -9). ❑ Foundation plan and details ❑ CI Floor plan ❑ 71-, Roof plan ❑ ❑ Building elevations (all views) ❑ ❑ Building height ❑ 173 Building cross - section ❑ 1 Structural framing plans and details necessary to completely describe construction ❑ ❑ Washington State Energy Code Data (Gas /Electric /Oil /Propane /Heat Pump) Form H -15 available at Permit Center OR Prescriptive Heating System Sizing Chap 9 Form H -6. ❑ ❑ Complete Land Use Applications if not previously submitted (i.e., Reasonable Use Exception, Variance, Shoreline or Tree Permit). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance and other land use or SEPA decisions. ❑ ❑ If dwelling has a septic tank, and a bedroom or bathroom are added, provide written approval from the King County Health Department or the Tukwila Public Works Department prior to submittal of permit application. ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. SI 2/13/97 2, :)% ' *kkkAkk* ** * * *•A•kk *x *. *k* *l4kkkk *.A• *:Akk kk'*kkk *kA **4*•k *k'k*** *A.& II'.Y OF:`:1 UKWILA x WR _ � •kst,l TFRTRANSMIT *kd• *k * **•kk*kA *kstk 'ti t, M' kiFk.*l r' kJl.** *4******kkk *k* ****** *k*.% *k•kk:tk* 1R,NNSMI,T:Number,: "R9700626 Amount:. 268.84 08/131:97 13:00 Pay{nent..Method...CHECK- Notation: "a 1 3 INTERIORS Init: SMC Permit:'.No: D97..-0266 . Type.. DEVPCRM DEVELOPMENT PERMIT PRr^ce1 Noe ' 33 17.1.1 Si ` Address: .4920 S 114 ST Total Fees: 268.64 Total ALL Pmts: .268.84 Balance: .00 :*****, A * *. *k * *4c*A* * * * * ** * ** *. * * * ** ** AAA •A:1*** * * * * *A **** * * * * *A* ** ** Account Code. Description 000/322.100 BUILDING - RES 000/345.830 PLAN :CHECK' - RES 000/386.904. STATE BUILDING SURCHARGE This Payment 268,84 • .. • Amount 199.50 64.84 4.50 3094 08/14 1719 TOTAL 269.84 Project: 0, ,,, � T of inspe 'on: /] • �ss> Addry, Date called: - Special instructions: Date wanted: 6 € ,) ! V p.m. Request P -'-, 7q A„. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 431 -3670 Approved per applicable codes. INSPECTION RECORD- - Retain a copy with perk. Inspector: ( \) Date: 0 Corrections required prior to approval. s /r (,/q nI $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Project:Lx 47 ...e. Type of insp . W/Y1 I Addres : ::, s j 04 Date called: 3 _1 Special instructions:. . ,-e-itrar a4A( e6 pe9e-A- Crjbar . rivtin Date wanted: 3..i t p.m. Re t : Phone f■kor 1551 INSPECTION RECOR Retain a copy with per .INSPE ON NO.- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Y . wassoormrstrassmstomartntummuntligto0392VOZWAIMIA3S4610MMaraMAY • 1Yr7--ociestc7 PERMIT NO. .,(206) 431-3670 Inspector: proved per applicable codes. Date: $42.01 REINSPECTIO FEE EOUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 I Corrections required prior to approval. Project: f( ; l � r , a. _•:' �U d-/ I. e1 e Type o _inspectioen:..__}}-- Jf �, i i��G1GL be ( L)Ji Address: P ` S f� 3-f• Date called: ) n -98 Special instructions: ons: � Ic f A Al '� uSS J� i C Date wanted: i � a.m. l -- > 9 P.m: Requester: S. , •/ Phone No.: 7 -5 r7 prior to approval. Approved per applicable codes. Corrections required COMMENTS: C"' INSPECTION RECOR Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 tql -o ;1010 PERMIT NO. (206) 431 -3670 Inspector: W� Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspect on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: ACTIVITY NUMBER D • 0 266 PROJECT NAME L eN , N o R AN 13 DEPARTMENT: BUILDING DrnsroN .17e) P LIC WORKS r i2.6_141 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE Er COMMENTS TUES /THC)RS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED 1 APPROVED WI CONDITIONS ❑ REVIEWERS INITIAL APPROVED REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP NOT COMPLETE 0O FIRE PREVENTION E STRU CTURAL lY� l CORRECTION DETERMINATION: APPROVED W/ CONDITIONS DATE DATE DATE DATE e n3M P I[ G DWISION ❑ PERMIT COORDINATOR DUE DATE 17 iq;. NOT APPLICABLE ❑ DUE DATE E n 8 (97 NOT APPROVED (attach comments) ❑ DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. DEPARTMENT: BUILDING DIVISION PUBLIC WORKS n 1++ 'Wd4: lA 1• REVIEWERS INITIAL REVIEWERS INITIAL PLAN REVTRW / ROUTING SLIP ACTIVITY NUMBER YTI • 02.66 PROJECT NAME U eA) N O RAIV t FIRE PREVENTION L STRUCTURAL DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE NOT APPLICABLE n COMMENTS • E.1 r e-` 41011.et t'f kiee..1 eie t it ' L; ck Gee- • .14 ' x 12 c-L v:04 cc , CORRECTION DETERMINATION': APPROVED C APPROVED W/ CONDITIONS C DATE DATE DATE 6 1cm PLANNING DIVISION PERMIT COORDINATOR DUE DATE WisdisID TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE A/14/97 REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS DUE DA h, ae(9T NOT APPROVED (attach comments) Q DUE DATE NOT APPROVED (attach comments) (Ccrv.fcadoa of occupancy rcquirsd. ) 1'' O 0 C01.1 i%) -677 0N 44i��4s::t'��sr'v'�`?s`'t`� ;` 3rd ;�':':h:':��'�i ACTIVITY NUMBER p49 • 02,66 PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMPLETE 11 COMMENTS • REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F PLAN REYT,W / ROUTE\ LF(teN a NoRANt L S01J,#.i, i.:'::ti RNA :ai:'" DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE TUES /TBIURS ROUTING: PLEASE ROUTE I I NO FURTHER REVIEW REQUIRED-11� ROUTED BY STAFF 1l (If routed by staff. make copy to master file & enter Sierra.) CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS FIRE PREVENTION PLANNING DIVISION STRUCTURAL E PERMIT COORDINATOR Q APPROVALS OR CORRECTIONS: (ten days) DATE DATE DATE DUEDATE g /Iyfq�. NOT APPLICABLE G SLIP DATE 46 n3M DUE DATE 8 /2 63(?? APPROVED n APPROVED W/ CONDITIONS r. NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) (Certification of occupancy required. ) .. _ �. ..q �{ X t ;.d5 aNYn Y i!i ✓Y� �s Ll:41 rs.. ; A..«' i4ti r'1tizi- air ,' t ?;4't`.FS..i. .ri',`r7h�:; t�;1 ..rxi' i$:=�Qic' .t"- �5 °�: 'Li�'arit'giq„k t r?Z ACTIVITY NUMBER p • o 266 PROJECT N A M E L eI , N O RAN DEPARTMENT: BUILDING DIVISION L PUBLIC WORKS DETERMI NATION OF COMPLETENESS: (T,Th) COMPLETE if J COMMENTS ' TUES /TKURS ROUTING: APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP L CORRECTION DETERIVENATION: APPROVED REVIEWERS INITIAL DATE 6/43r4i FIRE PREVENTION I l PLANNING DIVISION STRUCTURAL E PERMIT COORDINATOR Q NOT COMPLETE NOT APPLICABLE t'• rs hR/t .4P pG�1� - T� 13�c rf� ~ (r/ICIL e N Ly LI . (v. et ; t e y 4,,,o4 Ce4 e . ROUTED BY STAFF ri (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS Mc DATE o hut k" APPROVED W/ CONDITIONS DATE — 1 DATE DUE DATE NOT APPROVED (attach comments) (Certification of occupancy required. ) DUE DATE 9 /Affil. PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED 1 DUE DATE 8 /28(” NOT APPROVED (attach comments) , Ai.u jytastim.gry,ttamMOMMOVMattOmmiz t. PLAN REV I HAW / ROUTING SLIP ACTIVITY NUMBER Dcp.. 0z66 PROJECT NAME DETERMINATION OF COL DEPARTMENT: BUILDING DIVISION E FIRE PREVENTION PUBLIC WORKS di STRUCTURAL COMPLETE LFREN NoRAN6 - oilogliatylltaa CO C:ROUTE-F s TUES/THURSROUTING: PLEASE ROUTE ROUTED BY STAFF fl REVIEWERS INITIAL APPROVED REVIEWERS INITIAL REVIEWERS INITIAL .C`A ec, A7 f..14. 77 ee4.1; 4 • %..27. • g ?fP /17itfr."A44 6 . (If routed by staff, make copy to master file & enterSierra.) APPROVALS OR CORRECTIONS: (ten days) APPROVED W/ CONDITIONS CORRECTION DETERMINATION: APPROVED F APPROVED W/ CONDITIONS S: e (T,Th) DATE DATE yr- DATE NOT APPLICABLE ob,6 4:1 il NO FURTHER REVIEW REQUIRED% DA'TE 419 //3/11 PLANNING DIVISION' PERMIT COORDINATOR El DUEDATh ig/Aff s;' ••■•11■1 .1.1■■•• 1 DUE DATE 11 6E3 (1? NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) (Ccrtificazion of occupancy rcquircti. 1 PIN•••••■•• I understand that the Plan Check approvals are subje01 10 errors and ornis'sions and ;:it:,oroval of plrms does noi altithortz.: 06.) ui any ouptod code or con. I rzictors cpp f appr • v Want; : Onto ? t SEPARATE PERMIT REQUIRED FOR: 0 MECHAITC,),L, C:.1 CAC> C.17 01'.ILAON CITY OFTUKWILA APPROVED SEP 2 1997 1 LIJ rilMn DivisoN > sr ( 214.0 • Z 0 AC • y 7u 10 • • 6 j N o • • vq A rzsr.rAs••:, • • • • • • • ./ 444 // n qw^.:i , MY .•It'JF•.M:Yt4+rT^'�i��:i:r:riAU N''iSrti:1 66 • • Ib 131 . 10 0 0 /564-60 •!••.•« e.,,,•.••• Ak •str•F inM'••havlop 4.no«,- 1 /6 •0` 1€4 o 1 1 .07 0 • d o � •• 0 ON OF ► oo�,u�.�t "�' T'� AppRO` SEP 2 1997 BOLDING QI\RE'.i.ON • / t CITY OF TUKWILA • PERMIT CENTER foundation plan l • • P. • • • 40- � EP - r Lu �1 bus • 1//" f . Cie ACS New C›A.E,46( bcx l ST (1.)01-L(- S to C A ?C7T ft ckx-6 gici PD tJCw CAM( pock F2,a) RAN 6 (r � m t at() - m 0 e+ ' m k20 co s EXIST IV)b , g a` Lt" � ce" STOnS / , S,g "f# reoPg EY-IC STjio(� 4 7" / 6" S(4� view CQcSf ciO FLAT" ?- P- 3 Ni pi,PG try sGe \co rr 9 G pow I 4 rep!.;: t=} a^.:,'%' fi'' 9�� '.4�H.��.x•� }:��4�7Yi5.r,. '. "I'MIS IOIF ICI ; ∎f;MILLAN'S FrameWorI. BIJIII)ING SYS FE FrameWorks® Building System Trus Joist MacMillan's FrameWorks'' building system is the benchmark of quality. When integrated into the frame of the house it significantly increases its value and structural quality. The FrameWorks building system from Trus Joist MacMillan includes the company's complete line of engineered structural wood products — Silent Floor brand floor and roof joists, TimberStrand' LSL rim board, Microllam' LVL headers and beams, and Parallam ` PSL headers, beams and columns. A Quality Building System for Quality Homes Length and strength add a whole new dimension to structural systems with Trus Joist MacMillan's FrameWorks' building system. High quality structural products in lengths to 60 feet make for much faster, easier installation, with no length price premium. Page 2 owe the° lull re uct 1><ne 45ee your: l oc • at>tve Qrabst o f p rodu ,;av a -� Unparalleled Technical Support Trus Joist MacMillan's goal is solid, durable, comfortable homes. Our strong technical support helps builders create quality structures. With TJ- Beam'" software, sizing solutions for Silent Floor joists, Microllam`" LVL and Parailam° PSL are at your fingertips. Easy - to -use software provides fast solu- tions for sizing simple or multiple span floor and roof members supporting uniform, triangular or point loading, with output that is clear, concise and easy to read. And our support doesn't stop there. Our dealers and distributors have TJ -Xperr software to automatically track loads through- out the structure and develop material lists,., framjpg.plans and installation details. Specify Trus Joist MacMillan's FrameWorks Building Systen: When you specify Trus Joist MacMillan's FrameWorks" building system, you are specifying quality in every way. More importantly, yot are specifying a more sound, durable and solid home. The Trus Joist MacMillan FrameWorks building system is innovative tech- nology designed to get the most from the limited forest resource, plus the best service and guarantee in the business. This guide contains specifi- cations and details for single - family residential applications of these products in dry use, non - treated condi- tions. We hope you find it useful. If you have questions, are planning an unusual installation, or need infor- mation on a multi - family or commer cial application, feel free to call the Trus Joist MacMillan representative . nearest you. CODE EVALUATIONS: FHA 689, FHA 925, NER 119, NER 126, NER 292 and NER 481 NOTE: NER Evaluation Includes BOCA. ICBO and SBCCI. • Floor performance is a very subjective is that may help in the design of a floor sys • Deeper joists will reduce deflection. • Thicker floor sheathing and /or reducing • Adhesives that permanently bond the s also prevent squeaks. • Directly applied ceilings, bridging, botto • Framed partition walls, ceilings and oth • Workmanship in the field is critical. Pro level supports, proper installation of the essential. It is extremely difficult to predict _how afl meet ,a particular level of. satisfaction. Th acceptable level of performance for any f these factors, or others, depending upon ▪ Part of the FrameWorksT' 1- 800 -628- 7: A1 ) ) ) ) ) ) 1 )11111111 ) )111 ) ) ) )1 QUALITY (QUA We guarantee that the Trus Joist used in your home were manttI tolerances and are free from defects. that your floor or roof system d or any other problem due to a del we will promptly remedy that probl In addition, if you call us with a pro may be caused by our products, will contact you within one busin the problem and help solve i This guarantee is effec the life of your 110 •= (k( vatmaucla Silent Floor® /449eieseettok„Tm QUALITY GUARANTEE We guarantee that the Trus Joist MacMillan products useci in your home were manufactured to precise tolerances and are free from defects. In the unlikely event that your floor or roof system develops squeaks or any other problem due to a defect in our products, we will promptly remedy that problem at no cost to you. In addition, if you call us with a problem that you believe may be caused by our products, our representative will contact you within one business day to evaluate the problem and help solve it. Guaranteed. This guarantee is effective for the life of your home. 1- 800 -628 -3997 gel vans Part of the FrameWorks® Building System RECEIVED Y OF TUKW1141' 3VPI si WreinleZNIAHOO gate: ORVillk.v[IGOWILAMMICIACf CONTENTS T,II rc ,foists Floor Details 4, 6 -8 Floor Span Charts 5 Load Bearing Cantilever Tables 9 Roof Details 10, 12 -13 Roof Span Charts 10 -11 Allowable Uniform Load Tables — Floor 14 Allowable Uniform Load Tables — Roof 15 Slope Factor Tables 16 Design Properties 16 Material Weights 16 Hole Charts 17 Framing Connectors 18 NIicrollam 1 \'L and Parallam' PSI. Headers and Beams Bearing Details 19 Multiple Member Connection Table 20 Bearing Length Requirements 20 Floor Beam Sizing Table 21 Allowable Uniform Load Tables — Floor 22 Allowable Uniform Load Tables — Roof 23 Garage Door Header Sizing Table 24 Framing Connectors 25 Design Properties 26 I'arallani' PSI, Columns and Posts 27 Page 3 L/360 LIVE LOAD DEFLECTION (Code Min 4�) tip w ' LI per; �p� y .'. r ...w YJ} �4 F LI v-v r , ct" i, yi-rt rat . Leaaal 17 ' -11 U.U. iml 18' -9" p l- '. 19'-7" 15 -8• 17 17' -11" 1711 4;'4. I '''a:�a'»/s r v :4a r r. �utrt 1 a W y i ] Yt� N 20'-11" 22, -4" 23' -4" 25'-3" 28'-8" 26' -'" • 32'-6" 29' -5" 31'-9" .t...$ '436 fit. 18' -1" 20'-5" MEM �� " In Ui alitTyirM __ 29%7" 26' -10" 16) 28'- 11 "j 32' -9" • A 1 L /360 LIVE LOAD DEFLECTION (Code Mir ." jr, , l ) 49. liia 'h'.11: � �n!$i ' t ) ,t4 6 61,62LZ 1 16-3" 1 14'-1" , s . ": • • A 1 18'-10" 1 16' -3" 1 1 4 u g LiT ,Iffi':QF. r gs . ,. „.;, , 18' - 2 „ c SIN �N� n. AISTix; s, 4 'V' :ii ;;ti40 PSF LIVELOAll 1 SERIELO' ':s 12A .i- V,V::;16'l:dc: }TJI' /Pro"' +; WEB STIFFENE thTJi° /15:DF ' WEB STIFFENE ; 9: 1`JI!/25'DV: Not Required 24' -3" !r?,TJP /35.DF: :: Not Required 27' -8" +TJi' /55:DFA Not Required Not Require TJI® Joist Residential E l f aiaming TYPICAL nitn Silent FIOOr. SYSTEM Nails may need to be driven at angle to minimize splitting of bearing plate 1 TlmberStrand' LSL rim board See page 27 for Information on Parallam" PSL columns. For Installation Stability: Temporary strut lines (1x4 min.) 6' on- center maximum with TJI" Pro and TJI' /15 DF joists; 8' o.c. maximum with TJI " /25 DF, TJI" /35 DF and TJI " /55 DF joists. Fasten at each joist with 2-8d nails minimum (see WARNING below). Page 4 11/2" knockouts at approximately 12" o.c. Braced end wall. See Note 3 under WARNING below. One 10d or 12d box nail each side of TJI" joist at bearing, 11/2" minimum from end to minimize splitting (typical). TimberStrand" LSL rim board may be used as a direct replacement for a single TJI closure Joist when supported for its entire length. Bridging or mid -span blocking Is not required but may enhance floor performance if properly installed. See hole charts on page 17 for allowable web holes and required distances from support. Joists must be laterally supported at cantilever and end bearings by blocking panels, hangers or direct attachment to a rim board or rim joist. See page 19 for Microllam'" LVL and Parallam' PSL bearing details at Li. L3, and 15. DO NOT allow workers to walk on joists until braced. INJURY MAY RESULT. See Notes 1,2 &3below. 1. All blocking, hangers, rim boards and rim joists at the end supports of the TJI" joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accom- plished by a temporary or permanent deck (sheathing) nailed to the first 4 feet of joists at the end of the bay. WARNING JOISTS ARE UNSTABLE UNTIL BRACED LATERALLY BRACING INCLUDES: • Blocking • Hangers • Strut Lines • Sheathing 3. Temporary strut lines of 1x4 (min.) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this bracing, buckling sideways or rollover Is highly probable under light construction loads - like a worker and one layer of unnailed sheathing. DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. See Note 4 below. WARNING NOTES: Lack of concern for proper bracing during construction can result in serious accidents. Under normal conditions if the following guidelines are observed, accidents will be avoided. 4. Sheathing must be totally attached to each TJI " joist before additional loads can be placed on the system. 