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APPROVED BLD Calcs+7.21.2020_12.22.07_PMSOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Jonathan Castillo Jonathan Castillo Client 206-949-1925 phone fax SSS # Project Identification s2004017 7216 Soundview Dr Garage Addition & ADU Katelier Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 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 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 1.302 1-Second Acceleration, S1 0.511 Seismic Desi n CategoryD Spectral Response Coefficient, Sps 0.868 Spectral Response Coefficient, SDI 0.511 Gravity Load Data Roofs: loads are psf Dead Live Snow Trusses (pitched) *Pitches <_ 8:12 Top Chord 10 0 20 Bottom Chord 5 0 0 Soil Data Allowable Soil Bearing 2000 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-15 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.134 0.134 Transverse Longitudinal Seismic Base Shear, V 1643 Ibs ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 406.14 ft (NAVD 88) Risk Category: II Latitude: 47.837953 Soil Class: D - Stiff Soil Longitude:-122.330613 �� '� E•;crest' �. Et- . .,li R7111 Ci�6 _ L 1m Gnus [y� •.. l--emu.•.=� `y ry+ ;G, 1.r1^=11 F•�nc� Caul I 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: Fri May 29 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/ Page 1 of 3 Fri May 29 2020 -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.302 Sos 0.868 S, 0.511 Soy 0.511 Fa 1 TL 6 Fv 1.5 PGA: 0.534 SMs 1.302 PGA M : 0.534 SM, 0.766 FPCA 1 le : 1 Seismic Design Category D 14 MCER Response Spectrum 09 Design Response Spectrum 1-2 0_3 • MMS 0.7 i 1 0 * 0.6 i ($ 0.5 0-B 0-4 04 0.3 0.2 0-2 0.1 �r fl 0 0 - 6 7 0 - - Sa (g) vs T(s) Sa (g) vs T(s) Data Accessed: Fri May 29 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.online/ Page 2 of 3 Fri May 29 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, p9: 20 Ib/ft Elevation: 406.1 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Fri May 29 2020 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site -specific case studies are required to establish ground snow loads at elevations not covered. 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 -party 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/ Page 3 of 3 Fri May 29 2020 Topographic Effects Distances below are measured from the base. Crest elev: 456 dist: 6600 Site elev: 402 dist: 4012.8 H/2 elev: 233.5 dist: 2640 Base elev: 11 dist: 0 t)Pw^/ 3 44 Exposure Category B Height above local ground z= 16 ft Location Relative to Crest Upwind Hill Shape 2-D Esc Height of Hill H= 445 ft iDGW�wrEv,7 H ` ;20-L5 SL �20 }P,IOC—E 30c► .ym Distance upwind of the crest to where the Lh= 3960 ft difference in ground elevation is half of the height of the hill. x= 2587.2 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= 1.10 K1= 0.08 K2= 0.56 K3= 0.99 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.11 False H = 445 True Kzt= 1.00 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 Lateral Analysis s2004017 Number of Diaphragms Code General Design Criteria 1 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 20 15 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 1.302 Sl 0.511 TL 6 SDS 0.87 SDI 0.51 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.134 0.134 2468 2790 no 2.5 Cd 4 0.020 hsx sec. Ibs 200529_SSSlateral_191230_Addition+Existing DC Design Loads Design Loads Dead Live Snow Seismic Assembly Reference Mass s Roof 1 15 --- 20 15 Wall 1 7 --- --- 7 Interior Wall Wall 2 10 --- I --- 1 10 Exterior Wall Building Orientation and Height Wall Lines 1 2 Stories A B C = T 0) Transverse +_ 0 Trans C J Number of Diaphragms 1 Building Height 15.35 Shrinkage Diaphragm 1 Framing ft 5.52 0.000 in Story ft 9.83 I Distribution Diaphragm Wall VTX+, Vex VTX Wall