Loading...
REVIEWED BLD2024-0289 STRUCTURAL CALCS 240126_18210 88th Ave W_SSScalcs_s2312003SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Client [Danielle Petschl] Danielle Petschl phone email daniellepetschl@comcast.net SSS # I s2312003 Project 18210 88th Ave W Identification Katelier (523316042536) WAC 196-23-070 Section Engineering Calculations 1.0 Design Criteria 2.0 Wind & Earthquake Lateral Design (Transverse) 2.1 Wind & Earthquake Lateral Design (Longitudinal) 3.0 Gravity Design 4.0 Foundation Design 5.0 Detail Calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 DESIGN CRITERIA 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 18 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category C Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification Default Short Period Acceleration, SS 1.302 1-Second Acceleration, Sl 0.461 Seismic Desi n CategoryD Spectral Response Coefficient, Sps 1.042 Spectral Response Coefficient, SDI 0.565 Gravity Load Data Internal Pressure Coefficient +/- 0.18 Topographic Factor, Kt 1.76 Ground Elevation Factor, Ke 0.99 Seismic Force Resisting System ITable 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.160 0.160 Transverse Longitudinal Seismic Base Shear, V 15543 Ibs Roofs: loads are psf Dead Live Snow Rafters" •Pitches <_ 8:12 15 0 25 Trusses (pitched) *Pitches <_ 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 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. Assumed Soil Data Allowable Soil Bearing 2000 sf - s.- AV 44 0 Legend 0 18210 88th Ave W 26001 44 1 r c . a 'Vic <: 0-- F ' CD +� � f i :�?. ^,;�� • `ice 'b 4. ! 4> 184t , V. s 8 81 N A-aR . _ �� �T Y. lA. i w� co 00 co Otr q a ASS it Cogle Earth 1;92nd St SW n x. 186th St SW qq T 87th St SW Q 1 RRth ASCE AMERICAN SOCIM OF CIVIL ENGINEERS Address: 18210 88th Ave W Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SE17-16 Latitude: 47.833692 Risk Category: II Longitude:-122.353007 Soil Class: D - Default (see Elevation: 292.3140031138903 ft Section 11.4.3) (NAVD 88) Q N,■ P,h 18Fn, u SW IY�I, E i a 1871M 51 SK 188'1, SI SK' 1881h a E SIMIt, a :'I SV, y Hake 1'1 r < Srin s Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Jan 05 2024 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 7-16 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 7-16 Section 26.2. https://asce7hazardtoo1.onIine/ Page 1 of 3 Fri Jan 05 2024 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 1.302 Sp, N/A S, 0.461 TL 6 Fa 1.2 PGA: 0.557 Fv N/A PGA M : 0.669 S MS 1.563 F PGA 1.2 SM, N/A le 1 SIDS : 1.042 Cv 1.36 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jan 05 2024 Date Source: USGS Seismic Design Maps hftps:Hasce7hazardtool.online/ Page 2 of 3 Fri Jan 05 2024 E® AMERICAN 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 -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:Hasce7hazardtool.online/ Page 3 of 3 Fri Jan 05 2024 Topographic Effects Distances below are measured from the base. Crest elev: 293 dist: 1410 Site UJ�&llalb IJGW/�Wr�%+� elev: 292 X dist: 1535 - H/2 H1 �2 elev: 146.5 � dist: 874 -- Base �� '� elev: 0 � 3D AK SYn1 dist: 0 Exposure Category C Height above local ground z= 25 ft Location Relative to Crest Upwind Hill Shape 2-D Esc Height of Hill H= 293 ft Distance upwind of the crest to where the Lh= 536 ft difference in ground elevation is half of the height of the hill. x= -125 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 Kzt = 1.0. Otherwise: Krt= 1.76 K1= 0.43 KZ= 0.86 K3= 0.90 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.500 True H = 293 True KZt= 1.76 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2312003 Number of Diaphragms Code General Design Criteria 2 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 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 Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient CS Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF PLY 16" oc II 2016 Envelope Procedure 98 mph B C 292 ft Kzt: 1.76 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.302 Sl 0.461 TL 6 SDS 1.04 Spl 0.57 Default Defa u It Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.160 0.160 5212 4960 no 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 24.25 ft Eave Height 19.5 ft Mean Roof Height, h 21.875 ft Least Horizontal Dimension, LHD 15.2 ft Transverse Direction B Dimension 30.6 ft L Dimension 15.2 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 77 sq ft 124 sq ft 1 306 sq ft 43 sq ft Transverse Direction (LW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 77 sq ft 124 sq ft 1 306 sq ft 43 sq ft Wind Variables Basic Wind Speed, V 98 mph Directionality Factor, Kd 0.85 Gust Effect Factor, Gf 0.85 Ground Elevation Factor, Ke 0.99 XPELBD Longitudinal Direction (WW) B Dimension 15.2 ft L Dimension 30.6 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 40 sq ft 63 sq ft 1 158 sq ft 16 sq ft Longitudinal Direction (LW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 40 sq ft 63 sq ft 1 158 sq ft 16 sq ft XPEL WV Topographic Factor.Kzt 1.76 Velocity Pres. Exp. Coeff. Kz 0.90 Velocity Pressure, gh 32.85 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelone Procedure Direction Transverse Longitudinal SUM 13223 7290 Load Case 1 1 2 2881 1586 1 10342 5705 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm 2 area (ft) height (ft) 1.75 Roof 2 460 (Ibs) Mass (Ibs) 9200 unit weight (psf) trans - w, long - w,( 20 12328 11559 Walls height (ft) 8.5 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 18 10 Wall 61 Mass (Ibs) 6256 unit weight (psf) 7 10 Wall 1 35 Wall 31 Mass (Ibs) 4718 Diaphragm 1 area (ft) height (ft) 1 Floor 1 460 Roof 2 190 (Ibs) Mass (Ibs) 9320 unit weight (psf) trans - w, long - w,( 12 20194 19393 20 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 9 10 Wall 61 Mass (Ibs) 6057 unit weight (psf) 7 10 Wall 1 2 Wall 31 Mass (Ibs) 2916 trans - w, long - w,( Sum of Effective Seismic Weights (Ibs) 38467 38467 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.302 Fa 1.200 Sos 1.04 St 0.461 Fv 1.839 Spt 0.57 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification Default 2016 Eauiv. Lateral Force Procedure XPEELF Approximate Period Parameters Approximate Fundamental Transverse Longitudinal Ct = 0.020 0.020 x= 0.75 0.75 Period T= hn= TL = CS = (Maximum) Cs = (Minimum) Cs = (Minimum) Cs = (Minimum) Cs = Calculation of Seismic Response Coefficient 0.191 sec 0.191 sec 20.3 ft 6 sec Ts = 0.54 sec Transverse Longitudinal 0.160 0.160 Ibs EQ 12.8-2 0.455 0.455 Ibs EQ 12.8-3 / 8.4 0.046 0.046 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-6 XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 2 6.5 0.160 12328 1976 6.5 0.160 11559 1852 1 6.5 0.160 20194 3236 6.5 0.160 19393 3108 0 6.5 0.160 5945 0 6.5 0.160 7515 0 Transverse Base Shear, ht V = 5212 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 4960 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wXhxk CvX wX wXhxk CvX 2 20.25 14687 297406.7 0.607 14687 297406.7 0.607 1 10 19293 192932.5 0.393 19293 192932.5 0.393 0 0 1 4487 0 0.000 1 4487 0 0.000 490339.2 490339.2 Diaphragm Transverse 2 3161 Ibs 1 2051 Ibs sum 5212 Longitudinal 3008 Ibs 1952 Ibs sum 4960 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm EF Allowable Stress Design Loads 2016 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) 2 1728 951 1 6205 3423 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 45% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 2876 2738 1 1866 1776 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall P w = width of shearwall D h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, 12.3.4.2 VXVQ 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+l Force from the SW's above that transfers to the SW's, Ibs SW LVMBM VTX Total force in the SW's (VD, + VT,,,), Ibs ABOUT 0001ER L Total length of w), feet (ft) the S 111 v Linear force in the SW's (VTXIL), pounds per foot (plf) V F Greater of v induced by wind or earthquake, plf Max Tx Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall VS Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf w Width of SW, ft h Height of SW, ft dr Tributary