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HomeMy WebLinkAboutMiscellaneous - Northandover Estates Lot 16Lt.-- - - i MEMO TO: Framing Sub -Contractor FROM: Quality Assurance Department RE: FRAMING DETAILS AND SPECIFICATIONS Please take note of the following: 1. 'In order to properly brace the roof trusses, the framing sub- contractor MUST use the individual seal truss drawings (that the Super has). These show exact placement for all permanent bracing, where T -braces are required for step-down hip trusses and where certain trusses require field applied slabs. 2. All gable ends require special bracing (See attached Detail FR -28). 3. To secure trusses to interior walls within the center 1/3 of the bottom chord, nail "up" from the underside of the top plate into the truss. Also 2x6 nailers should be installed between the trusses in this area for drywall (See attached Detail FR -27). 4. The rough framing for ALL skylights must be perpendicular to the floor at the bottom of the opening and perpendicular to the roof at the top (See attached Details FR -25 & FR -26). 5. Metal wall tie straps are shipped with each home and are bundled with the bridging and must be used for all single top plate wall intersections (See attached Detail FR -30). 6. All 2 -ply roof trusses or 2 -ply girder roof trusses MUST be nailed together with 10d nails, 12" on center, all members and from both sides. 7. All 3 -ply girder roof trusses MUST be nailed together with 16d nails, 16" on center, all members and from both outside trusses into center truss. 8. If you are framing a home that is listed on the attached "Special Hanger" chart, please make sure that the hanger is installed. SAT/ds L Attachments i JUL SAT0284.D , MEMORANDUM Ta: TBI Superintendent/Framing Subcontractor FROM: Product Development Department PC: Rich Faunce / Rob Edwards GATE: June 17, 1994 RE: ROOF TRUSS SCABS If you are building one of the following homes, please make sure that the roof truss scabs are installed as per the roof truss layout contained in this erection package. These scabs are required to support the designed loads. Base House/Option Location 1. Belmont/Belmont Grand Base House Walk-in Closet Over Garage 2. Bainbridge Grand Base House Walk-in Closet Over Garage Option #135 or #368 Closets or Bath above Elite Add. 3. Carlyle Grand Base House Walk-in Storage Over Garage 4. Huntingdon/Huntingdon Grand Base House Rear Tail of Family Room Trusses 5. Charleston Grand Base House Walk-in Closet (Fed/Prov only) Over Garage Base House Front Tails of (Manor only) All Garage Trusses 6. Oxford/Oxford Grand Option #030 or #060 Walk-in Closet (Fed/Prov/Class only) Over Garage Option #001, #004, #022 Front Tails of #030,#045,#060 of All Garage Trusses (Manor only) 7. Eaton Grand Base House Walk-in Closet Over Garage 8. Amherst Base House Walk-in Closet Over Garage 1AMEMOMAT21491SKM CONTINUE 2X12'S TO PEAK OF STUB TRUSS. BLOCKING e24' O.C. (P P� 1OICLLAR TO 2-2x12 RAFTER (PERFIEMICULAR TO ROOF) 46 1/2'. LADDER PANEL ' FRAMING PERPENDICULAR TO ROOF VELUX SKYLIGHT FS -4 R.O. 47 1/2' x 45 3/4' 46 1/2' �.. LADDER PANEL �� \ SCISSOR (WD) TRUSS i DOUBLED (TO BE ENGINEERED � r i DATE INIT 1 i I 110-1-91 ; BJM I 4-15-93 I BJM ii I I it 46 1/2' LADDER PANELS i SCISSOR (w01 TRUSS DOUBLED (TO BE ENGINEERED �— FRAMING PERPENDICULAR TO FLOOR © Ieei Tat WORM. im., COST CODE 082 SCALE: 1/2* SKYLIGHT FRAMING W% SCISSOR TRUSS , FR -r E0. i EO. E0. DETAIL APPLIES TO 1 MIDDLE 1/3 OF TRUSS ONLY NATE: THIS DETAIL IS TO REDUCE & CONTROL JOINT CRACKS o 2ND FLOOR WALL -CEILING INTERSECTIONS. (TO AVOID TRUSS LIFT) NAILING LINE BOTTOM \ 2Bx66NNAILING ;DATE INITI ! 10-1-91 1 811M 4-15-93 1 BJM I i t J DO NOT NAIL OR ANCHOR DRYWALL CLG. BOARD DIRECTLY TO BOTTOM TRUSS CHORD WITHIN 16' OF PARTITION PERPENDICULAR TO ROOF TRUSSES. THIS PERMITS CHORD SEPARATION FROM PARTITION WITHOUT JOINT FRACTURE. FIRST NAILING ROW TO BOT. TRUSS CHORD 16' FROM PARTITION FACE. NAILING LINE 2X6 NAILING ELKS. FOR DRYWALL CLG. 1/2' DRYWALL CLG. NAILED TO 2X6 CAT BLKS. ONLY 2X4 STUD PARTITION J PARTITION PERPENDICULAR TO TRUSSES TSOMETRTC DETAIL N.T.S. CM -12 © 1991 Tai eVPM. INC. I COST CODE 082. 182 1 SCALE AS NOTED TYP. NAILING DET./WALL PARTITIONS /DRYWALL CLG-1 I FR -27 j GABLE END TRUS DJGINEEREO WOOD ROOF TRUSSES 024, O.C. 2)2x4 L' BRACE. / CONNECT TO EACH GABLE VERTICAL w/ 2J10d NAILS i III 1 /\ �!!, �� .1'i�. � �il I�I��1111�♦ ,11111:.. ��� 16' . � � �•I. \IIS, IIIA �� •'1.1j1 :i�1j11 '11j111Iq� ,, � � �lyl!.`�I Illllllln I •: 11 1, .1 ,111j1j1j1 11� 1.Illlllllili I1, ` / .,IIIp41j11 • • lq�lll � i�1 11�,1� � .Nlllhl, •. e- . •.11j11j1j ,�,� � �:11111j1j • � � e I !1111�;��1,� , • 1,•11111111111. � ••III • • o■ • c • � • 1'1111111j11j1ji, � :• • � •-,� •. • I WD. TRUSS `` i i I WALL BELOW • 2•-0, O.C. 2X4 GROLPD CLEAT MORIZOtiTAU 2X4 GA RIDGE BLE ETD TRUSS LINE 1 DATE NIT I !' INSTALL MIN. 3-2X4 _ BOTTOM GAORD TRUSS; 10-1-91 B X11 i iHMIZOtdTAU 2A4 I BRACES ACROSS 415-�3 iKMC i ENTIRE HOW I I i i � I h I Id DRIZOKTAU ZX4 i 1 I i i ! 1 I PLAN OF BOTTOM CHORD TRUSS BRACES I © %m Ta.L soT+em m I COST CODE 082 i SCALE: N.T.S. -TYP. GABLE ROOF TRUSS BRACING DETAIL FR -28 20 GA. x 2' WIDE x 88 LONG -� • TOP STRAP w/ STAGGEREDr / PRE-PLINC ED 1/8* D IAM. HOLES PROVIDE 3)160 NAILS SINGLE TOP PLATE OF STAGGERED INTO TOP • / INTERIOR NON-BEARING PLATE OF EACH WALL • PARTITION WALL • i I \ I NOTA: THIS DETAIL ALSO APPLIES INTERSECTWIO�N INCLUDES \ ONE DOUBLE TOP PLATE WALL. 'T'INTERSECTION OF NOW LOAD BEARING INTERIOR PART. WALL i 20 GA. x 2' WIDE x 8' LONG TOP STRAP CENTERM ON TOP SPLICE OF WALL. NAIL w/ 3)6C NAILS EACH SIDE OF SPLICE STAGGERED • SINGLE TOP PLATE OF INTERIOR NON-BEARING PARTITION WALL WALL PANEL SPLICE ;DATE M I 12-1-921 4-15-931 " I I i j I I I © 1991 MLL efoRm. DIC. I COST CODE 082 E _ NON-BEARING WALL TIE-IN DETAIL SCALE= 1, - i'_ FR -3 SPECIAL HANGER LOCATIONS ------------------------- REV. 06/17/94 I:\LOTUS\HANG\HANGER BASE HOUSE FLOOR SERIES ELEVATIONS HANGER NO. OTY. OR OPTION LOCATION ARi9N10RE COLONIAL HLBH-3514 1 BASE HOUSE WHERE 11 1/4'& 14' PARALAMS INTERSECT IN NEW ENGLAND KITCHEN CEILING ABOVE REFRIGERATOR AREA FEDERAL PROVINCIAL ARDMORE PROVINCIAL HGUS-28-2 1 BASE HOUSE IWHERE 2 -PLY HIP GIRDER INTERSECTS 3 -PLY TURNED GABLE GIRDER ABOVE FRONT CORNER OF BEDROOM #2 CHAMBERLAIN FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS TURNED PROVINCIAL GABLE GIRDERPROV) OR PARALAM (FED) NEAR OUTSIDE CORNER OF FRONT BEDROOM #3 BROMLEY PROVINCIAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER TRUSS INTERSECTS TRUSS INTERSECTS 3 -PLY TURNED GABLE GIRDER NEAR FRONT WALL OF BEDROOM #3 CORNELL FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS TURNED FEDERAL II GABLE GIRDER ABOVE MASTER SITTING AREA PROVINCIAL PROVINCIAL II DOVER PROVINCIAL II HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER TRUSS INTERSECTS 3 -PLY TURNED GABLE GIRDER ABOVE FRONT PART OF MASTER BEDROOM BELMONT PROVINCIAL II HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS 3 -PLY TURNED GABLE GIRDER ABOVE FRONT CORNER OF BEDROOM #2 BUCKINGHAM FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS 3 -PLY PROVINCIAL TURNED GABLE GIRDER ABOVE FRONT CORNER OF BEDROOM #3 POTOMAC FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS 3 -PLY PROVINCIAL TURNED GABLE GIRDER ABOVE MASTER BATH SHOWER AREA MONTICELLO COLONIAL HGUS-28-2 2 #056 OR #152 WHERE BOTH 2 -PLY SKYLIGHT GIRDERS FEDERAL INTERSECT FRONT 3 -PLY TURNED GABLE GIRDER NEW ENGLAND ABOVE BEDROOM #3 CHESAPEAKE FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS TURNED HIP GIRDER ABOVE FRONT CORNER BEDROOM #2 MADISON ALL BPH -410 1 BASE HOUSE WHERE 3 1/2' PA'RALAM IN 2ND FLOORABOVE KITCHEN 1/2 WALL) MEETS 2) 2 X 10 BEAM ABOVE POWDER ROOM =LBOURNE FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS TURNED PROVINCIAL GABLE GIRDER ABOVE MASTER BATH EATON PROVINCIAL II HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER INTERSECTS 3 -PLY TURNED GABLE GIRDER ABOVE BEDROOM #2 MERCER ALL HBPH-52925 1 BASE HOUSE WHERE TRIPLE 2 X 10 WITH 1/2' SPACERS INTERSECT 3 1/2' X 9 1/4' PARALLAM IN FIRST FLOOR AMHERST FEDERAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER TRUSS INTERSECTS 3 -PLY TURNED GABLE GIRDER ABOVE FRONT PART OF MASTER BEDROOM HGUS-28-2 2 #056 OR #152 WHERE BOTH 2 -PLY SKYLIGHT GIRDERS INTERSECT FRONT 3 -PLY TURNED GABLE GIRDER ABOVE MASTER BEDROOM AMHERST PROVINCIAL HGUS-28-2 1 BASE HOUSE WHERE 2 -PLY HIP GIRDER TRUSS INTERSECTS TRUSS INTERSECTS 3 -PLY TURNED GABLE GIRDER NEAR FRONT WALL OF BEDROOM #4 AMHERST NEW ENGLAND HGUS-28-2 2 #056 OR #152 WHERE BOTH 2 -PLY SKYLIGHT GIRDERS INTERSECT FRONT 3 -PLY TURNED GABLE GIRDER ABOVE MASTER BEDROOM REV. 06/17/94 I:\LOTUS\HANG\HANGER #28047 I'M AD APAY 3/4 " Osa. /N %/LAC 78 AMrl V of ,04, ,td. Atiers /tee/ ,t qJt FP24,@- FP28 FP17 z 0 H FP24 FP23 --rl FP29 04 io�. /7000i0 FP28 No -re ; AJ i p,n t Al.s1av s 4,0,C %iA NA« OA�t&.S JdAoRr e.s.g. io FP1 - - - - - - - - P1 O FP2 /r in• 2, ,d' Irl (Ax ) " .40 07 I to a lk 4PAYjo 73 I�NIL A�P`AlAoof Aldi ISP 17 �iwt •f /�aSf r 0 fP1t FPte FP14 Nert ; /'//A NA�t �Ml�l.i �L /IIi I 'Air O.3.d. I� A 00 0 • �t FP2 #28041 _ Fes- _ J . � • ._ _ . _ �i .�1 HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 2 ORDER DATE: 06/10/94 CORNELL 91 FEDERAL 3 3 10017 051 PAGE: 1 -------------------------------------------------------------------------------- COST CODE 4195 LUMBER -1ST LOAD 4195 CORNELL FED GR. -------------------------------------------------------------------------------- LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 276 10010 BRIDGING WOOD PRECUT 1X3 2 1 10013 051 POST PRESSURE-TRTD 4X4X10 3 3 10017 051 P.T. #2 2X10X12 4 2 10018 051 P.T. #2 2X12X14 5 3 10019 051 P.T. #2 2X4X14 6 7 10020 051 P.T. #2 2X4X16 7 5 10021 051 P.T. #2 2X6X14 8 22 10030 051 #3 SPF 1X3X12 9 200 10052 051 #2&BTR SPF PLATE 2X4X14 10 8 10061 051 STUD S -DRY 2X4X100-1/16 11 10 10062 051 STUD S -DRY 2X4X104-5/8 12 10 10065 051 STUD S -DRY 2X4X106-1/8 13 3 10067 051 STUD S -DRY 2X4X120 14 55 10070 051 STUD S -DRY 2X4X92-5/8 15 73 10072 051 STUD S -DRY 2X4X94-1/8 16 12 10075 051 #2&BTR HFIR 2X10X10 17 34 10076 051 #2&BTR HFIR 2X10X12 18 51 10077 051 #2&BTR HFIR 2X10X14 19 121 10078 051 #2&BTR HFIR 2X10X16 20 27 10079 051 #2&BTR HFIR 2X10X18 21 9 10080 051 #2&BTR HFIR 2X10X20 22 17 10083 051 #2&BTR HFIR 2X10X8 23 2 10085 051 #2&BTR HFIR 2X12X10 24 25 10086 051 #2&BTR HFIR 2X12X12 25 15 10091 051 #2&BTR HFIR 2X12X22 26 1 10092 051 #2&BTR HFIR 2X12X24 27 1 10093 051 #2&BTR HFIR 2X12X8 28 3 10095 051 #2&BTR HFIR 2X6X10 HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 91 FEDERAL PAGE: 2 29 38 10096 051 #2&BTR HFIR 2X6X12 30 16 10097 051 #2&BTR HFIR 2X6X14 31 14 10098 051 #2&BTR HFIR 2X6X16 32 11 10101 051 #2&BTR HFIR 2X6X22 33 4 10105 051 #2&BTR•HFIR 2X8X10 34 4 10106 051 #2&BTR HFIR 2X8X12 35 35 10108 051 #2&BTR HFIR 2XBX16 36 1 10109 051 #2&BTR HFIR 2X8X18 37 149 10131 PLYWOOD CDX DFIR 4 -PLY 1/2X4X8 38 133 10133 PLYWOOD T&G U/L SYP 3/4X4X8 39 35 10136 SHEATHING OSB ROOF 7/16X4X8 40 3 10142 THERMOPLY BLUE 48-3/095-5/8 41 6 10162 051 #2 DENSE SYP KD15 2X4X10 42 7 10163 051 #2 DENSE SYP KD15 2X4X12 43 8 10164 051 #2 DENSE SYP KD15 2X4X14 44 2 11099 051 DSS SYP KD15 2X12X20 45 2 12943 051 STD WHITE PINE 1X8X14 46 40 14771 BLOCK NAILER 2X6X22-1/2" 47 70 15641 TIE STRAP WALL 2X8" (200/BX) 48 8 15790 051 P.T. #2 2X8X14 49 1 15795 051 P.T. #2 2X10X16 50 1 17771 BLOCKS 2X6X14-1/2" (30/BUNDLE) 51 1 18769 BEAM LAMINATED 3 -1/2X9 -1/4X12 52 1 18779 BEAM LAMINATED 3 -1/2X11 -1/4X24 53 1 18788 BEAM LAMINATED 3-1/2X14X24 54 1 23303 BEAM LAMINATED 5 -1/4X9 -1/4X12 55 1 28041 FP CHASE KIT #6 DETAIL SHEET 56 1 28047 FP CHASE KIT #12 DETAIL SHEET HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS PROJECT: NORTH ANDOVER ESTATES DELIVERY DATA: NEA*RH*OSB MODEL: 50606 CORNELL 9' FEDERAL ORDER NUMBER: 0010850 LOT: 0016 SHIP DATE: 07/07/94 ORDER DATE: 06/10/94 PAGE: 3 57 4 29061 PANEL CHASE FP1 20-1/21IX79" 58 2 29062 PANEL CHASE FP2 631IX97-1/8" 59 2 29077 PANEL CHASE FP17 171IX120" 60 2 29078 PANEL CHASE FP18 20-1/21IX173" 61 1 29079 PANEL CHASE FP19 241IX173" 62 2 29084 PANEL CHASE FP24 20-1/21IX168" 63 1 29085 PANEL CHASE FP25 241IX168" 64 2 29088 PANEL CHASE FP28 20-1/21IX78" 65 1 29089 PANEL CHASE FP29 241IX78" HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 9' FEDERAL PAGE: 4 -------------------------------------------------------------------------------- COST CODE 4213 ROOF TRUSSES 4213 CORNELL FED GR. -------------------------------------------------------------------------------- LNE -------------------------------------------------------------------------------- OTY ITEM DESCRIPTION 1 13 21762 HANGER THA29 2 1 21763 HANGER HGUS28-2 