Line Line Force from wall line above Trans 1 2 0 0 0 0 0 1 350 Wind 2 576 926 0 Ibs 0 0 0 0 350 1 576 2 0 0 0 0 0 1 971 971 1 Seismic 2 1275 1275 2 2246 0 0 Ibs 0 0 0 0 0 0 0 0 2246 1 2246 Longit Wall Line VTX+, VpX VTX Wall Line A 356 356 A wind B 1133 1133 B 2280 C 791 791 C Ibs 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% A 760 760 A Seismic B 824 824 B 2539 C 954 954 C Ibs 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% A I B I C 1 0 1 0 1 0 1 0 200529_SSSlateral_191230_Addition+Existing DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 15.35 ft Eave Height 9.59 ft Mean Roof Height, h 12.47 ft Least Horizontal Dimension, LHD 13 ft Transverse Direction B Dimension 13 ft L Dimension 15.33 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 78 sq ft 37 sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 78 sq ft 37 sq ft XPELBD Longitudinal Direction (WW) B Dimension 15.33 ft L Dimension 13 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 172 sq ft 131 sq ft Longitudinal Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 172 sq ft 131 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 0.58 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 15.17 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal SUM 1544 3800 Load Case T-16psf L-16psf 1 1544 3800 200529_SSSlateral_191230_Addition+Existing W F(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 5.52 (Ibs) 1 Roof 1 Mass (Ibs) area (ft) 1042 15630 unit weight (psf) 15 trans - w, 18482 long - wX 20891 Walls height (ft) 9.83 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 30 37 5703 unit weight (psf) 7 10 Wall 1 30 Wall 86 Mass (Ibs) 10522 trans - w, long - w,( Sum of Effective Seismic Weights (Ibs) 31855 31855 200529_SSSlateral_191230_Addition+Existing EF Mapped Spectral Accelerations XPEMSA Ss 1.302 Fa 1.000 Sps 0.87 S, 0.511 Fv 1.500 Spy 0.51 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= 0.155 sec 0.155 sec hn= 15.4 ft TL = 6 sec Transverse Longitudinal CS = 0.134 0.134 Ibs EQ 12.8-2 (Maximum) CS = 0.507 0.507 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.038 0.038 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 0.134 18482 2468 6.5 0.134 20891 2790 0 6.5 0.134 13373 0 6.5 0.134 10964 0 Base Shear, ht Vertical Distributionof Seismic Forces Transverse V = 2468 Ibs k= 1.00 Longitudinal V = 2790 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 1 15.3533 23742 364525.3 1.000 23742 364525.3 1.000 0 0 8112 0 0.000 8112 0 0.000 364525.3 364525.3 Diaphragm Transverse 1 2468 Ibs 0 0 Ibs sum 2468 Longitudinal 2790 Ibs 0 Ibs sum 2790 XPEVDS 200529_SSSlateral_191230_Addition+Existing EF Allowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.61D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 926 2280 Principle of Mechanics - cont. 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SD5)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 2246 2539 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 Total force in the diaphragm above story (x), pounds (Ibs) % Percent of Vx tributary to the shearwalls (SW) in the wall line VDx Force from the diaphragm above that transfers to the SW's, Ibs VTx+f Force from the SW's above that transfers to the SW's, Ibs VTX Total force in the SW's (VDx + VTx+1), Ibs L. Total length of SW's (Y_ w), feet (ft) V Linear force in the SW's (VTx/L), pounds per foot (plf) VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+1 Tex Greater of v induced by wind or earthquake, plf n 12.3.4.2 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 200529_SSSlateral_191230_Addition+Existing 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+1 Twx Tex+1 Tex WIND SEISMIC VTx 350 971 Wood Shrinkage v 15 42 v, amp'd 15 42 Cntrl'g 42 Max Tx 0 182 A (in) 0.012 0.033 1.00 29% 13 37 7.75 9.833 -99 177 0.94 11 % 10 28 3.92 9.833 -17 182 1.00 60% 1 15 42 1 13.67 9.833 1 -253 1 95 L VF VS 25.33 42 42 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % vw V E W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 576 1275 Wood Shrinkage v 44 98 v, amp'd 44 98 Cntrl'g 98 Max Tx 52 658 A (in) 0.052 0.085 1.00 100% 44 98 13.00 9.833 52 658 L VF VS 13.00 98 98 200529_SSSlateral_191230_Addition+Existing FIR MMMMM = Tributary Dead Loads WIND E-QUAKE Wood Shrinkage Cntrl'g 89 Max Tx 161 679 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+1 TwX TeX+1 TeX WIND E-QUAKE VTx 1133 824 Wood Shrinkage v 189 137 v, amp'd 189 137 Cntrl'g 137 Max Tx 1681 1209 A (in) 0.358 0.171 1.00 100% 189 137 6.00 9.833 1681 1209 L VF VS 6.00 189 137 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 1 Long --- % Vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 791 954 Wood Shrinkage v 83 100 v, amp'd 83 100 Cntrl'g 100 Max Tx 668 866 A (in) 0.147 0.120 0.99 49% 82 99 4.75 9.833 663 858 1.00 51 % 1 83 100 4.88 9.833 668 866 L VF VS 9.63 100 100 200529_SSSlateral_191230_Addition+Existing FIR Shear Transfer Connections XPSTC Fasteners and Spacing Ln V) Ln Ln Ln Ln Ln Ln Ln 0 Ln Ln V) M N O N W C) V- n M .�-i M 7 M l0 .N-i ♦' a V- M CO Ln .--I N t0 M �M-I ~ M .~-i M C N 2x Plates 3x Plates 3 L (A uLn ro LO M Q Ln x x x x i , Q In C Q = J N 2 Q u� v° _ C� a _ Op 01 —Co vi (n Z C C C p C C CO C J Q Q `� Q u Q u �C -0 io Ln Q ro 'n Ln a Ln a o a o a a (n a o. ro � - ro 2 `o - 2 `a o- 2 a LU .--i v7 LO E Ln co d W d In In Vl in Ln Ln A 150 11 24 9 48 67 46 10 33 16 101 75 110 B 265 6 13 27 38 26 6 18 9 42 42 62 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated a L. MINIMUM NOMINAL Adjusted 3 s PANEL THICKNESS Nail or Staple size value for HF @ Ga (A (inch) based on 16" oc a J 242 I 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 I 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 200529_SSSlate ral_191230_Addition+Existing 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 [pg11 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 F1 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 F1 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 [pg11 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 [pg11 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 [pg11 NDS] 200529_SSSlate ral_191230_Addition+Existing ST Shear Wall Summary Rio Rio JU, ,.. Width SW VF Stressed vs Stressed Notes 1 1 25.33 A 6 42 28% 42 18% 2 1 13.00 A 6 98 65% 98 41 % A 1 8.50 A 6 89 60% 89 37% B 1 6.00 B 6 189 71 % 137 57% C 1 9.63 A 6 100 66% 100 41 % Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 200529_SSSlateral_191230_Addition+Existing SW Holdown Summary J (n Uplift W Uplift E Holdown 1 1 0 182 2 1 52 658 A 1 161 679 B 1 1681 1209 HTT5 C 1 668 866 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 4015 @ 42% 3610 @ 47% 3610 @ 47% 3610 @ 47% 2550 @ 47% 2550 @ 47% 2550 @ 47% 200529_SSSlateral_191230_Addition+Existing SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 1 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 The minimum depth of horizontal diaphragm required to provide 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' Specify a Length Shear Stress wind Shear Stress Seis 1 1 350 971 E R All other 158.1 2.2 6.1 2.1 576 1,275 E R All other 158.1 1 3.6 8.1 A 1 356 760 E R All other 158.1 2.3 4.8 B 1 1,133 824 E R All other 158.1 7.2 5.2 C 1 791 954 E R All other 158.1 5.0 6.0 Gray Scaled Areas draw attention to the fact that a calculation of shear XPIRR transfer through the horizontal diaphragm is being 200529_SSSlateral_191230_Addition+Existing HD SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 General Beam File =SAJobs1s201s20041s2004017-7216SoundviewDr1wo2005291200601_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 