distance of roof (used to calculate D) along the width of the SW, ft dra Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft df Tributary distance of floor (used to calculate D) along the width of the SW, ft dfa Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Twx+l Wind uplift force of the SW above that transfers to the SW, Ibs Twx Wind uplift force of the SW, Ibs Tex,, Earthquake uplift force of the SW above that transfers to the SW, Ibs Tex Earthquake uplift force of the SW, Ibs 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % vw VE w h dr dra df df,, Twx+j Twx Tex,, TeX WIND SEISMIC VTx 342 668 Wood Shrinkage v 50 97 v, amp'd 55 107 Cntrl'g 107 Max Tx 373 846 A (in) 0.114 0.154 0.91 51 % 50 97 3.50 9.5 373 846 0.90 49% 1 49 96 1 3.42 9.5 370 839 L VF vs 6.92 97 107 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 975 1435 Wood Shrinkage v 198 291 v, amp'd 223 329 Cntrl'g 329 Max Tx 1785 2692 A (in) 0.412 0.407 0.70 34% 1 113 166 2.96 13 1 1349 1 2067 0.88 66% 198 291 3.25 9.5 1785 2692 L VF Vs 6.21 291 329 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 2 Trans --- % vw VE w h dr dra df df,, Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTX 411 774 Wood Shrinkage v 28 53 v, amp'd 28 53 Cntrl'g 53 Max Tx 0 165 A (in) 0.037 0.048 1.00 100% 28 53 14.68 8.5 -137 165 L VF vs 14.68 53 53 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm FIR 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 df., Twx+j TwX Tex,, TeX WIND E-QUAKE VTx 4025 2305 Wood Shrinkage v 2013 1152 v, amp'd 3142 1799 Cntrl'g 2244 Max Tx 19937 12038 A (in) 6.928 2.685 0.64 100% 2013 1152 2.00 9.75 373 19937 846 12038 L VF vs 2.00 2013 2244 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 1 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 3909 2438 Wood Shrinkage v 252 157 v, amp'd 252 157 Cntrl'g 180 Max Tx 1849 1262 A (in) 0.423 0.177 1.00 100% 252 157 15.51 9 1849 165 1262 L VF Vs 15.51 252 180 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 1 Long --- % vw VE w h dr dra dt dfe Twx+j TwX Tex,, TeX WIND E-QUAKE VTx 476 1369 Wood Shrinkage v 19 55 v, amp'd 19 55 Cntrl'g 55 Max Tx 39 288 A (in) 0.023 0.053 1.00 39% 19 55 9.83 8.5 -89 275 1.00 33% 18 53 1 8.50 8.5 -60 287 0.86 7% 13 37 2.75 8.5 1 39 1 261 0.98 13% 15 43 4.00 8.5 1 25 288 0.87 8% 13 37 2.83 8.5 11 38 264 L VF vs 27.92 55 55 MMMOM��� TributaryDead Loads WIND E-QUAKE. Wood Shrinkage Max Tx 0 554 MMMMM��� TributaryDead Loads WIND Wood Shrinkage Max Tx 0 0 ==__�Mwmmm_m_ •. mmmmm�� Tributary Dead Loads -© ®m®®©© E '® '� '®- ®®M= WIND • Wood Shrinkage Max Tx 0 0 ==__MMMMMO_®_M 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 1 1 Long --- % vw VE w h dr dra df df., Twx+j TwX Tex,, TeX WIND E-QUAKE VTx 2187 2257 Wood Shrinkage v 87 90 v, amp'd 87 90 Cntrl'g 90 Max Tx 526 849 A (in) 0.131 0.094 1.00 28% 78 80 7.83 9 39 526 288 849 1.00 57% 1 87 90 1 14.25 9 39 435 288 803 1.00 16% 69 71 5.00 9 39 1 521 288 1 823 L VF vs 27.08 90 90 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2187 2257 Wood Shrinkage v 751 774 v, amp'd 1521 1570 Cntrl'g 1570 Max Tx 6709 7489 A (in) 2.450 1.735 0.43 41 % 658 679 1.38 9 5884 554 6635 0.59 59% 751 774 1.71 9 6709 554 7489 L VF Vs 3.08 774 1570 TributaryDead Loads WIND E-QUAKE. Wood Shrinkage Cntrl'g 0 Max Tx 0 0 MMMOM��= TributaryDead Loads WIND • Wood Shrinkage Cntrl'g 0 Max Tx 0 0 ==__M0MMMM_ •• _® 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm FIR Shear Transfer Connections XPSTC Fasteners and Spacing Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln V R IV O CO O O O O O Ln O Q a I- .--i V- ko Ln I- Ib Ln V- .--I V- N a) Ln M ro fr U 3 - u u t u u ^ 2x Plates 3x Plates C th u Ln C) Q a In Z r" u N_ i Z f6 cn fu ro < = J = C u N Q mQ mQ O Q Lq Z u u R O V)Q ra Ln p a O LnQ 00 Ln Q Ln 0.-0 J ro rp N f0 N f0 rp aO+ W .--i E fn CO fu f1 fu W f1 cn Vn in � r Ln r Ln A 150 11 9 44 67 36 8 35 10 74 75 110 B 275 6 24 36 19 4 19 5 32 41 60 C 344 4 19 29 15 3 15 4 24 32 48 Shearwall Capacities from SDPWS-2015 Table 4.3A ° Tabulated R R MINIMUM NOMINAL Nail or Staple value Adjusted s PANEL THICKNESS for HF @ Ga ° (inch) size based on 16" oc a DF 6 242 7/16" 8d @ 6"oc 260 242 11 4 353 7/16" 8d @ 4"oc 380 353 14 WSJ5150 Simpson Strong Wall WSW24x9 5150 5150 ### 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. shears are permitted to greater. This office decreases the wind sheathing shear, v s, be increased 3. G=0.43 [I - demand by this factor rather than using the increased to values (0.5-0.43)] _ capacity. That way, only one set of capacities is needed for shown for 0.93 simplicity. 15/32-inch sheathing... 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm 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 SPF/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] 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm ST Shear Wall Summary Rio Rio _T Width SW vF Stressed vs Stressed Notes J in 2 2 6.92 A 6 97 65% 107 44% New Wall 3 2 6.21 C 4 291 85% 329 93% New Wall 4 2 14.68 A 6 53 35% 53 22% New Wall 2 1 2.00 WH 6 2013 #N/A 2244 928% Wall to be upgraded - Simpson Strongwall 4 1 15.51 B 1 6 1 252 92% 180 74% Wall to be upgraded Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm SW Holdown Summary J in Uplift W UpliftE Holdown 2 2 373 846 3 2 1785 2692 (2) #CS16 4 2 0 165 2 1 19937 12038 4 1 1849 1262 #HTT4 (a) Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 3410@ 79% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3105@ 60% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 240104_18210 88th Ave W Proposed Transverse_SSSlateral_s2312003.xlsm SW SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2312003 Number of Diaphragms Code General Design Criteria 2 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 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 Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient CS Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF PLY 16" oc II 2016 Envelope Procedure 98 mph B C 292 ft Kzt: 1.76 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.302 Sl 0.461 TL 6 SDS 1.04 Spl 0.57 Default Defa u It Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.160 0.160 15543 15532 no 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 24.25 ft Eave Height 19.5 ft Mean Roof Height, h 21.875 ft Least Horizontal Dimension, LHD 39.08 ft Transverse Direction B Dimension 39.16 ft L Dimension 53.75 ft End Zone, 2a 7.816 ft Transverse Direction (WW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 139 sq ft 242 sq ft 1 596 sq ft 15 sq ft Transverse Direction (LW) Roof Pitch 5.5 :12 Classified: Enclosed Building Angle 24.624 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 125 sq ft 245 sq ft 1 521 sq ft 109 sq ft XPELBD Longitudinal Direction (WW) B Dimension 53.75 ft L Dimension 39.16 ft End Zone, 2a 7.816 ft Longitudinal Direction (WW) Roof Pitch 5.5 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 99 sq ft 169 sq ft 1 393 sq ft 178 sq ft Longitudinal Direction (LW) Roof Pitch Classified: Angle 5.5 :12 Enclosed Building 24.624 LEVEL I Wall Area Roof Area (Horiz Proj) (sq ft) 2 99 sq ft 169 sq ft 1 393 sq ft 178 sq ft Wind Variables XPELWV Basic Wind Speed, V 98 mph Topographic Factor.Kzt 1.76 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.90 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 32.85 psf Ground Elevation Factor, Ke 0.99 Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelope Procedure Direction Transverse Longitudinal SUM 24915 17017 Load Case 1 T3 2 5146 3668 1 19769 13349 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xism WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm 2 area (ft) height (ft) 1.75 Roof 2 1470 (Ibs) Mass (Ibs) 29400 unit weight (psf) trans - w, long - w,( 20 36455 36753 Walls height (ft) 8.5 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 80 10 Wall 2 110 Mass (Ibs) 14110 unit weight (psf) 7 10 Wall 1 90 Wall 2 110 Mass (Ibs) 14705 Diaphragm 1 area (ft) height (ft) 1 Floor 1 1470 Rf Deck 1 115 Roof 2 625 (Ibs) Mass (Ibs) 32440 unit weight (psf) trans - w, long - w,( 12 60541 60176 20 20 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 