3 6 24233 34/6 8/12 REG 12-1/2"CBE 4 2 24234 34/6 8/12 STP 12.511CBE 14/9SB 5 2 24235 34/6 8/12 STP 12.511CBE 12/3SB 6 4 24236 34/6 8/12 HPGRD(2) 12.5 9/9SB 7 32 24237 7/9-5/8 10/12 EJ 12-1/21IC1E 8 4 24238 12/5-7/8 6.25/12 HJ 201IC1E 9 12 24239 8/0 8/12 CJ 12-1/21IClE 10 1 24240 19/8 10/12 STRUCT.GBL GRDR RH 11 2 24241 14/1 10/12 REG 12-1/2"CBE 12 1 24242 12/0 10/12 DTC GBL SLVR 13 3 24245 20/8-1/2 10/12 ATTC RH 14 2 24246 21/0 10/12 ATTC RH 15 1 24247 21/0 10/12 ATTC GBL RH 16 4 24249 21/0 10/12 ATTC 12-1/2"OHBE RH 17 2 24250 19/11-1/4 8/12 STUB 14"POCKET 18 1 24251 19/11-1/4 8/12 DTCGBL 14" PKT 19 9 25533 19/10 8/12 CATH STUB 14"POCKET HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 91 FEDERAL PAGE: 5 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- COST CODE 4216 PANELS 4216 CORNELL FED GR. LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 1 15239 057 CORNELL 91 025 GRNHSE-OSB 2 1 16518 057 CORNELL FED 91 -OSB 3 1 17335 057 CORNELL COL/FED 9' 158 -BLU 4 1 17349 057 CORNELL C/F/N/P 91 026 -OSB 5 1 19200 057 CORNELL CFNP 91 004,SIDE-0 6 1 22003 057 CORNELL 9' 6XX/LR-UNS 7 1 31375 057 CORNELL C/F/N 91 044 -OSB HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 9' FEDERAL PAGE: 6 -------------------------------------------------------------------------------- COST CODE 4332 WINDOWS 4332 CORNELL FED GR. -------------------------------------------------------------------------------- LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 1 10360 CT MULL JOINING KIT CTC2W 2 4 10584 WOW CMT DPI C25W 3 1 10616 WDW CMT DPI LEFT C15WL 4 2 10633 WOW CMT DPI RIGHT C15WR 5 1 10670 WOW CMT TRIPLE CW15-3W 6 1 10686 WOW CT HP CTC2W 7 4 10734 WOW DH DPI PF 2852W 4-1/8" 8 6 10736 WOW DH DPI PF 2856W 4-1/8" 9 1 10769 WDW DH TRIPLE 3-2852W 10 2 10772 WDW DH TWIN 2-2831OW 11 1 10779 WOW DH TWIN 2-2856W 12 2 10781 WOW DH TWIN 2-3046W 13 4 10869 MOLDED PANEL 33-5/8"(GP3413WS) 14 3 11450 MOLDED DENTIL 12'(MD3030) 15 1 13828 WDW DH TWIN 2-2442W 16 1 16838 WDW PALLAD.W/GRILL 70"WX84.5"H 17 1 17808 MOLDED PANEL 67-1/4"(FY950) 18 1 20241 MOLDED PANEL 70"WEBB(WP247BST) 19 1 20994 WOW CMT C15WS/CP25W/C15WS 20 3 21341 MOLDED KEYST.X-HEAD 10"(KY721) 21 3 22205 MOLDED X -HEAD 68"(WH689) 22 4 26372 MOLDED X-HEAD+KEY.33"(WH339K) 23 1 37280 FLASHING "2" WHITE 3"WX72"L HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 9' FEDERAL PAGE: 7 -------------------------------------------------------------------------------- COST CODE 4333 SCREENS 4333 CORNELL COL/FED/NE GR. -------------------------------------------------------------------------------- LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 1 19770 SCREEN PATIO 3/0 WHITE PRADO 2 1 20403 HOMEOWNER'S KIT 3 2 22758 SCREEN DBLHUNG 2442W(MI) 4 4 22761 SCREEN DBLHUNG 2831OW(MI) 5 7 22765 SCREEN DBLHUNG 2852W(MI) 6 8 22766 SCREEN DBLHUNG 2856W(MI) 7 4 22770 SCREEN DBLHUNG 3046W(MI) 8 11 34593 SCREEN CASEMENT C15W(MI) 9 2 34602 SCREEN CASEMENT CW15W(MI) HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS PROJECT: NORTH ANDOVER ESTATES DELIVERY DATA: NEA*RH*OSB MODEL: 50606 CORNELL 9' FEDERAL ORDER NUMBER: 0010850 LOT: 0016 SHIP DATE: 07/07/94 ORDER DATE: 06/10/94 PAGE: 8 -------------------------------------------------------------------------------- COST CODE 4334 GRILLS 4334 CORNELL COL/FED/NE -------------------------------------------------------------------------------- LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 8 11008 GRILL DBLHUNG 2831OW 2 6 11013 GRILL DBLHUNG 2846/TR2824W 3 4 11015 GRILL DBLHUNG 2852W 4 6 11017 GRILL DBLHUNG 2856W HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS ORDER NUMBER: 0010850 PROJECT: NORTH ANDOVER ESTATES LOT: 0016 DELIVERY DATA: NEA*RH*OSB SHIP DATE: 07/07/94 MODEL: 50606 ORDER DATE: 06/10/94 CORNELL 9' FEDERAL PAGE: 9 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- COST CODE 4340 EXT. DOORS 4340 CORNELL COL/FED/NE RH LNE -------------------------------------------------------------------------------- QTY ITEM DESCRIPTION 1 1 19773 LOCKSET E.DR PATIO PRADO 2 1 20100 6-P 1-8 B -LABEL 2/8 4-9/16"RH 3 1 20157 FULL -LITE 1-B 2/8 4-9/16" LH 4 1 20164 PATIO 1-L 2-9 6/0 (XO)RH 5 1 28562 LOCKSET PITCHER COMBO 3 -DOOR 6 1 28884 6-P STAIN.3/0+SK3@2 4-9/16" RH 7 1 30193 GLUE SILL PAN(TUBE) 8 1 31473 STAIN POLYURETHANE SATIN 1202. 9 1 31500 STAIN E.DR DUMMY 10 1 35843 SILL PAN 6/0 4-9/16" 3/0+2,5/4 HOUSE ORDER MATERIAL SUMMARY BY COST CODE TOLL INTEGRATED SYSTEMS PROJECT: NORTH ANDOVER ESTATES DELIVERY DATA: NEA*RH*OSB MODEL: 50606 CORNELL 9' FEDERAL ORDER NUMBER: 0010850 LOT: 0016 SHIP DATE: 07/07/94 ORDER DATE: 06/10/94 PAGE: 10 -------------------------------------------------------------------------------- COST CODE 4350 EXT. TRIM 4350 CORNELL FED -------------------------------------------------------------------------------- LNE QTY ITEM DESCRIPTION -------------------------------------------------------------------------------- 1 2 10829 2 2 10831 3 3 10843 POND.PINE FJ/P S4S 1X10X16 POND.PINE FJ/P S4S 1X12X16 POND.PINE FJ/P S4S 5/4X6X16 L+ 0 ^W 1 ! 0 N Tz I"1 I- - 1 = e m r d r � \ m z ;a E D r JT� _ fO r Z I.O i N _m BI z m D 9 B n fel i B L o HI d 24 I �^ m N `� " BI Sl 1 ti m R Ln i I B 31 f II T1 004-GRRRGEiSF2RGE II I r x = JJ SIDE ENTRY cv r �, 11 a ��) —1Z an m Zo WWII U7 N I A Z 71 '. I F9 A m n N it r OI NN o ri Mr = ^ n r1 0 lJ 1 1 N LL fnNII oZ (n A II ((i1 r n11 m NII L 4 5 LO THIN WDW. F9 (n " rl m u A I—i 33 r z {. lmrrrxz rmmmmmm N NN NN N NN N -m-'-'--'-'-'._. mmm TT m V QI UILLL) N-0 (D -- VNL W N- WM V N - L. 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Scv• 2Z.93 F �. � 3,C 6f , M L r — 4 MAL _ \ s L T ' \ STs OMA S��' 3�� ` c" � 3✓C OsZ„9E' L T 1 `j L- 0-T V ; o 'A OFlq kOR�VLgN 4-1 �. G 31887 Q \ % 1? r , y y�� �fs� �STE4` NOTE: ALL UTILITY LOCA110NS ARE TO BE FIELD VEMED BY THE GRADING % SM PIAN SITE CONTRACTOR. r r f IOU= AT S E T E? 2 c' S- 2 G'- c ,� _ Z; NORTH ANDOVER ESTATES NORTH ANDOVER, MA wWru®r 8 LAND PLANNING TOLL BROTHERS, INC. wn) L, ENGINEERING & SURVEY 1800 Vol PAM: My 167 HARTFORD AVEKUE, BEUINGHAX 1[A 02019 WES1 ORO, W 015E. (508) 088-4130 TAX: (508) 088-5054 % _ - _. � _I 1 i . : LL -- I I / . Toll `Brothers, cIna Quality Homes By Design° July 20, 1994 ! r Sam DeSalvo s 4 , JUL a Building Inspector North Andover Township _{ 4 Dear Mr. DeSalvo: Please find the following enclosed with this letter: 1) A list of the lumber grading agencies which grade all of our lumber. 2) Excerpts from the WWP Standard Grading Rules for Western Lumber. 3) An information booklet on our parallam beams. 4) Cut sheets on "OSB" board from two of the companies we buy it from. My seal guarantees that the lumber specified/used complies with the state building code. The grading agency's stamp on the lumber guarantees the lumber meets the specified grade. After speaking with a State Inspector, Lou Salemi, and reviewing the Massachusetts Building Code Section 33 regarding certification of building components and reading the definition of building components, I have come to the conclusion that we do not need a state certification for our wall panels, as there is nothing concealed within our wall panels. In addition our field personnel are certified supervisors with the state, therefore they are qualified to guarantee to you that the houses are being assembled according to the state building code, specifically Article 34: one and two family dwellings. You will be receiving under separate cover signed and sealed truss drawings for your review. Should you require any additional information please do not hesitate to call me at (215) 736-9743. 1 appreciate your attention to this matter and I look forward to speaking with you in the future. Sincerely, TQK BRC Jed ,bsc JG/ New York Stock Exchange • Symbol TOL Corporate Office: 3103 Philmont Avenue. Huntingdon Valley. 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'a• 7�,� `' •i -1 .1, _,: .r� .�n4 �. t>7V, l��.t,��'�+, � �ti_?�:�,t.�:vy ,.., .1��'?�;\�`;LC� ���•{##'nt^ _ a.'+,"{, •. �I t ', T- ,.? t..,''` l„ •�•� „ ,r�: �, � Y.�'t 4 jt,/ �1.1) ., ]v: ojalZ�ri{`lt'ir ':; ��1 1 f ..l �i 't. `7�•. �yj{� i`��� at,3 T7. 4 ,i .{,�/ p j� r r. , a 11 r1' ,f ,, 1 1*/ •' iq r Y ;1 t , ft } +.,t • I r� 1 tar, ,� r r,r �i t ' .r' '{.'. c. %�l�h�+• 1. w....�.:r.......;��.�:...>,>.:�:e+.....:........�G..•.*�is tc�sly �..c,..d:.i c.�' Z.:.,._1:1„f.v.c.�Y.�c'.:1a�tr,:r��L .s.a,ulwtd.c.:irj��..,, dtn,..r._�,..t.,1'.tr}�- . Manufacture—Standard "E" See Section 722.00(f). Skips—Hit and miss skips in 10% of pieces. See Pitch and Pitch Streaks—Not limited. Section 720.00(f). Pockets, Pitch or Bark—Not limited. Slope of Grain-1 in 10. Shake—If through at ends, limited as splits. Away Splits—Equal in length to width of the piece. from ends through heart shakes up to 2' long, well q j Stain—Stained sapwood. Firm heart stain or firm separated. If not through, single shakes may be 3' red heart. long or up to 1/4 the length, whichever is greater. Wane-1/4 the thickness and 1/4 the width full length, Skips—Hit and miss, and in addition 5% of the pieces or equivalent on each face, provided that wane not may be hit or miss or heavy skip not longer than 2. exceed 1/2 the thickness or 1/3 the width for up to 1/4 See Section 720.00(e), (f) and (g). ? ;' the length. See Section 750.00. Slope of Grain-1 in 8. t' Warp-1/2 of medium. See Section 752.00. Splits—Equal in length to 1Y2 times the width of the piece. (STRUCTURAL JOISTS and PLANKS) Stain—Stained sapwood. Firm heart stain or firm red ' heart not limited. ■ 62.12 N0.2 " a Thick Unsound Wood—Not permitted in thicknesses over 2". 5r In 2" thick lumber, small spots or streaks of firm ' 5 andd Wider honeycomb or peck equal to 1/6 the width are per- This grade is recommended for most general construc- mitted. Any other unsound wood is limited to a spot tion uses where moderately high design values are 1/12 the width and 2" in length or equivalent ++, required. smaller. Characteristics permitted and limiting provisions shall Wane-1/3 the thickness and 1/3 the width full length, I be: or equivalent on each face, provided that wane not Checks—Seasoning checks, not limited. Through exceed 2/3 the thickness or 1/2 the width for up to 1/4 checks at ends are limited as splits. the length. See Section 750.00. Grain—Medium. See Section 170.00. Warp—Light. See Section 752.00. • i Knots—Well spaced knots of any quality are per- White Speck—Firm, 1/3 the face or equivalent. mitted in sizes not to exceed the following or equivalent displacement: (STRUCTURAL JOISTS and PLANKS) Nominal At Edge Centerline Holes ■ 62.13 NO. 3 Width Wide Face Wide Face (Any Cause) 2" to 4" Thick t 5„ is „ 2c. " la „ ^, 5" and Wider 6" 1%" 2%" 1%" 1 „ 31 „ 2„ Although characteristics affecting appearance and 8" 2 10" 3 Y" 4 Y" 21 „ one hale or strength allowed in this grade are restricted less than 1 equivalent the higher grades, many pieces are of this grade because 12" 3%" 4%" 3" smaller holes of a single characteristic. This grade is appropriate for 14" 41 n 51 " 31 n per 2 lin. R. /a /2 use in general construction where appearance general- 16" 4%" 5%" 4" ly is not a factor. j 18„ 4% „ 5Y8„ 1 ,r i 4/ � 134 135 i EO As the largest producer of non -veneer panels in North America, Louisiana- Pacific Corporation has a record of inno- vative product development. L -P com- bines this tradition with a superior resin to bring an engineered, multi-purpose panel to the construction industry. A New Dimension in Versatility We took the tree apart and rebuilt it to create a vastly superior wood panel. Multi -layered strands of controlled length, width and thickness are oriented then bonded together under extreme heat and pressure with a revolutionary binder. The result is a rigid, flat panel, dimensionally stable and uniformly strong. Environmentally Beneficial The key is a remarkable binder. It elimi- nates harmful odor emission problems while it provides exceptional strength and density. Inner -Seal® oriented strand board sheathing structure is uniformly tight. Moisture content is controlled dur- ing manufacture to more closely match job site conditions. Panels resist contrac- tion, expansion or swelling. Perhaps most importantly, Inner -Seal sheathing is made by using primarily small -diameter, fast-growing trees. Its strength comes from our innovations, not the size and kind of trees we use. So when you use Inner -Seal sheathing in place of plywood, you're reducing our country's dependence on old- growth forests. Works with Ease The physical properties of Inner -Seal sheathing make it an excellent choice for a wide variety of residential and com- mercial construction applications. The panel is lightweight, sound on both sides and free