1-1 (a) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 4.667 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #2 Span Length = 15.333 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.03) S(0.04) X Span = 4.667 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Span = 15.333 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending = 1.694 k-ft Load Combination +D+S Span # where maximum occurs Span # 2 Location of maximum on span 8.374 ft Maximum Deflection Max Downward Transient Deflection 0.013 in Max Upward Transient Deflection -0.009 in Max Downward Total Deflection 0.024 in Max Upward Total Deflection -0.016 in Maximum Forces & Stresses for Load Combinations Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 13632 12314 7789 7036 0.5864 k +D+S Span # 1 4.667 ft Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 4.67 ft 1 -0.76 0.76 0.59 Dsgn. L = 15.33 ft 2 1.69 -0.76 1.69 0.59 D Only Dsgn. L = 4.67 ft 1 -0.33 0.33 0.25 Dsgn. L = 15.33 ft 2 0.73 -0.33 0.73 0.25 +D+S Dsgn. L = 4.67 ft 1 -0.76 0.76 0.59 Dsgn. L = 15.33 ft 2 1.69 -0.76 1.69 0.59 +D+0.750S Dsgn. L = 4.67 ft 1 -0.65 0.65 0.50 Dsgn. L = 15.33 ft 2 1.45 -0.65 1.45 0.50 +1.140D Dsgn. L = 4.67 ft 1 -0.37 0.37 0.29 Dsgn. L = 15.33 ft 2 0.83 -0.37 0.83 0.29 +1.105D+0.750S Dsgn. L = 4.67 ft 1 -0.69 0.69 0.53 Dsgn. L = 15.33 ft 2 1.53 -0.69 1.53 0.53 +0.60D Dsgn. L = 4.67 ft 1 -0.20 0.20 0.15 Dsgn. L = 15.33 ft 2 0.44 -0.20 0.44 0.15 +0.460D Dsgn. L = 4.67 ft 1 -0.15 0.15 0.12 Dsgn. L = 15.33 ft 2 0.33 -0.15 0.33 0.12 General Beam File=S:\Jobs1s201s20041s2004017-7216SoundviewDr1wo2005291200601_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 1-1 (a) Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span 1 0.0000 0.000 +D+S-0.0159 0.000 +D+S 2 0.0236 8.020 0.0000 0.000 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support Support Support 0.391 0.209 0.913 0.487 0.783 0.417 0.235 0.125 0.522 0.278 Support notation : Far left is #1 Values in KIPS General Beam File =SAJobs1s201s20041s2004017-7216SoundviewDr1wo2005291200601_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 1-1 (c) General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 4.667 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #2 Span Length = 15.333 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.03) S(0.04) X Span = 4.667 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Span = 15.333 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending = 0.827 k-ft Load Combination +1.140D Span # where maximum occurs Span # 2 Location of maximum on span 8.374 ft Maximum Deflection Max Downward Transient Deflection 0.008 in Max Upward Transient Deflection -0.004 in Max Downward Total Deflection 0.010 in Max Upward Total Deflection -0.007 in Maximum Forces & Stresses for Load Combinations Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 14714 46077 18176 16418 0.3267 k +D+S Span # 1 4.667 ft Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 4.67 ft 1 -0.76 0.76 0.33 Dsgn. L = 15.33 ft 2 0.83 -0.76 0.83 0.30 D Only Dsgn. L = 4.67 ft 1 -0.33 0.33 0.25 Dsgn. L = 15.33 ft 2 0.73 -0.33 0.73 0.25 +D+S Dsgn. L = 4.67 ft 1 -0.76 0.76 0.33 Dsgn. L = 15.33 ft 2 0.54 -0.76 0.76 0.28 +D+0.750S Dsgn. L = 4.67 ft 1 -0.65 0.65 0.28 Dsgn. L = 15.33 ft 2 0.59 -0.65 0.65 0.27 +1.140D Dsgn. L = 4.67 ft 1 -0.37 0.37 0.29 Dsgn. L = 15.33 ft 2 0.83 -0.37 0.83 0.29 +1.105D+0.750S Dsgn. L = 4.67 ft 1 -0.69 0.69 0.30 Dsgn. L = 15.33 ft 2 0.66 -0.69 0.69 0.30 +0.60D Dsgn. L = 4.67 ft 1 -0.20 0.20 0.15 Dsgn. L = 15.33 ft 2 0.44 -0.20 0.44 0.15 +0.460D Dsgn. L = 4.67 ft 1 -0.15 0.15 0.12 Dsgn. L = 15.33 ft 2 0.33 -0.15 0.33 0.12 General Beam File=S:\Jobs1s201s20041s2004017-7216SoundviewDr1wo2005291200601_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 1-1 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span 1 0.0000 0.000 +D+S-0.0013 0.000 +D+S 2 0.0085 8.492 0.0000 0.000 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support Support Support 0.276 0.094 0.645 0.219 0.553 0.187 0.166 0.056 0.368 0.125 Support notation : Far left is #1 Values in KIPS Wood Beam File = S:1Jobs1s201s20041s2004017 - 7216 Soundview Drlwo 200529\200601_enercalc tdb_190129.