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ADDTL STRUCTURAL ANALYSIS 4.9.20Client I SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Torre Treece Torre Treece 425-218-7098 phone fax SSS # s2001005 Project 8104 219th St SW Identification 1 Stoy ADU Design Lines (425-353-0531) Section Engineering Calculations 1 Design Criteria 2 Lateral Analysis � 1 � IONA L Applies to all 23 pages WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Page 1 of 23 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Page 2 of 23 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 110 Surface Roughness B Wind Exposure Category B Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.266 1-Second Acceleration, S1 0.495 Seismic Desi n CategoryD Spectral Response Coefficient, Sps 0.844 Spectral Response Coefficient, SDI 0.497 Gravity Load Data Roofs: loads are psf Dead Live Snow Rafters' •Pitches <_ 8:12 15 0 25 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearinq 12000 sf Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System ITable 12.2-1: A-13 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.130 0.130 Transverse Longitudinal Seismic Base Shear, V 2781 Ibs Page 3 of 23 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 8104 219th St SW Edmonds, Washington 98026 Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 427.1 ft (NAVD 88) Risk Category: II Latitude: 47.800391 Soil Class: D - Stiff Soil Longitude:-122.342277 Ii—m. Noe'rx] I n'y— I Ird l e� .I .m rye Ud I Cr- k EGmO Fj I lil - Ian i_•..bd� _I - L I KirWnd Radln Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Mon Feb 17 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Mon Feb 17 2020 Page 4 of 23 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.266 SIDS 0.844 S, 0.495 Soy 0.496 Fa 1 TL 6 Fv 1.505 PGA: 0.512 Sans 1.266 PGA m : 0.512 SM, 0.745 FPCA 1 le : 1 Seismic Design Category D Data Accessed: Mon Feb 17 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.onIine/ Mon Feb 17 2020 Page 5 of 23 -ASCE® ZERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Mon Feb 17 2020 Page 6 of 23 r a f T T _ � fir: ,, <I' ��r �• r .Z +.♦ . � \= �'•� We Epp. T ,'�errinvilli is � � � :� .�.•, �. ,Esperance,:. 41 • 'tip rffea Go © 2gzQ Gpogle" k. _ y... -•-�" �a-� ' I` ., w'*,�''fi Topographic Effects Distances below are measured from the base. Crest elev: 458 dist: 9187 Site elev: 426 dist: 11352 H/2 elev: 229 dist: 571 Base elev: 0 dist: 0 UPwieVo I I -\ DOWNw«O :tfj%X OA!7p L� Exposure Category B Height above local ground z= 30 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 458 ft -2p910CE �D AK 1 Si'nti Distance upwind of the crest to where the Lh= 8616 ft difference in ground elevation is half of the height of the hill. x= -2165 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kzt= 1.12 K1= 0.07 K2= 0.83 K3= 0.99 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.05 False H = 458 True Kzt= 1.00 Page 8 of 23 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Page 9 of 23 Lateral Analysis s2001005 Number of Diaphragms Code General Design Criteria 1 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit HF OSB 16" oc II 2010 Envelope Procedure 110 mph B B Kzt: 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.266 Sl 0.495 TL 6 SoS 0.84 SD1 0.50 D Table 12.2-1: A-13 Transverse Longitudinal 6.5 6.5 0.130 0.130 2781 2716 00 2.5 Cd 4 0.020 hsx sec. Ibs 200217 SSSlateral 191230 s2001005 Page 10 of 23 DC Building Orientation and Height Wall Lines A B C D E F G 1 2 3 4 5 6 7 Stories 7i = T Transverse o � J Trans C J Number of Diaphragms 1 Building Height 13.25 Shrinkage Diaphragm 1 Framing ft 1.00 0.000 in Story ft 12.25 