5. Ends of cantilevers require strut lines on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of 1 /2" from the true alignment. • i0 • 40 PSF LIVE LOAD, 10 PSF DEAD (Example: Single layer glue - nailed wood sheathint 40 PSF LIVE LOAD, 22 PSF DEAC (Example: Single layer glue - nailed wood sheathin Although the L/480 Live Load Deflection charts will usual still may not be adequate for your project. See page 3 fa assistance. GENERAL NOTES: 1. Span charts assume composite action with single lay Spans shall be reduced 5" where sheathing pane 2. Spans shown are clear distances between supports include allowable Increases for repetitive member us 3. For loading conditions not shown, refer to allowable t WEB STIFFENER REQUIREMENTS End Bearings: Web stiffeners are not required at en 4. All Joists: Web stiffeners are required in hangers wt 5. TJI' /55 DFJoists Only: Web stiffeners are required JO S �.�,: �iSERIEas;' clfTJITl55 DF: V Not Required ; ; 'asi++`:40.PSF,LIVELOAI �c 916'i o "c:s1 Not Require 6. Intermediate Bearings: At intermediate supports wh than 5 and the span on either side of the intermed '12 PSF Dead Load at TJI• /55 DF joists. 7. Long term deflection under dead load which includes lions. efin shaded spans reflect initial dead load MacMillan representative. TJI® Joist Residential E l f aiaming TYPICAL nitn Silent FIOOr. SYSTEM Nails may need to be driven at angle to minimize splitting of bearing plate 1 TlmberStrand' LSL rim board See page 27 for Information on Parallam" PSL columns. For Installation Stability: Temporary strut lines (1x4 min.) 6' on- center maximum with TJI" Pro and TJI' /15 DF joists; 8' o.c. maximum with TJI " /25 DF, TJI" /35 DF and TJI " /55 DF joists. Fasten at each joist with 2-8d nails minimum (see WARNING below). Page 4 11/2" knockouts at approximately 12" o.c. Braced end wall. See Note 3 under WARNING below. One 10d or 12d box nail each side of TJI" joist at bearing, 11/2" minimum from end to minimize splitting (typical). TimberStrand" LSL rim board may be used as a direct replacement for a single TJI closure Joist when supported for its entire length. Bridging or mid -span blocking Is not required but may enhance floor performance if properly installed. See hole charts on page 17 for allowable web holes and required distances from support. Joists must be laterally supported at cantilever and end bearings by blocking panels, hangers or direct attachment to a rim board or rim joist. See page 19 for Microllam'" LVL and Parallam' PSL bearing details at Li. L3, and 15. DO NOT allow workers to walk on joists until braced. INJURY MAY RESULT. See Notes 1,2 &3below. 1. All blocking, hangers, rim boards and rim joists at the end supports of the TJI" joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accom- plished by a temporary or permanent deck (sheathing) nailed to the first 4 feet of joists at the end of the bay. WARNING JOISTS ARE UNSTABLE UNTIL BRACED LATERALLY BRACING INCLUDES: • Blocking • Hangers • Strut Lines • Sheathing 3. Temporary strut lines of 1x4 (min.) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this bracing, buckling sideways or rollover Is highly probable under light construction loads - like a worker and one layer of unnailed sheathing. DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. See Note 4 below. WARNING NOTES: Lack of concern for proper bracing during construction can result in serious accidents. Under normal conditions if the following guidelines are observed, accidents will be avoided. 4. Sheathing must be totally attached to each TJI " joist before additional loads can be placed on the system. 5. Ends of cantilevers require strut lines on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of 1 /2" from the true alignment. • i0 • 40 PSF LIVE LOAD, 10 PSF DEAD (Example: Single layer glue - nailed wood sheathint 40 PSF LIVE LOAD, 22 PSF DEAC (Example: Single layer glue - nailed wood sheathin Although the L/480 Live Load Deflection charts will usual still may not be adequate for your project. See page 3 fa assistance. GENERAL NOTES: 1. Span charts assume composite action with single lay Spans shall be reduced 5" where sheathing pane 2. Spans shown are clear distances between supports include allowable Increases for repetitive member us 3. For loading conditions not shown, refer to allowable t WEB STIFFENER REQUIREMENTS End Bearings: Web stiffeners are not required at en 4. All Joists: Web stiffeners are required in hangers wt 5. TJI' /55 DFJoists Only: Web stiffeners are required JO S �.�,: �iSERIEas;' clfTJITl55 DF: V Not Required ; ; 'asi++`:40.PSF,LIVELOAI �c 916'i o "c:s1 Not Require 6. Intermediate Bearings: At intermediate supports wh than 5 and the span on either side of the intermed '12 PSF Dead Load at TJI• /55 DF joists. 7. Long term deflection under dead load which includes lions. efin shaded spans reflect initial dead load MacMillan representative. ;';JOIST.;' • DEPTH ` -° ' =JOIST.; . r SERIES. 1 ,• ; +•O.0 ?SPACING: +i a > .;)' -3a;a •12'.o c. ' ..16" o.cr ' 19.27::o:c .. ,;f . ,:�'. :TJI'' /Pro'. "!i 16' -2" 14' -1" 12' -1(" 11' -6" TJI* /15 DF. 17' -0" 15-6" 14' -8" 12' -1" ;TJ1 DF 17' -9" 16' -2" 15-3" 12' -11" c ; °• TJI//Pro'" 18' -10" 16' -3" 14' -10" 12' -0" 'TJIA /15 DF 20' -3" 18' -2" 15-2" 12' -1" TJI' /25 DF 21' -1" 19' -3" 18' -2 "j 15' -3 " TJI' /35,DF ;TJh /55 DF 22' -10" 20' -9" 19' -7 "1 17' -2 "i 25'-11" • 23' -7" •• ', 2Z-27:' , • 20 -7 Csi14' TJI"' /25 DF 24' -0" 21'- 10 "j 19' -1 " 15' -3 "i ;TJI' /35 •DF : • 25' -11 ". • 23'- 7" 21' -5"( 17' -2 "( TJ0/55 OF • 29' -5 ", • •: •26' -9" . 25- 2 ") 21'-9 °1 IB' , TJIa /25 DF ••• 26-7 ") 2Z-11"( 19 15' -3 " 161 'TJID/35 DF.: •. 28' -8" ' • ..: 25-9 "t 21 17' -2 "( TJI' /55 DF •• 32' -6" - 29'-7"( • 27'-2 ")sxsi 21'-9 " 1566 ) ' `.,J01ST'; ••)6DEPTH: ? .JOIST r SERIES :, O.C.: SPACING , ,' , 24!!.- o.d.'-'.. :12' oc. •. ..16 o.c.` .192 " :o.c . ,:�'. 4TJ1 16-3" 14'-1" 12'-10" 11'-6" 1'J1!/15.DF , , 18' -7 •.16'-8" 15'-2 12 •TJI?/25.DF: •,19' -5 17' -8" 16-3" 12' -11" ".,,,• <<,.,,,,) , .x • 11 T /fsJ 'r •:TJI5 /Pro'". 18' -10" 16' -3" 14' -1) \. 12' -0" TJI' /.15:DF 22' -1 18 „,,141r 12' -1” TJI /25,DF 23.1" • 20' - 10 "1 0e© 15' -3 "( TJI'' /35.DF 24 -11 2 ' tt "(g) :• 1 7' - 2 "(61 1J0/25,0F, TJ1' /55 DF .28' -0 , Q � 24' 0 ")sl 21' 9 i5 6), + < ? 114 " TJIm /25 DF 26' - "(� 6) 19'-1"( 15 -3 "i TJPJ350F :. 28 -> .: 5 ' -9 "( 21' -5 "( 17' -2" :TJI' /55 •DF. •.• 31' -9 "••. ' . 28'- 11 "( i i:27 21' - 9 "15)16) 116" ',TJI:' /25 DF. .,:;28'-.10 22'-11"( 1V-1"( 15-3 "( .TJI+ /35:DF .;31'. -4 "1 25'- 9 ") 21'- 5" 17' -2' " .TJI 0 /55 DF, .::35'-2" 32'- 0 "( '.Z7,'-2 "(alts) 21'-9 " ,51 1 61 JO IST. , , ADEPTH :. J JOIST ;!..„ ' SERIES . s . O.C. SPACING - 1 ` . i ' .12'.o.c. ; • 16",o.C.'i' x.119.21 o.c , , .24 ..o.c.' ° ?T4?•�3 '•" AV/A.07 17 15 14' - 4" 12' - 9" .TJIml15:DF; TJI /25DF• 18' -9" 17' -2" 16' -3" 15-0" 19' -7" 17' -11" 16' -11" 15' -9" F r .;td yTJINPro". ", 20'-11" 18' -1" 16'-." 1,V ,TJI%15.DF' 22'-4" 20'-5" .., 4 s' ' 15-0" TJI'' /25:0F 23' -4" 21' v 18' j .TJI. /35 25' -3" 28' -8" 23'-� ' , Q <81i1 - `� 24' -7" 20 22' -10" TJP /55;OF,' , 1J0/25,0F, 26'-- tt., 25-11" 22'-10 " ,61 18 i TJI'° /35:QF' 28'1 5 '-i" 24' - 7" 161 21' - 3" (6) •TJI' /55 DF. 32' -6" 29' -7" 27' -11" 25' -11 "( v "�� "X' ��•`�'�,,YN: 5 }. TJP125 DP 29' -5" 26' -1 0 " (6) 23' -9" (6) 18 11 "(61 .T.10/35 OF 31' -9" 28'- 11 " (6) 26-7" (61 21' -3" (61 A 'TJI ,/55 DF ; ,:36'- 0 "•::. ; 32' -9" 30' -10" 151 26' -9" 151(61 {• ",. ;, ,JOIST a °DEPTH ' J JOIST��: SE 1' ' +" .r� .• SPACI � +w t�:. ,'.^ '?, 'T •r'i idY 12': o C., <16!,'ro.C.a', 19.2'-so 24" o:cW ,, s "'•'' i.TJI°° /Pro' " - 16-2" 14' -9" 13' -11" 12' -9" '-TJP /15 DF 17-0" 15-6" 14' -8" 13' -7" 16' -3" TJIB /25.DF• 17' -9" 16-2" 15' -3" 14' -2" e. s ;;, ri •,:.;'; r,- ?'' +c.•4;�:;•:: +TJI * /Prof.";. 19 -3" 17-7" 16-6" 14'-9" TJP /15'DFc 20' -3" 18' -5" 17' -5" 15-0" 7J0 /25:DF•: 21' -1" 19' -3" 18' -2" 16'- 11 "j ±TJI 22' -10" 20' -9" 19' -7" 18' -2" /55 DF: 25-11" 23 22' -2 20'_7 .TJIi 24' -0" 21' -10" 20' -7 " 161 18'- 11 " ,6, :TJP /35,DF, 25-11" 23' -7" 22' -2" 20' -8 " 9 TJt. /55:DF, 29' -5" 26' -9" 25-2" 23' -4" 151 i ?'tt32+ ".''y'.;i ;;l'• :.TJ0/25'DF 26-7" 24' -3" 22'- 10"( 18'- 11 "( ;TJID /35.,DF. 28' -8" 26' -1" 24' -7 "( 21' -3 "(b) :TJ0/55 DF 32' -6" 29' -7" 27' -10" 25-10 " 15116 ) JOIST :' . SERIES , . 40 PSF LIVE LOAD; 10 PSF DEAD LOAD* .> .: • • :.: : . 40 PSF LIVE LOAD, 22 PSF • DEAD, LOAD " ...12" o.c.:. <: ( . .16 "'o.c.' . , ( - .19.2" o.c.: I ; 1 : : 24 " +o.c.. ..... 12 "o.c.. , I :;.:.16" o.c. I • -,19.2'! o.c.' ( . : r24" o.c. ",': TJI /Pro" - WEB STIFFENERS NOT REQUIRED WEB STIFFENERS NOT REQUIRED TJI * /15 DF WEB STIFFENERS NOT REQUIRED WEB STIFFENERS NOT REQUIRED TJI Not Required 24' -3" 20' -2" 16' -1" 26' -1" 19'•6" 16' -3" 12' -11" TJI DF • Not Required 27' -8" 23' -1" 18' -5" 29'•9" 22' -4" 18' -7" 14' -10" TJI' /55 DF : Not Required Not Required Not Required 25' -8" Not Required 31' -4" 26 %1" 20' -10" :'::JOIST •, :'•.. SERIES . • •' •' 40 PSF. LIVE LOAD,12 PSF DEAD LOAD'• t d':',''•.'.:.> ' ':. ;' :;' =40, PSF LIVELOAD, 24 PSF DEAD LOAD '= .:;:,, , : : : 12" o.c.: + -. '.'.. . °'19.2" o.c.'•. . 24" o.c. • - 12 "•o.c. -,::•. - o.c. • 1. .19.2" o. c. • ' . -. •24 "o.c. ' . ••71 DF •: Not Required Not Required 28' -8" 22' -11" Not Required 28 • 23' - 3" 18' - 7" - • • 'I',JI"I ,Joist IZe' -lential Floor Span Charts 40 PSF LIVE LOAD, 10 PSF DEAD LOAD (12 PSF DEAD LOAD AT TJI" /55 DF JOISTS) (Example: Single layer glue - nailed wood sheathing and direct applied ceiling) L/360 LIVE LOAD DEFLECTION (Code Minimum) L/480 LIVE LOAD DEFLECTION 40 PSF LIVE LOAD, 22 PSF DEAD LOAD (24 PSF DEAD LOAD AT TJI'/55 DF JOISTS) (Example: Single layer glue - nailed wood sheathing with 11/2" lightweight concrete and direct applied ceiling) L/360 LIVE LOAD DEFLECTION (Code Minimum) L/480 LIVE LOAD DEFLECTION Although the L/480 Live Load Deflection charts will usually provide better floor performance than the L/360 Live Load Deflection charts. the resulting performance still may not be adequate for your project. See page 3 for A WORD ABOUT FLOOR PERFORMANCE, or contact your Trus Joist MacMillan representative for assistance. GENERAL NOTES: 1. Span charts assume composite action with single layer of the appropriate span- rated, glue - nailed wood sheathing for deflection only. Spans shall be reduced 5" where sheathing panels are nailed only. 2. Spans shown are clear distances between supports and reflect the most restrictive of simple or multiple span applications, based on uniformly loaded joists and include allowable increases for repetitive member use, 3. For loading conditions not shown, refer to allowable uniform Toad tables on page 14. WEB STIFFENER REQUIREMENTS End Bearings: Web stiffeners are not required at end bearings of TJI' floor joists listed in this guide except in hangers when the following conditions exist: 4. All Joists: Web stiffeners are required in hangers when the sides of the hanger do not laterally support the TJI' joist top flange. 5. TJI•/55 DF Joists Only: Web stiffeners are required in hangers when the TJI•/55 DF joist span is greater than the spans shown in the following chart: 6. Intermediate Bearings: At intermediate supports where the joists are continuous span, web stiffeners are required only if the intermediate bearing width is less than 51" and the span on either side of the intermediate bearing is greater than the spans shown in the following chart: '12 PSF Dead Load at TJI /55 DF joists. "24 PSF Dead Load at TJI• /55 DF joists 7. Long term deflection under dead load which includes the effect of creep, common to all wood members, has not been considered for any of the above applica- tions. t r'ii;i shaded spans reflect initial dead load deflection exceeding 0.33 ", which may be unacceptable. For additional information contact your Trus Joist MacMillan representative. Page 5 a Blocking panel > � o ^.- F 1/ ; ,�""�t�xr•� \�.' ./ s Al �' ' _' �' ,;_ ;: ?; =. N. TJI rim joist A2 Must have 114" minimum joist bearing at ends. .9W'i0f.11 ;TJI/Pro', , TIMBERSTRAND'' 1 1 h" TimberStrand' rim board A3 O A & & &,�"e4.� 1 3 / "Microllam'" be used LSL RIM BOARD 1 i l } , �� LSL l e LVL may also as rim board. Load bearing or shear wall above (must stack over wall below). d Blocking F I x� Panel ' :i4 :, % `, Q Web stiffeners may be required for TJI` /25DFTJI/35DFandTJP /55DF Joists. See Note 6 under Floor Span Charts. Load bearing wall above (must stack over wall I/ �'`� below). .,�� OM Blocking panels may be required with shear walls above or below. See detail B1. Web stiffeners may TJI /25DFTJ1' /35DFandTJIK B joists. See Note 6 under Span Charts. 2x4 minimum squash blocks / f As" 111 " ,:{..},: iTry • INTERMEDIATE NO LOAD BEARING Blocking panels may be required with shear walls above or below. See detail B7. Web stiffeners TJIk /25DF TJl` B3 Joists. See Note Span Charts. BEARING — WALL ABOVE N. may be required /35DFandTJls 6 under Floor I 1 4 rif for /55DF ' till. be required for /55DF Floor TJI® Joist Residential FI( • Details GENERAL NOTES: MINIMUM BEARING LENGTH • 13/4" minimum bearing is required at joist ends. • 31/2" minimum bearing is required when joists are continuous over the support. 5 may be required for maximum capacity. BLOCKING PANELS, RIM BOARDS OR RIM JOISTS • For single -story and two -story applications, use details Al , A2 or A3. • Details provide 2000 plf vertical load transfer for each TJI blocking panel or rim joist. • Details provide 3450 plf vertical load transfer for each 1 Timberstrand` LSL rim board. • Details provide 5145 plf vertical load transfer for each 1 Microllam'" LVL used as rim board. • Bracing complying with the code shall be carried to the foundation. Page 6 NAILING REQUIREMENTS • Nail joists at bearings with 2 -10d or 12d box nails (1 each side), 11/2" minimum from end to minimize splitting. • Nail TJIK joist blocking panels or TJI'' rim joist to bearing plate with 10d box nails at 6" on- center. Toe -nail TimberStrand" LSL or Microllam'• LVL rim board to bearing plate with 10d box nails at 6" on- center or 16d box nails at 12" on- center. When used for shear transfer, nail to bearing plate with connections equivalent to decking nail schedule. • Nail 1 width (or less) rim board, rim joist or closure to TJI'` joist with 2 -10d box nails, one each at top and bottom flange. Use16d box nails with TJI /35 DF rim joists. Toe -nail TJI "/55 DF joist to TJI V55 DF rim joist with one 10d box nail at each side of the top flange. • Attach 2x4 minimum squash blocks at details B2 and J to TJIS joist with 2 -10d box nails, one each at top and bottom flange. WEB STIFFENER REQUIREMENTS • Web stiffeners are required if the sides of the hanger do not laterally support the TJI joist top flange. Web stiffeners are also required for TJI"/25 DF and TJI /35 DF joists per note 6 under floor span charts and are required for TJI k/55 DF joists per notes 5 and 6 under the floor span charts. • o Top mount hanger Face mount hanger Microllam "' LVL or Parallam PSL beam Web stiffeners are required if the sides of the hanger do not laterally support the TJI'. joist top flange or per note 5 under floor span charts. When using multiple member beams, see page 20 for connection. 2x4 minimum squash blocks Parallam" PSL or multiple stud column. See page 27 for information on Parallam` PSL columns. Solid block post loads from above to bearing plate below. DO NOT cut holes too close to supports. THES Refer to hole charts on page 17 for minimum distance from bearing wall. B to to m 11 w E REFER 1 FILLER AND BACKER BLOCK S 'Filler and backer block length should accommodate re .9W'i0f.11 ;TJI/Pro', , ;9i/e.or- .11'{Yi r.`.TJI */15DF:. '.. 9 ,,,', - u ', <: 11/2" net 11/2" net ,:{..},: iTry • . 2x6 4'.0" long 2x6 4'•0" long till. x } 1 /2" or %" 1/2" or We" TJI® Joist Residential FI( • Details GENERAL NOTES: MINIMUM BEARING LENGTH • 13/4" minimum bearing is required at joist ends. • 31/2" minimum bearing is required when joists are continuous over the support. 