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 DESCRIPTION: 1-2 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 + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 4x8 Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width =17.50 ft, (ROOF) Maximum Bending Stress Ratio = 0.8021 Maximum Shear Stress Ratio = 0.525 :1 Section used for this span 4x8 Section used for this span 4x8 = 1,078.70psi = 108.62 psi = 1,345.50psi = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.990ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio = 1247>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.101 in Ratio = 713>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.439 0.287 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.30 1053.00 0.79 46.55 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.802 0.525 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.76 1,078.70 1345.50 1.84 108.62 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.687 0.450 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.36 924.60 1345.50 1.58 93.10 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.282 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.35 527.02 1872.00 0.90 53.07 288.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.520 0.340 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.49 973.14 1872.00 1.66 97.99 288.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.148 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 277.38 1872.00 0.47 27.93 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.114 0.074 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.54 212.66 1872.00 0.36 21.41 288.00 Wood Beam File = S:1Jobs\s201s20041s2004017 - 7216 Soundview Dhwo 200529\200601_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 1-2 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.1010 3.010 Support notation : Far left is #1 Support 1 Support 2 1.838 1.838 1.050 1.050 0.788 0.788 1.838 1.838 1.575 1.575 0.473 0.473 1.050 1.050 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 TEF - THICKENED EDGE FOOTING Dead Live Snow Roof 15 20 Deck 15 40 20 Floor 12 40 Wall 10 Fnd 100 Bearing Capacity 2000 (0-A) FIY � IVA d1YL R MF RJYiG 1 Y' MW � f 0j;W r--OrIW5 U"=W*14 l� TEF ~ TH[CKM EDGE fC70 144 h -s Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 11.5 Roof 172.5 0 230 402.5 10 Wall 100 0 0 1 100 4 Fnd 48 160 0 208 Total 320.5 160 230 710.5 Minimum Ft Width USE (In) Stress 0.35525 12 36% SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 9.833 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) 1 G.T. 3 - 2x4 3 - 2x6 3 - 2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 9.833 ft HF BEAM 2x4 2x6 2x8 727 (SAWN) 4x (SAWN) 3-1/2 (MANF) 3383# 6682# 8808# 3383# B 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 5074# 10023# 132137 5074# B 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 6766# B I 13365# PC 17617# PC G.T. 1 4252# 6682# 8808# CAPACITY: H = 9.833 ft HF BEAM 2x4 2x6 2x8 72x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3383# 3645# 3645# 3383# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201# 8201# _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ I 16402# I PC G.T. 5074# 1 5467# 5467# CAPACITY: H = 9.833 ft HF HEADER 2x4 2x6 2x8 7-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1691# 1822# 1822# 1691# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC