WOOD SHEARWALL & CONNECTION Page ofPROJECT JOB NO: Designed:

CLIENT: TITLE: Checked:SUBJECT: Fuat Ornarli

'file:///tt/file_convert/55cf91a8550346f57b8f5f3a/document.xls'#$Woodwall 0.100 KlfShearwall Name: W1 2 Studs

GEOMETRY 0.10 KL, Wall length: 12.00 fth,Wall height: 8.00 ft DL= 0.270 Klft, Wall thickness: 5.50 in LL= 0.330 Klfs,Stud spacing 16 inLumber type Southern Pines,II 60.0 Plf

IN-PLANE FORCES 0.24 K/stud 0.01 KlfH, Horizontal Force: 0.100 k

0.100 klf Section at zone 4 0.07 0.07

0.270 klf 0.450 Klf (DL+WL Case)qL=Gravity at top(LL): 0.330 klf 0.680 Klf (DL+LL Case)

0.1 + 0.27 + 0.08 = 0.45 klf

0.27 + 0.33 + 0.08 = = 0.68 klfShear at base(in plane) H/L= 0.1 / 12.00 = 0.01 klfShear at base(out of plane): 60.0 Plf x 4.00 = 0.24 klf

OUT-OF-PLANE FORCESqw at zone 4 45 Psfqw at zone 5 60 Psf

M=q L2 /8 = 0.060 Klf x 64.0 /8 = 0.48 K-Ft = 5.76 K-infb = M / S = = 5.76 K-in / 7.563 in3 = 0.76 < 1.25 Ksi OK

No, of Jamb studs: 2Door/Window Width: 2.00 ftTotal trib. Width: 2.92 ft

qw at zone 4 0.131 KlfM=q L2 /8 = 0.131 Klf x 64.0 /8 = 1.05 K-Ft = 12.60 K-infb = M / S = 12.60 K-in / 15.13 in3 = 0.83 < 1.25 Ksi OK

qw at zone 5 0.175 KlfM=q L2 /8 = 0.175 Klf x 64.0 /8 = 1.40 K-Ft = 16.80 K-infb = M / S = 16.80 K-in / 15.13 in3 = 1.11 < 1.25 Ksi OK

HOLDDOWNS

+/- R= H * h / L= 0.1 x 8.00 / 12 = 0.07 K

USP with (2) 5/8" to double stud with (1) 5/8" to sill plate

Uplift Capacity: 2775 Lbs > 67 OK

ANCHOR BOLTS AT SILLSHEAR:

Bolt shear area: 0.50 in x 3.00 = 1.5Bolt spacing: 32 in SF

fs( Parallel to grains) = 0.01 x 2.67 / 1.500 = 15 Psi < 2128 Psi OK 143.64Allowable Fs( Parallel to grains) 1600 Psi x 1.33 = 2128 Psi

fs( Normal to grains) 0.24 K/stud x 2 / 1.500 = 320 Psi < 751 Psi OK 2.35Allowable Fs( Normal to grains) 565 Psi x 1.33 = 751 Psi

BEARING:

Washer area: ( 0.500 +0.5)^2 /4 = 0.79Bolt spacing: 32 in.

fc( Normal to grains) ( 450 x 32 /12 ) / 0.79 = 1528 Psi < 2128 Psi OK 1.4Allowable Fs( Normal to grains) 1600 Psi x 1.33 = 2128 Psi

Combined stress:fs/Fs +fc/Fc = 320 / 751 + 1528 / 2128 = 1.14 <1.33, OK

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qu, Net Uplift:

qD, Gravity at top(DL):

qD+W, Gravity at base: qw+qD+0.010*h=

qD+L, Gravity at base: qD+qL+0.010*h=

in2

in2

LIGHTGAGE SHEARWALL & CONNECTION Page ofPROJECT JOB NO: Designed:

CLIENT: TITLE: Checked:SUBJECT: Fuat Ornarli

'file:///tt/file_convert/55cf91a8550346f57b8f5f3a/document.xls'#$Lightgage Shearwall 0.120 KlfShearwall Name: SW1

GEOMETRY 6.81 KL, Wall length: 10.00 ft 0.300 K/studh,Wall height: 10.00 ft DL= 0.100 Klft, Wall thickness: 5.50 in LL= 0.030 Klfs,Stud spacing 16 in

60.0 Plf

IN-PLANE FORCES 0.300 K/stud 0.68 KlfF, Horizontal Force: 6.810 k

0.120 klf Section at zone 4 6.81 6.81

0.100 klf 0.320 Klf (DL+WL Case)qL=Gravity at top(LL): 0.030 klf 0.230 Klf (DL+LL Case)

0.12 + 0.10 + 0.10 = 0.32 klf

0.1 + 0.03 + 0.10 = = 0.23 klfShear at base(in plane) H/L= 6.81 / 10.00 = 0.68 klfShear at base(out of plane): 60.0 Plf x 5.00 = 0.30 klf

OUT-OF-PLANE FORCESqw at zone 4 45 Psfqw at zone 5 55 Psf

M=q L2 /8 = 0.060 Klf x 100.0 /8 = 0.75 K-Ft = 9.00 K-infb = M / S = = 9.00 K-in / 1.500 in3 = 6.00 < 33.00 Ksi OK

HOLDDOWNS

+/- R= F * h / L= 6.81 x 10.00 / 10 = 6.81 K

USP with (4) 7/8" to double stud with (1) 7/8" to sill plate

Uplift Capacity: 8185 Lbs > 6810 OK

ANCHOR BOLTS AT SILLSHEAR:

Bolt shear area: 0.625 in x 3.00 = 1.875Bolt spacing: 32 in SF

fs( Parallel to grains) = 0.68 x 2.67 / 1.875 = 969 Psi < 2128 Psi OK 2.20Where allowable Fs( Parallel to grains 1600 Psi x 1.33 = 2128 Psi

fs( Normal to grains) 0.30 K/stud x 2 / 1.875 = 320 Psi < 751 Psi OK 2.35Where allowable Fs( Normal to grains 565 Psi x 1.33 = 751 Psi

BEARING:

Washer area: ( 0.625 +0.5)^2 /4 = 0.99Bolt spacing: 32 in.

fc( Normal to grains) ( 320 x 32 /12 ) / 0.99 = 858 Psi < 2128 Psi OK 2.5Where allowable Fs( Normal to grains 1600 Psi x 1.33 = 2128 Psi

Combined stress:fs/Fs +fc/Fc = 969 / 2128 + 858 / 2128 = 0.86 <1.33, OK

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qu, Net Uplift:

qD, Gravity at top(DL):

qD+W, Gravity at base: qw+qD+0.010*h=

qD+L, Gravity at base: qD+qL+0.010*h=

in2

in2

STUDWALL ( Out of Plane ) JOB NO: Designed:PROJECT TITLE: Checked:

CLIENT:SUBJECT:

'file:///tt/file_convert/55cf91a8550346f57b8f5f3a/document.xls'#$Lightgage Wall(Out of Plane)

WALL DESIGN 2 Nos 10gStud size @24 inOut of plane Load, q1= 45 Psf HeaderWall Height, H= 9 Ft 6 #10-16 GaStud spacing, s= 16 In.fy= 50 Ksi

Flexture safety factor 1.67 9.00 Ft. 16 in 3 5/8"x1 3/8" 16Ga.

Double Jam StudAllow.deflection, L/240= 0.45 in 3 5/8"x1 3/8" 16Ga.

Ma=q1 * H^2/8 0.61 Ft-k Wall fastener Door jam fastenerfs=M/S= 17.48 Ksi < 29.94 Ksi OK 3/16 @12 in 3 Nos 4/16

where S= 0.417 in^30.40 in < 0.45 in OK

where I= 0.756 in^4 and E= 29x10^6 psiReaction: 202.5 Plf Fastener for Base

Use Kwik-Con II for conc. Base 12 in OKTop connection Shear capacity: 260 Plf for fc'=3000 psiReaction: 270 Lbs Fastener for top of wall

Use 2 10g 24 in OK embed= 2 inShear capacity: 212 Lbs

d shank= 0.190 inSince, p= 1.81 in > 7D= 1.33 in

DOOR HEADER Use Cd= 1 as per NDS 11.3.3Stud size: (3) 3 5/8"x1 3/8" 16Ga.Opening width, b 9 FtOpening height, h= 7 Ftq2= 2*(5/16 *q *b)= 253 PlfMa=q2 * b^2/8 2.56 Ft-kfs=M/S= 24.58 Ksi < 29.94 Ksi OK

Reaction: 1139 Plf OK Use SMS 6Shear capacity: 2220 Lbs

DOOR JAMB Stud size: 3 Nos 3 5/8"x1 3/8" 16Ga.q3= q1 *s/2 + q1 * b/2= 233 PlfMa=q2 * H^2/8 2.35 Ft-kfs=M/S= 22.58 Ksi < 29.94 Ksi OK

Reaction: 1046 Plf OK Use Kwik-Con II 3 embed= 1 inShear capacity: 1073 Lbs for fc'=3000 psi

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d=5 ql^4 / 384 EI=