5901 HIGHWAY PL WHOLE SITE 2019-06-04

SPECIFICATIONS (cont.) FIGURE 4.ALLOWABLE SHEAR(POUNDS PER FOOT)FOR HORIZONTAL LP PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS-FIR, LARCH OR SOUTHERN PINEIa)FOR WIND OR SEISMIC LOADING(b)(See also IBC Table 23061) Blocked Diaphragms Unblocked Diaphragms Minimum Nail Spacing(in.)at diaphragm boundaries Nails Spaced 6"max at Nominal Width (all cases),at continuous Panel edges Supported Edgesr") of Framing parallel To load(Cases 3&4), Case 1(No Minimum Performance Members at And at all panel Edges(Cases 5&6)0 unblocked Nail Category** Adjoining Panel 6 4 2-112(d) 2(e) edges or All other Penetration Edges and continuous Configurations Panel Common in Framing Boundaries i.) Nail Spacing(in.)at Other Panel Edges joints paral- (Case 2,3,4, Grade Nail Size (in.) (in.) (Cases 1,2,3&4)(0 lel to load) 5&6) LP 2 320 425 640 730 285 215 Structural1 100 1-1/2 15/32 3 360 480 720 820 320 240 Grades 7/16 2 255 340 505 575 230 170 3 285 380 570 645 255 190 8d(f) 1-3/8 15/32 2 270 360 530 600 240 180 LP Rated 3 300 400 600 675 265 200 Sheathing 2 290 385 575 555 255 190 15/32 3 325 430 650 735 290 215 100 1-1/2 2 320 425 640 730 285 215 5/8 3 360 480 720 820 320 240 (a) For framing of other species:(1)Find specific gravity for species of lumber in the AFPA National Design Specification(2)Find shear value from table above for nail size for actual grade(3)Multiply value by the following adjustment factor:Specific Gravity Adjustment Factor=[1-(0.5—SG)],where SG=specific gravity of the framing.This adjustment shall not be greater than 1. (b) For shear loads of normal or permanent load duration as defined by the AF&PA NOS,the values in the table above should be multiplied by 0.63 or 0.56, respectively. (c) Space nails maximum 12 in.o.c.along intermediate framing members(6 in.o.c.when supports are spaced 48 in.o.c.or greater).Fasteners shall be located 3/8 in.from panel edges. (d) Framing at adjoining panel edges shall be 3 in.nominal or wider,and nails should be staggered where nails are spaced 2 in.o.c.or 2-1/2 in.o.c. (e) The minimum normal width of framing members not located at boundaries or adjoining panel edges should be 2 in. (f) 8d is recommended minimum for roofs due to negative pressures of high winds. (g) Framing at adjoining panel edges should be 3 in.nominal or wider,and nails should be staggered where 10d nails having penetration into framing of more than 1-1/2 in.are spaced 3 inches o.c. Note:Design for diaphragm stresses depends on direction of continuous panel joints with reference to load,not on direction of long dimension or strength axis of sheet.Continuous framing may be in either direction for blocked diaphragms. **Performance Category replaces the fractional nominal thickness used in P52. Case 1 Case CMS 3 Cosa 4 Casa Case 4 use r� ea FG A � rxnrdt t � aio is �4 w f d .h..�m.. Ina ter" (s t,,Mz s . 1` - s_, ` i -„ 1 w ,,, ,� >,/11.11•1110111111.11/11 �r lr�i,r�lii m. `w...I hr s 11 \UGomtoaewia)last —...�pruphrvgmoasaaur2 ::a ttnuscapan4Ostia - eortimmmet lohra (:)/iji ri ®2010 Louisiana-Pacific Corporation.LP is a registered trademark of Louisiana-Pacific Corporation.APA and Struc 1 are registered trademarks of APA-The Engineered Wood Association. Pyrotite is a registered trademark of Barrier Technology Corporation.All rights reserved.Printed in USA.Specifications subject to change without notice.