Page 11 of 23 �1 Distribution Diaphragm Wall VTX+, VD,, VT,, Wall LineLine Force from wall line above Trans 1 2 3 4 5 6 7 1 1152 Wind 2 1152 2304 3 Ibs 4 5 6 7 2304 1 1186 Seismic 2 1344 2531 3 Ibs 4 5 6 7 1152 1 1152 2 3 4 5 6 7 2304 1186 1 1344 2 3 4 5 6 7 1 2 3 4 5 6 7 2531 2531 Longit Wall VTX+, VAX VT,, Wnel A 1001 1001 A Wind B 1001 1001 B 2002 C C Ibs D E D E F G 2002 2002 F G A 1154 1154 A Seismic B 1318 1318 B 2472 C C Ibs D D E E F F G G A I B I C I D I E I F I G 200217 SSSlateral 191230 s2001005 Page 12 of 23 DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 17 ft Eave Height 10.5 ft Mean Roof Height, h 13.75 ft Least Horizontal Dimension, LHD 22 ft Transverse Direction B Dimension 32 ft L Dimension 22 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 240 sq ft Isq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 240 sq ft 0 sq ft:] XPELBD Longitudinal Direction (WW) B Dimension 22 ft L Dimension 32 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 2 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 165 sq ft 87 sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 102 sq ft 192 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.57 Gust Effect Factor, Gf 0.85 Velocity Pressure, gn 15.01 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal SUM 3840 3336 Load Case T-16psf L-16psf 1 3840 3336 200217_SSSlateral_191230_s2001005 Page 13 of 23 WF(2) Seismic Loads Yes Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 1 Roof 1 Mass (Ibs) area (ft) 1115 16725 unit weight (psf) 15 trans - w, 21417 long - wx 20921 Walls height (ft) 12.3 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 18 64 9384 unit weight (psf) 7 10 Wall 1 35 Wall 44 Mass (Ibs) 8391 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 34500 34500 200217 SSSlateral 191230 s2001005 Page 14 of 23 EF Mapped Spectral Accelerations XPEMSA Ss 1.266 Fa 1.000 Sps 0.84 S, 0.495 Fv 1.505 Sol 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.139 sec 0.139 sec hn= 13.3 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.550 0.550 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.037 0.037 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 1 6.5 0.130 21417 2781 6.5 0.130 20921 2716 Transverse Longitudinal Base Shear, h, V = 2781 Ibs V = 2716 Ibs Vertical Distributionof Seismic Forces XPEVDS k= 1.00 Transverse Longitudinal Diaph. hX wX wXhXk CVX wX w,,hxk CVX 1 13.25 1 25612 339364 1.000 1 25612 339364 1.000 339364 339364 Diaphragm Transverse Longitudinal 1 1 Ibs 2716 Ibs sum 2781 sum 2716 200217 SSSlateral 191230 s2001005 Page 15 of 23 EF Allowable Stress Desian Loads 2010 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 2304 2002 Principle of Mechanics - cont. 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 2531 2472 Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, Vx VD), VTx+1 VTx L V VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+, Tex 12.3.4.2 (Vxh Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs SlNI LV1E1r1S Total force in the SW's (VDx + VTx+1), Ibs ABOUT con Total length of the S (V (� feet (ft) .i�w Linear force in the SW's (VTxIL), pounds per foot (plf) Greater of v induced by wind or earthquake, plf Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 200217 SSSlateral 191230 s2001005 Page 16 of 23 DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % vW VE w h dr dra df dfa Twx+l Twx TeX+, TeX WIND SEISMIC VTx 1152 1186 Wood Shrinkage v 75 77 v, amp'd 75 77 Cntrl'g 77 Max Tx 168 276 A (in) 0.083 0.060 1.00 64% 75 77 9.83 9.5 9.5 9 168 1.00 36% 65 67 6.38 9.5 9.5 168 276 L VF VS 16.21 77 77 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % vw VE w In dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1152 1344 Wood Shrinkage v 136 158 v, amp'd 166 194 Cntrl'g 194 Max Tx 1548 1971 A (in) 0.560 0.450 0.82 50% 136 158 4.25 14.75 14 1548 1971 0.82 50% 136 158 4.25 14.75 14 1548 1971 L VF VS 8.50 158 194 200217 SSSlateral 191230 s2001005 Page 17 of 23 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 Long --- % vw VE w h dr dra df dfa Twx+j TwX Tex+, Tex WIND E-QUAKE VTx 1001 1154 Wood Shrinkage v 40 46 v, amp'd 40 46 Cntrl'g 46 Max Tx 145 281 A (in) 0.061 0.051 1.00 28% 33 38 8.50 13.5 100 236 1.00 38% 1 40 46 9.65 12.25 130 274 1.00 34% 38 44 8.85 12.25 145 281 L VF VS 27.00 46 46 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1001 1318 Wood Shrinkage v 38 50 v, amp'd 38 50 Cntrl'g 50 Max Tx 0 153 A (in) 0.050 0.047 1.00 37% 31 40 12.00 13.5 -73 153 1.00 63% 1 38 50 16.75 12.25 -152 116 L VF VS 28.75 50 50 200217 SSSlateral 191230 s2001005 Page 18 of 23 FIR Shear Transfer Connections XPSTC Fasteners and Spacing 4-1 v M N O ^� W o O o M n Ln M Ln .--i o .--i Ln 01� v to ♦' a 11, M l0 W Ln .--i N to a) .M-i ~ M .�-i 3 U, u CD u u C N 2x Plates 3x Plates f0 'O u 'fo M^. Ln M Q (D a- LO N ti U 3 x x x x t t — (n O Q = J 2 CO u v�i v m W `� m 3 u m Coti {/i T Z C C C On CO C C C J N Q Q Q u Q M O Ln d fo VI d (n a O Q Ln O Q Ln d 0 Q ro R tp a)f6 tp f0 +�+ fu 4-1'� -0 E E E n d d _ O .ti LO .ti U) A 150 11 24 1 9 48 67 46 10 33 16 101 75 110 B 207 8 17 M 34 48 33 7 24 12 59 54 79 Shearwall Capacities from SDPWS-2015 Table 4.3A s L.MINIMUM NOMINAL Tabulated Adjusted 3 t PANEL THICKNESS Nail or Staple size value for HF @ Ga .2o1 (inch) based on 16" oc a J 12421 7/16" I I 8d @ 6"oc 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 greater. This office decreases the wind sheathing shear, v s, demand by this factor rather than using the increased capacity. That way, only one set of capacities is needed for simplicity. 260 1 242 I 15 2. Shears are permitted to be increased to values shown for 15/32-inch sheathing... 3. G=0.43 [1- (0.5-0.43)] _ 0.93 200217 SSSlateral 191230 s2001005 Page 19 of 23 ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an Fl direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 200217 SSSlateral 191230 s2001005 Page 20 of 23 ST Shear Wall Summary A Width SW vF Stressed vs Stressed Notes 1 1 16.21 A 6 77 51 % 77 32% 2 1 8.50 B 6 158 76% 194 80% A 1 27.00 A 6 46 30% 46 19% B 1 28.75 A 6 50 33% 50 21 % Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 200217 SSSlateral 191230 s2001005 Page 21 of 23 SW Holdown Summary J T (n Uplift W Uplift E Holdown 1 1 168 276 2 1 1548 1971 STHD14 (b) A 1 145 281 B 1 0 153 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 5345 @ 37% 5345 @ 29% 5345 @ 29% 4210 @ 37% 3815 @ 52% 3815 @ 52% 3500 @ 56% 200217 SSSlateral 191230 s2001005 Page 22 of 23 SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 7/16" 8d 230 170 Floor Diaphragm 1 23/32" (19/32") 10d 285 215 The minimum depth of horizontal diaphragm required to provide shear capacity for SEISMIC forces minimum depth of horizontal diaphragm required to ide shear capacity for WIND forces Unblocked HF Case 1 All other 213.9 158.1 265.05 199.95 Line Story Wind Seismic Middle or end Roof or Floor Case Shear Cap. I J� Specify a Length Shear Stress wind Shear Stress Seis 1 1 1,152 1,186 E R All other 158.1 7.3 7.5 2.1 1,152 1,344 E R All other 158.1 7.3 8.5 A 1 1,001 1,154 E R All other 158.1 6.3 7.3 131 1 1,001 1 1,318 1 E I R I All other 1 158.1 1 6.3 8.3 Gray Scaled Areas draw attention to the fact that a calculation of shear XP/RR transfer through the horizontal diaphragm is being 200217 SSSlateral 191230 s2001005 Page 23 of 23 HD