5 may be required for maximum capacity. BLOCKING PANELS, RIM BOARDS OR RIM JOISTS • For single -story and two -story applications, use details Al , A2 or A3. • Details provide 2000 plf vertical load transfer for each TJI blocking panel or rim joist. • Details provide 3450 plf vertical load transfer for each 1 Timberstrand` LSL rim board. • Details provide 5145 plf vertical load transfer for each 1 Microllam'" LVL used as rim board. • Bracing complying with the code shall be carried to the foundation. Page 6 NAILING REQUIREMENTS • Nail joists at bearings with 2 -10d or 12d box nails (1 each side), 11/2" minimum from end to minimize splitting. • Nail TJIK joist blocking panels or TJI'' rim joist to bearing plate with 10d box nails at 6" on- center. Toe -nail TimberStrand" LSL or Microllam'• LVL rim board to bearing plate with 10d box nails at 6" on- center or 16d box nails at 12" on- center. When used for shear transfer, nail to bearing plate with connections equivalent to decking nail schedule. • Nail 1 width (or less) rim board, rim joist or closure to TJI'` joist with 2 -10d box nails, one each at top and bottom flange. Use16d box nails with TJI /35 DF rim joists. Toe -nail TJI "/55 DF joist to TJI V55 DF rim joist with one 10d box nail at each side of the top flange. • Attach 2x4 minimum squash blocks at details B2 and J to TJIS joist with 2 -10d box nails, one each at top and bottom flange. WEB STIFFENER REQUIREMENTS • Web stiffeners are required if the sides of the hanger do not laterally support the TJI joist top flange. Web stiffeners are also required for TJI"/25 DF and TJI /35 DF joists per note 6 under floor span charts and are required for TJI k/55 DF joists per notes 5 and 6 under the floor span charts. • o Top mount hanger Face mount hanger Microllam "' LVL or Parallam PSL beam Web stiffeners are required if the sides of the hanger do not laterally support the TJI'. joist top flange or per note 5 under floor span charts. When using multiple member beams, see page 20 for connection. 2x4 minimum squash blocks Parallam" PSL or multiple stud column. See page 27 for information on Parallam` PSL columns. Solid block post loads from above to bearing plate below. DO NOT cut holes too close to supports. THES Refer to hole charts on page 17 for minimum distance from bearing wall. B to to m 11 w E REFER 1 FILLER AND BACKER BLOCK S 'Filler and backer block length should accommodate re Microllam'" LVL � `r,., Parallam' PSL `' � �a`t ii '"�•'�:�'' ^''' � ;;� -i~> ` Top mount 4.�s ; ., ' , j "s'! „` c �',.; hanger ,` `�� .s`':l Face mount `+” ,I,III� hanger Web stiffeners are required if the of the hanger do not lateral) support , j g y su TJI joist top flange or per note floor span charts. H When using multiple member see page 20 for connection. or beam ,• -•, sides PP the 5 under beams, Backer block, install tight to top flange (tight to bot- tom flange with face mount hangers). Nail with 10 -10d box nails, clinched * « .� when possible'. �,.. � :�'" ' „e- iI f {;�� Filler block. Nall with 10 -10d b ox nails, side with T se 55 16d i t nails from each side with TJIs /55 DF joists). •With top mount hangers, backer HQ block required only when hanger load exceeds 250 pounds. •``' p , H3 Bearing plate. 9 P Flush plate with inside face of wall or beam. ' ,;, .: " j. �:► --_____ 2x4 minimum squash (' blocks � Parallam* .. l ?` � column. @� N. `�4,,� PSL See or multiple page information Parallam / 1e " 1110 stud 27 for on PSL columns. WEB STIFFENER ATTACHMENT TJI /Pro' ", TJI /15 DF, TJP /25 DF TJI " /55 DF JOISTS and TJ 4 /35 DF JOISTS •1— 1 „ ♦ �'��77 ttiJ'•CP�3 MN Gap - , /e" minim um 2' /a” maximum 1 ' /z' 3 - Bd box nails, clinched Plywood web stiffener each side �'t: TJI'lPro joists:' /2" x 2 /,e" minimum TJI ; /15 DF joists:' /2" x 2 /,e" minimum , x 5 s 1 TJI /25 DF joists: /e" x 2 /,5 minimum \ TJI' /35 DF joists: 1" x 2 minimum rf,, 1.� 1 ',3 � Gap: i /' 4 minimum 2' /a" maximum 3 -16d box nails 2x4 web stiffener each side t 1" ill p / / �I� I I 2x6 +1/2" plywood py 4' -0" long 1" net 2x10 +'k" plywood py 6 %0" long 1" net i � EY1 a Tight fit light fit Web stiffener material shall be sheathing meeting the requirements K of PS 1 or PRP -108 with lace grain parallel to long axis. 121 2x4 construction grade or better. t l(J1 or• H2'rs :. 0 Solid block post loads from above to bearing plate below. THESE CONDITIONS ARE NOT PERMITTED DO NOT cut holes too DO NOT bevel cut joist Hanger close to supports. beyond inside face of wall. face of t Lii, I p 1 4*.00 ,, ‘.4 ,i \ t \ � i \� Refer to hole charts on page 17 for Flush minimum distance from bearing wall. inside must not overhang plate. rot...v,3 with or beam. . 4 . .. t . 1 bearing plate face of wall • �c FILLER AND BACKER BLOCK SIZES REFER TO PAGE 6 FOR GENERAL NOTES FOR DETAILS. 'Filler and backer block length should accommodate required nailing without splitting TJI` Jc>?. Residential Floor Details Page 7 ,,. "1 Residential F fropetails roper detail selection for each specific application must be determined from tables on page 9. Roof Truss Span 4o psf Live Load asinommisisig TJ • joists may be cantilevered up to a maximum of 2' -0" when supporting roof load, but may require reinforcement. Consult tables on page 9 to determine required reinforcement and details at right for methods of reinforcement. GENERAL NOTES: 3 /4" reinforcement or closure refers to 3 /4" CDX plywood or other 3 /4" exterior grade 48/24 span -rated sheathing that is cut to match the full depth of the TJI'- joist. Install with face grain horizontal. Reinforcing member must bear fully on the wall plate. Minimum wall plate width is 3 inches. Other cantilever conditions may be possible. Contact your Trus Joist MacMillan representa- tive for assistance. Wood backer F1 Page 8 LOAD BEARING CANTILEVER DETAILS c a o"� 9 �r 2x_ nailed to the side of backer. Nail through the T the 2x_ with 2 rows 10d clinch (use 16d nails with 2' /2" 3'/2' 3 " 4'/i' N.A. Blocking Panel o ioa e,� oil the TJI" joist with wood JI; joist and backer into nails at 6" o.c. and TJI /55 DF joists). REFER TO PAGE 6 FOR GENERAL NOTES FOR DETAILS. Nailing of' Sheathing to '1',11' Joist Flanges and TimberStrand" 1 or Microllarni ltitn Boards 2 2" 2 " 3" N.A. f - �• 2' -0" max. Web stiffeners required each side at El. 3 " 3 " 4 4 11/4" TimberStrand LSL or 3 /4" closure 4' -0" length of 3 /4" reinforcement on both sides ®I� , 17 , 14‘4141144' Attach reinforcement to joist top and bottom flanges with 8d nails at 6" o.c., stagger nails to avoid splitting. NON -LOAD BEARING CANTILEVER DETAILS TX' joists must be protected from extended exposure to the weather. 4" 4" 4" 4' -0" length of 3 /4" reinforcement • Maximum spacing of nails is: 18" o.c. for TJI" /Pro' ", TJI " /15 DF and TJI" /25 DF joists. 24" o.c. for TJI' /35 DF and TJI' /55 DF joists. • If more than one row of nails is used, the rows must be offset at least 1/2" and staggered. • 14 ga. staples may be substituted for 8d nails if minimum penetration of 1" Into the TJI' joists or rim board is achieved. • Chart also applies for the attachment of TJI' rim joists and blocking panels to the wall plate. 11/4" TimberStrand" LSL or 3 /4" closure Attach reinforcement to joist top and bottom flanges with 8d nails at 6" o.c. TJI" /Pro' ", TJI' /15 DF, TJI " /25 DF AND TJI DF JOISTS ONLY 6' -0" length of TJI' joist reinforcement and filler block (use 4' -0" length with 9'/2' and 111/2" TJI" joists). Attach reinforcement to joist web with 3 rows 10d nails at 6" o.c. clinched (use 2 rows with 91/2" and 11 7 /e" TJI' joists). 'A adjacent span (maximum) Example: 4' -0" (Uniform loads only) TJI' Joists may be cantilevered up to h the adjacent span if not supporting concentrated loads on the cantilever. Cantilevers exceeding 4 feet may require special consideration. Contact your Trus Joist MacMillan representative for assistance. Joist Layout for 19.2" On- Center Spacing 1 - 19 2 - 38 3 - 57 4 - 76 8' 5.96" 6 - 115 7 - 134 8. 153 9 - 172 13 /16" 16' 10 - 192" 11 - 211 12 - 230 13 - 249 14 - 268 24' 15.288" 0 0 TJI® JOIST LOAD BEARING 24" CI TJI' joists may be cantilevered up to a maximum of 2' -0 when supponin# load, but may require reinforcement. Consult table and efer to footnotes determine required reinlo cement. See details El. E2, E3 and E4 on page methods of reinlorcemen (detail E4 not used with TJI•i55 DF jois s). s „TIP' Joist Residential Loa, Bearing Cantilever Tables JI® JOIST LOAD BEARING 24” CANTILEVER TABLE Roof Truss Span 40 psf Live Load swl 1 TJI' joists may be cantilevered up to a maximum of 2' -0" when supporting roof load, but may require reinforcement. Consult table and refer to footnotes to determine required reinlo cement. See details El, E2, E3 and E4 on page 8 for methods of reinforcemen (detail E4 not used with TJI'/55 DF jois s). d.(!rAtta 2' -0" 2' -0" max. ,'M1G56 Numbers in charts refer to footnotes below. 0. No reinforcement required. K. Web stiffener required each side of joist at bearing (detail El on page 8). 1. 3 /4" x 48" reinforcement required on one side of joist (detail E2 on page 8) or, double the joists (detail E4 on page 8). Detail E4 not used with TJI' /55 DF joists. 2. 3 /4" x 48" reinforcement required on both sides of joist (detail E3 on page 8) or, double the joists (detail E4 on page 8). Detail E4 not used with TJI• /55 DF joists. X. Will not work. Reduce spacing of joists and recheck on table. GENERAL NOTES: • Assumes a 10 psf roof dead load and 60 elf wall load. Additional support may be required for other loadings. • 3/4" reinforcement refers to 3 /4" CDX plywood or other 3 /4" exterior grade 48/24 span -rated sheathing that is cut to match the lull depth of the joist. Install with lace grain horizontal. Reinforcing member must bear fully on the wall plate. Minimum wall plate width is 3 inches. • Calculations assume a bearing stress of 480 psi. • Tables assume roof truss with 24" soffit. Page 9 TB joist Residential Ro E raming & Span Chart H5 One 10d or 12d box nail each side of TJI' joist at bearing, 11/2" minimum from end to minimize splitting. Supplemental connections to the bearing plate may be required for slopes exceeding 4" per foot to resist sliding forces (typical). WARNING Unbraced joists are unstable. See complete warning on page 4. RESIDENTIAL ROOF SPAN CHART Low Slope: 6 "/12" or less. High Slope: Over 6 "/12" through 12 "/12 ". For Installation Stability: Temporary strut lines (1x4 minimum) 6' on center maximum with TJI ,Pro - and TJI ';15 DF 01515. 8' on center maximum with TJI DF. TJI':35 DF and TJI ;55 DF joists. Fasten at each joist with 2.8d nails minimum. (See WARNING below). See hole charts on page 17 for allowable web holes and required distances from support. Braced end wall. See WARNING below. Joists must be laterally supported at cantilever and end bearings by blocking panels, metal cross bracing or hangers. See page 1 for applicable notes. Page 10 • 1 1 RESIDENTIAL ROOF SPAN CHA SPACING 19.2 :.' .. 24" DEPTH 9Ys ": 11* 14" . :' , TJI /Pro'" 91/2" 11'" 14" 16" SERIES' , SLOPE TJI�JPto'." LOW HIGH TJIN15 DF LOW HIGH • TJI /25 DF LOW HIGH TJI" /15 DF TJI' /25 DF TJI DF LOW HIGH TJI /55 DF TJI" /25 DF TJI /Pro" TJIx /15 DF TJI /25 DF TJI /Pro'" TJI''•J25 DF TJI /35 DF TJI" /55 DF LOW HIGH LOW HIGH LOW HIGH LOW HIGH LOW HIGH LOW TJI DF HIGH TJI= /55 DF LOW H TJ1s /25 DF HIGH 16" TJI /35 DF LOW HIGH TV/55 • DF - LOW HIGH LOW HIGH LOW HIGH LOW HIGH LOW HIGH TJI /15 DF LOW HIGH TJI'' /25 DF LOW HIGH T 35 DF HOW JP HIGH LOW TJI' /55 DF - HIGH LOW HIGH LOW HIGH LOW HIGH TJI * /25 DF HOW HIGH 16LL 15DL N.A. 16' - 11 N.A. 7-6' N.A. 18' -4" N.A 20' -5" N.A 21' -1" N.A. 22' -1 N.A 24' -0" N.A 27' -6 N.A 25-3" N.A 27' -5" N.A. 31' -3' N.A 28' -2" N.A. 30 - -5 N.A. 34'-9 N.A 15-8' NA 16' -2" N.A 17-0" NA 18 -11 N.A. 1T-6" N A. 20'•5 TJIy /35 DF LOW HIGH TJI' /55 DF LOW HIGH A N.A. 22%3" N.A. 25-5' N.A 23' -5 NA 25' -4 N.A 29'-0" N 26'-1 NA 28' -2" NA 32'-2 GENERAL NOTES: 1. Roof surface must be sloped ' .3" in 12" minimum age. 2. Maximum deflection is limited to L180 at total to 3. For loads not shown, refer to allowable uniform 4. Charts are based on a support beans or wall at ESIDENTIAL ROOF SPAN CHART Joist R,isidential Roof Span Chart Low Slope: 6 "/12" or Tess. High Slope: Over 6 "/12" through 12 "/12 ". GENERAL NOTES: 1. Roof surface must be sloped ' /•;' in 12" minimum to provide positive drain- age. 2. Maximum deflection is limited to L /180 at total load, and L/240 at live load. 3. For loads not shown, refer to allowable uniform load tables on page 15. 4. Charts are based on a support beam or wall at the high end. Applications utilizing ridge boards are not covered by these charts. 5. Spans shown are horizontal clear distances between supports and reflect the most restrictive of simple or multiple span applications, based on uniformly loaded joists and include allowable increases for repetitive mem- ber use. WEB STIFFENER REQUIREMENTS: 6. TJI' /Pro' ", TJI "/15 DF, TJI' /25 DF and TJI' /35 DF joists: Web stiff- eners are required if the sides of the hanger do not laterally support the TJI joist top flange. Web stiffeners are also required at all sloped hanger and birdsmouth cut locations. 7. TJI•/55 DF joists: Web stiffeners are required at all hanger and birdsmouth cut locations. Page 11 88 -� HP - ' '/3 See for Blocking panel at R1. Metal cross bracing at R2. •Ae Beveled,✓ AA- bearing plate required when �• slope exceeds , p /4 /12 adjacent span (max.) F2 on Floor Details clarification, Slope Limitations: 3"/12 "- 12 "/12" Blocking panel r' at R3. Metal . =; cross bracing • at R4. ry �'' \ Simpson m son VPA ` ~.'W` p 4 ;�5 connector. : :a► Verity 'rk J connector "` • , capacity (see C6 on page 18). '/3 adjacent span (max.) R3 R4 See F2 on Floor Details for clarification. LOW END OF JOIST ONLY 4N ~. �i`''' '4'/ ,?} �- � °,,,, ` - �' . Beveled web stiffeners on � • both sides X 10. 2x4 block for soffit support R5 LOW END OF JOIST ONLY I� � :� Beveled web stiffeners on • stiff both sides R6 INTERMEDIATE BEARING Where reaction allows, Simpson VPA connector may be used in lieu of beveled bearing plate. See R3 and R4 for additional information. sf s,�. Beveled bearing plate required ' *•`r;✓ `f` `� :''` when slope .r '' : f, .7 {� exceeds f ° .:.,` '/4"/12 "• `'r:i, Blocking panels or metal cross R7 bracing are optional for joist stability at intermediate supports. 2 rows 8d at 8 ' R8 LOW END OF JOIST ONLY 2x4 one side. Use 2x4 both sides if joist • spacing is nails " greater than o.c. F�,- "• 24" o.c. �i Beveled 2x4 j ' block with beveled web i -- stiffener on opposite side of web. t Od at Rg LOW END OF JOIST ONLY 2x4 one sido. Use 2x6 it joist nails tss spacing is �> greater than 8" o.c. t. ' 1 24" o.c. • yl0 \ Xn Beveled 2x4 block Beveled web stiffeners on both sides. See detail R6. Where reaction allows, Simpson VPA connector may be used In lieu of beveled bearing plate. See R3 and R4 for additional information. 2x4 one side. ,. Use 2x4 both 2 rows 8d �� sides if joist nails at 8" o.c. a f 1 spacing is greater than 24" o.c. \ � �f � � H ( 1 Beveled bearing plate required when slope exceeds 1/4"/12". Simpson LSTA15 strap with 12 - 10d x 11/2" nails (use LSTA24 strap with 18 -10d x 11/2" nails at TJI , /55 DF joist). o "�° panel ► ;•f : > - , r ~,, '� �� tV '' \m y�o,awwuea• Microllam'" LVL or Parallam' plate required when slope exceeds V4"/12". Page 12 i�:42AY�vdlJtk641i! TJI' joist Residential RoI)etails GENERAL NOTES: MINIMUM BEARING LENGTH • 1 minimum bearing is required at joist ends. • 31/2" minimum bearing is required when joists are continuous over the support. SLOPE /BEVEL PLATE CRITERIA • Unless otherwise noted, all details are valid to maximum 12712" slope. • A sloped bearing surface is required for all slopes exceeding I/4" per foot for wood bearing surfaces. At the low end of joists a birdsmouth cut may be used without a beveled bearing surface. See detail R12. • Slope seats for hangers are required when the roof slope exceeds ti2' per foot. Beveled web stiffeners are required at sloped seat hangers. See detail R13. • Supplemental connections to the bearing plate may be required for sloped conditions beyond 4" per foot to resist sliding forces. LATERAL SUPPORT TO PREVENT JOIST ROLLOVER • All roof joists must be laterally supported at cantilever and end bearings to prevent joist rollover. Use TJI' joist blocking panels or metal cross bracing. Attach metal cross bracing with 2 -10d x 11/2." nails at each end. WEB STIFFENER REQUIREMENTS • TJI' /Pro' ", TJI' /15 DF, TJI' /25 DF AND TJI•/35 DF Joists: Web stiffen- ers are required if the sides of the hanger do not laterally support the TJI• joist top flange. Web stiffeners are also required at all sloped hanger and birdsmouth cut locations. • TJI /55 DF Joists: Web stiffeners are required at all hanger and birdsmouth cut locations. 1 • Simpson LSTA15 strap with 12 -10d x 11/2" nails may be required with hangers other than LSSU when slope exceeds 7'712" (Use LSTA24 strap with 18 -10d x 11/2" nails at TJI' /55 DF Joists). Microllam" LVL or Parallam• PSL beam DO NOT cut holes too close to supports Simpson LSSU hanger with beveled web stiffeners. LSSU hangers allowed with 91/2", 111/4" and 14" TJI' joists only. Refer to hole charts on page 17 for minimum distance from bearing wall. FILLER AND BACKER BLOCK SIZ i'.TJIt)Pro' 9' " `..TJI */15, DF BIRDSMOUTH Beveled web sti of TJI` joist web. Birdsmouth cut inside face of p joist flange bear Fill 10- (us fro TJI THESE C 9Ye, or;11 TJP /25' D LFIII r jB1aCK,. 1'/8" net 1' /e" net 2x6 • *4494 12' Or 5 /8' 1/2' or 5 /8' 5 /8' or 3 /4" Filler and backer block length should accommodate requir ;"�, q:.' �; �:, �L i S �:' � .��i%�"+i;f4.::i�;�J� � :6::11`''�i• • s Simpson LSTA 15 strap with 12 -10d x 11/2" nalls may be required with hangers other than LSSU when scope exceeds 7'%12" (Use LSTA24 strap with 10.10d x 11" nails at TJI "'/55 DF Joists). Microllam'" LVL or Parallam. PSL beam DO NOT cut holes too close to supports BIRDSMOUTH CUT Beveled web stiffener each side of TV joist web. See detail R13. Birdsmouth cut must not overhang inside face of plate, so that TJV joist flange bears fully on plate. Simpson LSSU hanger with beveled web stiffeners. LSSU hangers allowed with 9 11 and 14" TJI's joists only. Refer to hole charts on page 17 for minimum distance from bearing wall. FILLER AND BACKER BLOCK SIZES Blydsmouth cut Is allowed only on low end of Joist Filler Block. Attach with 10 -10d box nails, clinched (use 10 -16d box nails from each side with TJI /55 DF joists). Simpson LSSU hanger with beveled web stiffeners. LSSU hangers allowed with 9'/2 ", 11' /e' and 14" TJI• joists only. THESE CONDITIONS ARE NOT PERMITTED DO NOT bevel cut joist beyond inside face of wall. Filler and backer block length should accommodate required nailing without splitting. Joist Residential Roof Details Backer block. Attach with 10 -10d box nails, clinched when possible. BEVELED WEB STIFFENER Double joist may be required when L exceeds joist spacing. 2x_ overhang. Notch around TJI• joist top flange. End wall See detail K on Floor Details for attachment, materials and sizes. 1 Bevel cut web stiffener to match roof slope. Birdsmouth cut must not overhang inside face of plate. TJI' joist flange must bear fully on the plate. See detail R12 above. Page 13 ;'tiOISTi rCLEAR 1 c;SP4∎4•4 t (� F91.4"7'JW[Pr614 i1X :AJf1'lProt f�e,.TJN!/16De1 r'.i1h YJI±C16r;ti1� �;D' j1,i6ry,`rirf�./'5.bfti,� �J.4.•,.�TJI IZ6DFh ,,1d,.TJM g # \� % 9.F 'iii � IVE ,, L"l,Ieo v y' t Z .�: 4' L OAO,; �zl © of « !�, t ,� woo �� TAv.. rLOAD i . e ,' L(vr< oAtt5 L`14 " ". :( ;�� 470TA LOMB F ..r �it� 4Lbll13 L4i0rt ti;iN x �a.�� ; ,WT. , �'# rk.0 f��' U4 �� ^ � •�;. =Td .'' LOAD '} FCIv�� QAD t1480 � k N lout LT : k t _ t"a �'•`�� 'T,,00 = LOAD ,.-:4 L Et OAb iL!4$0�, At , ; (0{'�1 ,LOAD 00,Y4 210 245 72 245 228 247 0 .N11`.n 247 191 264 175 264 90 264 150 264 k4 +iu ;�:, `•: ;, t Y 163 185 :; ki8,} 4�` 185 143 186 132 186 199 117 199 91 199 127 199 3;.a �8�,�v Sj1 ;O F 131 148 105 148 143 149 96 149 78 160 105 160 !' :12 160 160 x1.24 80 109 131 124 88 125 190' 125 100 134 itl 134 115 134 115 134 ;x;212•';'" 140. ' 52 80 88 106 57 107 96 107 65 115 109 115 102 115 148' 115 . 140 {f�'; 36 62 61 82 39 79 67 94 45 90 76 101 133' 101 133' 101 >n,1 a+.cia; ' 26 49 44 65 28 56 48 84 32 65 54 89 80 89 61 89 :,' *a18) 20 77 45 32 53 21 42 36 71 24 48 41 81 59 81 80 81 ; %/20 ' 52 103' 69 25 44 16 32 27 54 18 36 31 62 45 73 62 73 ` i`22I , ,,.128 'F; ; 16 32 24 47 32 62 24 14 29 24 48 35 67 48 67 {;Z4 ' 1. 39 27 53 20 40 29 57 39 11 23 19 38 28 56 39 62 ;m 26 ''' * * 33 24 48 33 65 '34'yr Lt,' 15 31 23 46 31 58 ` .. d ''f' x'30",14. 56 13 26 19 38 26 51 :,30•;f in , ,,'o, J0131 CLEAR SP to (FI) 01.4;:' 111014.00).F.4 t 18 TJNr/3 50F; . 1.11,*1 I ° /55.. *.,1 it1is r.:0 .00V . $ 1�0 IJI� O.:0.Fili J eik :' c SP J `,.( K)'-` Lint OLt8A11 f.,:i, .. + � O 1 % Non -'' Snow . %..L/240: U% ti f LOAD r .',�(J,4S0A' TOTAL_ �' LOAD ta L8t m� a vox ; T AL 1 ,LOAD; {. LOAD �, ,(,L1480 TOT Lt . „I,OAD; 0 \ 7 � 1 TOTAL • LOADr 6 M 285 302 262 302 40 302 210 437' 72 437' 228 437' 0 .N11`.n '4 . + 191 228 175 228 90 228 150 329' 185 329' 163 329' :; ki8,} 4�` :girl 143 183 132 183 183 117 265' 91 265' 127 265' ''"10 li 1 '1Z? 115 153 105 153 77 153 96 221' 78 221' 105 221' !' :12 ' 131 88 131 89 131 65 190' 49 190' 88 190' '01 itl 95 115 75 115 57 115 136 166' 32 166' 63 166' ; ; „l6; 1`: �•-.0 (�t4; , i,'• 68 102 99 102 39 102 99 148' 141' 148' 44 148' ":r ax:. / 8�;; 30;1 51 92 74 92 31 92 74 133' .107 133' 133' VIM 20' Al** 39 78 57 84 77 84 57 114' 82 121' 110' 121' K., 4!, 30 61 44 77 60 77 45 89 65 111' 87 111' 4 ; .: ± "g') 24 49 35 71 48 71 36 71 52 103' 69 103' 26' x, 20 39 29 57 39 66 29 58 42 84 56 95' , ,,.128 'F; ; 16 32 24 47 32 62 24 47 35 69 47 89' ;•x;:.30 ? D'c�t'' „�r,32ti_,�: 14 27 20 39 27 53 20 40 29 57 39 77' '1u; ! !! 17 33 24 48 33 65 '34'yr Lt,' 20 41 28 56 , ,,'o, J0131 CLEAR SP to (FI) vhli i",:00,35 DF 14" ,r,1035. e r : T • •L ? ` F LOAD s DEFI, , ;. •, c TO AL LOAD D A 4.? Snow 115%. : . Sno 125'/0" 40 Sno .115ek.• Non -'' Snow . %..L/240: 55 t16,r;• 347 377 34 347 377 54 60 262 285 80 262 285 40 '10`1` 210 228 72 210 228 96 ' a•12 /ci? 175 191 60 175 191 90 `:v14 %•`4 150 163 185 150 163 186 li� ICW,, 132 143 132 143 1 18; 117 127 91 117 127 121 : ; ±.20 +: 105 115 102 105 115 77 r'J 1,. 96 104 78 96 105 4,401 .';1x': '.if ,'; 81 81 61 88 96 89 26 3 s. 65 65 49 81 88 71 1 - 28 :0 52 52 39 75 76 57 z;30'`y' 43 43 32 63 63 47 32s!'.!.' 36 36 27 52 52 39 i �:` ;Fi2 >'1�'� 30 30 23 44 44 33 26 26 :': - 31 3rf 38 ? z; 25 g#0. 27 27 20 3x' ,pY it:C4 t<M ,i SPA 1G, r p:. ° , ' ,riS r�.: , t , t ti ? : ; ,1 =f 20';> ..i ;,^4 }5•ii•' -- t .i,�t''9,`•i.` . 26,''i i . ijr,' ""•r"• - `` °'r; • . LOAD IN 1.8S PER •SQUARE~ FOOT.(P:SF) .yl. . • 30 � , , , t ?'t 35 , .., . ,;$; °:` 40;4;, : k a . +s (45 :` ' ti x , . :u ;•' z • •: 6tl . 'l,l� t n�55 :,.. r.,):ad,.60�r. < ,;:St:T 4s` 112"i:4. 74 20 25 30 35 40 45 50 55 60 natraind 27 34 40 47 54 60 67 74 80 32 40 48 56 64 72 80 88 96 ISEMINS 40 50 60 70 80 90 100 110 120 .Muni awdei .,uu adrYil. .¢ wAybro bb'W!a ti. "� •:.. 4.^i ;L:w' R� , • „ i.: 1. �' "' ; .t• ri,w9 Joist Allowable Unifo m Load - Floor Values shown are In pounds per lineal toot (P L.:.7, t 4',. :tat, `'a '4r`�rrTJtKlPf�l i `f y's t wi :T41#15. lu .A 4 , ii .Yl +� •s tn t�a2`i' . �;�. , ?'?.t. �, rT'T OF. 3 t , .1. Page 14 PSF TO PLF CONVERSION TABLE Load in pounds per lineal foot (PLF) >�II n'{+'R:"W.t ' Ii5DF 435 GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI' joist top flange. Web stiffeners are joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of L/480. 6. For live load deflection limits of U360 (minimum code criteria), multiply value in live load column by 1.33. The resulting total load shown. also required at all TJI "/55 DF load will control. live load shall not exceed the .) 1 toaCIL • • r��,,TJI *13S.DF 'Joist reaction (simple span) exceeds 1200 lbs., web stiffeners are requiri GENERAL NOTES: 1. Load capacity assumes no composite action provid 2. These values reflect the most restrictive of simple s 3. Web stiffeners are required if the sides of the hang( hanger locations, all birdsmouth cut locations, and 1 ROOF JOIST SIZING: 4. Roof surface must be sloped 1/4" in 12" minimum to 5. Total Load column limits joist deflection to 0180. Ft deflection lirnit; check the L/240 column at live load 6. For roof slopes greater than 2 "/12 ", consideration n Approximate this effect by multiplying the horizonta JOIST CLEAR SPAN. yo ga, >^ - 711. _ •t,Ta: •w <h : r.,i;lr'..igasrt ' -�t�. 1$I - .1JN1110 ? s % if11t4; TJt!7lSMo" ,,, voikposof avow ;LO*D I ��r 7 'tl(;*; TOTAL` :�OAO, •. ,,,,, r y a " t,'-TOtAL ,. . 4F LOAD: DI 1 0 ' Nwi 125%b "W 11240 1).:1 iibii X171!% Nor 125 > r IJT4 . '1 tiorr sOovi 1I2 % ,4Ui 670 281 306 281 306 284 308 OW ' 212 231 212 231 213 232 MO 170 185 170 185 171 186 046 125 136 142 155 143 156 .:14' f 91 100 121 132 123 133 11 it., ',> 71 77 71 94 102 98 105 i 4,401 56 61 51 74 81 75 75 E 204: 45 50 38 60 66 65 56 56 37 38 29 50 55 50 42 42 24 " 30 30 23 42 46 38 33 33 , i �:` ;Fi2 >'1�'� 23 23 17 35 38 30 26 26 :': - 31 33 25 g#0. 27 27 20 3x' .Muni awdei .,uu adrYil. .¢ wAybro bb'W!a ti. "� •:.. 4.^i ;L:w' R� , • „ i.: 1. �' "' ; .t• ri,w9 Joist Allowable Unifo m Load - Floor Values shown are In pounds per lineal toot (P L.:.7, t 4',. :tat, `'a '4r`�rrTJtKlPf�l i `f y's t wi :T41#15. lu .A 4 , ii .Yl +� •s tn t�a2`i' . �;�. , ?'?.t. �, rT'T OF. 3 t , .1. Page 14 PSF TO PLF CONVERSION TABLE Load in pounds per lineal foot (PLF) >�II n'{+'R:"W.t ' Ii5DF 435 GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI' joist top flange. Web stiffeners are joist hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of L/480. 6. For live load deflection limits of U360 (minimum code criteria), multiply value in live load column by 1.33. The resulting total load shown. also required at all TJI "/55 DF load will control. live load shall not exceed the .) 1 toaCIL • • r��,,TJI *13S.DF 'Joist reaction (simple span) exceeds 1200 lbs., web stiffeners are requiri GENERAL NOTES: 1. Load capacity assumes no composite action provid 2. These values reflect the most restrictive of simple s 3. Web stiffeners are required if the sides of the hang( hanger locations, all birdsmouth cut locations, and 1 ROOF JOIST SIZING: 4. Roof surface must be sloped 1/4" in 12" minimum to 5. Total Load column limits joist deflection to 0180. Ft deflection lirnit; check the L/240 column at live load 6. For roof slopes greater than 2 "/12 ", consideration n Approximate this effect by multiplying the horizonta JOIST CLEAR SPAN. "x;,. J01S7 ', C LEAR `SFA (Ft. f )` i'1:j cif+ '0 6T . .; F •}it= 1 .. .:� J(3d�D .�':v �,t ,, 1:^,t: '!�.r,i9!R 1<JHRI DF ; f;` r �! y ayy r.. , .: x >¢,� (18 �,�TJW!'J36 DR ?• f; ' 1 1 , �. ,pF; r y'* �* r 11 i6, / :!pS . . ✓ . i " r f � f,14 {TJI., 55.0� y; .. : ��thiB.., /55 a ;ii DFr;, .. . • f r, •a:x;•s % ,,',,�;!; 6 E " CL EAR 1 11 . 'ar !SPA* • ( t Illy i ' K L t / 70T AL � f+' 7 e t r.10 k "DE L. ta;, F 31 r�< f . i:: k ; �LT OTAI. r r k? 3 i .', .. \1 ' D EFL:' , . ; 4 %-. ct F L. fY, t'• Y r , ; O A D % i,,. r;LOAQ- Y 3 .. *-- 1 C: DEF.Z • , 1 { „r 1 , �` TOTA . `1 k �` 4d;„ �< l OAD „� ,'. '''•l J ,DE �� , .t•• •a ^ + ,4 • 1 'T OT L cs A , T a • � 'LOAD: •.!,..,. ,,,• D EFL': �. 5: �.X , : J� • f o- r G TOTAL ' ?'' N FL. r: ;,<� 4AD 1 . r: 4 t ' .a. S .115%''1 ', � . ? J!•F Snow ;125 %`� �.. ? � ; } ,e ! • f 3U . I '40 :. > • r. � r .tw y, :r.. ;1: e : ! •. ' ' 1115% hl ' 'a Mai ; :S V1125 iii'+t`z{Rfi 1 § '.``�`:� : >'L/240;' ), fs r ,,, ,/ p,„ A s� ,s,04417 «115%'•. , : HO ... .r R' { ;.Snow, `125%'S k �� , e 4, w` : /' 4�� : : L/240s S N 1 t eras i ii 1 .1 ? S n ow` ' 115% . ': .(p ' ; , `125 %: ( l Rf� c 'Y :2 .% ;.r ''L�240s M 2�v F'd .itutaj ;Snow ;i1159fo' 'fi r,, Rt 444 ,Snow. 1125 % "i j � �l : R ea , ; -_u :`L'/240:: 1 { bz1 l' ? • ow ,'S 'S nnl,w? " .115 � 1.. : . n.,, s 4 ,H . �', s1 }.' k „1 .:, : L/24Q•'. L + + '0' �:u6;T ; =: 347 377 k 5�j" 1,Ey �40 347 377 Y Ey� ;L12 04 347 377 It snow i i tii ii 1 502' 546* 11r 502' 546' i _ j gqi, 3 1 tr,` 502' 546' } ,m 7 ' 1 4rt '''s Fs' 8. ". 262 285 306 262 285 306 262 285 308 378' 411' 308 378* 411* 378' 411* rY c " 8 <i ?' s :'4:1 :10: r.','12 i 7:'':i-• 210 228 330 210 228 212 210 228 212 304' 331' 213 304' 331' 213 304' 331' 228 : 175 191 248 175 191 248 175 191 248 254' 276' 254' 276' 254' 276' s ? 12;�,'; - ;' 150 163 171 150 163 183 150 163 183 218' 237' 183 218' 237' 183 218' 237' f5181Y .a 14s%; 132 143 132 143 132 143 190' 207' 190' 207' 190' 207' %, 74,1 117 127 154 117 127 4 117 127 100 170' 185' 132 170' 185* 133 170' 185' 133 &of''' 132 ' 05 115 102 105 115 132 105 115 132 152' 166' 149' 152' 166' 77 152' 166' 102 "";1:28.4':',':; 36 104 78 96 105 96 105 90 139' 151' 114' 139' 151' 139' 151' ;f.16 =Y' 61 81 61 88 96 89 88 96 75 119' 119' 89 127' 138' 129' 127' 138' 111 109 u5 65 49 81 88 71 81 88 45 95' 95' 71 118' 128' 104' 118' 128' 83 4 : ;:, 52 52 39 75 76 57 75 82 78 77 77 58 109' 112' 84 109' 118' 113' ;: °28 4 ? 13 43 32 63 63 47 71 77 64 63 63 47 92' 92' 69 102' 111' 93' 91 36 36 27 52 52 39 66 71 53 53 53 40 76' 76' 57 95' 103* 77' ; "3il 30 30 23 44 44 33 59 59 44 44 44 33 64 64 48 87' 87' 65 ',i« 34 ; 45 34 30 30 23 51 51 38 71 37 37 28 54 54 41 74' 74' 56 - 36,;; 31 33 25 36 36 27 32 32 24 47 47 35 63' 63' 47 66 72 62 "iu'2841 30 I 27 27 27 27 20 40 40 30 54 54 41 % $ / ” 1ST tLEAfl y � ti $.01 f,t �' 1 '., :' , ;6180# :07 r.'t'3!.'c7'.A 'As r'rt', .x itor'„), y i11 iioso~i ".`• +iS-+��4�' IE1 w , . toigvitigoof p ' c '"F're'.^^..p�r�•,¢f MA Yrri•X{,h !. lAx•' r"y” �y/ 1 ^t+l'•.R�'T+d4 ' 7[ is�{ liI': NilY9�' Ni15'Y'A�'1i�C�l:�'a4°:77fi'"YJa :k.. 1 9 1 11 j G E(JIOIIMb,+t4 `01414 t115tO4e ks11'4'f•T: p')1 ji1Yi 4TJti'28 Dco ;4,40.,(41(0.0:66 lea, NJ25 OFiA1 . ToTAL LOAD, -a W, NItOTAt °e3. t , 4 •t.OADn 7 � r a s . .iitlitdTI14' t'' CORD z6 t� ' . a r uTttrAek LdAp , 0 • v OOL ` R LC0i0 , • ss• w 2 TCTAL ; t' 'f ? r fn ni,w ` rOTA �+; ., , 1p a " r O fEf L n, "` ,0 . i i � S "Oil i snow 1159E .Pf Oti%' sii ' 12S9b M` 44 :tJ24d L �� "n • ,11 "' �s 12$% k 5�j" 1,Ey �40 iNs ?Lx. a1 • , a128%' Y Ey� ;L12 04 1 II X 115 , f r grove• 31)25',,` It snow i i tii ii 1 � � 7 } i St10Y1�' ittot x3' , 4o 11r l�v lit* . .125% i., .�yy ,{_ : 40 t 240 i _ j gqi, 3 1 tr,` 01 , 1 : r i k + t'1. L/211 } ,m 7 ' 1 r , 25 +Y 15 ; : 1 L1 i 6 , 281 306 281 306 284 308 284 308 303 330 303 330 303 330 303 330 212 231 212 231 213 232 213 232 228 248 228 248 228 248 228 248 -• ?S'�,,, ROM 170 185 170 185 171 186 171 186 183 200 183 200 183 200 183 200 f5181Y 125 136 142 155 143 156 143 156 154 167 154 167 154 167 154 167 4 40,4 91 100 121 132 123 133 115 123 133 132 143 131 132 143 132 143 132 1431 + „ ,16 ?, 71 77 71 94 102 98 105 79 108 117 116 120 90 116 126 116 126 116 126 ;f.16 =Y' iS 56 61 51 74 81 75 75 56 96 105 96 86 86 65 102 111 109 102 111 102 111 '1,04,14. i 20{.: � 45 50 38 60 66 65 56 56 42 83 91 71 64 64 48 93 101 81 93 101 93 101 4 '; ''W V;4‘. 37 38 29 50 55 50 42 42 32 70 72 54 48 48 36 81 82 62 83 91 91 83 91 0-21,!, 30 30 23 42 46 38 33 33 25 56 56 42 38 38 29 64 64 48 77 83 71 77 83 ;; *. , 2 4, 23 23 17 35 38 30 26 26 20 45 45 34 30 30 23 51 51 38 71 75 56 71 77 77 ? 4x28 ';„ %W. 31 33 25 36 36 27 41 41 31 61 61 46 66 72 62 "iu'2841 30 I 27 27 20 29 29 22 34 34 26 50 50 38 62 67 51 ;„3o; ; , g0.'!, 28 28 21 41 41 31 56 56 42 $ ° �,3Zj3'' k34:” 35 35 26 47 47 35 ,41,34tR • 1 ��:r x[:37' •(��,i'ea ..r kM . "' it ■ :14% ..4". *0 141, TJI® Joist Allowable Uniform Load — Roof �•.'tR"'.�2' .. •�i' 'R"r' v1t.� 11,t :" :. . _ - ..Ai'Ut ; t „ .:• "4' ;7i ,`FT V, t'1V? ' r� `5s .: " liy� `� ,'� 7ta Je,10...:tt k!` t :4., . ,. ��c. ��. �:, t. a�. i.:.:. �: uvTJl /35DF.;�rtx>*.`sK...,..,� ��' ir;' �nzt�,.. �w..,. z, s,. slr ,ri.;�t'.�t. <Ay;�.�;•.+'`.ti�.., may,: i�, �'•TJI.i (55DF;. ;inn ;simple span) exceeds 1200 lbs., web stiffeners are required at hanger locations. Web tilfeners may be required for other conditions, see note 3 below. • 0 shown are in pounds per lineal toot (PLF) G: t•IERAL NOTES: 1 Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI } joist top flange. Web stiffeners are also required at all sloped hanger locations, all birdsmouth cut locations, and for TJI' /55 DF joists, at all hanger locations where Joist reactions exceed 1200 pounds. ROOF JOIST SIZING: 4. Roof surface must be sloped Yd' in 12" minimum to provide positive drainage. 5. Total Load column limits joist deflection to 1/180. For stiffer deflection criteria, check the L/240 column. Some codes may require an L/240 live load deflection limit; check the L/240 column at live load. Check your local code for roof deflection criteria. 6. For roof slopes greater than 2 "/12 ", consideration must be given to the Increased dead load and deflection caused by actual sloped length. Approximate this effect by multiplying the horizontal clear span by the slope factor from the SLOPE FACTOR TABLE on page 16 to determine the JOIST CLEAR SPAN. Page 15 4i,! r , 4�h k ,., f 5 f • y .'" S - n j,' At .IO �JC� �! iF ' Si L I -!+�:,, ; wrtt�a iig.fifiNK4 1LD1i)�A'� y . s . .. {c i''M (}h ka. CNMit l (�!t1�'I.rFs �4= 'p4(_ 1,,inteTrARIMI;�: Alleacit6it (Owt T ;M i4140 r?atit fela fia•nm Ylfltll�,Wski. �aofwflRt.l xww 1.9 145 1120 800 1880 N.A. 2005 • t 11 2.2 253 1420 800 1880 N.A. 2675 5" 91/2' 1.9 161 1120 945 1895 N.A. 2800 * 111" 2.2 280 1420 945 1895 N.A. 3715 „, . .n . a 1 Y' ± '• 9'/2" 2.1 186 1120 1015 2030 N.A. 3290 111/4" 2.4 322 1420 1015 2030 2385 4375 v��r z.{• ° t• 7 rMD 14" 2.6 480 1710 1015 2030 2385 5350 16" 2.9 663 1970 1015 2030 2385 6270 Of , ?T 4 .�3 ' 111/4" 2.8 414 1420 1160 2320 2675 5820 14" 3.0 613 1710 1160 2320 2675 7120 16" 3.3 841 1970 1160 2320 2675 8350 4 ' 11 3.6 619 1925 1400 3355 3830 8925 T Ji 55'DF 14" 3.9 912 2125 1400 3355 3830 10920 r .', „t : 16" 4.1 1245 2330 1400 3355 3830 12810 • �.r..b'S;t"� r= :s:, tli'SMR.? �!. Ckf 2 " 17 -,6�. Lam. ��-• u,.MFI'.'i'r:- ' 'y +:�..k,::,iv C+iil' �- ,�,��• 3" i4i (5:ii.�.ta ,a'. 33/4" pn 1�3�1�id3 21 " , 4 j . 2 3" 31/2" 4" 21/4" 3 41/2" 43/4" cy° 33/4" 4" 4 53 4900 ...4 34/4" 41/2" 51/4' 6 " MOM 4" 5" 51/2" 634" ''''si ilt "2,fj; 43/4" 6 " 7 " 8 " aa' 11 . 4 4' 53/4" 7" 81/2" 9 6 8" 9 10 �±�. N: 71/2" 9" 1016" 12" .11b:�. ,i '` 8" 10" 11 133'4" 6J" StBlAll'ri 83/4' 11" 121/4" 14 R; Belo -, 91/2" 111/4" 14" 16" AOMI 4 VA W F art .0 1.022 a a I , , 1.031 i s 1.042 1,111 ys 1.054 1Y + 4 :' ' i r, ?', i ,1.068 ,X5 +r '' 1.083 Waill0k0 1.118 1.158 ' glt lfag . 1.202 '„11 '21 ::; 1.250 ' ;t . O;f '120 1.302 r 1t2'' 1.357 i'' ie' 0. 1.414 S+ � � � �TS^A101 -t el -t• Q NI N) 4=t zt. 6 6 6 6 6 6 6 C? 9 ;InaHi Lsitis'.- S' �'. �1d18tti�eaJPiibAlll $i�t+ir�A�.4h TJI® ,Joist Slope Factor Ta l es S U SLOPE FACTOR TABLE TJIw JOI T LENGTH CALCULATION TJI® Joist Design Properties 000 Load Duration) GENERAL NOTES: • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with NER -200 and these increases are reflected in span tables. • The reaction values above are based on an assumed minimum bearing length of 134" at ends, 31/2" at intermediate supports. The following formula approximates the uniform load deflection of A (inches): For TJI" /Pro' ", TJI " /15 DF, TJI" /25 DF and TJI DF Joists 22.5wL 2.67wL El + d x10 w = uniform load in pounds per lineal foot L = clear span in feet Material Weights J Hol Minimum distance from Chart A Horizontal length = L Include TJIA joist weights in dead Toad calculations - Douglas Fir Sheathing' (Based on 36 pcf for plywood, 40 pcf for OSB) 1 /2' plywood 1.5 psf 5 /4" plywood 1.8 psi 3 /4" plywood 2.3 psf 11/2" plywood 3.4 psf 1/2' OSB 1.7 psf 5 /8" OSB 2.0 psf 3 OSB 2.5 psf 11/2" OSB 3.7 psf Actual cut length can be approximated by multiplying the horizontal length by the slope factor and adding the D factor. ' For southern pine weights, increase Douglas fir weights by 10 %. Page 16 Add factor D to obtain proper cut length 22.5wL 2.29wL El + dx10 d = out to out depth of the joist in inches El = value from table see chart above for joist weights. Roofing Materials Asphalt shingles Wood shingles Clay Tile Slate (3/4" thick) For TJI " /55 DF Joists 2.5 psf 2.0 psf 9.0 to 14.0 psf 15 psf Roll or Batt Insulation Rock Wool (1" thick) 0.2 psf Glass Wool (1" thick) 0.1 psf • 91/2", 111/2", 14" or 16" L 1'/" TJI' /Pro'" and TJI' /25 DF Joists TJI ;' /15 DF Joists 2 [11/2" r"",11/2" /ia" 11'/6 ", 14" or 16" L 1' /Z' 1 -1Y" TJI " /35 DF Joists TJI /55 DF Joists Floors Hardwood (Nominal 1") 4.0 psf Concrete (1" thick) Regular 12.0 psf Lightweight 8.0 to 10.0 psf Sheet vinyl 0.5 psf Carpet and Pad 1,0 psf 3 /4" ceramic or quarry tile 10.0 psf Gypsum concrete ( ") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf 1 /2" gypsum board 2.2 psf %" gypsum board 2.8 psf Plaster (1" thick) 8.0 psf ( Minimum distance from Chart A • A 11/2" hole can b � D 2 x Op e cut anywhere in the web. Minimum CHART A - ROUND HOLES MINIMUM DISTANCE FROM INSIDE FACE OF ANY SUPPORT TO CHART B - SQUARE OR RECTANGULAR HOLES • • Rectangular holes based on measurement of longest side GENERAL NOTES: 1. If more than one hole is to be cut in the web, the length hole. Holes may be located vertically anywhere within t 2. TJI^ joists are manufactured with 11/2" perforated knoc■ 3. The distances in the hole charts are based on uniforml For other Toad conditions or hole configurations nc 4. For simple span (5 foot minimum) uniformly loaded jot: the joist span provided no other holes occur in the j DO ^ " f6 � y • • H J 'g " .l ti . 1:1 :41. >r D , �.Rt' . ra st's�ara'v]XL``"' .v ; � • � - '� �, 1' �� '1,t .W : 1ki 07 .3: '''. u irk M.1 4 1�,. .: 6 4 0 ' �J ) sti= �P�o U � M fa'. :i �u ' : O� ? ' ';yq , � 0' .�' ',,:;,,' 41 4i € Wg, �: <; •��i 1 " :112.4 4 • - Atot ,,i.,, u , 1'-0" 2' -0 3'-6" 5-0" 7'-0" 7-6" — — — — — — — — AV . It "^: 1' -0" 2'-0" 3'-6" 5-0" 7'-0" 7'-6" — — — — — — — — iiaN " :. , 1'-0" 2' -6" 4' -0" 6-0" 7' -6" 8' -0" — — — — — — — — 1' -0" z , %;tT 1' -0" 1' -0" 1'-0" 1' -6" 3'-0" 3' -6" 5' -0" 7-0" 8' -6" — — — — — ' 1'-0" 1 -0" 1' -0" 1' -6" 3' -0" 3' -6" 5-0" T -0" 5-6" — — — TJIaJ25`DF, u 1' -0" sT �.,: 1' -0" 1'-0" 2' -0" 3'-6" 5'-0" 5-0" 6'-6" 8'-0" 9' -6" — — — — — 40 . 1 -0" 1:17 2' -0" 3' -6" 5-0" 6-6" 6-6" 7' -6" 9' -6" 10' -6" — — — — — AJj ;>';'i? , 1' -0" 2' -6" 3' -6" 5-0" 6' -6" 7-0" 8' -0" 9' -6" 11'-0" — — — — — 1' -0" kr1' 1'-0" 1'-0" 1' -0" 1' -0" 1'-6" 2'-0" 3' -6" 5-0" 6' -0" 7'-0" 8'-6" 10'-0" — — z:'�.- = J` 4' -6" 1' -0" 1'-0" 1'-0" 2'-0" 5-6" 4'-0" 5-0" 7'-0" B' -0" 8'-6" 10' -0" 11'-6" — — 0.41050IP ,. 1' -0" 1' -0" 2' -6" 3' -6" 5-0" 5-6" 6-6" 8' -0" 9' -0" 9' -6" 11' -0" 12' -6" — 1' -0" 715� �,�� TJ,'.T'' 1-0" 1' -0" 1' -0" 1' -0" 1' -0" 1' -0" 1' -0" 1' -6" 2' -6" 3' -6" 5-6" 7' -0" 9' -6" 11' -0" .0 41530 1' -0" 1' -0" 1' -0" 1'-0" 1' -0" 1'-0" 1' -6" 3' -6" 4' -6" 5-6" 7' -0" 8' -6" 11'-0" 12' -6" °3,TJ f6t1 1' -0" 1' -0" 1' -0" 1' -6" 3' -0" 3' -6" 4' -6" 6-0" 7-0" 7' -6" 9' -6" 10' -6" 12' -6" 14' -0" .:J . S RI iralg r ' ; � �' r• t� aftvgi •d. 11„ ��.�. etia� ct•y .. t$ 6 � . ''� � i ai :,$` • . a i �d cr 'a tzsQt . nn'% ' . Y �-r� � p A e R G 'OR.REEC; .,� 6 4'... : .9,t f•.•'la wJli*h_ k �'t iN ^� y�{{ fi�%� i :7:a7O... i 1. r Or � � . � 9:��'._ � ;. .. �. 3' 1 . 0. , t „1�Y71� y �, � ,.r is Ov„ l , iii, �.. ill !. t ', ryn. •�p`/ 'Yi1 2*4. T.O.P edf9 1 -o” 2' -0" 4' -0" 6' -0" — — — — — — — — — — TJI,19,10`l y`1, 1'-O" 2'-0" 4'-0" 6'-0" — — — — — — — — — — TJ0/?,S.DF 1' -O" 2'-6" 4'-6" 6'-6" — — — — — — — — — — TJi*lPfQ 1' -0" 1' -0" 2' -0" 4' -6" 7' -6" 7-6" 8' -0" 9' -0" — — — — — — TJI!'/15 DF. $ 1'-0" 1'-0" 2'-0" 4' -6" 7' -6" 7'-6" 8' -0" 9' -0" — — — — — — TJIaJ25`DF, u 1' -0" 1' -6" 3' -6" 5' -6" 8' -0" 8' -6" 8' -6" 9' -6" — — — — — — TJ1 353DFa 1'-0" 2'-6" 4' -6" 6-6" 9' -0" 9' -0" 9'-6" 9'-6" — — — — — — TJI/55'DFEIi 3'•6" 4' -6" 6-0" 7' -6" 9' -6" 9' -6" 10' -0" 10' -6" 10' -6" — — — — — TJi /25;0F,1 1' -0" 1' -0" 1' -6" 4' -0" 6-0" 6' -6" 8' -6" 10' -0" 10' -6" 11' -0" 11' -6" 12' -0" — — TJIfl95QFi. 1' -O" 1' -0" 2' -6" 4' -6" 7' -0" 7' -6" 9' -6" 11'•0" 11' -0" 11' -6" 12' -0" 12' -6" — — TJ IA /5S;DF,-'4 2' -6" 4' -0" 5' -6" 7' -6" 9' -0" 9' -6" 10' -6" 12' -0" 12' -0" 12' -0" 13' -0" 13' -0" — TJI'Pl25 DF 1' -O" 1' -O" 1' -0" 1' -6" 4' -0" 4' -6" 6-6" 9' -6" 11' -0" 11' -6" 12' -6" 13' -0" 14' -0" 14' -6" TJI /35 DF,r? 1'-0" 1'-0" 1'-0" 2' -6" 5' -0" 5' -6" 7' -6" 10' -6" 12' -0" 12' -6" 13' -0" 13' -6" 14' -6" 15' -0" .. TJI1l55 1'•0" 2' -6" 4'•6" 6-0" 8' -0" 8' -6" 10' -0" 12' -0" 13'•6" 13'•6" 14' -0" 14'•6" 15' -0" 16-0" • [177.1.1 "..11.7.':::"""n711-17,7471"211 :'".:-. ":.''rr ^.-1r,:4:T,A 1 Minimum distance from Chart A from Chart B A11/2" hole can be cut anywhere in the web. CHART A - ROUND HOLES r 1 Cltf j Minimum distance from Chart A Minimum MINIMUM DISTANCE FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE CHART B SQUARE OR RECTANGULAR HOLES MINIMUM DISTANCE FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE • Re( 0 holes based on measu ement of ongest side. GENT L NOTES: DO Hole Charts — Round, Sqre and Rectangular Holes DO NOT CUT OR NOTCH FLANGE Minimum distance from Chart B Minimum Minimum distance Do not cut holes larger than 11/2" in cantilever. 1 . If , )an one hole is to be cut in the web, the length of the uncut web between holes must be twice the length of the longest dimension of the largest adjacent he robs may be located vertically anywhere within the web. 2. TJi ,.;,ts are manufactured with 11/2' perforated knockouts in the web at approximately 12" on- center along the length of the joist. 3. Th■ it stances in the hole charts are based on uniformly loaded joists using maximum loads shown for any of the tables listed within this guide. For other load conditions or hole configurations not Included In these charts, contact your Trus Joist MacMillan representative. 4. For simple span (5 foot minimum) uniformly loaded joists meeting the requirements of this guide, one maximum size round hole may be located at the center of the joist span provided no other holes occur In the joist. Leave 1/2" of web at top and bottom of hole. DO NOT cut Into joist flanges when cutting out web. Full depth rectangular holes are also possible. Contact your Trus Joist MacMillan representative for assistance. Page 17 Ctin.• m L r= :.r. mi r.. Ti'zS �'R... 7 41611ton411.a - 4 ;,;yi; SUR210 or SUL210"I 5 A Nid4 . Vite 16,OF• . V SUR210 or SUL210 "t • "r .. �,, N ,'� VPA2 1050 MIRJ�I* VPA2 1050 i7'iti ? VPA25 1050 ;Xarrt/,�5`.11!}s VPA35 1500 *Je455:DIG: VPA4 1500 Ctin.• m L r= :.r. mi r.. Ti'zS �'R... 7 41611ton411.a - 4 ;,;yi; SUR210 or SUL210"I 5 A Nid4 . Vite 16,OF• . V SUR210 or SUL210 "t 'A " :. , 114411:11∎121or ; ' SURI9 or SULI9 "' _.V4Vi: . •': (fTJP to i1 SURI11 or SULI11 ' Irift`t?I(diliiV?Jr!{35: • "' r: 1 ilt11 115"4., Jeas.oEfr^ SURI3510.12 or SULI3510.12 SURI3514.20 or SUL13514 -20 etl,WlitIlr/S10F,% ' �a:' - SUR410 or SUL410 141' and'1¢""'1"JI!1U Dr , ',» SUR414 or SUL414 • '67.11.e704r;nv vawi ri TJI Joist Residential Fr C1 —TOP FLANGE SINGLE JOIST HANGER (1) Capacity with a TJI` joist header is 1050 lbs. (2) Capacity with a Parallam' PSL or Microllam" LVL header is 1300 lbs. (3) Requires web stiffeners when joist reaction exceeds 1200 lbs. C3 — FACE MOUNT SINGLE JOIST HANGER ..tb:d: t Ji:•i IUT29 IUT9 IUT211 IUT211 IUT11 c�a?FYiL ut'r1311111E158211111111 IUT3512 IUT14 IUT3514 IUT3514 "' IUT414t " (1) Requires web stiffeners. (2) Capacity with aTJI' joist header Is 730 lbs. (100 %) or 910 lbs. (125 %). (3) Capacity is 1110 lbs. (100 %) or 1390 lbs. (125 %). (4) Requires web stiffeners when joist reaction exceeds 1200 lbs. C5 — FACE MOUNT SKEWED 45° JOIST HANGER • All hangers require web stiffeners. (1) Minimum of double TJI' joist header or single 13 Microllam' LVL or Parallam` PSL header required. (2) Capacity with TJI` joist header or single 13/4" Microllam" LVL or Parallam PSL heador is 895 Ibs. (100 %) or 1115 Ibs. (125 %). C7 — VARIABLE SLOPE SEAT JOIST HANGER � . .L' i.Y:l H nr. till.... tiLr t: .;zgu:!' r44.wr /,;may- ��'�� -1y-:- •.:Y�:L�;;tst�i;,.:�. O.. LililL :iElali:''al2T2' LSSU28t LSSU210 LSSU210'N't LSSUI25"' LSSUI35m LSSU410" • All hangers require web stiffeners. 1) Minimum of double TJI' foist header or single 134" M,crollarn LVL or Parallamr PSL header Is required. 2) Capacity when skewed is 885 lbs. 3) Capacity when skewed is 995 lbs. (100 %) or 1065 lbs. (125 %) (4) Requires a 2" minimum header width. Hanger can be field adjusted for slopes and skews of up to 45 degrees. Page 18 ing Connectors C2 —TOP FLANGE DOUBLE JOIST HANGER • Loads shown require 2 pieces 134" Microllam' LVL or single 33/4" Parallam" PSL header minimum. Capacity with TJI" joist header Is 1050 lbs. (1) Requires web stiffeners. C4 — FACE MOUNT DOUBLE JOIST HANGER • All hangers require web stiffeners and a minimum 2" header width. C6 — VARIABLE SLOPE SEAT CONNECTOR VPA connector may be used only on slopes of 3 "/12" through 12 "/12 ". !:1_. ,.id lY'•.::..,... _(....`I Cu p, s1-:a� '- __�.JJ - MIT29.5 -2 MIT29.5•2 MIT49.5 MIT211.88.2 MIT211.88 -2 MIT411.88 MIT3511.88.2 WPI411.88.2 "' MIT414 WP3516.2 "' WPI416.2 1600 1890 2000 1600 1890 2000 2000 2800 2000 2000 . 2800 2000 2320 2800 L • MEM " 1ca4.- WENN U210-2 U210-2 U410 U3512.2 U3512-2 U3512-2 HU414.2 1600 (1000 - 2000 (125%) 1860 (100%) - 2330 (125 %) 1860 (100 %) • 2330 (125 %) 1600 (100%) - 2000 (125 %) 1860(100 %)•2330(125 %) 1860 (100 %) • 2330 (125 %) 2130 (100%) - 2660 (125%) 2800 (100%) - 3500 (125 %) 2030 (100 %) - 2535 (125 %) 2130 (100 %) • 2660 (125 %) 2800 (100 %) - 3500 (125 %) 2030 (100 %) - 2535 (125 %) 2130 (100 %) - 2660 (125 %) 2800 (100 %) • 3500 (125 %) IUT •I( .( . V: TOP VIEW MIT • Slope to 45° up or down. L RIGHT I C SUR[ SURII HU t., • U SUL SUR GENERAL NOTES: Some hangers shown have Tess capacity than the capacity of theTJlajoists. For single joist applications beyond those shown In the span charts and all double joist applications, hanger capacity must be checked. Refer to applicable footnotes on tables C1 through C7. • Hanger capacities will need to be checked if hanger is supported from other than Trus Joist MacMillan products or Douglas fir -larch or southern pine species support members. Contact your Trus Joist MacMillan representative for assistance. • Hanger loads shown are the lesser of the joist(s) or hanger capacity. • Hangers can only achieve maximum capacity it all nail holes are filled with the proper nails. Single joist hangers require 10d common header and 10d x 11/2" joist nails except the LSSU410 which requires 16d common header nails, and the SUR/410 or 414 which require 10d common joist nails. Double joist hangers require 16d common header and 10d x 11/2" joist nails for top flange hangers and 16d common header and 10d common joist nails for face mount hangers. Top flange hangers supported by a TJIR Joist header require 10d x 11/2" header and joist nails. • In some cases, the hangers shown may have greater capacity when used In conjunction with certain supporting member categories or support member criteria. • Leave' /ie" clearance between end of TJI" joist and support member or hanger. • The hangers listed above are manufactured by Simpson Strong -Tie" Company, Inc. For additional information please refer to the current Simpson Strong -Tie" Company literature. BEARING DETAILS BEARING AT WALL TimberStrand " -' LSL (or TJI "' joist) rim board or blocking for lateral support. Parallam{ PSL column. Verify column capacity (page 27). BEARING LENGTH IS EXTREMELY C BEARING AT CONCRETE WALL Protect wood in direct contact with concrete. ollal BEA B Para with GENERAL NOTES: 1. Bearing longth should never be less than 11/2". 2. Bearing across the full width of the beam is required. 3. Beams require lateral support at bearing points. 0 4. Lateral support of beam compression edge is required 5. 1 x 16" and 1 x 18" beams are to be used in mult • o11amTM LVL and Para IlanieSL Headers and Beams BEARING DETAILS GENERAL NOTES: 1. Bearing length should never be less than 11/2". 2. Bearing across the full width of the beam is required. 3. Beams require lateral support at bearing points. 4. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 5. 13/4' x 16" and 1 x 18" beams are to be used in multiple member units only. MicroIlam'" laminated veneer lumber (LVL) is engineered with sheets of thin veneer structurally bonded together to make headers and beams which span much longer distances and support heavier loads than ordinary lumber. Microllam' LVL headers and beams are available in the following sizes: Widths: Depths 1 5 7 ", 9 ", 11 14 ", 16" and 18" Parallamo parallel strand lumber (PSL) is made from long, thin strands of wood structurally bonded together in a patented microwave process to make large cross section beams and columns. Parallama PSL headers and beams are available in the following sizes: Widths: Depths: 1 ", 2 ", 3 5'/4" and 7" 91/2", 11 /e " , 14 ", 16" and 18" Parallamw PSL columns and posts are available in the following sizes: 3Y "x3'/2',3'/2" x5 /4 ",3 x7 ",5 "x5 "x7 "and 7 "x7" WESTERN SPECIES Microllam'" LVL and Parallama PSL headers, beams, columns and posts in this Specifier's Guide are designated as Western Species (WS). Western Species may include Douglas fir, lodgepole pine, southern pine, western hemlock, white fir or yellow poplar. L1 L4 BEARING AT WALL TimberStrandn LSL (or TX joist) rim board or blocking for lateral support. arallam' PSL a!umn. Verify column pacify (page 27). SING LENGTH IS EXTREMELY CRITICAL AND MUST BE CONSIDERED FOR EACH APPLICATION. CONNECTION OF MULTIPLE PIECES OF TOP LOADED BEAMS INC AT CONCRETE WALL Protect wood in direct contact with concrete. BEARING FOR DOOR OR WINDOW HEADER L2 Strap per code if top plate is not continuous over header. Trimmers. See page 20 for minimum bearing length. BEARING AT WOOD OR STEEL COLUMN Parallam PSL column with column cap L5 Steel column with column cap Verily column capacity (page 27) and bearing length (page 20). BEAM TO BEAM CONNECTION Top flange hanger Face mount hanger L3 See Microllam'" LVL & Parallam PSL Framing Connectors on page 25. 13;" Width Pieces: • Minimum of 2 rows 16d nails at 12" o.c. Minimum of 3 rows 16d nails at 12" o.c. for 14 ", 16" and 18" beams. 2 /,8' or 3 Width Pieces: • Minimum of 2 rows 1 /2" bolts at 24" o.c. staggered. 0 For side- loaded multiple member L6 beams, additional nailing or bolting may be required. See page 20. Multiple pieces of Microllam" LVL or Parallam can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of 7 inches. For top - loaded beams, see detail L6 above. For side - loaded beams, see page 20. Page 19 ��!! R. fpp <(PoGnds) , ..i.4 ;,,t -0, v S :•': 'i`1C e el lm. WIdth:c4:W/rx37ct�,: +k;T.:,'i:•E Ma: 1;,.1 ".∎ii* S'i'. ,\' i' 21Yidf $ fa7++!3%4'i ;c4 5YW . 4 Vi i'. 44•, ; 1 11Q0 . S: : 2 t � rv 1.50 2.00 2.75 1.50 1.50 1,75 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 4AQ0�'ki�, 8 • "i 6 :600N; 3.75 4.50 5.50 2.50 3.00 3.50 2.00 2.25 2.75 1.50 1.50 2,00 1.50 1.50 1.50 ,, ;7 hy s, n''•:9;(IOp ^ - ± 6.25 7.25 8.00 4,25 4.75 5.25 3.25 3.75 4.00 2.25 2.50 2.75 1.75 2.00 2.00 it•1P,O(KW: t1,j,QQ0, s 12,0006 9.00 9,75 10.75 5.75 6.50 7.00 4.50 5.00 5.50 3.00 3.25 3.75 2.25 2,50 2.75 3,000, ;i ` +. at t,+, &,15,000 11.50 12.50 13.25 7.50 8.25 8.75 5.75 6.25 6.75 4.00 4.25 4.50 3.00 3.25 3.50 " 90,, .ft gtg ' ;J ,• 41;0001 14.25 15.00 16.00 9.25 9.75 10.50 7.25 7.50 8.00 4.75 5.00 5.50 3.75 3.75 4.00 1.PI � ", i 1 41',000v.' 314" x 18" 11.00 11.50 12.25 8.50 9.00 9.25 5.75 6.00 6.25 4.25 4.50 4.75 p % 0 r; .. n. I...H i,J 1Y.24;000,4 12.75 13.25 13.75 9.75 10.25 10.75 6.50 6.75 7.25 5.00 5.25 5.50 :181 aT .'27 ,uuu. . :.k 5'/: x 18" 14.50 15.00 15.50 11.00 11.50 12.00 7.50 7,75 8.00 5.50 5.75 6.00 ' ,OOO • 43 @ _ w3O OO 12.50 12.75 13.25 8.25 8.50 9.00 6.25 6.50 6.75 j;*� 't ,,Po: •. i ,.,r.:4+ a5 � '1Nt�L SIZ �;-;g 1 t « ,' . >:; � , , . y� 7 t " 104.:- , ,0. ,. c. ;., r.R •a. ?,r'� 01" { aa Q, $pnclo9 perhFiaw+ �t;t�4 ,a M 'i 3 ' � � , . • I; , • is t ;oammorrlri'; a , 3" 3" 1Od ar1 2d aommon':::r 4" 4" rlfid GQmiii9lt '� ":.. ': 8 :: 5 " ... i:r'� t:i�,. / '. ". ?i �'1• n r•: +a;�,S F '' . ' . j �"' +Y•.tN`�' �s:i1I3 661T,crel'��+"� ryC , f 314" x 9'h" ) - ' t i : atitl O.Mbll th j '11N l s� ti { 4 t ip 0ifotI B d;Cofl!iiicf 4 APO I A;Cofl ctl ►!! i . M T 1 2 oc { rfat' }4 i r1.24 aO.c « '1204.',:" 470 705 505 1010 Olettfa 355 530 380 760 q,d NOT APPLICABLE 340 680 31/2 x 14' 340 510 505 1010 MitEgdgfa 310 465 460 920 51/4" x 14" NOT APPLICABLE 780 1560 Sliiilgv4tit NOT APPLICABLE 860 1720 ... i:r'� t:i�,. / '. ". ?i �'1• n r•: +a;�,S F '' . ' . j �"' +Y•.tN`�' �s:i1I3 661T,crel'��+"� ryC , f 314" x 9'h" YS � � OtiL�?� Ca 31/2" x 91/2" ..� r �IL.. , S't" .di4i6` 'ft" ': k, 1 1 ^ 5 /," x 9 /z 31/2" x 11 �� F"� a „� � � �et :. G4.i?d -- / " t ^ S. x 9 h 31/2" x 11 '�: 5+ x 51/4" x 111/4" ' - L • 'h" x 11 31/2" x 11 31 x 11W 31/2" x 14' 51" x 111/4" 51/4" x 111" 31/2 x 14' 3 x 14" 31/2" x 14" 31/2" x 14" 3'n" ea 51/4" x 14" 51/4" x 14" 51/4: x 14" 51/4" x 14" ti ' + 3h" x 16" 31/2" x 16" 31/2" x 16" 0 x 16"-' :�. 51/4" x 16" 51/4" x 16" 51/4" x 16" 51/4" x 16" 5 ri " 314" x 18" ..',1 3y31,x.18"1 '3',. z18'` y:3 5Y:x16" ,.. 5 x 16" 5'/: x 18" 5'/4" x 18" 344" . :(8". ; �s: r:.: ut nbtYtcea „x::;,ta;:ts »nsrta2rw.'scwa .+;:,,u:mvra,sav:vs x. w, wwrwc "n;�sa.ntr,+:.t'i.^vrr�'r�, • s, �y! e, S��7�94ak": ei, �.•.• 2RdSeiNwJS :i�Ydi"i9ii�c1"..`€�.' if,1:•",�'�.:x'$'.�.lw�'L� Microllam" LVL and Pa Jane' PSL Headers and Be' is t,r MULTIPLE MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS 1. 2. 3. 4. 5. 6. 7. ASSEMBLY A 2 pcs. 13/4" 2 " t 2" t GENERAL NOTES: Page 20 1-4 1x/4" ASSEMBLY B 3 pcs. 13/4" ASSEMBLY C 4 pcs. 13/4" BEARING LENGTH REQUIREMENTS ASSEMBLY D 1 pc. 13/4' 1 pc. 31/2" or 2 " /16' 1-1 13/4' ASSEMBLY E 1 pc. 13/4' 1 pc. 31/2" or 2 " /1e" 1 pc. 13/4' > t� 13/4" 13/4" 'd.•a;71 7-"`f33 " °.' r i: 01: .4e ASSEMBLY F 2 pcs. 2 NAILS INSTALLED ON THE NARROW FACE ASSEMBLY G 2 pcs. 31/2" EXAMPLE PROBLEM SOLUTION: First, check allowable load tables to verify that 3 pcs. can carry the total load of 730 plf with proper live load deflection criteria. Maximum load applied to either outside member is 430 plf. For a 3 pc. 134" multiple assembly, 2 rows 16d nails at 12" o.c. is good for only 355 plf. Therefore, use 3 rows 16d nails at 12" o.c. (good for 530 plf). Alternate: 2 rows 1/2" bolts at 12" o.c. Verify adequacy of beam in uniform load tables, pages 22 and 23. Size assembly for the lowest grade member. Example: Two member assembly with 13/4" 1,8E WS MicrollamT" LVL and 31/2" 2.0E WS ParallamU PSL would be sized from the 13" 1.8E WS MICROLLAM'm LVL tables, multiply value in table x 3.0 to verity beam capacity. Values listed are for 100% stress level. Increase 15% for snow loaded roof conditions or 25% for non -snow roof conditions, where code allows. Nailed Connection values may be doubled for 6" o.c. or tripled for 4" o.c. nail spacing. Bolts are to be material conforming to ASTM standard A307 (machine bolts). Bolt holes are to be the same diameter as the bolt, and located 2" from the top and bottom of the member. Washers should be used under head and nut. For a three -piece member, the nailing specified is from each side. 7" wide beams should only be side - loaded when loads are applied to both sides of the members (to minimize rotation). Beams wider than 7" require special consideration by the design professional. GENERAL NOTES: 1. Bearing length should never be less than 11/2". 2. Bearing across the full width of the beam is required. 3. Bearing lengths are based on 650 psi bearing stress (bearing stresses cannot be increased for duration of load). Bearing length may need to be increased if support member's allowable bearing stress is less. 4. Beams require lateral support at bearing points. 5. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 6. 13/4' x 16" and 13/4' x 18" beams are to be used in multiple member units only. If more than one row of nails is used the rows must be offset at least 1/2 inch. • Voila ,_OOR BEAM SIZING TABLE ENERAL NOTES: • Table assumes a residential floor loading of 40 psf live 1 conditions refer to allowable uniform load tables on pa 2. The beam weight is accounted for in the table and doe 3. Table assumes a continuous floor joist span and a sim 4. Beam selections are based on the lower of 1.8E WS 5. Reduction in live load has been applied in accordance 6. Minimum beam support to be double trimmers (3" bea areas, support beams with triple trimmers (41/2' bearin information on Parallam" PSL columns and posts. 7. Beam widths of 31/2" and 51/4" may be one piece or mul i�t�a •'iu?1*�tay�hl !' x_. .._I. --T71"r7TTWA Lev, Multiple member beams must be properly connected tog and 20 for connection details. M OW 51" x 71/4" 2"/16" x 91/2" 5'/4" x 11 31/2" x 14" 2 " /,e" x 14" 5Y4" x 14" 3'h" x 16" ':.2 51/4: x 71/4" 31/2" x 9'/2" 2 x 91/2" : '1,. unt 514" x 71/4" 31/2" x 91/2" 2'14x" x 91/2" 5'u" x 91/2" 31/2" x 11 2 " /,6" x 11 51/4" x 111/2" 31/2" x 14" '2'Yio ".x 51/4" x 16" 3'/ "x " ' 51/4" x 18" 4 30i. 5 , 4 . 3s' 2 "bs 574" 3'/2 31/2" x 91/2" 2 " /ie" x 91/2" 51/4" x 91/2" 31/2" x 11 2" /16" x 11 31/2" x 11 2 x 14" 51/4" x 14" 31/2" x 16" 51/4" x 16" 31/2" x 18" 51/4' x 91/2" 31/2" x 11 2 "1/4e" x 11 /e" 31/2" x 111/2" 5'/4" x 11 3'h" x 14" 5' /" x 16" 3Ys" x'18" 51/4" x 16" •31/2" x 18 ".'' 51/4" x 18" 3'h" x 9Y" 2 " /,e" x 111" 51/4" x 14" 31/2" x 16" 5'/4 3'h 2 " //a MIDGE BEAM SIZING TABLE Non - shaded portion indicates area of load on beam. ;,1 4 , rh ::.�: ',,, ...T`?fi ,' 4 4'lb �Pt ' f. I'. ,_ "Af. 'qy� V�� •1`!*t +:1 +, ) A j i`.�•S'44 ri} 77'4777"..!::•• { 1 `. ' y 1'. 'a7, 4 ' 1,' 4 }':�':: j }�� ilkO ' • ., � . `I. y d 51/4" x 91/2" 3'/i' x 117/4" 2 " /16" x 11 2 x 91 %" c , 51/4" x 91/2" 3'h" x 117/4" :2tVie " x "i 3'h" x 11 ' 2 'X 14 "'' 51/4" x 19 r /s" fZ X 19 /e" W' 3'/z X 19 %" / t 3' /z " x 19 /e" x 3' z x19 /e" 3'/z" x 19 /a" 3' /" x 111/2" r.'.7, {f • s " 31/2" x 11 31/2" x 111/2" 31/2" x 111/4" , 5 / :'x 11 /e" 31/2" x 14" , 5 /4 "x 11 /B" 31/2" x 14" , 5/a "x11 /e" 31/2" x 14" , 5/. "x11 /e" 31/2" x 14" , r 5/4 "x 11 /e" 31/2" x 14" , 5/. "x11 /e" ` 31A",047 F�`r,•° a t . yy 7 . S t r LLt. 51/4" x 11 3,2 x 14" 51/4" x 11 3' /i' x 14" 51/4" x 11 3W' x 14" 31/2" x 16" 2" /,e" x 16" 51/4" x 14" 3'/z" x 16" 51/4" x 14" . «,.,.;;, •'3'h x 16 "., 51/4" x 14" ;:3' X16 ";: 51/4" x 14" 3'r ,X. :16" 51/4" x 14" "3' ".x':16,; t ' �'` �3" } ',. ` t i 9 ti: 51•7,' x 14" 31/2" x 16" 51/4" x 14" 3'h" x 16" 5 x 14" 3'h x 16" 51/4 x 14 53' 101 51/4 x 14" ;, 3 : X 16, ". 5'/4 x 16 3½x18 : 51/4" x 3V;x.18. • 51/4 x 16 3'/7, x18 . '' 5'/4 X 16" "•3' .g 18 " yy '�i•• yr... ! 5 x 16' 3' . 18' 5W x 16 • ,3½,x18 7 ,,; 51/4 x 16 1 3!4 " x 113 • 51/4 x 16 ,. • '.:11$71.*::: 51/4 x 16 - -,- 5 314 k,18 ":' 5'/4" x 16" 5'/4" x 16" 5'/4" x 18" s . , 5'/4 x18 ' = :; .., , ;a" 5'/4" x 16" 5W x 18" 5'/4 x 18" 5'/4" x 18" 5'/4" x 18" 5'/4" x 18" .5Y .," „ X!:18” ., .''i: .. } � ca >' a p S� r, li ' a ^. ; t• M:'C/;1wl ' K,T 12 ; 3 " rrr r! o ; '4. V '''. s , r ii'ar, i • `'r44,'1�: • + EA'd D I D, r { r w >t r 5 `. ,. • • ' 8 i7 . t ; ; : , Two 1 Three 1 1 ' q t : ' ' ' " ` One 3'/" or Two 1 One 5'/4" or Three 1 or One 31/2" & One 1 } � ca >' a p S� r, at ' : r ` ‘10.' lit/ ;ON S 1 °(01 " !'r ?. st VigiNSI'�.QW,•(1 ; =30LI; #,;1.2DLF , ;159 6 ) -'. O �' g 4 OU ;12Q1,$ OOLL; 2D$ .12D I 20LJ ?2513 251....01 75 x 91/2" 5 '/4" x 7'/4" 3'/2" x 9'iz" 2 " /16" x 9'/z" 5'/" x 7'/4" 3'/2" x 9' /z" 2 "',r," x91/2" 5'/4" x 71/4" 3'/i' x 9'/z" 2 "/is" x 9'/z" 3 , h „ x 9 ,� „ 2 "/,u" x 11 5'/4" x 9'/2" 3'/z" x 11 2"/ta " 11�/�' ,• " a "u12, 14!. x 9/ x 9' /i. 51/4" x 91/2" 3'/i' x 117/4" 2 " /16" x 11 2 x 91 %" 51/4" x 91/2" 3' /" x 11 2" /1a" x 11W 51/4" x 91/2" 3'h" x 117/4" :2tVie " x "i 3'h" x 11 ' 2 'X 14 "'' " x 11 ,•. x 1178" 7 31/2" x i t /a" , 21Yte" X 14 ": 5'/4" x 9'/2" 3'/i' x 117/4" 2 x 111/4" r 31/2" x 111/4" 2'1%io "1x 14 7: 5'/4" x 117/4" 3'h" x 14" 2114e ".x 1A "' .. 5'h" x 11 : 31/2" x.14" :..,•:; .=1 s' " x 117/4" 2 , ; . „ "x14" 5'/:' x 11 3'/2" x 14" :. 2 "•X :14 1'' 5'/4" x 11 3'/2" x 14" s2 "tie "z'10..: 5'/ :' x 11 3'/z" x 14" 2 " /ie ":x16 " 5 i' x 14" iv,' :. :'2 "he" x 16" 5'/4" x 14" 31/27X i8", ry f :18', i )'4• 'A' 5 ," x 11 31: x14" 2 ";,,' 14" 5'/4" x 14" 3'/e .x,16" 2'Ye x'16 "': 3' /" x 14" 2 )(IV:: 5'/4" x 14" , :31/2"x16" „ 5'h" x 14" .' 3W X18" •' ` 6•" x .18 f'1 '' ;s 31/2" x 16" 2" /,e" x 16" 51/4" x 16" .. 31/2"X-18" 51/4" x 14" 31/2" x 16" 54i" x 16" 31/2" x 18" 51/4' x 16" 3," X18" ,4 x 16 5 " 51/4" x 16" , • 5/4 ".x 18" '6'h ",.x 18". •: t ' �'` �3" } ',. ` t i 9 ti: 5s7' x 14" 3 x 16" 5'/4" x 16" '. 3W x 18" .• 5' /4" x 16" 3' /i' x 18" 5'/4" x 18" 5 i " x 18" 5'/4" x 18" • • • I ;ir, - .�,. .. :fcb'" 7,;S; - •�J• i }Y�... ) at,. ei.; -: �'ii:;n5 Y,'?..' se :�tf.N>x..... /:btf�;J ii ?-.:t: •*` ::t;:fi e2£r i�' ''^:eti3 :z'.,.M.r ?.fyt�kiifi,�1" F�l�§ji«, ::' °t^Y'lT( }, ' '�•�'�a � .� d r. � 1•, ` '.` ' . • ' ° ±e': w tlu:a uy 1V ollam LVL and Parana' `' PSI, Headers and Beams FLOOR : cAM SIZING TABLE Multiple r.,rnber. beams must be properly connected together. See pages 19 and 20 fo connection details. RIDGF :AM SIZING TABLE Non - shaded portion indicates area of load on beam. GENERAL NOTES: 1. Table assumes a residential floor loading of 40 psf live load and 12 psf dead load with beam deflection limited to L/360 at live load. For other loading conditions refer to allowable uniform load tables on page 22 or contact your Trus Joist MacMillan representative for assistance. 2. The beans weight is accounted for in the table and does not need to be included in the dead load calculations. 3. Table assumes a continuous floor joist span and a simple or continuous beam span. 4. Beam selections are based on the lower of 1.8E WS Microllam'" LVL or 2.0E WS Parallam'' PSL design values. 5. Reduction in live load has been applied in accordance with UBC 2306, NBC 1115,1 and SBC 1203.2. 6. Minimum beam support to be double trimmers (3" bearing) at ends and 71/2" bearing at intermediate supports of continuous spans. In wan shaded areas, support beams with triple trimmers (41/2" bearing) at ends and 11'/4" bearing at intermediate supports of continuous spans. See page 27 for information on Parallam` PSL columns and posts. 7. Beam widths of 31/2' and 5 may be one piece or multiple pieces as shown in the following chart: Non - shaded portion indicates area of load on beam. GENERAL NOTES: 1. Table assumes beam supports a tributary width of 18 feet. 2. The beam weight is accounted tor in the table and does not need to be included in the dead load calculations. 3. Table is based on worst case of simple or continuous span. 4. Collection limited to L/240 at live load or U180 at total load. 5. Beam selections are based on the lower of 1.8E WS Microllamm LVL or 2.0E WS Parallam "' PSL design values. 6. Reduction in live load has been applied in accordance with UBC 2306, NBC 1110.2 and SBC 1203.6, for the beam sizes listed in the non-snow (125 %) columns. 7. Minimum beam support to be double trimmers (3" bearing) at ends and 71/4" bearing at intermediate supports of continuous spans. In areas, support beams with triple trimmers (41/4" bearing) at ends and 111/4" bearing at intermediate supports of con- tinuous spans. B. For loading conditions not shown refer to allowable uniform load tables on page 22 or contact your Trus Joist MacMillan representa- tive for assistance. 9. Beam widths of 3 and 51/4" may be one piece or multiple pieces as shown in the following chart: When top loaded, fasten multiple pieces together with a minimum of two rows of 16d nails at 12" on- center. Use three rows of 16d nails at 12" on- center for 14", 16" and 18" beams. When sido•loaded see page 20 for connection of multiple pieces. Page 21 Vi:•aia:itt:la : i 4 ;.e b: ki W.A Wi %G::4.'nls.Sti r%i..:ta,v,:".1: =.✓ ilv.„4Tt'44' M(47.SF?.'lr�:c7:n� 1 1.8E WS MICROLLAMTM LVL Page 22 ;74'i:ie:11s s? FCs432: mU'Vz7+lii'2'r:G:a' zai.' 4 ,z�E�i��6sW6Coalrz ?eS°= Microllam"' LVL and Pa • slam® PSL Headers and I3 �s ALLOWABLE UNIFORM APPLIED LOAD - FLOOR (PLF) GENERAL NOTES: 1. Values shown are the maximum uniform loads, in pounds per lineal foot (Of), that can be applied to the beam in addition to its own weight. 2. Tables are based on uniform loads and the most restrictive of simple or continuous span. 3. Microllam' LVL and Parallam/' PSL beams are made without camber; therefore, in addition to complying with the deflection limits of the applicable building code, other deflection considerations, such as long term deflection under sustained loads (including creep) and aesthetics, must be evaluated. 4. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 5. Lateral support of beams is required at bearing points. 6. Bearing area to be calculated for specific application; see table on page 20. 31/2" 2.0E WS PARALLAM® PSL (For 1 2 ", 5 and 7" beams, see multiplier below) 1 width beam: 2 width beam: 31/2" width beam': 5 width beam: 7" width beam: Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 Seat cuts on Microllam' LVL or Parallam' PSL beams must not overhang inside face of support member. FLOOR BEAM SIZING: • To size a beam for use in a floor it is necessary to check both live load and total load. Make sure the selected beam will work in both columns. When no live load is shown, total load will control. • Total load column limits deflection to L/240. Live load column is based on deflection of L/360. Check local code for other deflection criteria. • For deflection limits of L/240 and L/480 multiply loads shown in live load column by 1.5 and 0.75 respectively. The resulting live load shall not exceed the total load shown. Table is for one 1 beam. When properly connected together, double the values for two 1 beams, triple for three. See pages 19 and 20 for connection details. Table can be used for 1 2'1/16 ", 31/2', 5 or 7" width beams. Use the following multipliers to calculate the allowable load for each width: (al Table is for one 3 beam. When properly connected together, double the values for two 31/2" beams. See pages 19 and 20 for connection details. LOWABLE UNIFORM APPLIED LO f_ .i'IERAL NOTES: • 1 Values shown are the maximum uniform loads, in pound 2 Tables are based on uniform loads and the most restricts 3. Total load column limits deflection to L/180. For stiffer de 4. Microllam" LVL and Parallam' PSL beams are made wi Building Code, other deflection considerations, such as creep) and aesthetics, must be evaluated. 5. Roof members shall either be sloped for drainage or de 6. Lateral support of beam compression edge is required 7. Lateral support of beams is required at bearing points. B. Bearing area to be calculated for specific application: se 1 1.8E WS MICROLLAM LVL Mgc t 4 rf1 2 2 I;ysS r 4 24cn 30 e4 ii ; ;FL), 12? na,4 ;:,16 :!18 :22 mT 01 LOAD. 4DEFLs 06 S AOw r .u1:.115%T , ,1 1 L1240.' 540 238 123 70 44 28 547 238 123 70 44 20 412 180 94 55 35 23 _a: te3ff 119We= P 1746 1191 793 504 338 236 170 126 95 73 56 1899 1295 793 504 338 236 170 126 95 73 56 13/4' width beam: 2 " /1e" width beam: 31/2" width beam' 5 width beam: 7" width beam: ToTTA4 DEFI:i ssS oW �i1tt96' 02.5%:: 1112 2489 2706 1887 1014 603 386 262 185 136 102 79 62 50 Pollan :TOTAL LOA its 878 508 277 161 101 67 46 33 now 1159 3335 2291 1744 1259 921 654 461 336 251 191 148 116 1 954 529 277 161 101 67 46 33 ;. TOTAL LOAD'; Non snow: 125%; 3626 2492 1896 1369 967 654 461 336 251 191 148 116 � 4 • r;;;Yy:: - EFI4 46, 890 399 210 124 79 53 37 27 Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 ne 3 "x11'M ' t? 1887 356 262 198 153 121 97 01411 Snowy usx 1223 842 537 357 227 152 106 77 57 43 AIL 33 13 91 5 3 2 1 to is for one 1 beam. When properly connected toge her, 2' 2.0E WS PARALLAM PSL (For 1 DEFL TOTAL' now; Li240 4202 2827 2128 1137 1705 735 1260 501 961 749 548 412 316 246 195 44 44 41 92 92 79 156 Table can be used for 1', 2 '/16 ", 3'/i', 5'/4" or 7" width beam for each width: 3/4 (a) Table is for one 31/2" beam. When properly connected t iQno:3Ya "x6K, :o win , ° , i ' 3 7 i} ; 1 3 X1g'W a .i " fiat? a i a W= 0) *-1, ., i 1/i ) MZ.tYI' ' i,9, ,474. 'ma 1 i.."i I <. e? 8'1 ' ..1!.1i% At , fi. 1 y y '( }'�11 -«�'R!S'St� V,' �y V•#�, ,13.'ti�' `M,'1 [ .'IJ f ' 275 410 594 763 2898 1063 3652 1424 4463 1795 5394 2193 1258 265 34ttg 120 178 266 396 566 731 3460 979 676 1207 1258 1443 1701 tOpt4 63 91 140 207 304 451 566 708 883 909 1722 1074 1251 ?:1;'al$ 37 52 83 120 181 267 341 490 539 667 775 855 251 988 MO ; 23 32 53 75 116 169 220 325 351 488 510 627 703 782 400 16 21 35 49 78 113 150 219 241 354 351 478 488 596 0"1, 1!I 92 132 25 34 56 78 107 154 172 251 252 370 351 469 Ae 233 244 18 24 41 56 78 112 127 183 186 272 261 378 #t$gidy 390 ' x 33 40 31 41 59 83 96 137 142 204 199 289 P 53 66 86 113 24 31 46 63 74 105 110 157 155 223 k28i'. 19 23 36 48 59 81 87 123 123 175 ',;ZB 29 38 47 64 70 97 99 139 130;' 24 30 39 51 57 78 81 112 Vi:•aia:itt:la : i 4 ;.e b: ki W.A Wi %G::4.'nls.Sti r%i..:ta,v,:".1: =.✓ ilv.„4Tt'44' M(47.SF?.'lr�:c7:n� 1 1.8E WS MICROLLAMTM LVL Page 22 ;74'i:ie:11s s? FCs432: mU'Vz7+lii'2'r:G:a' zai.' 4 ,z�E�i��6sW6Coalrz ?eS°= Microllam"' LVL and Pa • slam® PSL Headers and I3 �s ALLOWABLE UNIFORM APPLIED LOAD - FLOOR (PLF) GENERAL NOTES: 1. Values shown are the maximum uniform loads, in pounds per lineal foot (Of), that can be applied to the beam in addition to its own weight. 2. Tables are based on uniform loads and the most restrictive of simple or continuous span. 3. Microllam' LVL and Parallam/' PSL beams are made without camber; therefore, in addition to complying with the deflection limits of the applicable building code, other deflection considerations, such as long term deflection under sustained loads (including creep) and aesthetics, must be evaluated. 4. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 5. Lateral support of beams is required at bearing points. 6. Bearing area to be calculated for specific application; see table on page 20. 31/2" 2.0E WS PARALLAM® PSL (For 1 2 ", 5 and 7" beams, see multiplier below) 1 width beam: 2 width beam: 31/2" width beam': 5 width beam: 7" width beam: Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 Seat cuts on Microllam' LVL or Parallam' PSL beams must not overhang inside face of support member. FLOOR BEAM SIZING: • To size a beam for use in a floor it is necessary to check both live load and total load. Make sure the selected beam will work in both columns. When no live load is shown, total load will control. • Total load column limits deflection to L/240. Live load column is based on deflection of L/360. Check local code for other deflection criteria. • For deflection limits of L/240 and L/480 multiply loads shown in live load column by 1.5 and 0.75 respectively. The resulting live load shall not exceed the total load shown. Table is for one 1 beam. When properly connected together, double the values for two 1 beams, triple for three. See pages 19 and 20 for connection details. Table can be used for 1 2'1/16 ", 31/2', 5 or 7" width beams. Use the following multipliers to calculate the allowable load for each width: (al Table is for one 3 beam. When properly connected together, double the values for two 31/2" beams. See pages 19 and 20 for connection details. LOWABLE UNIFORM APPLIED LO f_ .i'IERAL NOTES: • 1 Values shown are the maximum uniform loads, in pound 2 Tables are based on uniform loads and the most restricts 3. Total load column limits deflection to L/180. For stiffer de 4. Microllam" LVL and Parallam' PSL beams are made wi Building Code, other deflection considerations, such as creep) and aesthetics, must be evaluated. 5. Roof members shall either be sloped for drainage or de 6. Lateral support of beam compression edge is required 7. Lateral support of beams is required at bearing points. B. Bearing area to be calculated for specific application: se 1 1.8E WS MICROLLAM LVL Mgc t 4 rf1 2 2 I;ysS r 4 24cn 30 e4 ii ; ;FL), 12? na,4 ;:,16 :!18 :22 mT 01 LOAD. 4DEFLs 06 S AOw r .u1:.115%T , ,1 1 L1240.' 540 238 123 70 44 28 547 238 123 70 44 20 412 180 94 55 35 23 _a: te3ff 119We= P 1746 1191 793 504 338 236 170 126 95 73 56 1899 1295 793 504 338 236 170 126 95 73 56 13/4' width beam: 2 " /1e" width beam: 31/2" width beam' 5 width beam: 7" width beam: ToTTA4 DEFI:i ssS oW �i1tt96' 02.5%:: 1112 2489 2706 1887 1014 603 386 262 185 136 102 79 62 50 Pollan :TOTAL LOA its 878 508 277 161 101 67 46 33 now 1159 3335 2291 1744 1259 921 654 461 336 251 191 148 116 1 954 529 277 161 101 67 46 33 ;. TOTAL LOAD'; Non snow: 125%; 3626 2492 1896 1369 967 654 461 336 251 191 148 116 � 4 • r;;;Yy:: - EFI4 46, 890 399 210 124 79 53 37 27 Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 ne 3 "x11'M ' t? 1887 356 262 198 153 121 97 01411 Snowy usx 1223 842 537 357 227 152 106 77 57 43 AIL 33 13 91 5 3 2 1 to is for one 1 beam. When properly connected toge her, 2' 2.0E WS PARALLAM PSL (For 1 DEFL TOTAL' now; Li240 4202 2827 2128 1137 1705 735 1260 501 961 749 548 412 316 246 195 44 44 41 92 92 79 156 Table can be used for 1', 2 '/16 ", 3'/i', 5'/4" or 7" width beam for each width: 3/4 (a) Table is for one 31/2" beam. When properly connected t iQno:3Ya "x6K, :P8 ,1±/e x!1 ' 3 7 i} ; 1 3 X1g'W a 7.X10 ; :SpAN 1, - V ' ' L OA D �G360/ TOTAL :LOAD; OA 'U360� ;1OTA 'ALOAD LOAD tL/3/0�: T 71,00! L V D " fL'ag } TOT AL ' I GAD" ;_U340 46 1 2163 2898 3652 4463 5394 ;; 1258 1517 1991 2456 2935 3460 11.0, 676 1003 1258 1515 1848 2185 2545 %.,12.x: 402 592 758 1093 1198 1480 1722 1738 2010 1,4 257 376 490 722 781 1093 1132 1409 1561 1660 "Ail OP. 174 251 334 488 535 788 781 1075 1084 1345 :16iti. 123 175 237 343 382 558 560 822 781 1058 90 125 174 249 282 407 414 604 580 850 5 68 92 132 185 213 305 315 455 442 643 53 69 102 140 166 233 244 349 344 496 42 52 81 108 131 181 194 273 273 390 ' x 33 40 65 84 105 143 156 216 220 310 0 27 30 53 66 86 113 127 173 180 250 Vi:•aia:itt:la : i 4 ;.e b: ki W.A Wi %G::4.'nls.Sti r%i..:ta,v,:".1: =.✓ ilv.„4Tt'44' M(47.SF?.'lr�:c7:n� 1 1.8E WS MICROLLAMTM LVL Page 22 ;74'i:ie:11s s? FCs432: mU'Vz7+lii'2'r:G:a' zai.' 4 ,z�E�i��6sW6Coalrz ?eS°= Microllam"' LVL and Pa • slam® PSL Headers and I3 �s ALLOWABLE UNIFORM APPLIED LOAD - FLOOR (PLF) GENERAL NOTES: 1. Values shown are the maximum uniform loads, in pounds per lineal foot (Of), that can be applied to the beam in addition to its own weight. 2. Tables are based on uniform loads and the most restrictive of simple or continuous span. 3. Microllam' LVL and Parallam/' PSL beams are made without camber; therefore, in addition to complying with the deflection limits of the applicable building code, other deflection considerations, such as long term deflection under sustained loads (including creep) and aesthetics, must be evaluated. 4. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 5. Lateral support of beams is required at bearing points. 6. Bearing area to be calculated for specific application; see table on page 20. 31/2" 2.0E WS PARALLAM® PSL (For 1 2 ", 5 and 7" beams, see multiplier below) 1 width beam: 2 width beam: 31/2" width beam': 5 width beam: 7" width beam: Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 Seat cuts on Microllam' LVL or Parallam' PSL beams must not overhang inside face of support member. FLOOR BEAM SIZING: • To size a beam for use in a floor it is necessary to check both live load and total load. Make sure the selected beam will work in both columns. When no live load is shown, total load will control. • Total load column limits deflection to L/240. Live load column is based on deflection of L/360. Check local code for other deflection criteria. • For deflection limits of L/240 and L/480 multiply loads shown in live load column by 1.5 and 0.75 respectively. The resulting live load shall not exceed the total load shown. Table is for one 1 beam. When properly connected together, double the values for two 1 beams, triple for three. See pages 19 and 20 for connection details. Table can be used for 1 2'1/16 ", 31/2', 5 or 7" width beams. Use the following multipliers to calculate the allowable load for each width: (al Table is for one 3 beam. When properly connected together, double the values for two 31/2" beams. See pages 19 and 20 for connection details. LOWABLE UNIFORM APPLIED LO f_ .i'IERAL NOTES: • 1 Values shown are the maximum uniform loads, in pound 2 Tables are based on uniform loads and the most restricts 3. Total load column limits deflection to L/180. For stiffer de 4. Microllam" LVL and Parallam' PSL beams are made wi Building Code, other deflection considerations, such as creep) and aesthetics, must be evaluated. 5. Roof members shall either be sloped for drainage or de 6. Lateral support of beam compression edge is required 7. Lateral support of beams is required at bearing points. B. Bearing area to be calculated for specific application: se 1 1.8E WS MICROLLAM LVL Mgc t 4 rf1 2 2 I;ysS r 4 24cn 30 e4 ii ; ;FL), 12? na,4 ;:,16 :!18 :22 mT 01 LOAD. 4DEFLs 06 S AOw r .u1:.115%T , ,1 1 L1240.' 540 238 123 70 44 28 547 238 123 70 44 20 412 180 94 55 35 23 _a: te3ff 119We= P 1746 1191 793 504 338 236 170 126 95 73 56 1899 1295 793 504 338 236 170 126 95 73 56 13/4' width beam: 2 " /1e" width beam: 31/2" width beam' 5 width beam: 7" width beam: ToTTA4 DEFI:i ssS oW �i1tt96' 02.5%:: 1112 2489 2706 1887 1014 603 386 262 185 136 102 79 62 50 Pollan :TOTAL LOA its 878 508 277 161 101 67 46 33 now 1159 3335 2291 1744 1259 921 654 461 336 251 191 148 116 1 954 529 277 161 101 67 46 33 ;. TOTAL LOAD'; Non snow: 125%; 3626 2492 1896 1369 967 654 461 336 251 191 148 116 � 4 • r;;;Yy:: - EFI4 46, 890 399 210 124 79 53 37 27 Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1.50 Use values in table x 2.00 ne 3 "x11'M ' t? 1887 356 262 198 153 121 97 01411 Snowy usx 1223 842 537 357 227 152 106 77 57 43 AIL 33 13 91 5 3 2 1 to is for one 1 beam. When properly connected toge her, 2' 2.0E WS PARALLAM PSL (For 1 DEFL TOTAL' now; Li240 4202 2827 2128 1137 1705 735 1260 501 961 749 548 412 316 246 195 44 44 41 92 92 79 156 Table can be used for 1', 2 '/16 ", 3'/i', 5'/4" or 7" width beam for each width: 3/4 (a) Table is for one 31/2" beam. When properly connected t / 8. lOk 124. t"a4,t 122133 Ma .x' l E` 1 2 1 ' :', >' 7'3 : AD . V . ,,4 ; ;DEFt . 5' 1' O 3' %117/d:�' � ?.t !?�. �+F'' '' ; ;:TOTAL I OAD +.`, r.'mpx'� ',DEF ��rt 1i0r1 3'ft'.'X14° : ui�, «. 4.. , ;;TOTAL;LOADS .+, �t'1!�`.. S. DEFL, . .;i 71. ea5w_. ,0!10 ;T AL'LOAD,. P• 15;!;:; ? e € DEFL 7r;; +¢ i�.,;,.OM;aIa " �.TOTA , 7, "r'...;?.a DEFT: on pow.: 5 % ;, r r u . 1.124 , • Snow ;11596 3335 i::1401.1:::„ Snow' ,%125 %; 3626 ',. N.....-..,; ev , ,, rcSnow_ :.;11596` 4202 ,t; Non i Snow 1125% 654 9 t SJ !: ,t ,. LI240 , ,:' 1 Snow; .x11696' 5135 5583 co 31��; r: x 1./2 r � i FSn 1,91596 6206 .;ttfQn ,' Snow � 1125°6, 6747 d , (, At ., , . IJ240' 06 i, , 4 ' L!24 i99 1887 2291 2492 , p _ ; gnaw 5 11% 2827 3074 547 3378 3673 954 3982 4330 1330 705 1014 1744 1896 1887 2128 2314 2524 2515 2735 3050 2929 3186 238 793 603 1259 1369 1137 1705 1854 1798 2002 2177 1389 2315 2518 1660 504 386 921 967 735 1260 1370 1171 1623 1766 1698 1912 2080 815 338 262 654 654 501 961 1046 803 1239 1348 1171 1550 1686 1626 236 185 461 461 356 749 749 573 975 1061 840 1220 1328 1171 170 136 336 336 262 548 548 423 786 811 621 985 1072 870 126 102 251 251 198 412 412 320 612 612 472 810 864 663 95 79 191 191 153 316 316 248 471 471 367 668 668 516 73 62 148 148 121 246 246 196 370 370 290 526 526 409 56 44� 56 50 116 116 97 195 195 158 294 294 234 420 420 330 44 41 92 92 79 156 156 129 237 237 191 340 340 270 • able is for c. 1 1.8E WS MICROLLAM'" LVL allam' "' LVL and ParallanteL Headers and Beams ALLOWA ;LE UNIFORM APPLIED LOAD - ROOF (PLF) GENERAL NOTES: A 1, Values shown are the maximum uniform loads, in pounds per lineal foot (p11), that can be applied to the beam in addition to its own weight. 2. Tables are based on uniform loads and the most restrictive of simple or continuous span. 3. Total load column limits deflection to U180. For stiffer deflection criteria check U240 column at total load. Check local code for other deflection criteria. 4. Microllam'" LVL and Parallam'" PSL beams are made without camber; therefore, in addition to complying with the deflection limits of the applicable Building Code, other deflection considerations, such as ponding (positive drainage is essential), long term deflection under sustained loads (including creep) and aesthetics, must be evaluated. 5, Roof members shall either be sloped for drainage or designed to account for toad and deflection as specified in the applicable building code. 6. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. 7. Lateral support of beams is required at bearing points. 8. Bearing area to be calculated for specific application; see table on page 20. ' beam. When properly connected toge her, double the values for two 1 beams, triple for three. See pages 19 and 20 for connection details. 3'/2" 2.' VS PARALLAM® PSL (For 1 ", 2 ", 5 and 7" beams, see multiplier below) fable cars be used for 1 ", 2 '/,6', 3'/2' ", 5'/4" or 7" width beams. Use the following multipliers to calculate the allowable Ioa for each width: 1 width beam: Use values in table x 0.50 I 2 "' /is" width beam: Use values in table x 0.77 • 3' /s" width beam ": Use values in table 5'/4" width beam: Use values in table x 1.50 7" width beam: Use values in table x 2.00 (a) Table is for one 31/2" beam. When properly connected together, double the values for two 31/2" beams. See pages 19 and 20 for connection details. Page 23 t : L.' .�'�O O�LO.ti• '�'(PSF?L i i , >M . ::{'; s•. %rfJ `:'rs' yt. d.4Ht'T( : s * S ,„ : : ' ,, )h{•i,>1a 1 '.• e •(; �. '1:.M1 "�i•4`S�J Fn�, �l 1�Vn ;�I�VW. \12�7��•�..�,.. �::�'A �•.ti \'y \1R^..1, 1�rk ^s : 41 w�} _��',. V tfi SNO 5 4'wry }5'itijd.l' 3♦ {�?' u.�i ri!'n:�e �. S .. C'^ < Y.+r l.` E ii.. Y'.( S.", _vS4vL'!5...,.�J'.S..�IR/W�`11I 7 ,N tr .',wrr.Ln l -V.a.1 F,J� , iL�}, \A..,r }t�. , . µ: ,, , fa..i'.} :ri , 20L °112DLs r�Y= 3 >:;;•,`t'��t1:�;, , .. ids.\ r�. r ,•.+. 1 �1 :.:. .' �OLL• +;2S ,' , �';: i��i` �• r; �Y,;., r�2sll 'ra120 x 30L'�'12DL"�.� x�, ` t' n' �. 'ti 4! ! n'4:vz�i� ll, rw h -f o . .i., ot /�. t>N� v1 „"ry �. �. ' , . ✓, rv' > t ,s,. i f # f . s.9 - 3' ; , ` J � .. . w\ i..,:Fi.j ` 7' » ' 1 f3,r3 s�G u, :tt a. �� . . ..t nt: � a•71.. '2 1.� 19.3' ., x ', .:kh.t,�f1!t C .l V 'Fir: V } i 1 ,,:.` '-.12-, ,t . . 1 ; , ; ; v . 'Se S .. . .... y IY. vy Y i if ,r r•,. S 'Y . 'Fll 4i M Y n k18.-3 ' 7 ' "I`" LA r 42 .r ni a ' 11.' 1 9 r3. -i ,i;1. „. ' t � :) c�.i "•��_ 3� }T :'r' R;3 .`S'v r % 1 ' } • , c•� 18 3 r Y � g 1/ , '':tj•N (r (" (' 1 1 rt; 1 � 1�8 3 tt ' n/:. .. � M1�� xx��l A �F it,. t _. t- 9 3 411 :lY b >I n ,t y .n. S . :, ' „ t 1'a �t 1�-3:! a :� :. �;�+'Iltt+.'` - y -r as' _� X18'"3 'C �� •..:I.� �: l, 3: ° •'1 i +i;'!t ° ' >d i k c .hZ7if� 51/4" X 51/2" 31/2" x 71/4" 2 " /ifi " x 9'/2" 135" x 9'/i' 51/4" X 91/2" 3W x111/4" 2 " /i&" x 11W 11'4" x 14" 51/4" X111/2" 31/2" x 14" 2 /in" x 14" " 31/2" x 7'/4" 2 " /16" x 91/2" 1 1x/+" x 9h" 51/4" x 11 31/2" x14" „ 2 Aa" x 14" 51/4" x 11 31/2" x 14" ....an..,.,... ; :iiiiX x 1 ".: 3 x 71/4 2 "/16" x91/2" 1114" x 9'/z" 31/2" x 117/e" 2 /I6" X 14 51/4" x 11 31/2" x 14" 2 " /ie" x 14" 31/2" x 71/4" 2 " /16" x 91/2" 135" x 9' /z' 51/4" x 11 /6" 3'/2" x 14" 2 "h6" x 14" 5' /a" X 11 31/2" x 14" 2 " /i6" X 16" 3,1 'a•; 1 ,y .' y 3'h" x 71/4" 2 " /,2" x91/2" f 134" x 9fi 31/2" x111/4" 2 " /,6" X 11 f1 �•''T42:': q 14! +u�C �4r? 51/4" x 11W 31/2" x 14" it 2 /ia" x 14" 31/2" x 7'/," Me" x91/2" 1 134" x 9/z 51/4" x 111/4" 31/2" x 14" 11 2 /,e" x 14" 31/2" x 14" .-,.,,, + ;. ,., l; 31/2' x 71/4" 2"/ie" x91/2" 1 " 1�i" x 9/z 3 x 117ze" 2 " /i6" X 14" 51/4" x 11 31" x 14" 11 2 /i x 14" 31/2" x 71/4" 2 "/16" x 91/2" 1 1 x 9h 51/4" x117/6" 3'/2" x 14" 1 1 2 /i6" x 14" 31/2" x 14" : 1 , 7 , , >,,,•, 21f "e�. -.,: 6:'�' ,,: p.,. •;., ; ,.. ".. 3 1/2" x71/4" „ 2 /in" x 9 /2" 134 x 9!z" 3 1/2" x 111/6' 2"/ ,6' x 14" 5 1/4" x 11 /e" 3 /z" x 14" 2'1/46" x 14" 5 ' / 4 " x71/4" 3'/2" x 9'h" 2 "1/46" x 91/2" 1 x 111/2" 5 ' / 4 " x 11 3 /z" x 14" i ,. , ",;X 14" t 5'/4" x 14" , 3 /z" x 16" .0,441.E1170:1;!:.:: 3'/2" x 7'/4" n 2 /,6" x 9 h" 1 �4" x 9 /z" 51/4" x 11 3 /z" x 14" „ 2 / ie x 14" 51/4" x11 , 3 h" x 14" ,t »':.• ", 2 ; 31/2" x 71/4" n 2 /i6" x 9 1 1 35 " x 11 /s 51/4" x 11 31/2" x 14" 1 �, �:... ; X;a4-z 5'/4" x 14" 31/2" x 16" . r .._ !2' !, " 1' '' 24 + •}:' 3'h" x 71/4" 2" /,e" x91/2" 13'." x 9ve 3 x 11 n 2 /ie" X 14" 51/4" x 111/4" 3W x 14" 2 " /,a" x 14" 51/4" x 7'/ 31/2" x 9'1h" 2 " /i6' x 9'h" :•1 !:1 1 %j�;; 51/4" x 11 3' x 14" 2'Yae "x 51/4" x 14" 3' : 16" �2! e ,7t,�8 ": 3 X71/4" 2' Y i6" X 9W 135" x 9'h" 51/4' x111/4" 3 x 14" 2 " /,e" x 14 3 „ x 14" q t;' y n% ter. 2 fie',X�isit: 51/4" X71/4" 2 /ie" x 9'h" 1 x111/4" 51/4" x 11 /" 3'W x14" :'2t' /e" X<14•t 51/4" x 14" 3'/2" x 16 " o 2 3/;" X:ji6 WWSSPAt4 IN FEET + '' 1" 11 3bt �' .gg N 1 � i`. 31/2" x 7'/4" 2 " /16" x 9'h" 135" x 9'h" 3'h" x 11 2 " 14" /,a" X 5'/4" x 11 3'h" x 14" 2 " /i6 x 14 5Y4" x 7'/4" , 2"/16" x x 9 /z" t1 -4 1fi%a 5Y.4" x 11th'+ 3' /z x 14 e , "( 21+yi X',14 5'/4" x 14" • 3 'fe M "16' T , :� i', .,.... 2?'/ie 16 : >: 3'/2" X71/4" 2"h6 x 9W 134" x 111/4" 5 x 11 3W X14" w a.. 2 "1,y4 x 1 .4 5'/4" x 14" 31/2" x 16" t.t ".' .. .?:%! , !':.).c . ,1.0'.!•• 5'/4" x 7'h" 3'/z" x 9' /z" l'IWii`11riti ":: 5'/4" x 11 3' /z" x 14" : "�le z 16•; 5'/4" x 14" 31/2" x 16" / 7 w 31/2" x71/4" 2"/m" x91/2" 13/4"x9W 51/4" x 11 31/2" x 14" 2"/16 "x14" 51/4" x 11 31/2" x 14" 2W,6 "x16" 51/4" x71/4" 31/2" X91/2" 2 " /m" x 9'/z" 1 '�.; ";X 51/4" x 11 % " 31/2" x 14" ,11l ' e x 1 6 5'/ 4" x 14" ". .,,., - 3 z16 ;= 5¼" x 7'/4" 31/2" x 91/21/2" 135 "x 111/4" 5'/4" x 11 31/2" x 14" i2 " /e ".,)(14 51/4" x 14" 31/2" x 16" 2 ' % 5'h" x 7'/4" x 91/2" 4 :x tip % ": 5 x 11th" 31/2" x 14" 2's X,16 , Sh "x14" ,: Jy , 3'fi X 16,' u/ ; 31/2" x71/4" 2 "/,6 "x9W 13/4" x 9'/z" 51/4" x 11 3'/z "x14" 2 " /6' x 14 51/4' x l l Va" 3 "x14" , .•,.. .,�...„..... ;r 21Yie ; �c 16; 51/4" x 71/4" 3h "x /z" ' 2 "!,6" x 9W ;13/.4.)01w. 3 1 " X . , l f 1 2 / m z 16 5'/ x 14" S'. 3 x 16" 5'/4" x 7'/4" 3'W x 9'/2" 2 x 9Y2" 13." x 11 /e" 5'/4" x 11 /e" 3'Wx14" ..,...a .2Wia" X 16" 5'/." x 14" 3W x16" .211/44" X 16 51/4" x 7'/4" 3'/2" x 91/2" 2 "/,6" x91/2" :1 + ". x.11iv ' 51" x 111/4" 3V2 x14" .. 211/,. x:'16" 5'/4" x 14" 3Yi ". 16: • � ��! j{ 36'% /" �` . s t� 3Yt" x71/4" 2 x 9'W ," 135 x 9h 51/4" X 111 /e" 3'W x 14 „ 2 /,e" x 74 3Yz" x 14" ; ., .. ,+ ,,1m' -iE16 \.' �, a,. 51/4" x 71/4" 3' /z" X91/2" 2' Y 1n " x 9'h" f34" xt11Ye " .. 3 "`X ;14 "p 2' Vii . X16 , ..,. , ..:. 51/4" x 14" t3'h.zi6 : .,.. .13'i,.x 51/4" x 71/4" 3'h" x91/2" 2 x 9Y" 11th "c 51/4" x 111/2" 3W x 14 it x1 . /, e, x;16 51/4" x 14" a .3„e ii16 : ..... , 51/4" x 71/4" 3'/z" x 9'h" 2 " / ie " x 9'/z 4, 134 "x: /;a 5'h" x 14" 3'k X 16 " ' 2 " /,e : x 16 51/4" x 14" 1 \ x16.r :: ,, ... YIicrollam "f LVL & Par, ° m® PSL Headers & Beam* GARAGE DOOR HEADER SIZING TABLE For Single Story Applications GENERAL NOTES: 1. Table assumes a simple span header supporting V2 of the total roof load. 2. The header weight is accounted for in the table and does not need to be included in the dead load calculations. 3. Deflection limited to U240 at live load or L/180 at total load. 4. Header selections are based on the lower of 1.8E WS Microllam '' LVL or 2.0E WS Parallam' PSL design values. 5. Reduction in live load has been applied in accordance with UBC 2306, NBC 1110.2 and SBC 1203.6 for the header sizes listed in the non -snow (125 %) columns. 6. Minimum header support to be double trimmers (3" bearing). In ta', areas, support headers with triple trimmers (41/2" bearing). 7. For loading conditions not shown refer to allowable uniform load tables on page 23 or contact your Trus Joist MacMillan representa- tive for assistance. 8. Header widths of 31/2" and 5 may be one piece or multiple pieces as shown in the following chart: Multiple member headers must be properly connected together. See pages 19 and 20 for connection details. Page,24 rtM•i5 6w.c'r."1;:;,. ,,,! kSx. t''.3s':r`t.�t•:r"e ;;VL Non - shaded portion indicates area of load on header. s • •inimum . I! • .Der required 1,' rV only). 1- TOP FLANGE HANGERS Table A • HGLTV'' : - GLTV The minimum support for top flange hangers is 31/2" or wider Microllam' LVL required for HGLTV hangers). The minimum support width for all face moun HWU3.56 /9.5 GLTV3.59 HW U3.56/11.88 W9 W PU 1.81 /9.5 W11 WPU1.81/11.88 W14 WPU1.81/14 HWU2.75/9.5 GLTV2.75 /9.5 HWU2.75/11.88 GLTV2.75/11.88 HWU2.75/14 GLTV2.75 /14 HWU2.75/16 GLTV2.75 /16 GLTV3.511 HWU3.56/14 GLTV3.514 HWU3.56/16 GLTV3.516 HWU3.56/18 GLTV3.518 HWU5.50/9.5 HGLTV5.59 HWU5.50 /1 1.88 HGLTV5.511 HWU5.50/14 HGLTV5.514 HGLTV5.516 HGLTV5.518 2020 3965 2020 3965 2020 3965 5500 6000' 5500 6000' 5500 6000' 5500 6000' 5500 6000' 5500 6000' 5500 6000 5500 6000 5500 6000 5500 6000 5500 6000 5500 600C 600C 600C Load shown assumes support member is 2 or more pieces 0 5 1 ?' Parallam` PSL. See Table A for maximum loads with other support member: • Load may be increased to 6335 lbs. for supported member widtl . • • • 7Vi minimum depth support member required (HGLTV only). ' Load she Parallam SeeTabi: HGLTV GLTV TOP FLANGE HANGERS HGLTV5.511 HWU5.50/14 rollamTM LVL & Parallam® ' L Framing Connectors W9 W PU 1.81 /9.5 W11 WPU1.81/11.88 W14 WPU1.81 /14 HWU2.75/9.5 GLTV2.75/9.5 H W U2.75/11.88 GLTV2.75/11.88 HWU2.75/14 GLTV2.75/14 HWU2.75/16 GLTV2.75/16 HWU3.56/9.5 GLTV3.59 HWU3.56/11.88 GLTV3.511 HWU3.56/14 GLTV3.514 HWU3.56/16 GLTV3.516 HWU3.56/18 GLTV3.518 HWU5.50/9.5 HGLTV5.59 HWU5.50/11.88 3965 6000` 6000• 6000" 6000" 5500 6000" 5500 6000* 5500 6000" 6000* 5500 6000" 5500 6000" 6000* 5500 HGLTV5.514 6000" HGLTV5.516 6000" HGLTV5.518 6000" nes support member is 2 or more pieces of 134" rrraximum loads with other support members. Load may be increased to 6335 lbs. for supported member widths of 31/2' or loss. The minimum support for top flange hangers is 31/2" or wider Microllams LVL, Parallam' PSL, TimberStrands LSL, glulam or 4x4 or larger solid•sawn lumber (71/4" minimum depth support member required for HGLTV hangers). The minimum support width for all lace mount hangers is 2 ". FACE MOUNT HANGERS • Value may be increased for duration of load. GENERAL NOTES: • Hanger capacity may be more or less than that of the supported Microllam'" LVL or Parallam PSL member; therefore, both the hanger and Microllam'" LVL or Parallam PSL capacities must be checked. • Hanger capacities shown are based on the assumption that the hanger is supported from Trus Joist MacMillan products or Douglas fir -larch or southern pine species support members. For other conditions, contact your Trus Joist MacMillan representative for assistance. • Leave r /le " clearance between end of Microllam'" LVL or Parallam"' PSL and support member or hanger. • Hangers can only achieve their maximum capacity if all nail holes are filled with the proper nails. All hangers listed require 16d common header (support member) nails, except the W9, W11 and W14 which require 10d common header nails. All sup- ported members are nailed with 10d x 1 nails, except the GLTV, HGLTV and HU61O through HU616, which require 16d common nails for the supported member. In some cases, these hangers have greater capacity when supported from certain member categories and with alternate nailing schedules. The hangers listed are manufactured by Simpson Strong-Tie Company, Inc. For additional information please refer to current Simpson Strong -Ties Company literature. a e: m moral '' 11f3t; xt r. i; cs Page 25 Vi :r fh'` �ifrfr Kll ., . k"� '� O { DESIGN PROP RRTII' {{ S et t y s f d ,Yt( l� V� Y71 �r I /Gll�f• i'Fi } .{.j+tJ ✓}� ^T1 i•A 'L �jdv ','�u', 4j 5% 7 ' st r: +1:1 ' , ' '14' a RIV% 6'."4..`„3 i... aip4foilt1111t;(ft Ibt•.'). A`! p 2,190 3,520 5,885 8,940 12,125 15,495 19,365 ., ° „Sh/ar'(Ibt.)rtt' %1 :: 1,830 2,410 3,160 3,950 4,655 5,320 5,985 .ANOmeiit iir.,14NIClrn);x ; 25 55 125 245 400 595 850 .Wnlght(Ibsaeli 'ft)' ?2 2.8 3.7 4.8 6.0 7.1 8,1 9.1 DESIGN PROPERTY'. r t ....; „ .. , , • ;� 9/4.., . 11% . �� 14 r16 :, • . , rm18 "a.i .:1410ment (ft.'Ibj) {sG 10,025 15,280 20,855 26,840 33,530 ' , Shear (Iba) ' 'r , 4,935 6,170 7,275 8,315 9,350 Moment`ot InertIiQfl+) 190 375 615 915 1,305 ,,,Welght:(Ibealih ft) 8.0 10.0 11.8 13.4 15.1 14 ` i, 3, r DF�SK � PROPERTY '' ',7::1°( . , DEPTH • •B ' , -; , :. 8%' .11W; .14'; .1'.,.; 18 ., - .r ,,,,11fliprNnt(tt::lbs:)•% 26,115 39,805 54,325 69,905 87,325 .4:' ';Sbfieilitl .i, ?;`' > 12,855 16,070 18,945 21,655 24,360 MOtneni at ine 069 500 975 1,600 2,390 3,400 ' ft.), 20.8 26.0 30.6 35.0 39.4 s L 4 c 1r ' : rt. 1 . - DESIGN PROPEIITY ::.WAt >, .`0 r 1. -i t 4"*.' ° ;10' : DEPTH k-. N + ;r 41 1 41.. 11�r6' t t t 1 4. ,..; 18 5.. ,: ' .. g Moiii lit'(tt: Iiiii. '!;'.: 13.055 19,900 27,160 34,955 43,665 ,, at;;' f ?yp;.,ShNr; 6,430 8,035 9,475 10,825 12,180 Mdjnint:OI.IMrili (I&) 250 490 B00 1,195 1,700 ; Welght(Ibi:/JIi fl:)''; 10.4 13.0 15.3 17.5 19.7 Yi4itx; iN'f:a! s ,.�, ' DESIGN PROPERTY ft, ,C i ':+t : n't .. ''rFr''ti' % r - ' f ' i5 ,� s r . xt Nr,:� :i; °, ' " `,„r w n r ,�t E9Wt ,11�iti', ..14 � "16.., , u 18, f^: :rMomsn' (ft:Elb :):4't' 6,530 9,950 13,580 17,475 21,830 ,4;4SheeflIbo.)^;t. . 3,215 4,020 4,735 5,415 6,090 Mo flh. nt of InMle (n4) 125 245 400 595 850 t (Ibi:flin fe) i 5.2 6.5 7.7 8.8 9.8 DESIGN J PROPERTY .. ' ;DEPTH ''"i-:4 `.9'fr " 111,b :, 14.:.,: ''16 . rti8 "-t; ' MOtherit (ft'lba:y. 'r, 19,585 29,855 40,740 52,430 65,495 s''::.,'Sheer 1 '• . 9,645 12,055 14,210 16,240 18,270 Morrientofine`rtla(in') 375 735 1,200 1,790 2,550 i; ,, Weight (Ibs : %Ihi: ft.)� 15.6 19.5 23.0 26.3 29.5 i :.,,,,a 4 t1 J , .. IPEAM:DgFTH r` i M'HOLE S ZE N4' 714'!.through "• 2" ALLOWABLE AXIAL LOAD A.? t4 h ECtP I tp� '�¢cn�t`4 t,.:.•�•� `i K�.J, r y . LLB 'q�; i, e '• " 12347 t t ` t; 6 ,. 1 . 11001 . •s:115%, '125% 100% .11S%;' '':125% s 17,538 14,340 11, 9,375 7.716 BEAM ON COLUMN CAP 15,085 12,811 10,598 8,740 7,270 6,115 5,449 4.663 4,033 5,203 4,474 3,885 3,402 3,003 16,612 13,779 11.202 9,143 7,553 6,323 5.359 4,595 3,979 3,478 3,064 6,441 3,521 3,099 19,217 15,897 13,111 10,905 9,173 7,805 6,712 5,827 5,103 4,504 20,669 16,804 13,715 11,330 9,484 8.039 6,892 5,969 5,217 4,596 21,510 17,326 14,063 11,574 9.662 8.173 6,995 6,050 5,282 4,649 1 ax3i&ttsazs •a r. Microllam'm LVL & Par` , m P SL Design Properties Design values shown are for 100% Toad duraW W 1 1.8E WS MICROLLAM "' LVL GENERAL NOTES: • Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. • See NER -126 for additional design information. 1 2.0E WS PARALLAM`- PSL 3 2.0E WS PARALLAM" PSL 7" 2.0E WS PARALLAM" PSL ^• e1:;a':' > idi', Itiat.ii;A aTtMMO,'F19 '.s,'h"�'u�( ,�` 4+�'n+ii�iYd 's" n rlAg"n''' gait 1+Mariid cla:, ft_ xari.•ti[Yt4d'^t)Fi:+5':�F..7' ..:F:i:r'�3�!?,'.iTw7 uc � n i+1l�i7r�9' �Jlua.4 GENERAL NOTES: • Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. • See NER -292 for additional design information. • WS indicates Western Species. Western Species may include Douglas fir, lodgepole pine, western hemlock or white f ir. Microllam " LVL & Parallam PSL - Allowable Holes 2 x Diameter of the largest hole (minimum) • • %depth 1 depth ,. 15 depth � 1_ `- '_ Page 26 '.; span Allowed Hole Zone 'h span • • 1 span GENERAL NOTES: 1. The Allowed Hole Zone in this chart is suitable for uniformly loaded beams using maximum loads for any tables listed in this guide. For other load conditions or hole configurations, please contact your Trus Joist MacMillan Representative. 2. If more than one hole is to be cut in beam, the length of the uncut beam between holes must be a minimum of twice the diameter of the largest hole. 3. Rectangular holes are not allowed. 4. Holes in cantilevers require additional analysis. Shear modulus of elasticity G = 112,500 psi Modulus of elasticity E = 1.8 x 10 psi Flexural stress Fb = 2600 psim Compression perpendicular to grain parallel to glue line F = 750 psi Compression parallel to grain Fcll = 2460 psi Horizontal shear perpendicular to glue line F = 285 psi (1) For 12 -inch depth. For others, multiply by r12� 0.136 1d (2) F shall not be increased for duration of load. 2 2.0E WS PARALLAM" PSL 5 2.0E WS PARALLAM" PSL 1.8E WS MICROLLAM't' LVL ALLOWABLE DESIGN STRESSES 2.0E WS PARALLAM "' PSL ALLOWABLE DESIGN STRESSES Shear modulus of elasticity G = 125,000 psi Modulus of elasticity E = 2.0 x 10 psi Flexural stress Fb = 2900 psio Compression perpendicular to grain parallel to wide face of strands F = 650 psij Compression parallel to grain F = 2900 psi Horizontal shear perpendicular to wide face of strands F = 290 psi (1) For 12 -inch depth. For others, multiply by [al ] 0.111 (2) F shall not be increased for duration of load. DO NOT cut, notch or drill holes in Microllam'" LVL or Parallam' PSL except as indicated in chart and illustration. ROUND HOLE CHART • 1 C •NECTION DETAILS S _NERAL NOTES: Table applies to solid, one -piece column members us dry service conditions. Loads shown have been adjusted to accommodate th case of the following eccentric conditions; 0.167 of co thickness (first dimension) or 0.167 of column width. 3. Loads are based on simple axial loaded columns usin design provisions of the National Design Specificatio Wood Construction (NDS), 1991 edition. For side loa other combined bending and axial loads see provisio NDS, 1991 edition. 4. Table assumes that the column is unbraced, except a column ends and the effective column length is equal actual column length. • • • CONNEC .;)N DETAILS ALLOWABLE AXIAL LOADS 15,085 16,612 1 12 [( aa � !. ,.. 7 p � L•p 1Af EV.14L LOAD;Q�H ;�P,ARALI �N: dl l Att '� M. .' PYS' `..[ ,i' . Vi'-!P..MOT � iV V �ILi)1` {v�bajS•Gm 14111` ! "i A si ` 3W' : i 4 iro alft aw x' _Z'` ,'VIM "�+.• A1.1 41C i*5%'r. ; 1011% , 015V 11. ,: g100t44 ; 115% 1.S%?. 100W; M15% 7,538 811 13,779 14,340 10,598 11,202 11,551 8,740 9,143 9,375 7,270 7,553 7,716 6,115 6,323 6,441 5,203 5,359 5,449 4,474 4,595 4,663 3,885 3,979 4,033 3,478 3,521 3 '13 3,064 3,099 19,217 20,669 16,804 13,715 11,330 9,484 8,039 6,892 5,969 5,217 4,596 15,897 13,111 10,905 9,173 7,805 6,712 5,827 5,103 4,504 21,510 17,326 14,063 11,574 9,662 8,173 6,995 6,050 5,282 4,649 jtl� %ry !, vii V $k' )51457:', N"`.� # ). .+0 }.ir i 't'3 ] t om.. c � S�xi ;l,. ;10014?:. ).115% ;s 125* 21,196 22,405 17,481 18,287 14,539 15,106 12,231 12,645 10,407 10,718 8,949 9,189 7,770 7,959 6,804 6,956 6,005 6,129 23,101 33,300 18,751 30,016 15,432 26,655 12,883 23,484 10,897 20,667 9,327 18,239 8,067 16,166 7,042 14,401 6,199 12,893 11,599 10,483 9,516 8,673 7,935 7.286 6,712 36,685 32,551 28,499 24,845 21,703 19,047 16,810 14,922 13,320 11,954 10,781 9,769 8,890 8,122 7,447 6,853 38,743 34,041 29,565 25,631 22,300 19,512 17,180 15,221 13,566 12,158 10,952 9,914 9,013 8,228 7,540 6,933 37,998 33,127 28,937 25,395 22,413 19,895 17,760 15,939 14,375 13,025 11,853 10,829 9,930 9,137 35,540 31,312 27,556 24,318 21,555 19,201 17,190 15,465 13,977 12,688 11,565 10,581 9,715 8,949 39,420 34,175 29,733 26,016 22,907 20,295 18,08B 16,210 14,603 13,218 12,018 10,971 10,053 9,244 34,168 31,164 28,498 26,130 24,027 22,153 20,481 18,983 17,638 16,427 15,333 35,796 32,526 29,648 27,112 24,871 22,885 21,118 19,542 18,131 16,863 15,722 36,736 33,311 30,312 27,677 25,356 23,305 21,484 19,862 18,413 17,113 15,944 GENERAL BEAM ON COLUMN CAP 3 402 1. Table apf solid, one -piece column members used in dry servic c!itions. 2. Loads shc, ave been adjusted to accommodate the worst case of tht :>wing eccentric conditions; 0.167 of column thickness i. : dimension) or 0.167 of column width. 3. Loads are t. ed on simple axial loaded columns using the design prop i , ons of the National Design Specification" for Wood Construction (NDS), 1991 edition. For side loads or other combined bending and axial loads see provisions of NDS, 1991 edition. 4 . Table assumes that the column is unbraced, except at the column ends and the effective column length is equal to the actual column length. COLUMN BASE ParallatPSL Columns and Posts ELEVATED COLUMN BASE Optional Non - shrink Grout 1.8E WS PARALLAM"' PSL ALLOWABLE DESIGN STRESSES (100% Load Duration) Modulus of elasticity E = 1.8 x 10 psi Flexural stress Fb = 2400 psic)r Compression parallel to grain Fcll = 2500 psi 12 0.111 (1) For 12 -inch depth. For others, multiply by d Page 27 r us Joist MacMillan now offers a pr line that includes Western Species or Eas p pecies products. Some of these products have different properties and capacities. The map below indicates the general distribution of each species, although some overlap may occur. To be sure the product you specify is readily available in your project's location, contact your local Trus Joist MacMillan representative, or call 1-800-628-3997 for the representative near you. The regional offices listed below represent over 175 technical representatives throughout North America. • WESTERN SPECIES TJI" JOISTS, MICROLLAM" LVL OR PARALLAW PSL HEADERS, BEAMS & COLUMNS (HAWAII ONLY) , ao • PLYWOOD WEB TJii JOISTS • WESTERN SPECIES .. MICROLLAtvI'.".LVL OR PARALLAMvPSL HEADERS, BEAMS AND COLUMNS North American Residential Operations Group * Trus Joist MacMillan 4275 Shackleford Road, Suite 220 Norcross, Georgia 30093 (770) 923-9997 Western Division O Trus Joist MacMillan 8644 154th Ave. N.E. Redmond, Washington 98052 (206) 869-9700 O Trus Joist MacMillan 819 W. Striker Ave., Suite 1 Sacramento, California 95834 (916) 649-6835 © Trus Joist MacMillan 5088 Edison Avenue Chino, California 91710 (909) 627-7331 O Trus Joist MacMillan 5600 S. Quebec Street, Suite 250B Greenwood Village, Colorado 80111 (303) 770-6262 LC0496 /25M Q Printed In U.S.A. on recycled paper — APRIL 1996 Tiwielefiaeff"a 200 E. Mallard Drive (83706) P.O. Box 60 Boise, Idaho 83707 (208) 364 -1200 Call for the dealer or regional office nearest you: 1-800-628-3997 FrameWorks', Parallams, Silent Floor', TimberStrand• and TJIP are registered trademarks and Microllam!M, TJ•Beam'" and TJ- xpert'N are trademarks of Trus Joist MacMillan, a limited partnership, Boise, Idaho. PRODUCT DISTRIBUTION • WESTERN SPECIES TJIe JOISTS • WESTERN SPECIES OR EASTERN SPECIES MICROLLAM' LVL OR PARALLAIr PSL HEADERS, BEAMS & COLUMNS Atlantic Central Division © Trus Joist MacMillan 4940 Viking Drive, Suite 220 Edina, Minnesota 55435 (612) 896 -1115 0 Trus Joist MacMillan 1410 Donelson Pike, Suite 8 -16 Nashville, Tennessee 37217 (615) 399-2184 O Trus Joist MacMillan 1101 Woodridge Center Dr., Suite 114 Charlotte, North Carolina 28217 (704) 357 -3291 I Reorder: 20411 Northeastern Division O Trus Joist MacMillan 3592 Corporate Drive, Suite 100 Columbus, Ohio 43231 (614) 882-5840 0 Trus Joist MacMillan 104 Centre Boulevard, Suite A Marlton, New Jersey 08053 (609) 596-5555 • EASTERN SPECIES TJI'' JOISTS, MICROLLAM'" LVL OR PARALLAM PSL HEADERS, BEAMS & COLUMNS Canadian Division Trus Joist MacMillan, Ltd. 216, 200 Rivercrest Drive, S.E. Calgary, Alberta T2C 2X5 Canada (403) 236-8000 Trus Joist MacMillan, Ltd. 300 Marcel- Laurin, Suite 212 St. Laurent, Quebec H4M 2L4 Canada (514) 744-0576