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Specifications (18) con 0 5-4.) iii,oytkm 11 LIVERMORE RE c EvE -1 ARCH I TECTURE &, INC.ENGINEERING 1) AUG 9, 4 2017 CST\ OF TI(ARD ,.. 4 tilLPING DI VISIO) JD Farms 6830 SW Bonita Road, Tigard Oregon Structural Calculations Gravity: 2-8 Lateral: 9-13 tr. 44/1_ik in <1.4 +6 44 4016,0 Cab 41 . "lie' 144 g* ___,...,._139 _ w 'r..•••,,1 .4119k_ Olisill' k i.' • i'r• J fb 4-4' 9"-a_• 17 lqfb We/MEL Ltlyc.‘ al AtiOf Permit Rev. t, 08/17/2017 Project Number: 216039.00 5125 SW Macadam Ave.,Suite 200,Portland,Oregon 97239• Phone 503-892-3002•www livermoreae com II 4. 11.1111M111111011. -. N II ,; . letN -..1 4 4 6. o VIS ill 4. 14A 11 111 : � )J.l i- • . . \ I' /D r /d, / /1'-11" 2"1i / 1 NC L _----- N Eti .71_____________ S y __ I 111 I II + Nr (13) TREADS AT 11" { 6'-2" / .. 11'-11' , ,1'-11' 2', 20'-0" / Project name: P./tag/kV Sheet: 2- LIVERMORE - LI M R architecture&engineering,inc. Proj No.: 2 f 6a 39•41) By:nfrien Date: 1 /? industrial•commercial Lb l4fls Dc_ 3/r1 " 116/- ,? `P(5 iszs 3 . � IDsF '6i2 2 ,Asp vel BSc. //Jigs, ✓Spst7 L_ 7ae)72- 05,5 lL - ( ?�lGe Dpsg- b7r716Ya5 — /s jDaz? /5P / eGg VFSTS SPAew 7Jct (:45 tC 2j a /3t,a,-e talc („,6 -t4-) 4-51C 47,-Zc,C l iz /6� X ' ) 2,D a b , 4 14,14gek,, yD b 64 /3 base eAoAsZe - /1 V3 s. V z yt e.s X 3 3 U5, gc� 4500 - i.�6 g /fn .' c)al -i s u/ A" °- ) 140 SW Arthur Street,Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 • Project name: I N vena.S 11 Sheet: 3 LIVERMOREarchitecture&engineering,inc. Proj No.: 2-1 � `�.di By:<I17) Date:. r�- industrial•commercial izi et, Riby A./1dpi 1 b' � _ ..__� _ 4i ting.ec4/ITrfr5-1' C C Z 6 ' 112--- ' SF weiGv 65' Y t1)I L Z /e7 �'(i5 ) 7 /5.e> L,,ct /0- /64fr> 2 1s0 , Iry,e s,t 2 D -TA/ 6101-9 db io,� 2t1 ��y y iZ'` SFE en.a4 G ►L �r9GNZ�3 b6122 . ALL7 %11G ;L /< a 1,y2S4 L 2 S.36 3s"- Pvy r�eZ Its &. s7117 1-6Y44. (Ai — s,43r Ll 7— eiS y'c5'2 K 12— I& a ®o AL -Tay (3) Zicc Pc '®2- 5t'r L £GiLZ D 83SL 6 �v `11 �a 6 L .d(v ,5 aYZ 140 SW Arthur Street,Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 y ILIVERMORE ARCHITECTURE & danielg@livermoreae.com ENGINEERING , INC, WO©d Beam 1DatalProjects1216000.00 PROJECTS1216039.00 JD Farm-Natural Remedies\StfucturallEnema1c100-jd farms.ecf ENERCALC,INC.1983-2017,Build:10.17.7.24,Ver:6.16.1.31 Lic.#:KW-06004147 Licensee:LIVERMORE ARCHITECTURAL&ENGINEERING INC. Description: B1 CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1501 L(0.650) 8.75x12 Span=16.50 ft IN lw Applied Loads Service loads entered.Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0150, L=0.0650 ksf, Tributary Width=10.011 DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.687. 1 Maximum Shear Stress Ratio = 0.323 : 1 Section used for this span 8.75x12 Section used for this span 8.75x12 fb:Actual = 1,599.95psi fv:Actual = 85.64 psi FB:Allowable = 2,330.52 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.481 in Ratio= 411>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.609 in Ratio= 325>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.788 6.788 Overall MINimum 0.855 0.855 D Only 1.425 1.425 +D+L 6.788 6.788 +D+0.750L 5.447 5.447 +0.60D 0.855 0.855 L Only 5.363 5.363 S LIVERMORE ARCH IT E C l' U R E & danielg@livermoreae.com ENGINEERING, INC. PROJECTS1216039.00 JD Farm-Natural Remedies\StruciurallEnercalc100 jd farms.ecl ENERCALC,INC.1983-2017,Build:10.17.7,24,Ver..8.16..31 Wood Beam 1DatalProjectsl216000.00 Lic.#:KW-06004147 Licensee:LIVERMORE ARCHITECTURAL&ENGINEERING INC. Description: H1 - CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b b D(b s ) b b D(0.15 L(1) b b b b 32x8El Span=6.50ft AppliedLoads Service loads entered. Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Uniform Load: D=0.0150, L=0.10 ksf, Tributary Width=10.0 ft,(floor) Uniform Load: D=0.010 ksf, Tributary Width=9.0 ft,(wall above) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.835 1 Maximum Shear Stress Ratio = 0.703 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 2,004.80 psi fv:Actual = 186.34 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.250ft Location of maximum on span = 6.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio= 496>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.196 in Ratio= 398>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reacti0ns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.053 4.053 _ Overall MINimum 0.482 0.482 D Only 0.803 0.803 +D+L 4.053 4.053 +D+0.750L 3.240 3.240 +0.60D 0.482 0.482 L Only 3.250 3.250 • Project name: S FRY2-6 v1 S Sheet: LVEMREarchitecture&engineering,inc. ZM1 ' Proi No.: 2 I O By: y474 Date: 15/��/ industrial•commercial WSYt.-S-f 614"s" - ( Q ?YU KSI Adn Pre,4 Ifan ' (31 4 Pd LN ) ,- 2(/.924.) tat. 264j 25-3‘314-) ►`'��� 2 19- 1' TLS/ 6x‘ yhL /14 2 P �rT 5e-e V -c -(i // �G� a . ( z� byL /).,J z Z.$/i k- L /D,9'26 lL St — — I=`t lila7-- .057 6y� C'�71 1 a1eCIL u L- ,gen-Zodt: tfi*i#9/4,�1 Z- 896 ‘-t/U. .,72 K z /Lb ,; ` 12.4 k ,ti CZ{I, / 22_ 1c.S .5):z 1.7v 1,31 Palm OIFY /_SY_s )2 / Z s K b 1 6'4624 �s� a 5aa4- , ave@�n crx 140 SW Arthur Street, Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 . • LIVERMORE ARCHITECTURE & danielg@livermoreae.com ENGINEERING, INC. ��i i', -- Oatalt?mfect8t21980000PROOECTS12ls03900Jo mewls dtxsllEae l am'.ec ° t, - v. _, .,. ; . 1983•2D lld.10.x, 24,Ver616 31. ,', Lig.#:KW-06004147 Licensee:LIVERMORE ARCHITECTURAL&ENGINEERING INC. Description: Cl Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General;Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width . Wood Species Douglas Fir-Larch 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 750.0 psi Fv 170.0 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb 750.0 psi Ft 475.0 psi lx 76.255 in"4 Cf or Cv for Tension 1.0 Fc-Pa 700.0 psi Density 31.20 pcf ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticityx-x BendingCfu:Flat Use Factor 1.0 .. y y Bending Axial Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0 Loa ,. r. * ti -. . 4 i;: ..wt. ., _-.i .d >u Service loads entered.Load Factors will be applied for calculations. Column self weight included 45.879 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 7.0 ft,Xecc=0.50 in,D=1.425,L=5.363 k Axial Load at 7.0 ft,Xecc=0.50 in,D=1.425,L=5.363 k DESIGN 1 4R! i . . F . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9653:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+Myy, NDS Eq.3.9-3 Top along X-X 0.08081 k Bottom along X-X 0.08081 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY-Y Applied Axial 13.622 k 0.0 in at 0.0 ft above base for load combination:Na Applied Mx 0.0 k-ft Applied My -0.5619 k-ft Along X-X -0.03126 in at 4.087 ft above base Fc:Allowable 624.43 psi for load combination:+D+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02357:1 Bending Compression Tension Load Combination +D+L Location of max.above base 7.0 ft Applied Design Shear 4.007 psi Allowable Shear 170.0 psi Load Combination,Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location - D Only 0.900 0.905 0.1679 PASS 0.0 ft 0.005498 PASS 7.0 ft +D+L 1.000 0.892 0.9653 PASS 6.953 ft 0.02357 PASS 7.0 ft +D+0.750L 1.250 0.858 0.4985 PASS 6.953 ft 0.01513 PASS 7.0 ft +0.60D 1.600 0.807 0.06359 PASS 0.0 ft 0.001856 PASS 7.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top a Base @ Top D Only -0.017 0.017 2.896 +D+L -0.081 0.081 13.622 Ug LIVERMOREGll1V1R ARCH ITECTURE & danielg@livermoreae.com ENGINEERING, INC. WOnd COIUIl111 iDatatProjects1216000.00PROJECTS1216039.00JDFarm-Natural RemedieslStructuralEnerralctONdfarmsec6 ENERCALC,INC,1983-2017,Build:1017.7.24,Ver:6.16.1.a1 Lic.#:KW-06004147 Licensee:LIVERMORE ARCHITECTURAL&ENGINEERING INC. Description: Cl - Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top - +D+0.7501 -0.065 0.065 10.940 +0.60D -0.010 0.010 1.738 L Only -0.064 0.064 10.726 Sketches Y 5.766k , A 1 r � �::. ��: � II `mss .. exe • 5.50 in • 1 Project name: � PsfM14/6S' Sheet: VERM RE architecture&engineering,inc. Proj No.: 2)4 631.61) By: LI 74/ Date: 0//9//) industrial•commercial LJ !0,Z ft 60 k F LOS A46 - eelsi -r g '7 4 / ewr y , /4,, 4 G 7- 7, epAil A 'I 1rtr'yL WI Me12r }t .72_ :"." Dpi Se/Sw, l c % ,Gry ,6� Gi D0' !- O /--1-$0113442-7112A) o 764 jejl ® Cb a/ r 115,t e4 0( V 1 t (-447t-44 rzaa Ge 1)R G ' 1 4✓+Ej ti a-g C ®e.,) 20� 3tD S W _ V .71,2744) 2 7aID 140 SW Arthur Street,Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 £00 -Z68-£05 • Z00£-Z68-£05 • IOZL6 uo2azo `puepzod • ooz aaznS loans ingiij,MS Of •)0-& l f ' i -2 j (q6- o g ) gc & c 7J-el 0 a-2 s 2 z Z�f Zt )(,Q J , S d%l-) 4-- Z� (1Z , )( QZ 41c44flr/Q ' =7j/ - 1M fah 9h! e. (-5 -,o0g/ z 1--e -7f 1/17\ 0,1.-id 10 < /dag? .e(- -<2 --olo3 09 Ts- -s 1 - ( 90m 11 s ) 70-, �' 1 ® .g 1e 9r 7 c-S \--2 717. ' a 017 ,t,-, "S/ - I /�Q1-07' 4 / [q' E-bb,/ .s ( '/,i2 p �//l Lt opoL Lb' S IU,Us p/t (9) icy) .'") :,77. dri. if °£� eh� �sraji s9' �Z��� 9r zziLtl'�� tce "�BsriZ1 tet'-tIh.�' z - >I z C 1 L 111v f,1 -)14 rl, , Q I5 / e,t7 7_/ 5 t Q 4 7/L - -1714 p s 9 h,.7 '4. f r (.,I-751Q -c_ /14, -I' • ➢� `t oe�e�'� Ste' S !� !`�/G7 / A . ce ,,,,,--20,41,-`9./1,- !'tori > tK l ./ -eV _ 8 l . -r' atei / MSS 11 V V I. SSS 9 -- Qi / Y-- 9 � , a t 5..-. eaiaunuoa• euasnpuitef-/ 4®fg :aleQ /patio? Ag Qf' :.°N4F0"Y/Z, foxd 'Dm luuaatOua 19 amPaippie j 1...IS s--/...0/.14 q� :auinu xaafo. � �� Project name: a 4/1^ Sheet: IVERMORE architecture&engineering,inc. prof No.: 11 b 6 J ..OD By: c/ /97h Date: 6/// - industrial•commercial 23bss �, _4514W`,61,141,414. Cep F 16 ., l0,1,1 14� _51441 1110;73:b S 5 JC 2g1Z 1.41b wtrc (a./ %/ fi Li 2 +1) 0,9 1 ,c,ffez4. $/1 pj,Rougiii �3 6th t`i'c- c �. abss1��-��_� S s skt-eiiez oixOn/Ft 6 Li WI.177 Gls 64,, ! +2-51 --� 1-( c ( 1) b -t03 ' v IkelY-ba0 II5 A 0 Burl" rt <t' .,;;••? ex4. ��? /44 ? I At i n4) . 0,5-619 0-15,) 61' > /, r2 ast 0! 140 SW Arthur Street,Suite 200 • Portland,Oregon 97201 • 503-892-3002 • 503-892-3003 , Table 4.2B Nominal Unit Shear Capacities for Wood-Frame Diaphragms I, Unblocked Wood Structural Panel Diaphragms (Excluding Plywood for Ga)1,2,3,4 A B Minimum Minimum Minimum SEISMIC WIND Common Fastener Nominal Nominal Edge Nail Spacing:6 in. Edge Nail Spacing:6 in. Sheathing Grade Nail Size Penetration Panel Framing Case 1 Cases 2,3,4,5,6 Case 1 Cases 2,3,4,5,6 in Framing Thickness Width (in.) (in.) (in.) v8 Ga v8 Ga v., vW (plf) (kips/in.) (plf) (kips/in.) (plf) (plf) 6d 1-1/4 5/16 2 330 9.0 250 6.0 460 350 3 370 7.0 280 4.5 520 390 Structural I 8d 1-3/8 3/8 2 480 8.5 360 6.0 670 505 3 530 7.5 400 5.0 740 560 10d 1-1/2 15/32 2 570 14.0 430 9.5 800 600 3 640 12.0 480 8.0 895 670 5/16 2 300 9.0 220 6.0 420 310 r 6d 1-1/4 3 340 7.0 250 5.0 475 350 -i 3/8 2 330 7.5 250 5.0 460 350 m n 3 370 6.0 280 4.0 520 39007 71> K 3/8 2 430 9.0 320 6.0 600 450 480 7.5 360 5.0 'n o Sheathing and 2 460 8.5 340 5.5 670 5050 z Single-Floor 8d 1-3/8 7/16 645 475 3 510 7.0 380 4.5 715 530 m 0 15/32 2 480 7.5 360 5.0 670 505 27 0 3 530 6.5 400 4.0 740 560 m 2 510 15.0 380 10.0 715 530 0 o 15/32 3 580 12.0 430 8.0 _� z 10d 1-1/2 810 600 - 2 570 13.0 430 8.5 800 600 Z tn �- 19/32 3 640 10.0 480 7.0 895 670 tn 1.Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to Case 1 Case 2 Case 3 -< determine ASD allowable unit shear capacity and LRFD factored unit re- Load 7--Framing Blocking,if used---------.. m sistance. For general construction requirements see 4.2.6.For specific \ m requirements,see 4.2.7.1 for wood structural panel diaphragms. w 2. For framing grades other than Douglas Fir-Larch or Southern Pine,re- �1 nz N duced nominal unit shear capacities shall be determined by multiplying the414: , s '...77:77-71 � tabulated nominal unit shear capacity by the Specific Gravity Adjustment 44° �p Factor=[l-(0.5-G)],where G=Specific Gravity of the framing lumberll 47,A"„,*", from the NDS.The Specific Gravity Adjustment Factor shall not be greater ��� r, 4 1� than L ,,,,. , a , 3.Apparent shear stiffness values,Ga,are based on nail slip in framing with _ � _ moisture content less than or equal to 19%at time of fabrication and panel Diaphragm boundary stiffness values for diaphragms constructed with OSB panels.When ply- Case 4 Case 5 Case 6 wood panels are used,Ga values shall be determined in accordance with Load Blocking,if used Appendix A. , y Framing in 4. Where moisture content of the framing is greater than 19%at time of fab- �� , �_ t fr rication,Ga values shall be multiplied by 0.5. � -WY1 � #� �, • S _ t k .-,.Z.- ',' 9 Continuous panel joints Continuous panel joints- ,,, ;. i NEW a * ,, , Table 4.3B Nominal Unit Shear Capacities for Wood-Frame Shear Walls' Gypsum and Portland Cement Plaster A B Sheathing Material z Max.Fastener Max. SEISMIC WIND Material Thickness Edge Spacing' SpacingStud Fastener Type&Size vs G, v", (Of) (kips/in.) (Plf) 7" 24" unblocked 150 4.0 150 4" 24" unblocked 220 6.0 220 5d cooler(0.086"x 1-5/8"long,15/64"head)or 7" 16" unblocked 200 5.5 200 wallboard nail(0.086"x 1-5/8"long,9/32"head)or 0.120"nail x 1-1/2"long,min.3/8"head 4" 16" unblocked 250 6.5 250 7" 16" blocked 250 6.5 250 -0 1/2" -p 4" 16" blocked 300 7.5 300 IRI 8/12" 16" unblocked 120 3.5 120 5 D 4/16" 16" blocked 320 8.0 320 D No.6 Type S or W drywall screws 1-1/4"long 4/12" 24" blocked 310 8.0 310 t� Ch Gypsum wallboard, 8/12" 16" blocked gypsum veneer 140 4.0 140 !7 ao 12 Z base,or water- 6/12" 16" blocked 180 5.0 180 Z -n resistant gypsum 7" 24" unblocked 230 6.0 230 Al 0 backing board 6d cooler(0.092"x 1-7/8"long,1/4"head)or mwallboard nail(0.0915"x 1-7/8"long,19/64"head)or 4.. 24" unblocked 290 7.5 290 0 -moi a &a- 07;4z 0.120"nail x 1-3/4"long,min.3/8"head 7" 16" blocked 290 7.5 R� 290 a. `491, 16" b ". 8.5 350 O Z No.6 Type S or W drywall screws 1-1/4"long 8/12" 16" unblocked 140 4.0 140 N 8/12" 16" blocked 180 5xt .0 180 17 w Base ply-6d cooler(0.092"x 1-7/8"long,1/4"head)or O p73 5/8" wallboard nail(0.0915"x 1-7/8"long,19/64"head)or Base:9" o 0.120"nail x 1-3/4"long,min.3/8"head 1 Face ply-8d cooler(0.113"x 2-3/8"long,0.281"head)or 16" blocked 500 11.0 500 Z Z (Two-Ply) wallboard nail(0.113"x 2-3/8"long,3/8"head)or Face:7" 0.120"nail x 2-3/8"long,min.3/8"head a 1/2"x2'x8' Z 4" 16" unblocked 150 4.0 150 0 0.120"nail x 1-3/4"long, 7/16"head,diamond-point,galvanized to Gypsum sheathing 1/2"x 4' 4" 24" blocked 350 8.5 350 6 R1 7" 16" unblocked 200 5.5 200 C) 6d galvanized cooler(0.092"x 1-7/8"long,1/4"head)or 5/8"x 4' wallboard nail(0.0915"x 1-7/8"long,19/64"head)or 4/7., (' 16" blocked 400 9.5 400 0.120"nail x 1-3/4"long,min.3/8"head Gypsum lath,plain 3/8"lath and 1/2" 0.092"x 1-1/8"long,19/64"head,gypsum wallboard blued nail or or perforated plaster 0.120"nail x 1-1/4"long,min 3/8"head 5" 16" unblocked 200 5.5 200 Expanded metal or woven wire lath 7/8" and Portland 0.120"nail x 1-1/2"long,7/16"head 6" 16" unblocked 360 9.0 360 cement plaster 1.Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance.For general construction requirements see 4.3.6.For specific requirements,see 4.3.7.4. 2. Type S or W drywall screws shall conform to requirements of ASTM C 1002. 3. Where two numbers tire given for maximum fastener edge spacing,the first number denotes fastener spacing at the edges and the second number denotes fastener spacing in the field. N V SIN31SAS ON11SIS321-30210A 142131/11