of knots, core voids, splits and checks. Panels have excellent MOR and MOE and a low coefficient of lineal expansion. The panels fasten easily with conventional nailing, screwing, gluing or stapling techniques and saw cleanly, drill and rout with standard wood- working tools. With a full range of thicknesses from 1/4" through 1-1/8;' Inner -Seal sheathing is an optimum building material. Sold in stan- dard 4'x8, 4'x9' and 4' x 10' panel sizes, wide, sanded panels and oversize dimensions are available up to 8'x24' The orange edge -sealed sheathing is a natural choice for roofs and sidewalls. Code Acceptability Inner -Seal sheathing panels are accepted by the Council of American Building Officials National Evaluation Report NER 124 for APA® Rated Sheathing Panels. Inner -Seal panels may also carry the APA Structural 10 Rating. Sheathing conforms to the HUD Use of Materials Bulletin UM40c. Panel grade _APA_ RATED SHEATHING Span rating -24/16 7/16 INCH—Thickness Exposure SIZED FOR SPACING durability EXPOSURE1 Mill number classification .402 � NER 124 PRP 108 Code recognition of APA's Performance -Rated APA's as a quality Panel Standard assurance agency Lips Louisiana-Pacific Inner -Seal sheathing manufactured at Louisiana-Pacific Canada, Ltd's Dawson Creek, British Columbia facility exceeds performance requirements established in Canadian Standard Association CSA 437.0. Inner -Seal panels are evaluated by the Canadian Construction Materials Centre under Evaluation Listing No. 11560. Recommended Storage Store Inner -Seal sheathing in a clean, dry area. Do not store units in direct con- tact with the ground. Whenever possible, panels should be stored indoors or under cover. If stored outside, cover units with plastic sheets or tarps. Keep the cover material open and away from the sides and bottom of the units to allow for good air circulation. Before Application Before installation, allow panels to accli- mate to surrounding job site moisture conditions. Inner -Seal panels are not sold as an exterior product (overlaid Inner -Seal panels are recommended for exterior and high moisture condition exposure). However, normal exposure to weather during ordinary construction delays will not harm the panel. Slight surface flak- ing or thickness swell caused by exces- sive rain or standing water will not adversely affect the structural properties. For further application and storage instructions, refer to the American Plywood Association's "Design and Con- struction Guide—Residential and Com- mercial" and "Product Guide— Grades and Specifications" Roof Sheathing The 3/8" Inner -Seal sheathing is approved for 24/0 spans, 7/16" for 24/16 spans, the 15/32" and 1/2" are approved for 32/16 spans. The 19/32" panels are approved for 40/20 spans and 23/32" for 48/24 spans under the APA Rated Sheathing Standard. The panel is available with a skid -resistant, coarse-textured surface which gives considerably safer footing on steeply pitched roofs. Inner -Seal roof sheathing is sealed on all four edges with an orange edge sealer for added moisture resistance and greater stability under all weather conditions. ©Louisiana-Pacific Corporation 1992. All rights reserved. For roof application, stagger end joints a minimum of one support spacing in suc- ceeding panel rows. A minimum 1/8" space should be provided between all panel edges and 1/8" at all panel ends. Space clips are not required but are rec- ommended to provide the minimum gap between all panel edges. Fasten with six penny (6d) common nails spaced 6" apart along the panel edges and 12" o.c. in the field. Wall Sheathing The 7/16" Inner -Seal sheathing may be used on studs spaced up to 24" o.c. with panels applied either horizontally or vertically. Horizontal applications require staggering vertical joints at least one stud space. Provide 1/8" minimum space between all panel edges. Six penny (6d) common nails spaced 6" o.c. along all panel edges and 12" o.c. on intermedi- ate supports are required. The material provides sufficient racking strength to meet corner bracing requirements. For garage liner or interior wall paneling, 1/4" Inner -Seal sheathing may be applied to studs 16" o.c. Provide 1/8" space between all panel edges. Note: Inner -Seal Sheathing Structural 1 Rated Panels are available to meet strin- gent technical specifications for roof and sidewall applications where high winds or earthquakes may occur. Mobile Homes The 3/8" Inner -Seal sheathing panels carry APA Series Mobile Home Roof Sheathing Rating N-216. Sheathing pan- els 3/8" thick may be installed perpen- dicular to supports spaced a maximum of 24" o.c. and will support a 30 psf live load not to exceed a deflection limit of 1/180. No edge support is required. Printed on recycled paper APA Oriented Span Ratings Thickness APA Span Rating Maximum— Live Load For Roof (Ibs.) 3/8" 24/0 30 lbs. 7/16" 24/16 40 lbs. 15/32" 32/16 70 lbs. 1/2" 32/16 701bs. 19/32" 40/20 130 lbs. 23/32" 48/24 175 lbs. 1-1/8" 48/24 295 lbs. "Available with APA Structural 1 Rating. "Live load for 24" o.c. span conditions. Note: Span ratings vary by mill. Please contact your nearest L -P sales office for complete span rating information for products in your area. Inner -Seal "R" Factors 1/4"-0.33 5/16"-0.41 3/8"-0.49 7/16"-0.57 15/32"-0.62 1/2"-0.66 19/32"-0.82 23/32"-0.98 1-1/8"-1.53 Vapor Permeability 7/16" = .8 perm 1/2" = .65 perm 19/32" = .5 perm 23/32" = .4 perm 1-1/8" = .26 perm For additional technical and engineering information contact your Louisiana- Pacific sales office. Short Form Specs "Roof and/or wall sheathing shall be nominal (specify thickness) x (specify width and length) Inner -Seal sheathing as manufactured by Louisiana-Pacific Corporation, Portland, Oregon, and backstamped with American Plywood Association Span Rating (insert rating) for (rated sheathing or Structural 1 rated sheathing) and conforming to National Evaluation Report NER 124 or HUD Use of Materials Bulletin UM40c structural requirdments" "Installation workmanship shall conform to manufacturer's instructions in the unit and to American Plywood Association's Design/Construction Guide 'Residential and Commercial' procedures" Inner -Seal Family of Products To complement Inner -Seal sheathing, Louisiana-Pacific has developed a full line of construction products featuring their revolutionary binder. Inner -Seal Structural 1 rated panels Inner -Seal Top Notch" T&G or square edge flooring Inner -Seal textured lap siding Inner -Seal panel siding Inner -Seal exterior trim and fascia Inner -Seal soffit panels Terrazzo'" decorative OSB For additional information on these and other Louisiana-Pacific products contact the following L -P sales offices. Contact for Sales Information (708)517-8833 Chicago, Illinois (208)772-6011 Hayden Lake, Idaho (409) 756-0541 Houston, Texas LiLouisiana-Pacific 111 SW Fifth Avenue Portland, Oregon 97204-3601 1', Louisiana-Pacific and Inner -Seal are registered trade- marks of Louisiana-Pacific Corporation. Terrazzo and Top Notch are trademarks of Louisiana-Pacific Corporation. APA and Structural 1 are registered trademarks of the American Plywood Association. NOTE: Louisiana-Pacific Corporation periodically updates and revises its product information. To verify that this ver- sion is current, contact one of the above sales offices. November 15, 1992 5-8-PP/S-8 15M Printed in USA 0 tra' At _ Lbs , p I .�'%. � ♦'LAY' "� ♦ `1... � � �¢��� i � 1 t .. w i•, "� J ,gyp, � a - ` � ( M " ' ✓ n t � s `^ is �� ��•; ^�`' '_`: e - t �`, •�# r �"" �^a+ �;. r � � •, �'aw �,:`•, 3 . � "'•fit +rrr *w � • Or �r'7'�4 . �• r ., � �; ,} 1 fit, yA' 'wi y. +.��. ��� !;` y • a i , • A E '•S�' •� �:: � x :���'6'+_ { �4 '4'il i,.� (tet �'1 ts. i §§§ S Y 4 Where to use Norbord OSB Norbord OSB is one of North America's most well-known and popular structural panel products. Manufactured to provide total consistency of performance and versatility of use, Norbord OSB has outstanding strength and stiffness properties and is ideally suited to take nails and staples. We recommend Norbord OSB for: • Floor, wall and roof sheathing • Crating and packaging • Shelving • Industrial, commercial, residential and general purpose do-it-yourself applications • Mobile and modular home construction Every unit of Norbord OSB is available with detailed installation instructions. How is Norbord OSB made? Norbord OSB is an oriented strand or structural board manu- factured principally from aspen poplar, a widely available, resource -efficient species that regenerates naturally. From the log, elongated strands 3" (75 mm) long are processed, dried and then blended with wax and thermosetting resin binders. This mixture is formed into three layered mats. Strands in the outer layers are oriented parallel to the panel length to maximize strength, stiffness and spanning capabilities. The mats are subjected to intense heat and pressure to bond all the elements together into consistently rigid panels of controlled thickness. The panels are then trimmed, packaged and prepared for shipment. Norbord OSB is manufactured at Bemidji, Minnesota; Chatham, New Brunswick; Val d'Or, Quebec; Chambord, Quebec; and La Sarre, Quebec. What makes Norbord OSB special? Norbord OSB is an engineered product, manufactured to provide optimum performance. Each Norbord OSB panel that leaves the mills is the result of a highly automated, computer - controlled production process backed up by extensive in-house and independent quality control. Each Norbord OSB mill conducts an intensive quality control program evaluating stiffness, durability and dimensional tolerance. Defects resulting from knot holes, core voids, delamination and splits are virtually non-existent. Norbord OSB meets Exposure 1 durability requirements which makes it an ideal Marketed by: Noranda Forest Sales Inc. 1 Toronto Street Toronto, Ontario M5C 2W4 Telephone: 416 365 0700 Fax: 416 365 3292 noranda West sales sheathing panel. Norbord OSB should be protected from permanent exterior exposure by an approved weather barrier. Norbord OSB is available in standard 4' x 8' (1220 mm x 2440 mm) panels. Sizes up to 8'x 24' (2440 mm x 7315 mm) are available on request. A wide range of thicknesses is produced: (1/4, 5/16, 3/8, 7/16, 15/32, 1/2, 19/32, 5/8, 23/32, 3/4 and 1-1/8".) (6 — 28.5 mm metric equivalents). Panels of 19/32" (15.1 mm) and up are available with tongue and groove edges on the long dimension for use as subfloor. Norbord OSB meets all competitive performance span ratings for structural sheathing applications. What standards does Norbord OSB meet? Norbord OSB carries the American Plywood Association (APA) quality grademark. The APA is an internationally recognized structural panelboard association and quality assurance agent. Norbord OSB is manufactured to exceed the requirements of APA's performance standards for structural -use panels. Use and application is recognized by CABO, ICBO, BOCA, HUD/FHA and SBCCI in compliance with APA's Council of American Building Official's (CABO) report PRP 108. Use and application is recognized by the National Building Code of Canada in compliance with CSA standard 0437 — Grade 0-2. Where can I purchase Norbord OSB? Norbord OSB is marketed exclusively by Noranda Forest Sales Inc. An international sales, marketing and distribution company, Noranda Forest Sales markets Norbord OSB from its offices in Toronto, Ontario; Minneapolis, Minnesota; Kansas City, Kansas; Philadelphia, Pennsylvania; Bristol, United Kingdom; Amsterdam, Holland; and Tokyo, Japan. NFS also markets Norbord OSB through independent sales representatives in Europe and the Middle East. A word about Norbord Industries Norbord Industries Inc. is Canada's largest manufacturer of panelboards and the world's second largest producer of OSB. With approximately $240 million in annual sales and 1,300 employees, Norbord also manufactures poplar plywood, MDF and particleboard, including melamine (PERMALAMO) and painted (PERMACOTEO) particleboard. Norbord Industries is a subsidiary of Noranda Forest Inc., Canada's largest forest resource company. Norbord OSB APA SPAN RATINGS -qqJ� THICKNESS PSP �L ' O A. `� �P JG�O Jg� �� ���Pe� P �� Q O 00 O S 0��l/ESTIMATED* P jP EL HT 114 6.0 Ext. Bond Exposure 1 27 12.2 3/8 9.5 0-2 24/0 40 18.2 7/16 11.1 0-2 0 24/16 47 21.3 15/32 11.9 0-2 0 32/16 (US) 50 22.7 1/2 12.5 0-2 0 32/16 1 Ext. Bond (Canada) 53 24.1 19/32 15.1 0-2 0 20" O.C. • 63 28.6 5/8 15.5 j 0-2 0 40/20 20" O.C. 0 67 30.4 23/32 18.2 0-2 0 24" O.C. • 77 35.0 3/4 18.5 0-2 9 48/24 24" O.C. • 80 36.3 1-1/8 28.5 0.2 0 48" O.C. • 120 54.4 "Based on assumed 40 Ib/cu. k. (0.641 kg/m3) density. Actual weight may vary up to 5% due to actual M. C. L! 1pine Structures designs, manufactures, and markets one of the most complete lines of engineered wood products available today. J\ A Z% The products are designed to provide outstanding strength and reliable performance. Their lightweight and dimensional stability results in ease of installation, fewer problems to E, and a satisfied customer. A A A Easy on the timber resources, these products utilize less wood fiber to perform a specified task than, does conventional wood framing. This characteristic of designed -in strength and engineered wood product efficiency has the positive effect of limiting the demand on our treasured `old growth" forests. A A A Alpine Structures offers a product correct for each structural application, from the wide selection of ASI Joists to the versatile beam and header products offered, to engineered connection hardware. All are backed by the assurance of Alpine Structures' Quality Guarantee and by the ASI Engineering and Technical Support Group. AAA ASI service, from providing timely technical assistance to delivering product where you want it, when you need it, is unsurpassed. A toll-free call is all it takes to discover the ASI Advantage. Content Page Product Features 3 Residential Floor Systems 4 Minimum Bearings—Web Stiffeners Floor Performance — Glue -Nail Residential Roof Systems Floor / Roof Connection/Installation Details Hole Cutting & Determining Slope Length Cantilever Design & Details ASI -Joist Span Tables / Load Tables ASI -Joist Design Properties/Deflection/Hangers ASI Beam Design Properties/Stresses/Hangers ASI Engineered Headers & Beams AEH Series Header Table/Beam Cost Comparison Quality Guarantee Alpine Structures' products are guaranteed to be free from defects in material and workmanship. During the lifetime of your home, if any problem should occur due to a defect in our products, we will correct that problem at no cost to you. 6,7 Service Guarantee 8 If you notify Alpine Structures of a concern that you feel is 9 associated with our products, we guarantee that a company 10,11 representative will contact you within 24 hours to help solve 12 the problem. 13 14 Calltoll-free 1/800/672-2326 15 LVL Connections & ASI Beam Sizing Tables 16,17 PSULVL Floor Beams Load Table 18,19 PSL/LVL Roof Beams Load Table 20,21 Paral[am@ PSL Columns & Posts 22 ASI Product Bracing & Installation Warnings 23 Sales Offices, Distribution 24 W eries 22, 23, and 24 ❑ High strength and low weight for fast installation. ❑ Chamfered edges for easy handling. ❑ Long available lengths to 60'enhance design flexibility. ❑ 17 depth/flange combinations allow maximizing joist to application need. Depths include 925,11.25,12,14,16,18 & 20". ❑ Structural wood flanges are securely bonded to 0.375" (3/8") plywood or ASI -OSB webs. ❑ Pre -punched 1.50" diameter utility knockouts along the web. ❑ Flat and straight ASI -Joist framing members are stronger and stiffer than dimensional lumber joists. ❑ Best choice for floor joist and rafter applications. AS ENGINEERED HEADERS,`° SenesAEH ;x Available in 11.25 and 14 inch depths. ❑ Lightweight for easy handling. ❑ 3.50 inch width matches with other framing.members for one piece installation. ❑ Uniform dimensions make series ideal for panelized applications as well as on-site framing. ❑ Available in pre-cut lengths and insulated. ❑ Economical, cost-effective header material. ■ Best choice for window and door headers. ASI-TIMBERMAXO LVL 175 and 1 ❑ Excellent wood strength and span capacity. Veneered timber layers are bonded together creating engineered lumber that greatly surpasses the performance of solid sawn lumber. ❑ Easy workability. Installs like lumber. ❑ Install as single member or site -fabricate as multiple member components. ❑ Consistently uniform engineered performance. No waste. ❑ Available in 1.75 & 3.50 inch widths and depths of 9.25, 9.50, 11.25, 11.88, 12, 14, 16 and 18 inches. ■ Best choice for longer spans and heavier loads. PARALLAW PSL ❑ Maximum wood strength and span capacity. ❑ Long wood strands laid parallel are bonded securely under pressure with waterproof adhesive, creating an easily workable product. ❑ Low moisture content virtually eliminates shrinking and checking. ❑ Available in CCA treated for high moisture areas. ❑ Consistently uniform engineered performance. No waste. ❑ Available in 31 thickness/depth configurations (see pages 18 and 19). ■ Best choice for heavy loads and column/post applications. ACCESSORIES 3 II i ❑ Engineered Hangers ❑ Struts ❑ Web Stiffeners ❑ Band Boards ❑ Blocking Panels " 131/Z 25/e'to 7" 25/8 � i1ll � --13/4 �— -->►� 31h �— yg L� �-1 /a 15/16„ to 16" to 20" & 14" to 18" i I r/4 to 18" r to 14" iuhl' t018 1; (� S, i,! f`, �I ASI -22 ASI -23 ASI -24 AEH AGH LVL175 LVL350 PARALLAM BEAMS & COLUMNS Slopes up to 6/12 pitch (unshaded) A Slopes over 6/12 & up to 12/12 (shaded) A Notes: Deflection limited to U240 for Live Load and U180 for Total Load. Maximum span is clear horizontal distance. Roof members need to slope a minimum of 1/4" per foot to allow drainage. t See page 8 to calculate joist length for sloped roof. ASI roof members require structural support at each end. i U -Joists are engineered to provide reliable and predictable floor pclionnatice. Longer available lengths mean faster handling and i nst fiction. Excellent workability and uniformity means fewer field problems or caadlbacics. Cathedral or vaulted interior effects are achieved easily and economically with long, uniformly flat ASI -Joists. hlsulation installs easily and rapidlywith joist depth allowing proper air space between insuWon and roof. 24 16-3 14-7 19-7 17-11 21-6 20-3 23-5 20-11 26-4 23-7 28-10 26-0 20 PSF LIVE 19.2 17-8 15-9 21-9 19-5 24-1 21-10 25-4 22-8 28-7 25-6 31-8 27-11 20 PSF DEAD 16 18-10 16-9 23-2 20-8 26-2 23-1 27-0 24-2 30-5 27-2 33-9 30-1 1.15 Duration 12 20-9 18-6 25-7 22-10 28-11 25-7 29-11 26-8 33-8 30-0 37-4 33-1 �ASI 2212 ASI 2214 ASI 2312 ASI 2314 ASI 2311624 15-4 14-0 18-3 17-3 20-0 19-2 22-2 20-1 24-9 22-8 26-10 25-2 30 PSF LIVE 19.2 16-9 15-2 20-5 18-8 22-5 21-0 24-1 21-9 27-1 24-6 30-0 27-2 1PSF DEAD Duration 16 17-10 16-2 22-0 19-10 24-6 22-5 25-8 23-2 28-11 26-2 32-0 28-11 1.. 15 12 19-9 17-10 20PJl# 24-4 AS12212 21-11 27-6 ASI 24-7 2214 28-5 ASI 25-8 2312 32-0 ASI 28-11 2314 35-6 31-11 24 14-3 13-5 16-11 16-4 18-7 18-0 20-10 19-3 23-0 21-6 ASI 24-11 2316 24-0 40 PSF LIVE 15-.11 14-6 19-0 17-10 20-9 20-1 22-10 20-10 25-8 23-6 27-10 26-0 15 PSF DEAD 1.15 Duration 16 16-11 15-5 20-8 19-0 22-9 21-4 24-4 22-3 27-5 25-0 30-5 27-7 12 18-9 17-1 l9 23-1 ASI 21-0 2212 26-1 ASI 23-7 2214 27-0 ASI 24-7 2312 30-5 ASI 27-8 2314 33-8 30-6 24 14-6 13-1 17-5 16-1 19-2 18-2 20-10 18-8 23-6 21-2 AS[ 25-8 2316 23-3 30 PSF LIVE 19.2 15-9 14-2 19-5 17 5 21-5 19-8 22-8 20-5 25-6 22-11 28-4 25-2 � 25 PSF DEAD 1.25 Duration 16 16-10 15-1 20-9 18-7 23-5 20-10 24-2 21-9 27-3 24-6 30-3 26-10 12 18-8 16-8 22-11 20-6 25-11 23-0 26-9 24-0 30-2 27-1 33-5 29-8 Slopes up to 6/12 pitch (unshaded) A Slopes over 6/12 & up to 12/12 (shaded) A Notes: Deflection limited to U240 for Live Load and U180 for Total Load. Maximum span is clear horizontal distance. Roof members need to slope a minimum of 1/4" per foot to allow drainage. t See page 8 to calculate joist length for sloped roof. ASI roof members require structural support at each end. i U -Joists are engineered to provide reliable and predictable floor pclionnatice. Longer available lengths mean faster handling and i nst fiction. Excellent workability and uniformity means fewer field problems or caadlbacics. Cathedral or vaulted interior effects are achieved easily and economically with long, uniformly flat ASI -Joists. hlsulation installs easily and rapidlywith joist depth allowing proper air space between insuWon and roof. ASI 2209 ASI 2212 AS[ 2214 ASI 2312 ASI 2314 ASI 2316 24" O.C. 13-0 15-11 17-11 18-0 20-3 22-5 Ciear Span 19.2" O.C. 14-0 17-2 19-4 19-6 21-11 24-4 16" O.C. 14-10 18-3 20-6 20-9 23-5 25-9 SIMPLE SPAN 12" O.C. 16-4 20-0 22-7 22-10 25-10 28-7 RECOMMENDED • . :• ASI 2209 ASI 2212 ASI 2214 ASI 2312 ASI 2314 ASI 2316 24" O.C. 14-3 16-9 18-5 19-4 20-11 24-1 Ciear 19.2"O.C. 15-7 18-10 20-8 21-9 24-5 27-8 Span 16" O.C. 16-6 20-4 22-8 23-0 26-1 30-4 CONTINUOUS SPAN 12" O.C. 18-3 22-5 25-3 24-0 28-0 32-0 Notes: SPANS SHOWN ARE CLEAR SPANS. Charts are based on uniform residential loads: 40 psf Live Load, 10 psf Dead Load. Total Load deflection limited to U240. Charts reflect glue -nail floor system & repetitive member increase. Refer to page 23 for installation recommendations. Continuous spans are based on the longest of two adjacent spans. Short span must equal or exceed 1/3rd of the design span Web stiffeners may be required — install as directed below. 16" and deeper ASI -Joists require lateral support at intermediate bearings. WEB STIFFENERS Web stiffeners are required on both sides of the joist's On -Center Spacing 24" 19.2" web at supports. Stiffeners should be 1"x 4" Simple Span 22'-0" 25'4" or 3/4' x 3" plywood with th Continuous 17'-8" 22'-0" faith grain vertical, nailed with 8d box nails clinched ASI 2209 ASI 2212 ASI 2214 ASI 2312 ASI 2314 ASI 2316 Web stiffener is required when any residential 24" O.C. 14-3 16-10 18-6 20-1 22-8 24-9 They do not replace bearing struts. Clear Span 19.2"O.C. 15-7 18-9 20-8 21-8 24-5 27-1 16" O.C. 16-6 20-3 22-8 23-0 26-0 28-9 SIMPLE SPAN 12" O.C. 18-1 22-3 25-0 24-0 28-0 31-8 Notes: SPANS SHOWN ARE CLEAR SPANS. Charts are based on uniform residential loads: 40 psf Live Load, 10 psf Dead Load. Total Load deflection limited to U240. Charts reflect glue -nail floor system & repetitive member increase. Refer to page 23 for installation recommendations. Continuous spans are based on the longest of two adjacent spans. Short span must equal or exceed 1/3rd of the design span Web stiffeners may be required — install as directed below. 16" and deeper ASI -Joists require lateral support at intermediate bearings. WEB STIFFENERS Web stiffeners are required on both sides of the joist's On -Center Spacing 24" 19.2" web at supports. Stiffeners should be 1"x 4" Simple Span 22'-0" 25'4" or 3/4' x 3" plywood with th Continuous 17'-8" 22'-0" faith grain vertical, nailed with 8d box nails clinched FLOOR•RMANCE CONSIDERATIO ASI engineered wood components, when installed properly, will provide predictable performance that meets or exceeds code specifications. Use of Maximum Recommended spans will provide performance acceptable to most users. However, expectations levels differ significantly from one user to another. Specifiers and designers must use their judgement to match predicted floor performance with user expectation levels. Some methods to improve floorperfmwnceareasfollows: ■ Use a glue -nail system per APA specifications. ■ Select a deeper ASI -Joist ■ Use a larger flange size. ■ Reduce on -center spacing. ■ Use a thicker sheathing material. When joists are installed without a ceiling attached to the bottom flange, a 2x4 attached perpendicular to the joist's bottom flange can minimize vibration. Install 2x4 at midspan of the joist and tie -off to the end walls. - 1/16" to 11/4" gap t'to4l/2" " minimum t= . 12" to 41/2" r 2" minimum ME O GLUEDAPA FLOOR Note: Use only adhesives conforming to APA Performance SpecificationAFG-01. 1. Wipe mud, dirt, and water from ASI Joists before gluing. 2. Apply a continuous 1/4" bead of construction adhesive to band board and ASI Joists. 3. Apply two lines of glue on ASI Joists where panel ends butt. 4. Spread only enough One to lay one or two panels at a time. 5. Place panels and nail. 6. Complete all nailing before glue sets. Use 6d ring or screw shank nails at 6"o,c. along edges and 12"o.c. to intermediate ASI Joists. 7. Apply 1/8" One bead to groove edge of panel before next row is placed. 8. Stagger end joints of panels as each row is applied. Leaving a 1/8" space between all end joints and edges is recommended % 0 I e Web stiffener is required when any residential staggered. stiffeners 1/16" to 1/4""short to avoid span exceeds the lengths shown above. damage to flange -web joints. Nate: Web stiffeners act to transfer shear forces to the bottom flange and into the bearing. They do not replace bearing struts. FLOOR•RMANCE CONSIDERATIO ASI engineered wood components, when installed properly, will provide predictable performance that meets or exceeds code specifications. Use of Maximum Recommended spans will provide performance acceptable to most users. However, expectations levels differ significantly from one user to another. Specifiers and designers must use their judgement to match predicted floor performance with user expectation levels. Some methods to improve floorperfmwnceareasfollows: ■ Use a glue -nail system per APA specifications. ■ Select a deeper ASI -Joist ■ Use a larger flange size. ■ Reduce on -center spacing. ■ Use a thicker sheathing material. When joists are installed without a ceiling attached to the bottom flange, a 2x4 attached perpendicular to the joist's bottom flange can minimize vibration. Install 2x4 at midspan of the joist and tie -off to the end walls. - 1/16" to 11/4" gap t'to4l/2" " minimum t= . 12" to 41/2" r 2" minimum ME O GLUEDAPA FLOOR Note: Use only adhesives conforming to APA Performance SpecificationAFG-01. 1. Wipe mud, dirt, and water from ASI Joists before gluing. 2. Apply a continuous 1/4" bead of construction adhesive to band board and ASI Joists. 3. Apply two lines of glue on ASI Joists where panel ends butt. 4. Spread only enough One to lay one or two panels at a time. 5. Place panels and nail. 6. Complete all nailing before glue sets. Use 6d ring or screw shank nails at 6"o,c. along edges and 12"o.c. to intermediate ASI Joists. 7. Apply 1/8" One bead to groove edge of panel before next row is placed. 8. Stagger end joints of panels as each row is applied. Leaving a 1/8" space between all end joints and edges is recommended % 0 A51 -Joists up to 12" deep require IV' bearing. Use 13/4' bearing for 142'& deeper. Use 2-8d nails or 2-10d box nails 11/2" min. end of A51 -Joist to nail Max. 1000 PLF wall load per rim ply up to 16" deep. Use 1 or 2 plies 3/4" APA rated plywood a5 specified Attach w/ 1-8d nail to top and bottom flange. Same depth ao ASI -Joist Toe nail to bearing at 12" o.c. Check for stiffener requirements Max. 2000 PLF wall load for ASI -Joist to 14" deep. 16" & deeper 151500 PLF max. LDon't cut or --notchflange A51 Rim JoiSt— attach to wall wl� 8d nail @ 12" o.c. EXTERIOR WALL WSTRUTS EXTERIOR WALL BLOCKING TRANSFER OF COLUMNLOAD 3/4" APA rated plywood rim Teck for :iffener quiremento Attach with 8d nail at top & bottom flange. Use Struts on each face when joists are 24"o.c. NOTE: 5truts should be cut equal to, or 1/16" taller than, A51 -Joist depth. USe struts on \ both faces when installed @ 24" o.c. Load bearing wall aligned below. Attach with 1— 8d nail at top and bottom flange. Install 4'-0" of blocking at building corners & at 20' intervals. Nail with 2-8d nails 4' from each end. blocking Check for Stiffener requirements Fearing up to 2000 PLF for A51 -Joist to 14" deep. 1500 PLF, A51 -Joist 16' & deeper. Check for Stiftener requirements Blockpost Joist 1/16" transfers below loads fromheight above to a of blocks bearing plate below �ft 31 )cking 2 x 4 min. blocks Backer block required where hanger load exceeds 2500 Nail with 8-8d nails. n Install tight to underside of top flange 1/8" gap to , A51 -Joist bottom1 hanger flange �+ 0 N Vt I , i J For two-ply A51 girder install shear blocks at each hanger. Use 16d nails clinched, to transfer loads. nd cii5tanand edgeioc tand Spaci^.ail5 through SheaShall be ouch�Fi lerto avoid unusual splitting of the woodanger 2"x10" min. block grain vertical —3/4" plywood Shear Blocking A51-22 Shear Blocking A51-23 FLUSH'' RIDGE: BEAM DROPPED RIDGE BEAM WALL AS TOP SUPPORT f r.r,�illc:r -/ I LStructural ruired beam 5imp5on L5U Hanger or equal 3/4" x 2'-0" plywood gusset each side. Fasten with 12-8d nails & clinch Blocking panel where i required Double beveled wood plate Structural bea m blocking panel where — required Beveled plate— Simpson VP Connector, or equal Note: bird's Mouth Cut not permitted at top Support SOFFITFLAT • ••'S MOUTH LOW-END Fascia 5upport bird's Mouth Reinforcement (lower bearing only) required both facecA 2x4 Cut to fit Check for Stiffener requirements 2x-Outlooker f for Soffits 'U/ 8d nails at 6" o.c. clinched overhang Kad nails at 6" O.G. tall filler behind outlooker Provide proper bearing Don't out beyond inside face of bearing ga0ual X60\5 y. 1 anoaadoad ulealo 01,.,a„ 103061� PPV ..OL—.EZ = paalnbq q;6ual L-0 = 0 E —,EZ = 891' 1 x OZ :adols Z LIL e le ls!of -ISV sauas Z 1EZ a bulsn low ;no-o}-lno „O—,OZ 21o3 :91dwex3 ao3 = Hlbual le'uozlJOH '101021„0„ ay; bulppe pue '1o;oel adols ata} Aq I g16ual luluozlloq aq; bu!Aldlllnw Aq paulwla;ap aq un pallnbal gl6ual;no ,U6 1181 191 b1 lZL ,%11 ✓6 b1b1 ZL UI Z1 YESL ✓91 .%b %OL %8 Ml ZL UI 11 .%91 91 9l£1 ,%11 ,01 A6 A ZOE'1 Z1 UI O1 ..9 1XIC 1 ..Z 1,YL01 .,6 IYL8 ,L 09Z' 1 Z L u! 6 U „ZL ,✓01 M 8 lL ✓9 ZOZ'1 Z1 Ul8 'lye LL IIYL01 h6 ,1y'8 L ,399 IYL9 8911 ZIUIL 101 6 „8 wL „9 lYL9 ,yb 811'1 ZL ul9 ,YEg ✓L .%9YL9 119 ,%b „LE £80'1 Z UI9 %9 1.9 „Y9 ,%b IV w%£,YLE b 1 b90T1 Z1 U! b 9 1b It „✓E ,£ IIYLZ „YeZ LEO'L Z1 UI E .,OZ .,8L ,.9L IV „Zl ,19Z'LL „5Z'6 a0;ae3 adolS aa;awe10 -!s@1 wlollun pue weds aldwls 1opane sljegg (q;dap oleladoaddtl ao3;aalaS) ao;ae3 „0„ ..8L ..9L „bl adolS ;slop SHOi0tl3 HIDN31 iSIOP-IStl GUOIS 8L JH ued14�-L pp!Vd 6-6 91 6-L 6-L V1 '9NIHtl38 Z-9 Z-9 L-9 Z 1 013SO10 S310H INO ION 00 ■ S83A311INVO NI S310H In ION 00 ■ 8-b 8-b 8-b Z -b 01 '1SIOf-ISV ANtl 30 S39NV13 3HI 9-£ 9-E 9-E Z -E Z -E 8 OINI 310H 3HI lNOH3l10 H3A3N ■ 9-Z 9-Z 9-Z Z -Z Z -Z Z Z 9 alogloauplaluao of bulleaq woll pallnbal aouelslp wnwlulw b-1 b-1 b-1 b -L b 1 b 1 b 1 b sl Z algel ul (sayoul — laal) uanl6 aouels10 8 0 8-0 8-0 9-08-0 8-0 8-0 Z 'Aluo (sagaul —;aal) 6ulaeaq wa; paalnbaa 93ue;s10 aa;awe10 -!s@1 wlollun pue weds aldwls 1opane sljegg ..OZ ..8L ..9L „bl „Zl Az' LL „5Z'6 tg;dap;slob-IStl alglssod lanauaynn lslof -Isy a4l to SM!ellua0 ayl buole lno aq pinoys 91 • • • -1192. sa!oH sbuluado uaannlaq (aloy 1a61el ayl lo) b 1 Z 1 O 1 8 %L °/,5 ' (ul) punoH xeW sglbual/slalawelp b to wnwlulw e uleluleW 81 x 9 L 81 x b 1 8 L x Z L 81 x 01 81 x 8 81 x %L 8 L x %9 ('ul) ieln6ueloaH xeW M840N ,.OZ .181 A L bL „ZL Az' LL „5Z'6 ,d,,lslop 1161019 0p alge1 aaS al!?p!W ul pa�eoo� ag algal aas ! �RluO u�0 aloH•�oa�l ao puno� xeW7 C .uiW at =®IC��IiGI I 8L JH ued14�-L pp!Vd PLYWOOD REINFORCED CANTILEVER NO T F: 3/4" x 48" CDX plywood re -i nforce ment must match the hull Jrpth of A51 -Joist. (Aur and nail to A51 -Joist with 861 nails @ 6"o.c. 'Minn reinforcing both sides, -,t,iygrr nails5o avoid splitting. Install with f,icx grain horizontal _ h.hrck for stiffener requirements 3/4" plywood band ALTERNATE REINFORCED CANTILEVER Block together full length with Shear blocks. Nail block with 2 -rows 10d nailsrl(W` & clinch (3 -rows & deeper A51 -Joist) or other designed connection. Orr—, � ! •�,i 0 max. 2'-0" to 12" deep 4-0" 14" & deeper Photo at far left: Holes to accommodate utilities and ductwork can be located in ASI; joists for most conditions. Refer to charts (above left) forproper hole location and sizing. Cantilever conditions require reinforcing for many applications. See chart and details above. A 30+17@1.15 40 +15 n a 1.25 Roof Span (feet) Roof Span Roof Span (feet) O.C. 24 28 32 36 24 28 32 36 24 28 32 36 gaam Depth + X X + X X X + X X X 9 25' 24" 9 12' + 2 + + X + + X X + + X X P.17 Q 16 1 2 + + 1 + + X 1 2 + X Legend: 1 + 1 1 2 + 0 1 2 + 0= No reinforcing is required. 12'• p 1 1 = One side plywood reinforcing is required. 2 = Two sides plywood or reinforcement with it 25 24 1 2 + + 2 + X X 2 + + X 1 2 + 1 2 + + 1 2 + + ASI -Joist section is required. 1912 1 += Reinforcement with ASI -Joist section is 1 2 1 1 2 + 1 1 2 + 16" 1 1 required (see detail below). X= Requires deeper ASI -Joist or closer on - center spacing. For Example: Loading is 40 + 15 Crt31.15 duration. Roof span is 32'-0". Joist depth used is 12" ® 24" O.C. Cantilever requires double ASI -Joist. Notes: 50 PLF Floor Load and 80 PLF Wall Load is applied . Roof span shall include overhang. Chart assumes 2'— 0" cantilever supporting 1/2 of roof span indicated. DO NOT CUT HOLES 1N CANTILEVERS. 12" 0 0 0 1 0 0 1 2 0 0 1 2 12.00" 4., 2 + + 2 2 + X 1 2 + X 2 1 19.2" 1 1 1 + 1 1 2 + 1 1 2 + 16" 0 1 1 1 1 1 1 + 0 1 1 + 12 0 0 1 0 0 0 0 0 1 0 0 0 1 14.00" 24 " 1 1 1 2 1 1 2 2 1 1 2 2 19 2 0 1 1 1 1 1 1 1 1 1 1 1 16" 0 0 0 1 0 1 1 1 0 0 1 1 12" 0 0 0 0 0 0 0 0 0 0 0 0 15.00" 24" 1 1 1 1 1 1 1 2 1 1 1 1 19.2" 0 0 1 1 0 1 1 1 0 0 1 1 16" 0 0 0 0 0 0 0 1 0 0 0 0 12" 0 0 0 0 0 0 0 0 0 0 0 0 PLYWOOD REINFORCED CANTILEVER NO T F: 3/4" x 48" CDX plywood re -i nforce ment must match the hull Jrpth of A51 -Joist. (Aur and nail to A51 -Joist with 861 nails @ 6"o.c. 'Minn reinforcing both sides, -,t,iygrr nails5o avoid splitting. Install with f,icx grain horizontal _ h.hrck for stiffener requirements 3/4" plywood band ALTERNATE REINFORCED CANTILEVER Block together full length with Shear blocks. Nail block with 2 -rows 10d nailsrl(W` & clinch (3 -rows & deeper A51 -Joist) or other designed connection. Orr—, � ! •�,i 0 max. 2'-0" to 12" deep 4-0" 14" & deeper Photo at far left: Holes to accommodate utilities and ductwork can be located in ASI; joists for most conditions. Refer to charts (above left) forproper hole location and sizing. Cantilever conditions require reinforcing for many applications. See chart and details above. 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N os c o d p— O J U -F0 M M ZI-LLU- ASI,_ JOIS} DESIGN VALUES ASI -JOISTS ENGINEERED HANGERS, Notes: Moment allowables may be increased 7% when used in repetitive member application. EI values are for joists only. Determine deflection by using the following equations: W = design load in Pounds Per Foot I-beam deflection = (22.5) (W) (L)4 + (W) (L)2 D = depth of beam in inches E 1 (22260) (D) L = span in feet A =.area of beam in square inches EI = stiffness given in inches2- lbs. Deflection is given in inches •• ASI products are continuously tested to insure published performance. All are code accepted by all major model codes and many other agencies. Contact Alpine Structures for a current research report. 'Capacity of hanger is less than ASI -Joist capacity (for roofjoict attachment) Maximum 6:12 slope Note: requires 31/2" bearing Surface TOP MOUNT FACE MOUNT HEAVY DUTY '" 0 Positive angle nailing • o 0 Depth WGT.(plf) Moment (ft. -Ib.) Shear (Ib.) E (x106in2-lbs) Top Mount Face Mount Rafter Dbl. Hange ASI -22 9.25 (9%") 2.0 2371 790 153 ITA29.25 IUA29 LSU125 BA29-2 11.25 (11%") 2.2 3060 980 245 ITA211.25 IUA211 LSU125 BA211-2 12.00 (12") 2.2 3321 1050 285 ITA212 IUA211 LSU125 BA212-2 14.00 (14") 2.4 4018 1128 409 ITA214 IUA214 LSU125 BA214-2 ASI -23 9.25 (9%") 2.7 2990 790 239 ITA2.68/9.25 IU2.68/10 LSUISS35 BA39-2 11.25 (11%") 2.9 3860 990 379 ITA2.68/11.25 IU2.68/12 LSUISS35 BA311-2 12.00 (12") 3.0 5083 1060 460 ITA2.68/12 IU2.68/12 LSUISS35 BA312-2 14.00.(14") 3.1 6154 1146 657 ITA2.68/14 IU2.68/14 LSUISS35 BA314-2 16.00 (16") 3.3 7230 1322 891 MIT2.68/16 IU2.68/14 LSUISS35 B 3316-2 18.00 (18") 3.5 8310 1495 1163 MIT2.68/18 N/A LSSU12.68 BA318-2 20.00 (20") 3.7 9390 1670 1475 MIT2.68/20 N/A LSSU12.68 N/A ASI -24 11.25 (11%") 3.5 5723 990 532 IT411.25 IU410 LSU410 B1411.25-2 12.00 (12") 3.6 6213 1060 617 IT412 IU412 LSU410 B1412-2 14.00 (14") 3.8 7526 1155 879 IT414 IU414 LSU410 B1414-2 16.00 (16") 4.0 8844 1332 1190 MIT416 IU414 LSU410 B1416-2 18.00 (18") 4.2 10166 1510 1 1550 MIT418 IU414 LSU410 81418-2 20.00 (20") 4.4 11491 1686 1960 MIT420 IU414 LSU410 131'420-2" Notes: Moment allowables may be increased 7% when used in repetitive member application. EI values are for joists only. Determine deflection by using the following equations: W = design load in Pounds Per Foot I-beam deflection = (22.5) (W) (L)4 + (W) (L)2 D = depth of beam in inches E 1 (22260) (D) L = span in feet A =.area of beam in square inches EI = stiffness given in inches2- lbs. Deflection is given in inches •• ASI products are continuously tested to insure published performance. All are code accepted by all major model codes and many other agencies. Contact Alpine Structures for a current research report. 'Capacity of hanger is less than ASI -Joist capacity (for roofjoict attachment) Maximum 6:12 slope Note: requires 31/2" bearing Surface TOP MOUNT FACE MOUNT HEAVY DUTY '" 0 Positive angle nailing • o 0 M 00069 13 a(l) M + r(l) M 9'ZZ = uolloal}aP lAl/lSd 4 0008E 1 3 a(1) (M) + b(1) M 9'ZZ = U0lh9llep lapeall pejeaulbua H3H •1A1 xewjagwllJol9Z1-HM as S'lSd wEIIeJEd sol Z6Z-a3N aagwnN uoday uollenleA3 leuolleN aaS -gldap gout -g£ jol aoloel aql asn sagoul-5 £ UNI ssal sgldap ioj Umogs se [[.o(p21) Aq Aldlllnw sgldap aaglo jol sgldap qow-Z l ,oj 'uMogs se asro(p21) Aq Aldglnw sgldap jaglo jol'gldap gouw-Z j03- oj.000000 000,0007 Z 06Z 088 006Z OObZ ..006Z 1Sd 000'000'Z 982 088 9606 9081 .9Z6Z IAl (301N)A11OI1Sd13 AJ atl3HS of NlVd9 01 of NIVH9 01 ld NIVUS 01 j0 sninOOW 1tl1NOZIU0H F1tllflom3da3d NOISS3HdWOO 1311VUVd NOIS MNOO 1311dab'd NOISN31 0. . 31flYM011V q j MUS ivunX3lj 1#00PZI Z-8Ib/1119 [#gLb6l Z-91bf1HH b089 09EPZ 069L8 b"6E (8 1) On I (L) 001 [#OOVJ Z-9MI19 [#gLnl Z-9NHH 6LLb 09912 OIOOL OR (,9l) 00'9l [#OOVZI Z-KPA119 [#9LbEl Z-9lbfiHH [OZs 09681 09Ib9 HE Lbl) 00'bl [#OObLI Z-zmul9 [#OEl£] Z-b[bf1HH 9102 ObZ91 0090 EN (2 1) 00'21 1#00PZI Z-9Z'llb/1119 [#gEbZl Z-mnHH 1991 OZZ91 Ob09E 9'bZ (,X11) gZ 11 1#00041 Z-9Z'6blMH [#gEb2l Z-O[bf1HH EZ6 OISZI 09821 Z'OZ (.X6) 92'6 [#OOVZI 81/8£'9/1.L19 [#9Lb£] 919AHH £019 OL28I OZL99 S'6Z (To 00'81 (,Xg) SZ'9 09'E (,9X Z) 69'Z pasn aq Aew sand sulA� ON 10 AI Ald auo Aid uo („X£) 09£1111 ( �) 9L11A1 [#OObL] 91/8£'9/1119 [#gLb£l 919nHH begs ObZ91 00929 E'9Z (9 1) On I [#OObLI WK9A119 IALbE] 919AHH [ObZ 012b1 0190b OR (..bl) 00'b1 [#OObLI Z1/8E'Mil9 [#OEl£l b[9nHH 2191 08121 09b0E L'61 (Zl) On 1#00PZ19ZI1/8E'gAll9 [#9EbZl O[gnHH Wb OZb[l OEOLZ 9'81 (X11)gZ'll 1#00091 9Z'6/8E'gMH [#gsbZl Ol9f1HH E69 0656 Ob981 2'9l (.X6) 9Z'6 [#OObL1 919TAll9 [#9LbEl 91VAHH ZObE 08121 Mu L'6l (,8I) 00'8I [#OOPZI MTAll9 [#gLb£l 9[bf1HH 68EZ OE801 0009E 9'L1 (,91) 00,9[ [#OOVZI b15EAl19 [#9LbEl 9NHH 1091 OLb6 080LZ E'9I (,bl) OO bl [#OOVZI Z19'£All9 [#0£lEl blb(IHH 8001 OZ 18 OOEOZ ['El (,.Z1) 00,ZI [#OObLI gd' 119'£All9 [#g£bZ] oLvnHH [E8 019L OZ08I HL („X 10 9Z' I I [#QOOgl gZ,6/SL'ZMH [#gEbZ] O5(1HH 29b 0929 OZbZI l'Ol (.X6) 9Z'6 — [#ObL[I Sbf1HH 002 ObLb OZEL CL (.XL) 9Z'L [#OObLI 91/9L'ZAll9 [#OILEI 9[/gL'Zf1HH 9£81 OZE8 0069Z 9'61 (,91) 00'91 1#00td b[/9L'ZAll9 [#06£E] bl/gLZ M OEZI 08ZL 01902 8'll (..bl) OO bl [#OObL] Zl/9LZA119 [#06£6] b[/9L'Zf1HH 9LL ObZ9 00991 Vol (,Z 0 OO,ZI [#OObLI SZ'IUgf MH [#OOLZI Z[/gL'znH 8£9 0989 098E1 9'6 (.X11) gZ'[I [#0009] 9Z'6/gL'ZMH [#Og£Zl O[/g1' m 99E 0I8b 0996 81 (.X6) 9Z'6 — — b91 ME 0£99 6'9 (.XL) gZ'L [#009L] 8l9TAll9 [#9LVEl 955M ZObs OL6ll Ossev Z'81 („8[) 00'81 [#009L] 919'EAll9 [#gLbEl 91PnHH 06EZ Ob901 Ob6bs Z'91 (.91) 00 9I [#009L] bl9'£A119 [#gLtd 91b(1HH 0091 OZE6 082LZ Z'bl („b[) OO bl [#OOSLI ZI9EA119 WE 1d blb(1HH 9L6 006L Ob00Z O'Z1 (21)ON [#OOgLI gZ' l l9'EAll9 [#g£bZ] O [vw 0£8 08bL 09181 b' 1 I („� l 1) 92,11 [#OOSL] 9'69'EA119 [#gEbZl Olb(1HH 009 OZE9 ObEE[ E'6 (.X6) 9'6 [#009L] 9Z'69'£A119 [#SEbZI O5(1HH Z9b 0919 09921 b'6 (.X6) SZ'6 [#g9ZEl b1dM 4089£1 vmHH 008 099b Ob9E1 1'L („bl) OO b1 [#gsul Z1dM [#OEZE] mHH 88b 096E OZ001 9 (Z1) 007 [#SgZ£] 9Z I1dM [#OEZsl 11(1HH 9[b ObLs 0806 L'4 (.X[1) 9Z'1I [#ggZ£l 9'6dM [#081£1 6NHH 092 091E OZ99 6'b (.%6) S'6 [#SSZBI 9Z 6dM [#OE1£] 6nHH 1EZ 080E OEE9 Lb („X6) 9Z 6 [#OggZl b1b1I [#081£1 FvnHH He OEIb 00901 9'9 (bl) 00't I [#Obg1l sz,IIb1I [#08LZ1 Z1bf1HH US OOZE 0098 L'9 (,X [1) 9Z lunoW dol ([slaloeag] ul lglaedea) lunoW mg (s91-zu!go[X) ('91) ('QI—'ll) (11d)'19M Uldaa SU30NVH a3a33NIJN3 13 aeaUS luawoW 14� t, lt,�ell ASI beam and header products offer the builder efficiency and flexibility. From ASI Engineered Headers designed for medium load carrying capacity r, and easy installation, to the extended performance range of Tunbermak° LUL and Parallam® PSL, each fulfills a "best choice" role in the overall structural design. This synergy of products creates economical material usage while enhancing structural quality and performance. " ASI Series AEH engineered headers readily handle most loads for spans encountered over winclmvs and doors. The standard 3Y"width readily matches standard framing lumber dimension to avow quick installation in site framed or panelized wall systems without shimming or furring. Lig ' (, � P � g o bhn�ei�h[, dimensional stability and economy make this product a sound choice when the larger load carrying capacity of PSULVL is not required. Available in AIH version R-12 insulated header. I` , 1. Laminated veneer lumber is a reliable engineered building material manufactured using select graded wood veneers securely bonded together with a durable adhesive. The grain of each veneer layer is placed parallel to the next layer to take advantage of all of the natural strength of wood. Any natural wood imperfections are limited to a single veneer thickness. The result is a straight, strong piece of composite lumber that resists splitting, checking and shrinking, yet retains the inherent advantages and workability of solid timber. It is made from plentiful "fast growth" timber resources and is available in long lengths to allow design and installation flexibility. Convenient to use LVL 175 (IM" thick), as well as LVL 350 (3y"thick), are available from your ASI distributor. Parallam PSL beams, headers, columns and posts offer maximum strength and load carrying capacity. Each is made of long wood strands, bonded with a waterproof adhesive and cured under pressure with microwave energy. Available in wide thicknesses up to 7"and deep sections, Parallam has a single member size to suit most any application requirement. Parallam's 11% moisture content virtually eliminates problems like shrinking and checking. Parallam PSL can also be used in exposed -to -view applications as it accepts decorative finishes well. PSL's uniform material properties make it an ideal product for column applications. COST COMPARISON WORKSHEET f.� t ;se this pick comparitor chart to make your own cost analysis i COST OF MATERIAL $ COST OF FILLER WASTE MATERIAL TIME TO PICK CROWN AND CUT FILLER TIME TO ASSEMBLE TIME TO ERECT TIME TO SHIM TOTAL COST hAWN' VU :c D X 1 5 AD Span 11.25" 14" Feet L/360 1.5" 3.0" L/360 1.5" 3" 3 1483 2200 1483 2753 4 1112 1650 1112 2065 5 890 1320 890 1652 6 742 1100 742 1377 7 636 943 636 1180 8 556 825 556 1033 9 494 733 494 918 10 575 445 660 445 826 11 451 404 562 404 694 12 359 371 472 371 583 13 290 342 402 489 342 497 14 237 318 347 401 318 429 15 196 295 302 333 Notes: Total Load deflection limited to U240. Total Loads are for 1.5" and 3.0" bearings respectively. Table is for uniform load and simple span conditions only. 297 373 COST OF MATERIAL $ COST OF FILLER WASTE MATERIAL TIME TO PICK CROWN AND CUT FILLER TIME TO ASSEMBLE (if any) TIME TO ERECT TIME TO SHIM TOTAL COST Two 2 x 12 #2 Southern Yellow Pine; shear capacity Fv = 2025# 11 X" AEH Series header; shear capacity Two 2" x 12" #2 Southern Yellow Pine; bending capacity = 5913 ft. -lb. 11%" AEH Series header; bending capacity V' Timbermax@ LVL; shear capacity 3%" Timbermax® LVL; bending capacity � 1 � Ili i BU a.. I r� ASI E GA,, TEPNED WOOD I�F,� NIS RAT � E TS! NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE = 3200# = 8500 ft: Ib. = 7450# = 18160 ft: Ib. MAXIMUM UNIFORM LOAD APPLIED TO OUTSIDE MEMBER Nailed Connection Throuah-Bolted Connection BeG...:.�,,, (verify load capacity — see manufacturers specs ) 1/2" Mini 2" Bolted Connection Notes: ■ Three-ply member nailing shall be from each side for a total 0 6 nails per foot (3 from each side). ■ "Nailed connection" values may be doubled for 6"o.c. or tripled for 4"o.c. ■ Bolt holes are to be the same diameter as bolts and located 2" from the top and bottom of the member. ■ Structural adequacy of beam must be checked. ® Values listed are for 100% stress level. Increase 15% for snow loaded roof conditions, increase 25% for non -snow loaded roof conditions. ® Other connections are possible when specifically designed by a structural design professional. Nailed Connection (3 plies maximum) 16d nails -1-3/4" LVL 12" O.C. o each face 2 -Rows up to 12" deep J/ 3-Kows over 12" deep Chart is for 1%"LVL in single, two, and three member configurations. 3%"LVL and 5'/"Parallam® PSL maybe substituted in respective size. Beam Span (Feet) 40PSF 1.75x9.25* 1.75x9.25* 1.75x9.25* 3.50x9.25* 3.50x9.25 3.50x11.25 3.50x14.00 3.50x14.00 3.50x16.00 Beam 28' Span 50PSF 1.75x9.25* 1.75x9.25* 1.75x9.25* 3.50x9.25 3.50x11.25 3.50x11.88 3.50x14.00 3.50x16.00 3.50x18.00 2 Rows Roof Load Only 40PSF 1.75x9.25* 1.75x9.25* 1.75x925* 3.50x9.25 3.50x11.25 3.500.88 3.50x14.00 3.50x16.00 3.50x18.00 36' Span 50PSF 1.75x9.25* 1.75x9.25` 3.50x9.25 3.50x9.25 3.500.25 3.50x14.00 3.50x16.00 3.50x18.00 5.25x16.00 60PSF - 1.75x9.25* 3.50x9.25* II 3.50x9.25 3.50x11.25 3.50x11.88 3.50x14.00 3.50x16.00 Beam Spay 5.25x16.00 5.25x16.00 Loade include 2 Rows 16d 3 Rows 16d 1/2" Bolts At 2 Rows 2 Rows No. Of Common Wire Common Wire 24" O.C. 1/2" Bolts At 1/2" Bolts At Plies At 12" O.C. At 12" 0. C. Staggered 12" O.C. 6" O.C. 2 420 630 580 1160 2320 3 320 480 440 880 1760 Should only be used when loads are 4 NOT RECOMMENDED applied to both sides of the members. 390 1 780 1 1560 BeG...:.�,,, (verify load capacity — see manufacturers specs ) 1/2" Mini 2" Bolted Connection Notes: ■ Three-ply member nailing shall be from each side for a total 0 6 nails per foot (3 from each side). ■ "Nailed connection" values may be doubled for 6"o.c. or tripled for 4"o.c. ■ Bolt holes are to be the same diameter as bolts and located 2" from the top and bottom of the member. ■ Structural adequacy of beam must be checked. ® Values listed are for 100% stress level. Increase 15% for snow loaded roof conditions, increase 25% for non -snow loaded roof conditions. ® Other connections are possible when specifically designed by a structural design professional. Nailed Connection (3 plies maximum) 16d nails -1-3/4" LVL 12" O.C. o each face 2 -Rows up to 12" deep J/ 3-Kows over 12" deep Chart is for 1%"LVL in single, two, and three member configurations. 3%"LVL and 5'/"Parallam® PSL maybe substituted in respective size. Beam Span (Feet) 40PSF 1.75x9.25* 1.75x9.25* 1.75x9.25* 3.50x9.25* 3.50x9.25 3.50x11.25 3.50x14.00 3.50x14.00 3.50x16.00 Beam 28' Span 50PSF 1.75x9.25* 1.75x9.25* 1.75x9.25* 3.50x9.25 3.50x11.25 3.50x11.88 3.50x14.00 3.50x16.00 3.50x18.00 Supporting 60PSF 1.75x9.25* 1.75x9.25* 3.50x9.25* 3.50x9.25 3.50x11.25 3.50x14.00 3.50x16.00 3.50x16.00 3.50x18.00 Roof Load Only 40PSF 1.75x9.25* 1.75x9.25* 1.75x925* 3.50x9.25 3.50x11.25 3.500.88 3.50x14.00 3.50x16.00 3.50x18.00 36' Span 50PSF 1.75x9.25* 1.75x9.25` 3.50x9.25 3.50x9.25 3.500.25 3.50x14.00 3.50x16.00 3.50x18.00 5.25x16.00 60PSF - 1.75x9.25* 3.50x9.25* II 3.50x9.25 3.50x11.25 3.50x11.88 3.50x14.00 3.50x16.00 Beam Spay 5.25x16.00 5.25x16.00 Loade include -- 5�a Vol 2' roof overhang. 4 6 8 10 12 14 16 18 20 3" bearing (typ.) A 4%" bearing (shaded: typ.) A Beam depths shown above are in inches *Denotes that a single 11.25" AEH Series engineered header will work here. Notes: Loads shown are Total Roof Load. Beam span is distance between supports. Deflection is limited to U240 Live Load and U180 Total Load. Sizing includes 1.15 duration of load. Chart is for uniform loads, simple spans. V 4 MI Ch.uts are for 1X"LVL ui shigle, two, ,-uid three member configurations. M"LVL, and 5/a"Parallam®pSL may be substituted in respective size. .. - Beam Span (Feet) Beam Supporting 1/2 Roof Load, Wall Load, & 1/4 Floor Load 28' Span 36' Span 40PSF 50PSF 60PSF 40PSF 50PSF 60PSF 1 1.75x925` 1.75x925` 1.75x9.25" 1.75x925' 1.75x9.25' 3.50x9.25 6 1.75x9.25` 3.50x925" 3.50x9.25 3.50x9.25 3.50x9.25 3.50x925 3 3.50x9.25 3.50x9.25 3.50x925 3.50x9.25 3.50x925 3.50x11.25 0 3.50x9.50 3.50x11.25 3.50x11.25 3.50x11.25 3.50x11.88 3.50x14.00 12 3.50x14.00 3.50x14.00 3.50x14.00 3.50x14.00 3.50x14.00 3.50x16.00 1� 3.50x16.00 3.50x16.00 3.50x16.00 3.50x16.00 1 5.25x14.00 5.25x16.00 3' bearing (clear) 3.50x14.00 Beam depths shown above are in 3.50x14.00 4!" bearing (shaded) W. ® inches. *Denotes that a single 1125" AM S ' 3.50x16.00 eries engineered header win work here. Notes: Loads shown are Total Roof Load. Beam span is distance between supports. Deflection is limited to U360 Live Load and U240 Total Load. Beam Span (Feet) Ridge Beam Supporting 1/2 Of Roof Load 28' Span 36' Span 4, F 8 1.75x925 50PSF 1.75x925 60PSF 3.50x925 40PSF 10 3.50x9.25 3.50x925 3.50x925 1.75x925 3.50x925 3.50x925 50xq .50X9 3.50x925 12 3.50x925 3.50x11.25 3.50x11.25 3.50x9.50 50 14 3.500.25 3.50x11.25 3.50x11.88 3.50x11.25 3.50x1?25 3.50x188 16 3.50x11.88 3.50x14.00 3.50x14.00 3.50x14.00 3.50x11.88 3.50x14.00 18 3.50x14.00 3.50x16.00 3.50x16.00 3.50x14.00 3.50x14.00 3.50x16.00 20 3.50x16.00 3.50x16.00 3.50x18.00 3.50x16.00 3.50x16.00 5.25x16.00 3" bearing (clear) I 5.25x16.00 5.25x16.00 0" bearing (shaded) Beam depths shown above are in inches A Notes: Loads shown are Total Roof Load. Beam,span is distance between supports. Deflection is limited to U240 Live Load and U180 Total Load. Beam ' ' • Span Feet Roof Span ( ) 24' 28' 32' 36' 6 175Ya')F* 1" 40' F", you 5ecnon 2306, BOCA section 1115.0, SBCCI 1203.2. Loads include 2' roof overhang. X001 VY Loads include 2' roof overhang MME, p, RAI Notes: Loads given are for clear span between bearings - either simple or continuous beam conditions. Allowable loads have been adjusted for beam weight. Floor beams limited to U360 Live Load; U240 Total Load. Bearing lengths are calculated based on 565 PSI. Increase interior bearings by a factor of 2.5 or design for specific application. Bearings for beams on steel bearing plates or on LVL and PSL beams, multiply required bearing by 0.65 . Bearing lengths given assume full design loads are applied. Interpolation is allowed. Minimum bearings are 1.5" at ends and 3.5" at center bearings. Beams are assumed to be top loaded and have top edge laterally supported. *1%'x16" & 1%xT are to be used as multiple plies only. Design Allowables: P L LUL MOE = 2,000,000 PSI MOE = 2,000,000 PSI Fb = 2900 PSI Fb = 2925 PSI Fv = 290 PSI Fv = 285 PSI. Fc = 880 PSI Fc = 880 PSI Moment capacity adjusted for depth. See page 13. 0 0 an Feet Beam 1.75" WIDTH 2.69" WIDTH (PSL only) 3.5" WIDTH, SpanFee. 1 De th" ► 9.25 11.25 12 14 16* 18* 7.25 9.25 11.25 12 14 16 9.25 11.25 12 14 16 18 TL � TL 972 1227 1327 1603 1893 2193 1146 1518 1916 2072 2503 2954 1945 2453 2653 3206 3786 4385 6 LL 925 LL 6 BRG 3.3 4.3 4.7 5.9 7.4 9.1 2.4 3.3 4.3 4.8 6.0 7.5 3.3 4.4 4.8 6.0 7.5 9.3 BRG TL 811 1019 1101 1325 1562 1808 916 1268 1593 1720 2070 2438 1622 2038 2201 2650 3123 3615 TL 7 LL 764 615 1173 1526 LL 7 BRG 3.1 4.0 4.4 5.5 6.7 8.1 2.3 3.2 4.1 4.5 5.6 6.8 3.2 4.1 4.5 5.6 6.8 8.2 BRG TL 696 871 939 1127 1324 1530 641 1088 1362 1468 1761 2068 1392 1742 1878 2254 2648 3060 TL S LL 538 431 826 1074 LL 3 BRG 3.0 3.9 4.2 5.2 6.3 7.5 1.8 3.1 3.9 4.3 5.3 6.4 3.1 3.9 4.3 5.3 6.4 7.6 BRG TL 581 760 818 979 1148 1323 462 887 1188 1279 1530 1793 1154 1519 1636 1958 2295 2646 TL 9 LL 392 661 782 312 603 1015 1200 785 1320 1562 LL 9 BRG 2.9 3.8 4.1 5.0 6.0 7.0 1.5 2.9 3.8 4.1 5.1 6.1 2.9 3.8 4.1 5.1 6.1 7.2 BRG TL 440 674 725 865 1011 1164 341 676 1030 1133 1352 1581 879 1340 1449 1730 2022 2327 TL 10 LL 296 500 594 231 456 767 911 593 998 1186 LL 10 BRG 2.4 3.7 4.0 4.8 5.7 6.7 1.5 2.4 3.7 4.0 4.9 5.8 2.4 3.7 4.0 4.9 5.8 6.9 BRG TL 338 563 632 774 904 1038 258 520 859 964 1210 1412 677 1117 1254 1548 1807 2075 TL 11 LL 229 388 460 693 176 352 596 708 1064 458 776 921 1384 LL 11 BRG 2.0 3.4 3.9 4.7 5.6 6.5 1.5 2.0 3.4 3.8 4.8 5.7 2.0 3.4 3.8 4.8 5.7 6.6 BRG TL 265 455 535 701 816 936 199 407 699 816 1076 1276 530 910 1062 1400 1632 1871 TL 12 LL 180 307 365 551 782 137 277 472 562 846 1200 360 615 731 1100 1562 LL 12 BRG 1.7 3.0 3.5 4.6 5.4 6.3 1.5 1.7 3.0 3.5 4.7 5.5 1.7 3.0 3.5 4.7 5.5 6.4 BRG TL 210 365 436 603 744 852 157 323 561 670 924 1163 421 730 871 1202 1487 1703 TL 13 LL 144 248 295 446 635 108 221 381 453 685 974 287 495 590 892 1267 1721 LL 13 BRG 1.5 2.6 3.1 4.4 5.3 6.2 1.5 1.5 2.6 3.1 4.3 5.4 1.5 2.6 3.1 4.3 5.4 6.3 BRG TL 169 297 355 523 668 781 125 260 456 546 801 1018 338 594 710 1042 1325 1562 TL 14 LL 116 202 241 366 522 712 87 178 310 371 562 802 232 404 482 732 1043 1421 LL 14 BRG 1.5 2.3 2.7 4.1 5.2 6.1 1.5 1.5 2.3 2.7 4.0 5.2 1.5 2.3 2.7 4.0 5.2 6.2 BRG TL 138 244 293 448 586 721 101 211 375 450 688 892 275 488 585 896 1161 1433 TL 15 LL 95 167 199 304 435 594 71 146 256 307 467 669 190 333 399 607 870 1186 LL 15 BRG 1.5 2.0 2.4 3.7 4.8 6.0 1.5 1.5 2.0 2.4 3.7 4.8 1.5 2.0 2.4 3.7 4.8 6.1 BRG TL 113 202 243 375 517 639 83 174 311 374 576 788 226 405 487 750 1025 1267 TL 16 LL 79 139 167 255 366 501 59 121 214 256 392 563 158 278 333 510 733 1002 LL 16 BRG 1.5 1.7 2.1 3.3 4.5 5.7 1.5 1.5 1.7 2.1 3.3 4.5 1.5 1.7 2.1 3.3 4.5 5.7 BRG TL 94 169 204 317 458 569 68 144 260 314 487 700 188 339 409 633 911 1128 TL 17 LL 66 117 141 216 311 427 49 102 180 216 332 478 132 234 281 432 622 854 LL 17 BRG 1.5 1.6 1.9 2.9 4.3 5.3 1.5 1.5 1.6 1.9 2.9 4.2 1.5 1.6 1.9 2.9 4.2 5.3 BRG TL 79 143 173 269 391 509 57 121 219 266 414 600 158 285 345 538 781 1010 TL 18 LL 56 99 120 184 266 367 42 86 153 184 284 409 112 198 239 369 533 733 LL 18 BRG 1.5 1.5 1.7 2.6 3.9 5.0 1.5 1.5 1.5 1.7 2.6 3.9 1.5 1.5 1.7 2.6 3.9 5.0 BRG TL 66 121 147 230 336 458 47 102 186 226 354 516 133 242 294 461 672 909 TL 19 LL 48 85 102 159 230 317 36 73 130 157 244 353 95 170 205 317 460 633 LL 19 BRG 1.5 1.5 1.5 2.4 3.5 4.7 1.5 1.5 1.5 1.5 2.4 3.5 1.5 1.5 1.5 2.4 3.5 4.7 BRG TL 56 103 126 198 290 403 40 87 159 193 305 447 113 207 252 397 581 806 TL 20 LL 41 73 88 137 199 275 31 63 112 136 211 307 82 146 177 275 399 551 LL 20 BRG 1.5 1.5 1.5 2.2 3.2 4.5 1.5 1.5 1.5 1.5 2.2 3.2 1.5 1.5 1.5 2.2 3.2 4.5 BRG TL 41 77 94 149 221 309 29 64 118 144 230 339 83 154 187 299 441 617 TL 22 LL 31 55 67 105 153 212 23 48 85 103 161 235 62 111 134 209 306 425 LL 22 BRG 1.5 1.5 1.5 1.8 2.7 3.7 1.5 1.5 1.5 1.5 1.8 2.7 1.5 1.5 1.5 1.8 2.7 3.7 BRG TL 31 58 71 115 171 '240 21 48 89 109 176 262 62 116 142 229 341 480 TL 24 LL 24 43 52 82 120 167 18 37 66 80 125 184 48 86 104 163 239 333 LL 24 BRG 1.5 1.5 1.5 1.5 2.2 3.2 1.5 1.5 1.5 1.5 1.5 2.2 1.5 1.5 1.5 1.5 2.2 3.2 BRG TL 23 45 55 89 134 190 15 36 69 84 137 206 47 89 110 178 268 379 TL 26 LL 19 34 41 65 95 133 14 29 52 63 99 146 38 68 82 129 190 266 LL 26 BRG 1.5 1.5 1.5 1.5 1.9 2.7 1.5 1.5 1.5 1.5 1.5 1.9 1.5 1.5 1.5 1.5 1.9 2.7 BRG TL 18 35 43 70 106 152 11 27 53 66 108 164 35 69 86 140 213 304 TL 28 LL 15 27 33 52 77 108 11 23 42 51 80 118 30 54 66 104 154 216 LL 28 BRG 1.5 1.5 1.5 1.5 1.7 2.4 1.5 1.5 1.5 1.5 1.5 1.7 1.5 1.5 1.5 1.5 1.7 2.4 1 BRG Notes: Loads given are for clear span between bearings - either simple or continuous beam conditions. Allowable loads have been adjusted for beam weight. Floor beams limited to U360 Live Load; U240 Total Load. Bearing lengths are calculated based on 565 PSI. Increase interior bearings by a factor of 2.5 or design for specific application. Bearings for beams on steel bearing plates or on LVL and PSL beams, multiply required bearing by 0.65 . Bearing lengths given assume full design loads are applied. Interpolation is allowed. Minimum bearings are 1.5" at ends and 3.5" at center bearings. Beams are assumed to be top loaded and have top edge laterally supported. *1%'x16" & 1%xT are to be used as multiple plies only. Design Allowables: P L LUL MOE = 2,000,000 PSI MOE = 2,000,000 PSI Fb = 2900 PSI Fb = 2925 PSI Fv = 290 PSI Fv = 285 PSI. Fc = 880 PSI Fc = 880 PSI Moment capacity adjusted for depth. See page 13. P] 1_7302280 732 5.25" WIDTH 9.25 2914 11.25 12 14 16 18 3679 3980 4809 5680 6578 3.3 2434 4.4 4.8 6.0 7.5 9.3 3058 3302 3975 4684 5423 2289 3.2 4.1 4.5 5.6 6.8 8.2 2088 2613 2817 3381 3973 4590 1611 11 3.9 4.3 5.3 6.4 7.6 P] 1_7302280 732 2455 2937 3442 3969 1178 1980 2343 911 1305 1778 2.9 3.8 4.1 5.1 6.1 7.2 1319 2010 2124 2595 3034 3491 889 1498 1779 765 1099 1503 2.4 3.7 4.0 4.9 5.8 6.9 1015 1676 1881 2323 2710 3113 687 1164 1382 2076 933 1281 2.0 3.4 3.8 4.8 5.7 6.6 795 1364 1593 2100 2448 2807 540 922 1097 1650 2342 1100 1.7 3.0 3.5 4.7 5.5 6.4 631 1096 1307 1803 2231 2555 431 743 884 1337 1901 950 1.5 2.6 3.1 4.3 5.4 6.3 507 890 1066 1563 1987 2343 348 606 724 1098 1565 2131 1.5 2.3 2.7 4.0 5.2 6.2 413 732 878 1343 1742 2150 285 500 598 911 1305 1778 1.5 2.0 2.4 3.7 4.8 6.1 339 607 730 1125 1538 1901 236 417 500 765 1099 1503 1.5 1.7 2.1 3.3 4.5 5.7 282 508 613 950 1367 1692 198 351 422 648 933 1281 1.5 1.6 1.9 2.9 4.2 5.3 236 428 518 807 1172 1515 168 298 359 553 799 1100 1.5 1.5 1.7 2.6 3.9 5.0 199 363 441 691 1008 1363 143 254 307 476 689 950 1.5 1.5 1.5 2.4 3.5 4.7 169 310 377 595 871 1210 123 219 265 412 598 826 1.5 1.5 1.5 2.2 3.2 4.5 124 230 281 448 662 926 93 166 201 314 459 637 1.5 1.5 1.5 18 27 37 93 174 213 344 512 721 72 128 155 245 359 500 1.5 1.5 1.5 15 22 32 70 134 165 267 402 569 57 102 123 194 285 399 1.5 1.5 1.5 1.5 19 27 53 104 128 211 319 455 46 82 99 156 230 323 1.5 1.5 1.5 1.5 1.7 24 F WALL = 80 PLF EAM A - 12-0" clear 6' EAMB- 10'-0" clear span CALCULATE LL Roof Load 32'+2 x 30psf = 540plf 2 Floor Load 16' x 40psf = 320plf LIVE LOAD = 860pif 7.0" WIDTH Roof Load 32'+2 x 47psf 9.25 11.25 12 14 16 18 3886 4906 5306 6413 7573 8770 3.3 4.4 4.8 6.0 7.5 9.3 3245 4077 4402 5301 6246 7231 3052 3.2 4.1 4.5 5.6 6.8 8.2 2784 2484 3757 4508 5296 6120 2148 3.1 3.9 4.3 5.3 6.4 7.6 2307 3039 3273 3917 4590 5292 1570 2640 3124 2.9 3.8 4.1 5.1 6.1 7.2 1758 2680 2900 3460 4045 4655 1186 1997 2372 2.4 3.7 4.0 4.9 5.8 6.9 1353 2234 2508 3097 3614 4151 916 1552 1843 2768 2.0 3.4 3.8 4.8 5.7 6.6 1059 1819 2123 2800 3264 3743 720 1229 1462 2200 3123 1.7 3.0 3.5 4.7 5.5 6.4 842 1461 1742 2403 2975 3407 575 990 1179 1783 2535 1.5 2.6 3.1 4.3 5.4 6.3 676 1187 1421 2084 2649 3125 464 808 965 1464 2087 2842 1.5 2.3 2.7 4.0 5.2 6.2 550 976 1171 1791 2322 2866 380 667 798 1215 1741 2371 1.5 2.0 2.4 3.7 4.8 6.1 453 809 974 1500 2050 2535 315 556 667 1020 1465 2005 1.5 1.7 2.1 3.3 4.5 5.7 376 678 817 1266 1822 2256 264 468 562 864 1243 1708 1.5 1.6 1.9 2.9 4.2 5.3 315 571 691 1076 1563 2020 224 397 478 738 1065 1466 1.5 1.5 1.7 2.6 3.9 5.0 266 484 588 921 1344 1818 191 339 410 634 919 1267 1.5 1.5 1.5 2.4 3.5 4.7 226 414 503 793 1162 1613 164 292 353 549 798 1101 1.5 1.5 1.5 2.2 3.2 4.5 166 307 375 597 882 1234 124 221 267 419 612 849 1.5 1.5 1.5 1.8 2.7 3.7 124 232 285 458 682 961 96 171 207 326 478 667 1.5 1.5 1.5 1.5 2.2 3.2 93 178 219 356 535 759 76 135 164 258 380 532 1.5 1.5 1.5 1.5 1.9 2.7 71 139 171 281 426 607 61 109 132 208 307 .431 1.5 1.5 1.5 1.5 1.7 2.4 F WALL = 80 PLF EAM A - 12-0" clear 6' EAMB- 10'-0" clear span CALCULATE LL Roof Load 32'+2 x 30psf = 540plf 2 Floor Load 16' x 40psf = 320plf LIVE LOAD = 860pif CALCULATE TL Roof Load 32'+2 x 47psf = 846plf 2 Floor Load 16' x 50psf = 400pif 2 Wall Load 8'x 10 psf = 80plf TOTAL LOAD =1326plf Note: Tables adjusted for beam weight Bra. Rea'd. Select 1.5" x 14" 47' *5.25'x 11.25" 3.0" 'Note: Can consist of single piece PSL or built Roof Load = 30 PSF Live 17 PSF Dead 47 PSF Total Floor Load = 40 PSF Live 10 PSF Dead 50 PSF Total 16 x 2 sides x 40psf = 640plf .2 LIVE LOAD = 640DIf 16' x 2 sides x 50psf = 800p1f 2 TDTAL LUAU a 000jp0 BrQ. e 'd 1.75" x 14" 4.8" 2.69" x 11.25" 37' '5.25" x 9.25" 2.4" of multiple LVL plies The calculations shown above typically illustrate the method for determining application beam size. (See structure drawing at top.) 1- (See 1) Calculate loads. 2- (See 2) Locate a beam that meets or exceeds both the live load and total load applied on beam. Beams shown are choices taken from table at left. 3- Select a beam that meets criteria 2 and is of proper depth. Most economical selection will typically be the deepest beam of the narrowest width that will work in the application. 4- If beam is to be built-up of multiple member LVL plies to reach desired width, see connection details on page 16. 1:1 D 0 S an Feet Beam 1.75" WIDTH 2.69" WIDTH (PSL only) 3.5" WIDTH Depth" 10, 9.25 11.25 12 14 16* 18* 7.25 9.25 11.25 12 14 16 9.25 11.25 12 14 16 18 SpanFeek TL 1109 1395 1507 1814 2131 2452 1311 1732 2179 2353 2830 33232217 2790 3014 3627 4262 4904 TL 6 LL LL 6 BRG 3.8 5.0 5.4 6.9 8.6 10.6 2.8 3.9 5.0 5.5 7.0 8.8 3.9 5.1 5.5 7.0 8.8 10.8 BRG TL 928 1163 1254 1506 1768 2038 1056 1450 1817 1959 2351 2759 1855 2325 2508 3011 3535 4076 TL 7 LL LL BRG 3.6 4.7 5.1 6.4 7.8 9.4 2.7 3.7 4.8 5.2 6.5 7.9 3.7 4.8 5.2 6.5 7.9 9.6 BRG TL 797 995 1072 1284 1504 1733 819 1245 1556 1675 2006 2349 1593 1991 2145 2568 3009 3466 TL 3 LL 638 1223 1591 LL BRG 3.5 4.5 4.9 6.0 7.3 8.7 2.3 3.6 4.6 5.0 6.1 7.4 3.6 4.6 5.0 6.1 7.4 8.8 BRG TL 664 869 936 1118 1307 1503 611 1013 1359 1462 1746 2042 1318 1739 1871 2235 2614 3006 TL 5 LL 582 3081 463 896 1165 LL 5 BRG 3.4 4.3 4.7 5.8 6.9 8.2 2.0 3.3 4.4 4.8 5.9 7.0 3.3 4.4 4.8 5.9 7.0 8.3 BRG TL 543 771 830 989 1154 1325 455 828 1175 1296 1545 1803 1078 1528 1659 1977 2308 2650 TL 10 LL 439 741 ,. 346 675 1137 879 1480 LL 1a BRG 3.0 4.2 4.6 5.6 6.6 7.8 1.6 3.0 4.3 4.7 5.7 6.8 3.0 4.3 4.7 5.7 6.8 7.9 BRG TL 446 643 722 886 1032 1184 346 686 981 1100 1385 1613 893 1276 1432 1772 2065 2367 TL 11 LL 338 576 683 264 521 885 1050 677 1152 1366 LL 11 BRG 2.7 4.0 4.5 5.4 6.4 7.5 1.5 2.7 3.9 4.4 5.5 6.6 2.7 3.9 4.4 5.5 6.6 7.7 BRG TL 351 545 612 802 933 1069 267 539 831 933 1227 1459 702 1081 1214 1596 1867 2137 TL 12 LL 267 456 543 205 410 701 835 534 913 1086 LL 12 BRG 2.3 3.6 4.1 5.3 6.3 7.3 1.5 2.3 3.6 4.0 5.4 6.4 2.3 3.6 4.0 5.4 6.4 7.4 BRG TL 280 467 525 689 852 974 211 430 712 800 1055 1331 560 926 1041 1373 1703 1947 TL i 13 LL 214 367 438 661 163 329 564 673 1017 427 734 876 1323 LL 13 BRG 2.0 3.3 3.8 5.1 6.2 7.1 1.5 2.0 3.3 3.7 5.0 6.3 2.0 3.3 3.7 5.0 6.3 7.3 BRG TL 226 393 455 599 762 894 169 348 604 693 916 1162 453 786 902 1192 1512 1788 TL 14 LL 174 299 357 543 131 267 460 550 836 347 598 715 1087 LL 14 BRG 1.7 3.0 3.5 4.7 6.0 7.0 1.5 1.7 3.0 3.4 4.6 6.0 1.7 3.0 3.4 4.6 6.0 7.1 BRG TL 185 324 388 524 669 825 137 284 498 596 802 1020 370 648 775 1044 1327 1634 TL 15 LL 143 247 296 451 646 107 219 380 454 694 993 285 495 591 903 1292 LL 15 BRG 1.5 2.6 3.2 4.4 5.6 6.9 1.5 1.5 2.6 3.2 4.3 5.6 1.5 2.6 3.2 4.3 5.6 7.0 BRG TL 153 269 323 463 592 730 112 234 414 497 708 902 305 539 647 921 1173 1447 TL 16 LL 118 207 247 379 544 89 182 318 380 582 837 236 413 495 758 1088 LL 16 BRG 1.5 2.3 2.8 4.1 5.2 6.6 1.5 1.5 2.3 2.8 4.0 5.2 1.5 2.3 2.8 4.0 5.2 6.6 BRG TL 127 226 272 411 526 651 93 195 348 418 629 802 254 452 544 818 1044 1290 TL 17 LL 99 174 209 320 462 634 74 152 268 321 493 711 198 349 418 641 925 1268 LL 17 BRG 1.5 2.1 2.5 3.8 4.9 6.1 1.5 1.5 2.1 2.5 3.8 4.9 1.5 2.1 2.5 3.8 4.9 6.2 BRG TL 107 191 231 357 471 583 77 164 294 355 549 718 213 383 461 714 934 1156 TL 18 LL 84 148 178 274 396 545 63 129 228 274 421 608 168 296 356 547 792 1089 LL 18 BRG 1.5 1.9 2.2 3.5 4.6 5.8 1.5 1.5 1.9 2.2 3.5 4.6 1.5 1.9 2.2 3.5 4.6 5.8 BRG TL 90 163 197 306 424 525 65 139 251 303 471 646 181 326 394 613 840 1041 TL 19 LL 72 127 153 236 341 471 53 110 195 235 362 524 143 254 305 471 682 942 LL 19 BRG 1.5 1.7 2.0 3.2 4.4 5.5 1.5 1.5 1.7 2.0 3.2 4.4 1.5 1.7 2.0 3.2 4.4 5.5 BRG TL 77 140 169 265 383 475 55 118 215 260 407 584 154 280 339 529 759 943 TL 20 LL 62 110 132 204 296 410 46 95 168 203 314 455 123 219 264 408 592 820 LL 20 BRG 1.5 1.5 1.8 2.9 4.1 5.2 1.5 1.5 1.5 1.8 _ 2.9 4.1 1.5 1.5 1.8 2.9 4.1 5.2 BRG TL 57 104 127 200 294 394 40 88 160 195 308 452 114 209 254 401 588 781 TL 22 LL 46 83 100 156 227 315 35 71\ 127 154 240 349 93 166 201 312 454 631 LL 22 BRG 1.5 1.5 1.5 2.4 3.5 4.7 1.5 1.5 1.5 1.5 2.4 3.5 1.5 1.5 1.5 2.4 3.5 4.7 BRG TL 43 79 97 155 229 320 30 66 122 149 238 351 86 159 194 309 457 640 .TL 24 LL 36 64 78 122 178 247 27 55 99 119 187 274 72 128 155 243 356 495 LL 24 BRG 1.5 1.5 1.5 2.0 3.0 4.2 1.5 1.5 1.5 1.5 2.0 3.0 1.5 1.5 1.5 2.0 3.0 4.2 BRG TL 33 62 75 121 180 254 22 50 95 116 186 277 66 123 151 242 361 508 TL 26 LL 28 51 61 97 142 198 21 44 78 94 148 218 57 102 123 193 284 396 LL 26 BRG 1.5 1.5 1.5 1.7 2.6 3.6 1.5 1.5 1.5 1.5 1.7 2.6 1.5 1.5 1.5 1.7 2.6 3.6 BRG TL 25 48 59 96 144 204 16 39 74 91 148 222 51 96 119 192 288 408 TL 28 LL 23 41 49 78 115 161 17 35 63 76 120 176 46 82 99 156 229 321 LL 28 BRG 1 1.5 1.5 1.5 1.5 2.2 3.1 1.5 1.5 1.5 1.5 1.5 2.2 1.5 1.5 1.5 1.5 2.2 3.1 1 BRG Notes: Loads given are for clear span between bearings - either simple or continuous beam conditions. Design Allowables: Allowable loads have been adjusted for beam weight. PSL LVL Deflection for beams supporting roof loads is limited to U240 Live Load and to 0180 Total Load. MOE = 2,000,000 PSI MOE = 2,000,000 PSI Bearing lengths given are calculated based on 565 PSI. Increase bearing by a factor of 2.5 @ interior supports. Fb = 2900 PSI Fb = 2925 PSI Bearings for beams on steel bearing plates or on other LVL or PSL beams , multiply required bearing by 0.65 . Fv = 290 PSI FV = 285 PSI t Bearing lengths given are for full design loads. Interpolation is allowed. Minimum bearings are 1.5" for end conditions and 3.5" for interior supports. Fc = 880 PSI Fc = 880 PSI Beams are assumed to be top loaded and have top edge laterally supported. Moment capacity adjusted for depth. See page 13. *1Y,"x16" & IX x18" are to be used as multiple plies only. IN N MY y- MOO P Oam 21. 1.15�� 500 Live Load 800 Total Load 1? 111 14' Mill Using the table at left, determine which beams will support a roof load of 500 PLF live load and an 800 PLF total load. Beam clear span is 14"-0". The acceptable selections are as follows: 2.69" x 14" 4.6" bearing required `35' x 12" 3.4" bearing required '5.25" x 11.25" 3.0" bearing required `Note: Can consist of single piece PSL or built-up of multiple LVL plies Parallamszcpfios*ngroofsystem (above) andfloor system (below). 5.25" WIDTH 7.0" WIDTH 9.25 11.25 12 14 16 18 9.25 11.25 12 14 16 18 3326 4185 4521 5441 6393 7356 4434 5581 6028 7254 8523 9808 3.9 5.1 5.5 7.0 8.8 10.8 3.9 5.1 5.5 7.0 8.8 10.8 2783 3488 3763 4517 5303 6114 3710 4651 5017 6022 7071 8152 3.7 4.8 5.2 6.5 7.9 9.6 3.7 4.8 5.2 6.5 7.9 9.6 2390 2986 3217 3852 4513 5200 3187 3981 4289 5135 6018 6932 2387 3183 3.6 4.6 5.0 6.1 7.4 8.8 3.6 4.6 5.0 6.1 7.4 8.8 1976 2608 2807 3353 3921 4510 2635 3477 3743 4470 5228 6013 1748 2330 3.3 4.4 4.8 5.9 7.0 8.3 3.3 4.4 4.8 5.9 7.0 8.3 1617 2292 2489 2966 3462 3975 2156 3056 3318 3955 4616 5301 1318 2219 1758 2959 3.0 4.3 4.7 5.7 6.8 7.9 3.0 4.3 4.7 5.7 6.8 7.9 1340 1915 2147 2658 3097 3551 1786 2553 2863 3543 4129 4735 1016 1728 2049 1355 2304 2732 2.7 3.9 4.4 5.5 6.6 7.7 2.7 3.9 4.4 5.5 6.6 7.7 1053 1621 1821 2395 2800 3206 1403 2162 2428 3193 3734 4275 801 1369 1629 1068 1825 2172 2.3 3.6 4.0 5.4 6.4 7.4 2.3 3.6 4.0 5.4 6.4 7.4 840 1389 1562 2059 2555 2921 1120 1852 2082 2745 3406 3895 641 1101 1313 1984 855 1468 1751 2646 2.0 3.3 3.7 5.0 6.3 7.3 2.0 3.3 3.7 5.0 6.3 7.3 679 1178 1353 1788 2268 2682 905 1571 1804 2384 3023 3576 521 898 1073 1631 694 1197 1430 2174 1.7 3.0 3.4 4.6 6.0 7.1 1.7 3.0 3.4 4.6 6.0 7.1 555 971 1163 1566 1990 2452 740 1295 1550 2088 2654 3269 428 742 887 1355 1937 570 990 1182 1806 2583 1.5 2.6 3.2 4.3 5.6 7.0 1.5 2.6 3.2 4.3 5.6 7.0 458 808 970 1382 1760 2171 610 1078 1294 1842 2346 2895 355 620 742 1136 1633 473 827 990 1515 2177 1.5 2.3 2.8 4.0 5.2 6.6 1.5 2.3 2.8 4.0 5.2 6.6 381 679 816 1227 1565 1935 508 905 1088 1636 2087 2580 297 523 627 962 1387 1902 396 697 836 1282 1849 2536 1.5 2.1 2.5 3.8 4.9 6.2 1.5 2.1 2.5 3.8 4.9 6.2 320 574 692 1071 1401 1734 427 766 923 1429 1868 2312 251 445 534 821 1187 1634 335 593 712 1094 1583 2179 1.5 1.9 2.2 3.5 4.6 5.8 1.5 1.9 2.2 3.5 4.6 5.8 271 489 591 919 1260 1562 361 653 788 1226 1680 2083 215 381 458 707 1024 1413 286 508 611 942 1365 1884 1.5 1.7 2.0 3.2 4.4 5.5 1.5 1.7 2.0 3.2 4.4 5.5 231 420 508 794 1139 1414 308 560 677 1058 1519 1885 185 329 396 612 888 1229 246 438 528 817 1184 1639 1.5 1.5 1.8 2.9 4.1 5.2 1.5 1.5 1.8 2.9 4.1 5.2 171 313 381 601 882 1172 228 418 508 801 1177 1563 139 249 301 468 682 946 186 332 401 624 909 1261 1.5 1.5 1.5 2.4 3.5 4.7 1.5 1.5 1.5 2.4 3.5 4.7 129 238 291 464 686 960 112 318 388 618 914 1280 108 193 233 365 534 742 144 257 311 487 712 990 1.5 1.5 1.5 2.0 3.0 4.2 1.5 1.5 1.5 2.0 3.0 4.2 98 185 226 363 541 762 131 246 301 484 721 1016 85 152 184 290 425 594 114 203 246 386 567 792 1.5 1.5 1.5 1.7 2.6 3.6 1.5 1.5 1.5 1.7 2.6 3.6 76 145 178 289 432 613 101 193 237 385 576 817 68 122 148 234 344 482 91 163 198 312 459 642 1.5 1.5 1.5 1.5 2.2 3.1 1.5 1.5 1.5 1.5 2.2 3.1 MY y- MOO P Oam 21. 1.15�� 500 Live Load 800 Total Load 1? 111 14' Mill Using the table at left, determine which beams will support a roof load of 500 PLF live load and an 800 PLF total load. Beam clear span is 14"-0". The acceptable selections are as follows: 2.69" x 14" 4.6" bearing required `35' x 12" 3.4" bearing required '5.25" x 11.25" 3.0" bearing required `Note: Can consist of single piece PSL or built-up of multiple LVL plies Parallamszcpfios*ngroofsystem (above) andfloor system (below). 22, Cost-effective Parallam PSL columns are straight, dimensionally stable, and free of performance degrading checks, cracks or twists. Parallam PSL provides efficient, easily worked solutions as support for Parallam beams and ASI Joist systems, as well as post and beam style construction. Dowel Not recommended Beam on in the preeence Wood Column of uplift with Dowel Steel pin Moisture barrier Concrete pedeatal Concrete footing Concrete Pedestal Base 0 l o o; o' r Concealed Plate Connection O O O O Saw kerf Concealed Plate Connection Optional non -Shrink grout ' e Concealed Plate Connection Service Condition: Dry Service - Untreated (Max. 19% M.C.) LDF =1.00 Notes: Effective Column II i }i 1. Loads shown have been reduced to allow for Length 3.5"x3.5" 3.5"x5.25" 3.5"x7" 5.25"x5.25" 3 5�' 7"x7" . some eccentricity. Loads are based on the worse Dowel Not recommended Beam on in the preeence Wood Column of uplift with Dowel Steel pin Moisture barrier Concrete pedeatal Concrete footing Concrete Pedestal Base 0 l o o; o' r Concealed Plate Connection O O O O Saw kerf Concealed Plate Connection Optional non -Shrink grout ' e Concealed Plate Connection Service Condition: Dry Service - Untreated (Max. 19% M.C.) LDF =1.00 Notes: Effective Column COLUMN SIZE 1. Loads shown have been reduced to allow for Length 3.5"x3.5" 3.5"x5.25" 3.5"x7" 5.25"x5.25" 5.25"x7" 7"x7" . some eccentricity. Loads are based on the worse case of the following eccentric conditions: 0.167 8'-0" 8,259 12,389 16,519 30,711 40,948 68,071 of column thickness (1st dimension) or 0.167 of 9'-0" 6,929 10,394 13,858 26,930 35,907 62,841 column width. 10'-0" 5,883 8,825 11,766 23,614 31,486 57,481 2. Allowable loads reflect the load duration factor 11'-0" 5,050 7,576 10,101 20,780 27,707 52,251 (LDF) equal to 1.0 . 3. It is assumed that the column is unbraced, 12'-0" 4,379 6,568 8,757 18,376 24,502 47,369 except at column ends. 13'-0" 3,830 5,745 7,660 16,338 21,784 42,944 4. The effective column length is equal to the 14'-0" 3,377 5,065 6,754 14,603 19,471 38,996 actual column length, when the ends of a column 13,119 17,493 35,498 are held in position but not restrained against 15'-0" rotation. 18'-0, 11,843 15,791 32,405 5. For other end conditions see Appendix G of 17'-0" 10,739 14,319 29,669 NDS'91. 6. Loads are based on simple axial loaded 0, 18'-0" 9,779 13,039 27,245 columns. For side loads or other combined 19'-0" 8,940 11,920 25,091 bending and axial loads see provisions of 20'-0" 8,202 10,936 23,173 NDS'91. 7. The table is based on E = 2,000,000 psi, Fc = POST CAPS & BASES 2900 psi and Fb = 2900 psi (at 12" depth) with a Light Duty BC4 BC46 PC84 BC6 ACE6 PC88 low coefficient of variation on MOE (<11 %). HD for ext'd. CC44 CC46` - CC66 CC6-7% CC7%-7% 8. Dry service is based on a maximum moisture bearing length 7" 11 - 11 11 13" content in service of 19%. 9. Calculations are based on NDS'91. For 3T wide beam on a 3 "x5X" column. Refer to Simpson catalog #6060 for installation notes and load capacities. " For 5% wide beam on a 5Y,"x7" column. Light duty caps and bases for maximum 1000# uplift due to wind and 750# lateral load resistance. ACE models must be used in pairs. CONNECTION •ETAILS / COLUMNS & POSTS Dowel Not recommended Beam on in the preeence Wood Column of uplift with Dowel Steel pin Moisture barrier Concrete pedeatal Concrete footing Concrete Pedestal Base 0 l o o; o' r Concealed Plate Connection O O O O Saw kerf Concealed Plate Connection Optional non -Shrink grout ' e Concealed Plate Connection 1 3��.". � 0.' ' O D I M IBM Strict compliance to the information provided below is required to avoid jobsite injury and to achieve the designed performance. FOLLOW THESE GUIDELINES TO AVOIDJOBSITE INJURIES & DAIMAGE: IJ No one should be allowed on the framing system until hangers, blocking, band joists and temporary bracing are completely installed. ❑ Components must be held straight and plumb at their design spacing while all blocking, band joists and bracing are installed. © Temporary bracing is required at all supports and at the interval shown in the drawing until permanent bracing elements and sheathing are installed. ■ Web stiffeners may be required at supports. See page 4. Braced end wall ■ Cantilevers require at end of bay j lateral bracing at bearing. Triangulated Two 10d nails ■ Blocking to transmit bracing required if end wall is not braced. Repeat minimum lateral forces c 20' intervals. / (eg. wind loads) is required. -- -- -- - —/ ■ Follow building e/ designer's specifications 8d box !/ " for special loading one side and design conditions. 8d box nai each Side (4" end distance) 12d nail (8d for plywood) Alternate to triangulated bracing: 4' (min.) Strip of sheathing (temporary or permanent). Timbermax® LVL \/ or Parallam® PSL Beam Band Joist Strut liner, (2"x4" min.) 10'o.c. maximum. Must intersect at least 3 joists. Do Not Cut Into Flange! No Oversize Holes, Avoid Hole Close To Bearing! Do Not Cut Beyond Bearing! No Joist Bearing On Web! No Short Hanger w/o Filler! Avoid Exposure To Weather! Avoid Cut Damage To LVL! ASI Administrative Offices w"`�� Engineering aobftm)M911�3dmfGlmlsManufacturing Distribution a division of FA1711 A A Limited Parinersbip 317 Providence Road, ASI Sales Offices Oxford, North Car*ia 27565 Boat Raton, Florida 1/919/693-6571 Sarasota, Florida 1/800/672-2326 Atlanta, Georgia Fax 1/919/693-6667 NLartinsville; hldiana ASI Florida Distribution Center Ciricinnati, Ohio Haines City, Florida Lancaster, Pennsylvania Dallas, Texas Houston, Texas Charlottesville, Virginia TheASI LayorttProgram ptbuicles accurateplacementplans forASlprodixts and baeaware. NpMeStr.ixtures'sales, engiiteeiliagandtechnicalsiipportsenicesare dedicated. toserw'ngyour. eeds. TheASlBeamCd.TMStmctzsrzdAnalysisPibgram, available hiDOSPC cahVtibleforniat to design ate- .. , . a. ^ ' .: • '" ro essionals oxides a tiser iend orum to review select and lot the ASI en ineered wood W �`\ prodztctsforagirenapplacatton:ASIjoisis,Timbermax°LVL andParallamOMare coc wd,aswellasvdiies rr � for solidsaim lumber ,1 rt t. _ f f r Printed in U.S.A, on recycled paper PF592 © Alpine Structures 1992