87 10 Wall 80 Mass (Ibs) 12681 unit weight (psf) 7 10 Wall 1 42 Wall 110 Mass (Ibs) 12546 Walls trans -wall (ft) H unit weight (psf) long -wall (ft) unit weight (psf) trans - w, long - w,( Sum of Effective Seismic Weights (Ibs) 115882 115882 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.302 Fa 1.200 Sos 1.04 St 0.461 Fv 1.839 Spt 0.57 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification Default 2016 Eauiv. Lateral Force Procedure XPEELF Approximate Period Parameters Approximate Fundamental Transverse Longitudinal Ct = 0.020 0.020 x= 0.75 0.75 Period T= hn= TL = CS = (Maximum) Cs = (Minimum) Cs = (Minimum) Cs = (Minimum) Cs = Calculation of Seismic Response Coefficient 0.191 sec 0.191 sec 20.3 ft 6 sec Ts = 0.54 sec Transverse Longitudinal 0.160 0.160 Ibs EQ 12.8-2 0.455 0.455 Ibs EQ 12.8-3 / 8.4 0.046 0.046 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-6 XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 2 6.5 0.160 36455 5842 6.5 0.160 36753 5889 1 6.5 0.160 60541 9701 6.5 0.160 60176 9643 0 6.5 0.160 18887 0 6.5 0.160 18954 0 Transverse Base Shear, ht V = 15543 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 15532 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wXhxk CvX wX wXhxk CvX 2 20.25 43808 887101.9 0.599 43808 887101.9 0.599 1 10 59461 594610 0.401 59461 594610 0.401 0 0 1 12614 0 0.000 1 12614 0 0.000 1481712 1481712 Diaphragm Transverse 2 9306 Ibs 1 6237 Ibs sum 15543 Longitudinal 9299 Ibs 6233 Ibs sum 15532 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm EF Allowable Stress Design Loads 2016 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) 2 3088 2201 1 11862 8009 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 45% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 8468 8462 1 5676 5672 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall P w = width of shearwall D h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, 12.3.4.2 VXVQ 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+l Force from the SW's above that transfers to the SW's, Ibs SW LVMBM VTX Total force in the SW's (VD, + VT,,,), Ibs ABOUT 0001ER L Total length of w), feet (ft) the S 111 v Linear force in the SW's (VTXIL), pounds per foot (plf) V F Greater of v induced by wind or earthquake, plf Max Tx Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall VS Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf w Width of SW, ft h Height of SW, ft dr Tributary distance of roof (used to calculate D) along the width of the SW, ft dra Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft df Tributary distance of floor (used to calculate D) along the width of the SW, ft dfa Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Twx+l Wind uplift force of the SW above that transfers to the SW, Ibs Twx Wind uplift force of the SW, Ibs Tex,, Earthquake uplift force of the SW above that transfers to the SW, Ibs Tex Earthquake uplift force of the SW, Ibs 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 1 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex,, TeX WIND E-QUAKE VTx 288 1863 Wood Shrinkage v 12 74 v, amp'd 12 74 Cntrl'g 74 Max Tx 0 450 A (in) 0.011 0.074 1.00 39% 12 74 9.83 8.5 -153 443 1.00 33% 1 11 72 1 8.50 8.5 -122 450 0.86 7% 8 50 2.75 8.5 -4 375 0.98 13% 9 59 4.00 8.5 1 -25 1 420 0.87 8% 8 51 2.83 8.5 1 1 -5 379 L VF vs 27.92 74 74 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex, Tex WIND E-QUAKE VTx 837 2871 Wood Shrinkage v 59 204 v, amp'd 59 204 Cntrl'g 204 Max Tx 146 1461 A (in) 0.081 0.197 1.00 100% 59 204 14.08 8.5 146 1461 L VF Vs 14.08 204 204 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % Vw VE w h dr dra df dfa Twx+f Twx Tex,, Tex WIND E-QUAKE VTx 814 2361 Wood Shrinkage v 79 229 v, amp'd 79 229 Cntrl'g 229 Max Tx 406 1743 A (in) 0.131 0.274 1.00 100% 79 229 10.33 8.5 406 1743 L VF vs 10.33 229 229 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % Vw VE w h dr dra df dfa Twx+f Twx Tex,, Tex WIND E-QUAKE VTx 261 1368 Wood Shrinkage v 12 61 v, amp'd 12 61 Cntrl'g 61 Max Tx 0 324 A (in) 0.013 0.057 1.00 59% 12 61 13.17 8.5 -237 263 1.00 20% 10 50 5.33 8.5 -55 323 1.00 22% 10 51 5.83 8.5 -65 324 L VF Vs 24.33 61 61 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, TeX WIND E-QUAKE VTx 1532 2751 Wood Shrinkage v 61 109 v, amp'd 61 109 Cntrl'g 109 Max Tx 297 1169 A (in) 0.088 0.117 1.00 28% 54 98 7.83 9 278 450 1169 1.00 57% 1 61 109 1 14.25 9 162 450 1141 1.00 16% 48 86 5.00 9 297 450 1124 L VF vs 27.08 109 109 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 3673 5138 Wood Shrinkage v 1260 1763 v, amp'd 2555 3574 Cntrl'g 3574 Max Tx 11442 17294 A (in) 4.146 3.980 0.43 41 % 1105 1545 1.38 9 146 10051 1461 15342 0.59 59% 1260 1763 1.71 9 146 11442 1461 17294 L VF vs 3.08 1763 3574 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Ci 1 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTX 3569 4262 Wood Shrinkage v 166 198 v, amp'd 166 198 Cntrl'g 198 Max Tx 1273 2986 A (in) 0.279 0.262 1.00 69% 166 198 14.83 9 7 406 1186 1743 2986 1.00 31 % 1 139 166 7.99 9 7 406 1273 1743 2946 L VF vs 22.82 198 198 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1436 1984 Wood Shrinkage v 62 86 v, amp'd 62 86 Cntrl'g 86 Max Tx 132 617 A (in) 0.073 0.079 0.94 9% 34 47 3.67 9 7 132 324 617 1.00 91 % 62 86 21.17 9 4 7 -840 324 37 L VF VS 24.83 86 86 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm FIR Shear Wall Summary Wind Seismic J 0 Existing I Modified % Change Existing I Modified Change Notes A 2 288 288 100.0% 1912 1836 96.0% No Change Req'd B 2 837 837 100.0% 2947 2871 97.4% No Change Req'd C 2 615 814 132.4% 1164 2361 202.8% Wall to be upgraded D 2 n/a 261 n/a n/a 1368 n/a New Wall A 1 1532 1532 100.0% 2779 2751 99.0% No Change Req'd B 1 3673 3673 100.0% 5131 5138 100.1 % No Change Req'd C 1 3823 3569 93.4% 2957 4262 144.1% Wall to be upgraded D 1 752 1436 191.0% 581 1984 341.5% Wall to be upgraded A comparative analysis was performed to establish the level of stress in the structural elements as they currently exist and as they will exist with the proposed modifications. This summary page provides a comparison of the proposed stresses as a precentage of the existing stresses. Lateral bracing lines exceeding the 10% allowable increase have been engineered for the calculated loads. IEBC18 Section 1103.2 Lateral force -resisting system _Existing Building Comparison 210423.xls SW Shear Transfer Connections XPSTC Fasteners and Spacing Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln V R IV O 00 O O O O O Ln O Q a I- .--i V- l0 Ln I- Ib Ln V- .--I V- N 01 Ln M ro fr U 3 - u u t u u ^ 2x Plates 3x Plates C th u Ln C) a Z u N_ i Z cn fu ro < Q = J In = r" C u N mQ mQ O � f6 Z Q u Q u R O V)Q ra Ln p a O Ln 0O Ln Q Ln a-p J ro rp N f0 N f0 rp aO+ W .--i E Q fn CO fu f1 fu W f1 cn Ln in � r Ln r Ln A 150 11 9 44 67 36 8 35 10 74 75 110 B 275 6 24 36 19 4 19 5 32 41 60 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL Adjusted M R Nail or Staple value 3 PANEL THICKNESS for HF @ Ga (inch) size based on 16" oc a DF J 12421 7/16" I I 8d @ Foc 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 1 11 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 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm 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 SPF/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] 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm ST Shear Wall Summary J _T in Width SW vF Rio Stressed vs Rio Stressed Notes A 2 27.92 N/A 6 74 #N/A 74 31% Existing Wall B 2 14.08 N/A 6 204 #N/A 204 84% Existing Wall C 2 10.33 B 6 229 83% 229 95% New Wall D 2 24.33 A 6 61 41% 61 25% New Wall Existing Wall A 1 27.08 N/A 6 109 #N/A 109 459/6 B 1 3.08 N/A 6 1763 #N/A 3574 1478% Existing Wall C 1 22.82 B 6 198 72% 198 82% Wall to be upgraded D 1 24.83 A 6 86 57% 86 35% Wall to be upgraded Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm SW Holdown Summary J in Uplift W UpliftE Holdown A 2 0 450 B 2 146 1461 C 2 406 1743 #MSTC40 (b) D 2 0 324 A 1 297 1169 B 1 11442 17294 C 1 1273 2986 #HTT4 (a) D 1 132 617 #HTT4 (a) Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 2650@ 66% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3105@ 96% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3105@ 20% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm SW W74 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 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 2325 psi E : Modulus of Elasticity Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Fc - Perp 800 psi Fv 310 psi Ft 1070 psi Density 45.01 pcf 1 3.5x9.25 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1341 Maximum Shear Stress Ratio = 0.080 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb: Actual = 365.68psi fv: Actual = 28.55 psi F'b = 2,738.55psi F'v = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 3705 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.049 in Ratio = 1949 > 180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.081 0.049 0.90 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.72 173.3 2,143.2 0.29 13.5 279.0 +D+S 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.134 0.080 1.15 1.00 1.00 1.00 1.024 1.00 1.00 1.00 1.52 365.7 2,738.5 0.62 28.5 356.5 +D+0.750S 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.116 0.070 1.15 1.00 1.00 1.00 1.024 1.00 1.00 1.00 1.32 317.6 2,738.5 0.54 24.8 356.5 +0.60D 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.027 0.016 1.60 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.43 104.0 3,810.2 0.18 8.1 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 DESCRIPTION: 2-1 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. °+° Deft Location in Span +D+S 1 0.0493 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.760 0.760 Max Upward from Load Combinations 0.760 0.760 Max Upward from Load Cases 0.400 0.400 D Only 0.360 0.360 +D+S 0.760 0.760 +D+0.750S 0.660 0.660 +0.60D 0.216 0.216 S Only 0.400 0.400 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: Components & Cladding 2-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2325 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2325 psi Ebend- xx 1550ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling III 3.5x9.25 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.05355 ksf, Tributary Width = 4.0 ft, (Wind) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.171: 1 Maximum Shear Stress Ratio = Section used for this span 3.5x9.25 Section used for this span fb: Actual = 653.30psi fv: Actual = F'b = 3,810.15psi F'v = Load Combination +0.60W Load Combination Location of maximum on span = 4.000ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.229 in Ratio = 419 > 360 Span: 1 : +0.590W Max Upward Transient Deflection -0.229 in Ratio = 419> 360 Span: 1 :-0.590W Max Downward Total Deflection 0.233 in Ratio = 412 -180 Span: 1 :+0.60W Max Upward Total Deflection -0.233 in Ratio = 412 -180 Span: 1 : -0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b 0.0 Length = 8.0 ft 1 0.90 1.00 1.00 1.00 1.024 1.00 1.00 1.00 2,143.2 +0.60W 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.171 0.039 1.60 1.00 1.00 1.00 1.024 1.00 1.00 1.00 1.03 653.3 3,810.2 -0.60W 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.171 0.039 1.60 1.00 1.00 1.00 1.024 1.00 1.00 1.00 1.03 653.3 3,810.2 +0.450 W 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.129 0.029 1.60 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.77 490.0 3,810.2 -0.450W 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.129 0.029 1.60 1.00 1.00 1.00 1.024 1.00 1.00 1.00 0.77 490.0 3,810.2 0.039 : 1 3.5x9.25 19.30 psi 496.00 psi +0.60W 7.241 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.00 0.0 279.0 0.00 0.0 0.0 0.42 19.3 496.0 0.00 0.0 0.0 0.42 19.3 496.0 0.00 0.0 0.0 0.31 14.5 496.0 0.00 0.0 0.0 0.31 14.5 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: Components & Cladding 2-1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Deft Location in Span 1 0.0000 0.000 -0.60W-0.2326 4.029 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.857 0.857 Max Upward from Load Combinations 0.514 0.514 Max Upward from Load Cases 0.857 0.857 Max Downward from all Load Conditio -0.857 -0.857 Max Downward from Load Combinations -0.857 -0.857 +0.60W 0.514 0.514 -0.60W -0.514 -0.514 +0.450W 0.386 0.386 -0.450W -0.386 -0.386 W Only 0.857 0.857 -W -0.857 -0.857 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D/0.1 Fb + Fb - Fc - Prll Fc - Perp Fv Ft 4x6 Span = 4.0 ft b/b.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.337: 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 440.90psi fv: Actual = 39.09 psi F'b = 1,308.13psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.00Oft Location of maximum on span = 3.547 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 2613 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.030 in Ratio = 1612 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.165 0.098 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.25 168.9 1,023.8 0.19 15.0 153.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.337 0.200 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.65 440.9 1,308.1 0.50 39.1 195.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.285 0.169 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.55 372.9 1,308.1 0.42 33.1 195.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.056 0.033 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 101.3 1,820.0 0.12 9.0 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 DESCRIPTION: 2-6 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. °+° Deft Location in Span +D+S 1 0.0298 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.648 0.648 Max Upward from Load Combinations 0.648 0.648 Max Upward from Load Cases 0.400 0.400 D Only 0.248 0.248 +D+S 0.648 0.648 +D+0.750S 0.548 0.548 +0.60D 0.149 0.149 S Only 0.400 0.400 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 875 psi E : Modulus of Elasticity Fb - 875 psi Ebend- xx 1300 ksi Fc - Prll 600 psi Eminbend - xx 470ksi Fc - Perp 625 psi Fv 170 psi Ft 425 psi Density 31.21 pcf D(0.569) S(0 711) 1 4x6 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.5690, S = 0.7110 k @ 2.50 ft, (XR 2-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.337: 1 Maximum Shear Stress Ratio = 0.502 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 440.90psi fv: Actual = 98.20 psi F'b = 1,308.13psi F'v = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.496ft Location of maximum on span = 2.551 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 4348 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.015 in Ratio = 2396 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.192 0.287 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.29 197.0 1,023.8 0.56 43.8 153.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.337 0.502 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.65 440.9 1,308.1 1.26 98.2 195.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.290 0.433 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.56 379.9 1,308.1 1.09 84.6 195.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.065 0.097 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.17 118.2 1,820.0 0.34 26.3 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 DESCRIPTION: 2-7 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Deft Location in Span +D+S 1 0.0150 1.642 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.490 1.343 Max Upward from Load Combinations 0.490 1.343 Max Upward from Load Cases 0.269 0.743 D Only 0.221 0.600 +D+S 0.490 1.343 +D+0.750S 0.422 1.157 +0.60D 0.133 0.360 S Only 0.269 0.743 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft 412 Span = 11.50 ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 - > 2.330 ft, Tributary Width = 3.250 ft, (Roof) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 10.330 - > 11.50 ft, Tributary Width = 3.250 ft, (Roof) Point Load : D = 0.3370, S = 0.40 k @ 10.330 ft, (XR 2-1) Point Load : D = 0.3370, S = 0.40 k @ 2.330 ft, (XL 2-1) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (AWNING) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.519.1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 574.98psi fv: Actual = 53.00 psi F'b = 1,106.88 psi F'v = 195.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 5.078ft Location of maximum on span = 10.577ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio = 1732 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.165 in Ratio = 837 -180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios Moment Values S ear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.304 0.165 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.62 263.3 866.3 0.66 25.2 153.0 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.421 0.206 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.49 404.7 962.5 0.92 35.0 170.0 +D+S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Wood Beam LIC# : KW-06017385, Build:20.23.10.02 DESCRIPTION: 1-1 Project Title: Engineer: Project ID: Project Descr: Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 qni INn STR11CT11RAI Snl I1TInNS rc1 FNFRCAI C INC 19R3-9r193 Maximum Forces & Stresses for Load Combinations Load Combination Max z>tress ratios moment values linear values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v Length = 11.50 ft 1 0.487 0.268 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.31 538.6 1,106.9 1.38 52.5 195.5 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.307 0.153 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.27 369.2 1,203.1 0.85 32.5 212.5 +D+0.750L+0.750S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.519 0.271 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.54 575.0 1,106.9 1.39 53.0 195.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.50 ft 1 0.103 0.056 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.97 158.0 1,540.0 0.40 15.1 272.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1648 5.666 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.602 1.629 Max Upward from Load Combinations 1.602 1.629 Max Upward from Load Cases 0.822 0.837 D Only 0.756 0.772 +D+L 1.062 1.078 +D+S 1.578 1.609 +D+0.750L 0.986 1.001 +D+0.750L+0.750S 1.602 1.629 +0.60D 0.454 0.463 L Only 0.306 0.306 S Only 0.822 0.837 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft 3.5x 11.25 Span = 14.330 ft 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend-xx 1,550.Oksi Eminbend - xx 787.82ksi Density 45.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width = 10.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.270.1 Maximum Shear Stress Ratio = 0.117 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 631.95psi fv: Actual = 36.21 psi F'b = 2,338.85psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.165ft Location of maximum on span = 13.441 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio = 2180 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.225 in Ratio = 765 -180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.195 0.084 0.90 1.00 1.00 1.00 1.006 1.00 1.00 1.00 2.52 410.0 2,105.0 0.62 23.5 279.0 +D+L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.270 0.117 1.00 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.89 631.9 2,338.8 0.95 36.2 310.0 +D+0.750L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.197 0.085 1.25 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.55 576.5 2,923.6 0.87 33.0 387.5 +0.60D 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.066 0.028 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 1.51 246.0 3,742.2 0.37 14.1 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 DESCRIPTION: 1-2 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Deft Location in Span +D+L 1 0.2246 7.217 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.085 1.085 Max Upward from Load Combinations 1.085 1.085 Max Upward from Load Cases 0.704 0.704 D Only 0.704 0.704 +D+L 1.085 1.085 +D+0.750L 0.990 0.990 +0.60D 0.422 0.422 L Only 0.381 0.381 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OT CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling W(-2.8) E(-3.531) Fb + 2,325.0 psi E : Modulus of Elasticity Fb - 2,325.0 psi Ebend- xx 1,550.Oksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82ksi Fc - Perp 800.0 psi Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf 3.5x 11.25 Span = 14.330 ft .531) W(-2.8) E(-3.531) W(2.8) E(3.531) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : W = -2.80, E _ -3.531 k @ 5.080 ft, (OT) Point Load : W = 2.80, E = 3.531 k @ 8.0 ft, (OT) Point Load : W = -2.80, E _ -3.531 k @ 10.50 ft, (OT) Point Load : W = 2.80, E = 3.531 k @ 13.750 ft, (OT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.349.1 Maximum Shear Stress Ratio = 0.162 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 1,306.65psi fv: Actual = 80.28 psi F'b = 3,742.15psi F'v = 496.00 psi Load Combination +1.144D-0.70E Load Combination +1.144D-0.70E Location of maximum on span = 5.073ft Location of maximum on span = 13.389ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.302 in Ratio = 568 > 360 Span: 1 : E Only * -1.0 Max Upward Transient Deflection -0.302 in Ratio = 568 > 360 Span: 1 : E Only Max Downward Total Deflection 0.362 in Ratio = 474 > 180 Span: 1 : +D+0.750L-0.5250E Max Upward Total Deflection -0.127 in Ratio = 1358 -180 Span: 1 : +0.60D+0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.195 0.084 0.90 1.00 1.00 1.00 1.006 1.00 1.00 1.00 2.52 410.0 2,105.0 0.62 23.5 279.0 +D+L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.270 0.117 1.00 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.89 631.9 2,338.8 0.95 36.2 310.0 +D+0.750L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.197 0.085 1.25 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.55 576.5 2,923.6 0.87 33.0 387.5 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OT Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios _ Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr +D+0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.070 0.089 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D-0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.260 0.120 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.144D+0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.120 0.126 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.144D-0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.349 0.162 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D+0.750L+0.450W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.123 0.077 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D+0.750L-0.45OW 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.260 0.121 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.108D+0.750L+0.5250E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.121 0.104 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.108D+0.750L-0.5250E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.328 0.152 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.60D+0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.099 0.083 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.60D-0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.220 0.102 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.4558D+0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.189 0.115 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.4558D-0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.280 0.130 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span +D+0.750L-0.5250E Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis D Only +D+L +D+0.750L +D+0.60W +D-0.60W +D+0.70E +D-0.70E +D+0.750L+0.450W +D+0.750L-0.45OW +D+0.750L+0.5250E +D+0.750L-0.5250E +0.60D+0.60W +0.60D-0.60W +0.60D+0.70E +0.60D-0.70E L Only Max. "" Defl Location in Span Load C 0.3621 6.851 Support notation Support 1 Support 2 1.788 1.788 1.788 1.788 1.520 1.520 -1.520 -1.520 -0.642 -1.206 -1.520 -1.520 0.704 0.704 1.085 1.085 0.990 0.990 -0.019 1.427 1.427 -0.019 -0.360 1.768 1.768 -0.360 0.447 1.532 1.532 0.447 0.192 1.788 1.788 0.192 -0.301 1.146 1.146 -0.301 -0.642 1.487 1.487 -0.642 0.381 0.381 ombination Moment Values M fb 1.61 261.0 5.98 971.5 2.76 448.4 8.04 1,306.6 2.84 461.0 6.00 974.7 2.79 454.1 7.54 1,226.0 2.29 371.4 5.05 821.5 4.35 706.6 6.45 1,048.5 Far left is #1 Shear Values F'b V fv F'v 0.0 0.00 0.0 0.0 3,742.2 1.16 44.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.57 59.7 496.0 0.0 0.00 0.0 0.0 3,742.2 1.64 62.4 496.0 0.0 0.00 0.0 0.0 3,742.2 2.11 80.3 496.0 0.0 0.00 0.0 0.0 3,742.2 1.00 38.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.58 60.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.36 51.8 496.0 0.0 0.00 0.0 0.0 3,742.2 1.98 75.5 496.0 0.0 0.00 0.0 0.0 3,742.2 1.08 41.0 496.0 0.0 0.00 0.0 0.0 3,742.2 1.32 50.4 496.0 0.0 0.00 0.0 0.0 3,742.2 1.50 57.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.69 64.2 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OT Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 W Only -1.206 1.206 -W 1.206 -1.206 E Only -1.520 1.520 E Only * -1.0 1.520 -1.520 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.852JS(1_! Fb + 875.0 psi E : Modulus of Elasticity Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 600.0 psi Eminbend - xx 470.Oksi Fc - Perp 625.0 psi Fv 170.0 psi Ft 425.0psi Density 31.210pcf )65) i(0.075) 1) L(0.29) 4110 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 0.8520, S = 1.065 k @ 2.50 ft, (XR 2-3) DESIGN SUMMARY 7P_Clnn C Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.462 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1,015.67psi fv: Actual = 90.31 psi F'b = 1,207.50psi F'v = 195.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.509ft 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 0.026 in Ratio = 2508 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.069 in Ratio = 954 > 180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress F<atios Moment a ues SNe-ar Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.537 0.294 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.11 507.6 945.0 0.97 44.9 153.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.733 0.421 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.20 769.3 1,050.0 1.55 71.6 170.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.765 0.403 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.84 923.4 1,207.5 1.70 78.7 195.5 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.536 0.306 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.93 703.9 1,312.5 1.40 64.9 212.5 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios omen a ues ear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +D+0.750L+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.841 0.462 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 4.22 1,015.7 1,207.5 1.95 90.3 195.5 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.181 0.099 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.27 304.6 1,680.0 0.58 27.0 272.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0692 2.710 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.352 2.202 Max Upward from Load Combinations 2.352 2.202 Max Upward from Load Cases 1.163 1.086 D Only 1.163 1.086 +D+L 1.961 1.883 +D+S 1.950 1.776 +D+0.750L 1.761 1.684 +D+0.750L+0.750S 2.352 2.202 +0.60D 0.698 0.651 L Only 0.798 0.798 S Only 0.787 0.690 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 C&C CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 875.0 psi Fb - 875.0 psi Fc - Prll 600.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 425.0 psi 195) 4x10 Span = 5.50 ft E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : W = 0.05355 ksf, Tributary Width = 9.0 ft, (Wind) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.424.1 Maximum Shear Stress Ratio = 0.100 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 711.63psi fv: Actual = 27.27 psi F'b = 1,680.00psi F'v = 272.00 psi Load Combination +D+0.60W Load Combination +D+0.60W Location of maximum on span = 2.750ft Location of maximum on span = 4.737 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.139 in Ratio = 473> 360 Span: 1 : +0.60W Max Upward Transient Deflection -0.139 in Ratio = 473 > 360 Span: 1 : -0.60W Max Downward Total Deflection 0.143 in Ratio = 462 > 180 Span: 1 : +D+0.60W Max Upward Total Deflection -0.137 in Ratio = 480> 180 Span: 1 : +0.60D-0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values S ear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.018 0.004 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.03 16.9 945.0 0.01 0.6 153.0 +D+0.60W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.424 0.100 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.12 711.6 1,680.0 0.59 27.3 272.0 +D-0.60W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.404 0.096 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.07 677.9 1,680.0 0.56 26.0 272.0 +D+0.450W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.320 0.076 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.85 537.9 1,680.0 0.44 20.6 272.0 +D-0.450W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.300 0.071 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.79 504.2 1,680.0 0.42 19.3 272.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-3 C&C Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D+0.60W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.420 0.099 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.11 704.9 1,680.0 0.58 27.0 272.0 +0.60D-0.60W 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.408 0.096 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.08 684.7 1,680.0 0.57 26.2 272.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.50 ft 1 0.006 0.001 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.02 10.1 1,680.0 0.01 0.4 272.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.60W 1 0.1428 2.770 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.325 1.325 Max Upward from Load Combinations 0.815 0.815 Max Upward from Load Cases 1.325 1.325 Max Downward from all Load Conditio -1.325 -1.325 Max Downward from Load Combinations -1.325 -1.325 D Only 0.019 0.019 +D+0.60W 0.815 0.815 +D-0.60W -0.776 -0.776 +D+0.450W 0.616 0.616 +D-0.450W -0.577 -0.577 +0.60D+0.60W 0.807 0.807 +0.60D-0.60W -0.784 -0.784 +0.60D 0.012 0.012 W Only 1.325 1.325 -W -1.325 -1.325 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft 4x12 Span = 6.750 ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.425: 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 408.88psi fv: Actual F'b = 962.50psi F'v Load Combination +D+L Load Combination Location of maximum on span = 3.375ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection 0.241 : 1 4x12 = 41.04 psi = 170.00 psi +D+L = 0.000 ft = Span # 1 Max Downward Transient Deflection 0.029 in Ratio = 2793 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.038 in Ratio = 2107 -180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.725 ft 1 0.116 0.066 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.62 100.4 866.3 0.26 10.1 153.0 Length = 0.02464 ft 1 0.002 0.066 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.01 1.5 866.3 0.26 10.1 153.0 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.725 ft 1 0.425 0.241 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.52 408.9 962.5 1.08 41.0 170.0 Length = 0.02464 ft 1 0.006 0.241 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.04 5.9 962.5 1.08 41.0 170.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.725 ft 1 0.276 0.157 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.04 331.8 1,203.1 0.87 33.3 212.5 Length = 0.02464 ft 1 0.004 0.157 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.03 4.8 1,203.1 0.87 33.3 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Wood Beam LIC# : KW-06017385, Build:20.23.10.02 DESCRIPTION: 1-4 Project Title: Engineer: Project ID: Project Descr: Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 SnI INn STR11CT11RAI Snl I1TInNS !c1 FNFRCAI C INC 19R3-9n93 Maximum Forces & Stresses for Load Combinations Load Combination max z>tress ratios moment values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b Length = 6.725 ft 1 0.039 0.022 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.37 60.3 1,540.0 Length = 0.02464 ft 1 0.001 0.022 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.01 0.9 1,540.0 Overall Maximum Deflections Shear Values V fV F'V 0.16 6.0 272.0 0.16 6.0 272.0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0384 3.400 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.491 1.491 Max Upward from Load Combinations 1.491 1.491 Max Upward from Load Cases 1.125 1.125 D Only 0.366 0.366 +D+L 1.491 1.491 +D+0.750L 1.210 1.210 +0.60D 0.220 0.220 L Only 1.125 1.125 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Hem -Fir Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft Span = 3.0 ft 675.0 psi 675.0 psi 500.0 psi 405.0 psi 140.0 psi 350.0 psi E : Modulus of Elasticity Ebend-xx 1,100.0ksi Eminbend - xx 400.Oksi Density 26.840pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 k/ft, Extent = 0.0 - > 1.50 ft, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 0.3480, S = 0.4250 k @ 1.50 ft, (XL 2-6) Uniform Load : D = 0.010 ksf, Tributary Width = 7.660 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.707. 1 Maximum Shear Stress Ratio = 0.433 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 713.46psi fv: Actual = 60.58 psi F'b = 1,009.13psi F'v = 140.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 1.500ft 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 0.013 in Ratio = 2833 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.029 in Ratio = 1242 > 180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.420 0.240 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.49 331.4 789.8 0.39 30.3 126.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.700 0.433 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.90 614.5 877.5 0.78 60.6 140.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.553 0.299 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.82 557.7 1,009.1 0.62 48.1 161.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.496 0.303 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.80 543.7 1,096.9 0.68 53.0 175.0 Wood Beam LIC# : KW-06017385, Build:20.23.10.02 DESCRIPTION: 1-5 Project Title: Engineer: Project ID: Project Descr: Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 SnI INn STR11CT11RAI Snl I1TInNS !c1 FNFRCAI C INC 19R3-9n93 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a los omen a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b +D+0.750L+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.0 ft 1 0.707 0.412 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.05 713.5 1,009.1 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.0 ft 1 0.142 0.081 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.29 198.8 1,404.0 Overall Maximum Deflections ear Values V fv F'v 0.00 0.0 0.0 0.85 66.4 161.0 0.00 0.0 0.0 0.23 18.2 224.0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0290 1.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.080 1.051 Max Upward from Load Combinations 1.080 1.051 Max Upward from Load Cases 0.555 0.555 D Only 0.483 0.468 +D+L 1.038 1.023 +D+S 0.724 0.690 +D+0.750L 0.900 0.885 +D+0.750L+0.750S 1.080 1.051 +0.60D 0.290 0.281 L Only 0.555 0.555 S Only 0.241 0.222 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft I7 4x8 Span = 6.0 ft 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 470ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 1.660 - > 6.0 ft, Tributary Width = 7.660 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 1.660 - > 6.0 ft, Tributary Width = 8.0 ft, (ROOF) Point Load : D = 0.250, S = 0.40 k @ 1.660 ft, (XR 2-6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.993 1 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 1,298.57psi fv: Actual = F'b = 1,308.13psi F'v = Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 2.891 ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio = 1108 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.150 in Ratio = 481 >=240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ratios Segment Length Span # M V CD CM Ct CLx D Only Length = 6.0 ft 1 0.541 0.287 0.90 1.00 1.00 1.00 1 +D+L 1.00 1.00 1.00 1 Length = 6.0 ft 1 0.982 0.526 1.00 1.00 1.00 1.00 1 +D+S 1.00 1.00 1.00 1 Length = 6.0 ft 1 0.753 0.404 1.15 1.00 1.00 1.00 1 +D+0.750L 1.00 1.00 1.00 1 Length = 6.0 ft 1 0.686 0.367 1.25 1.00 1.00 1.00 1 0.534 : 1 4x8 104.30 psi 195.50 psi +D+0.750L+0.750S 0.000 ft Span # 1 Moment Values Shear Values Cfu C i C r M fb Fb V fv F'v 0.0 0.00 0.0 0.0 )0 1.00 1.00 1.00 1.41 553.6 1,023.8 0.74 43.9 153.0 )0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 )0 1.00 1.00 1.00 2.85 1,117.0 1,137.5 1.51 89.4 170.0 )0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 )0 1.00 1.00 1.00 2.52 984.5 1,308.1 1.34 79.0 195.5 )0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 )0 1.00 1.00 1.00 2.49 976.1 1,421.9 1.32 78.0 212.5 Wood Beam LIC# : KW-06017385, Build:20.23.10.02 DESCRIPTION: 1-6 Project Title: Engineer: Project ID: Project Descr: Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 SnI INn STR11CT11RAI Snl I1TInNS !c1 FNFRCAI C INC 19R3-9n93 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a los omen a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b +D+0.750L+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 6.0 ft 1 0.993 0.534 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.32 1,298.6 1,308.1 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 6.0 ft 1 0.182 0.097 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.85 332.1 1,820.0 Overall Maximum Deflections ear Values V fv F'v 0.00 0.0 0.0 1.76 104.3 195.5 0.00 0.0 0.0 0.45 26.3 272.0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1496 3.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.966 2.137 Max Upward from Load Combinations 1.966 2.137 Max Upward from Load Cases 0.960 0.960 D Only 0.794 0.918 +D+L 1.754 1.878 +D+S 1.397 1.583 +D+0.750L 1.514 1.638 +D+0.750L+0.750S 1.966 2.137 +0.60D 0.476 0.551 L Only 0.960 0.960 S Only 0.603 0.665 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS Overstrength Calculations 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E(-6.79) Fb + 2325 psi E : Modulus of Elasticity Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Fc - Perp 800 psi Fv 310 psi Ft 1070 psi Density 45.01 pcf W(2.8),E(6.79) W(-2.8) E(-6.79) W(2.8),E(6.79) 3.5x 11.25 Span = 14.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : W = -2.80, E _ -6.790 k @ 5.080 ft, (OS) Point Load : W = 2.80, E = 6.790 k @ 8.0 ft, (OT) Point Load : W = -2.80, E _ -6.790 k @ 10.50 ft, (OT) Point Load : W = 2.80, E = 6.790 k @ 13.750 ft, (OT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.566: 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 2,116.58psi fv: Actual = 129.76 psi F'b = 3,742.15psi F'v = 496.00 psi Load Combination +1.144D-0.70E Load Combination +1.144D-0.70E Location of maximum on span = 5.073ft Location of maximum on span = 13.389ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.240 in Ratio = 717 > 360 Span: 1 : -W Max Upward Transient Deflection -0.240 in Ratio = 717 > 360 Span: 1 : W Only Max Downward Total Deflection 0.551 in Ratio = 312 -180 Span: 1 : +D-0.70E Max Upward Total Deflection -0.321 in Ratio = 535 -180 Span: 1 : +0.60D+0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.195 0.084 0.90 1.00 1.00 1.00 1.006 1.00 1.00 1.00 2.52 410.0 2,105.0 0.62 23.5 279.0 +D+L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.270 0.117 1.00 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.89 631.9 2,338.8 0.95 36.2 310.0 +D+0.750L 1.00 1.00 1.00 1.006 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.330 ft 1 0.197 0.085 1.25 1.00 1.00 1.00 1.006 1.00 1.00 1.00 3.55 576.5 2,923.6 0.87 33.0 387.5 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OS Maximum Forces & Stresses for LoadCombinations Load Combination Max Stress Ratios _ Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr +D+0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.070 0.089 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D-0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.260 0.120 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.144D+0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.336 0.225 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.144D-0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.566 0.262 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D+0.750L+0.450W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.123 0.077 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +D+0.750L-0.45OW 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.260 0.121 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.108D+0.750L+0.5250E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.186 0.179 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +1.108D+0.750L-0.5250E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.490 0.227 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.60D+0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.099 0.083 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.60D-0.60W 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.220 0.102 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.4558D+0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.405 0.215 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 +0.4558D-0.70E 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Length = 14.330 ft 1 0.497 0.229 1.60 1.00 1.00 1.00 1.006 1.00 1.00 1.00 Moment Values M fb 1.61 261.0 5.98 971.5 7.74 1,258.3 13.02 2,116.6 2.84 461.0 6.00 974.7 4.29 697.7 11.28 1,833.5 2.29 371.4 5.05 821.5 9.33 1,516.5 11.43 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D-0.70E Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis D Only +D+L +D+0.750L +D+0.60W +D-0.60W +D+0.70E +D-0.70E +D+0.750L+0.450W +D+0.750L-0.45OW +D+0.750L+0.5250E +D+0.750L-0.5250E +0.60D+0.60W +0.60D-0.60W +0.60D+0.70E +0.60D-0.70E L Only 0.5508 6.590 Support notation : Far left is #1 Support 1 Support 2 2.751 2.751 2.924 2.924 -2.924 -2.924 -1.624 -1.624 -2.924 -2.924 0.704 0.704 1.085 1.085 0.990 0.990 -0.019 1.427 1.427 -0.019 -1.342 2.751 2.751 -1.342 0.447 1.532 1.532 0.447 -0.545 2.525 2.525 -0.545 -0.301 1.146 1.146 -0.301 -1.624 2.469 2.469 -1.624 0.381 0.381 1,858.4 Shear Values F'b V fv F'v 0.0 0.00 0.0 0.0 3,742.2 1.16 44.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.57 59.7 496.0 0.0 0.00 0.0 0.0 3,742.2 2.94 111.8 496.0 0.0 0.00 0.0 0.0 3,742.2 3.41 129.8 496.0 0.0 0.00 0.0 0.0 3,742.2 1.00 38.1 496.0 0.0 0.00 0.0 0.0 3,742.2 1.58 60.1 496.0 0.0 0.00 0.0 0.0 3,742.2 2.33 88.9 496.0 0.0 0.00 0.0 0.0 3,742.2 2.96 112.6 496.0 0.0 0.00 0.0 0.0 3,742.2 1.08 41.0 496.0 0.0 0.00 0.0 0.0 3,742.2 1.32 50.4 496.0 0.0 0.00 0.0 0.0 3,742.2 2.80 106.6 496.0 0.0 0.00 0.0 0.0 3,742.2 2.99 113.7 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC#: KW-06017385, Build:20.23.1C DESCRIPTION: 1-2 OS Vertical Reactions Load Combination W Only -W E Only E Only * -1.0 Project Title: Engineer: Project ID: Project Descr: Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.206 -1.206 -2.924 2.924 2.924 -2.924 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS Truss Layout 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 10.0 ft Area = 10.0 in,12 Moment of Inertia = 100.0 in14 Span #2 Span Length = 2.750 ft Area = 10.0 in^2 Moment of Inertia = 100.0 inA4 D(0.192 0) S(024,0) D(0.192,0.1192) SS 0.24,0.244 Span = 100 ft Span = 2.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 10.0 ft, Trib Width = 9.60 ft, (Roof) Load for Span Number 2 Varying Uniform Load : D= 0.020->0.020, S= 0.0250->0.0250 ksf, Extent = 0.0 --» 2.750 ft, Trib Width = 9.60 ft, (Roof) DESIGN SUMMARY Maximum Bending = 2.132 k-ft Maximum Shear = 1.277 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 3.615ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.006 in Max Upward Transient Deflection -0.002 in Max Downward Total Deflection 0.011 in Max Upward Total Deflection -0.003 in Maximum Forces & Stresses for Load Combination: Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Overall MAXimum Envelope Dsgn. L = 10.00 ft 1 2.13 Dsgn. L = 2.75 ft 2 D Only Dsgn. L = 10.00 ft 1 0.95 Dsgn. L = 2.75 ft 2 +D+S Dsgn. L = 10.00 ft 1 2.13 Dsgn. L = 2.75 ft 2 +D+0.750S Dsgn. L = 10.00 ft 1 1.84 Dsgn. L = 2.75 ft 2 +0.60 D Dsgn. L = 10.00 ft 1 0.57 Dsgn. L = 2.75 ft 2 Overall Maximum Deflections 19536 39450 10853 21916 Summary of Moment Values (k-ft) Shear Values (k) Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega -1.63 2.13 1.28 -1.63 1.63 1.19 -0.73 0.95 0.57 -0.73 0.73 0.53 -1.63 2.13 1.28 -1.63 1.63 1.19 -1.41 1.84 1.10 -1.41 1.41 1.02 -0.44 0.57 0.34 -0.44 0.44 0.32 Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0111 4.462 2 0.0000 4.462 +D+S Vertical Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.277 2.071 Overall MINimum Max. "+" Defl Location in Span 0.0000 0.000 -0.0030 2.750 Values in KIPS Project Title: Engineer: Project ID: Project Descr: I General Beam Analysis Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 DESCRIPTION: 2-2 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Support 3 D Only 0.567 0.921 +D+S 1.277 2.071 +D+0.750S 1.099 1.784 +0.60D 0.340 0.552 S Only 0.709 1.151 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 14.250 ft Area = 10.0 in^2 Moment of Inertia = 100.0 inA4 D(0.567),S(0.709) X X Span = 14250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 0.5670, S = 0.7090 k @ 7.125 ft, (XL 2-2) Point Load : D = 0.5670, S = 0.7090 k @ 7.125 ft, (XL 2-2) DESIGN SUMMARY Maximum Bending = 11.376 k-ft Maximum Shear = Load Combination +D+S Load Combination Span # where maximum occurs Span # 1 Span # where maximum occurs Location of maximum on span 7.125 ft Location of maximum on span Maximum Deflection Max Downward Transient Deflection 0.067 in 2535 Max Upward Transient Deflection 0.001 in 167650 Max Downward Total Deflection 0.121 in 1408 Max Upward Total Deflection 0.000 in 349364 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Overall MAXimum Envelope Dsgn. L = 14.25 ft 1 11.38 11.38 D Only Dsgn. L = 14.25 ft 1 5.06 5.06 +D+S Dsgn. L = 14.25 ft 1 11.38 11.38 +D+0.750S Dsgn. L = 14.25 ft 1 9.80 9.80 +0.60 D Dsgn. L = 14.25 ft 1 3.03 3.03 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.1214 7.196 Vertical Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 Overall MAXimum 1.917 1.917 Overall MINimum D Only 0.852 0.852 +D+S 1.917 1.917 +D+0.750S 1.651 1.651 +0.60D 0.511 0.511 S Only 1.065 1.065 1.917 k +D+S Span # 1 0.000 ft Shear Values (k) Va Max VnxVnx/Omega 1.92 0.85 1.92 1.65 0.51 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: I General Beam Analysis Project File: 18210 88th Ave W_231001_SSSgravity_s2312003.ec6 DESCRIPTION: 2-4 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 14.330 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O.567) S(0.709) x x x 10 Span = 14.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 0.5670, S = 0.7090 k @ 7.125 ft, (XL 2-2 SIMILAR) DESIGN SUMMARY Maximum Bending = 6.861 k-ft Maximum Shear = 1.286 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 7.093 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.043 in 4038 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.077 in 2243 Max Upward Total Deflection 0.000 in 550478 Maximum Forces & Stresses for Load Combinations 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 VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 14.33 ft 1 6.86 6.86 1.29 D Only Dsgn. L = 14.33 ft 1 3.05 3.05 0.57 +D+S Dsgn. L = 14.33 ft 1 6.86 6.86 1.29 +D+0.750S Dsgn. L = 14.33 ft 1 5.91 5.91 1.11 +0.60D Dsgn. L = 14.33 ft 1 1.83 1.83 0.34 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+S 1 0.0766 7.165 0.0000 0.000 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.286 1.279 Overall MINimum D Only 0.572 0.569 +D+S 1.286 1.279 +D+0.750S 1.108 1.102 +0.60D 0.343 0.341 S Only 0.715 0.711 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File: 18210 88th ave w_231001_sssgravity_s2312003.ec6 LIC# : KW-06017385, Build:20.23.10.02 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-5 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 15.750 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in14 D(0.572),S(0.715) D(O 04 0 12) S(0.05 0.15) D(0.24 0 14) S(0 3 0 1 75) X Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Span = 15.750 ft Service loads entered. Load Factors will be applied for calculations. Varying Uniform Load : D= 0.020->0.020, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 7.750 ft, Trib Width = 2.0 ft, (Roof) Varying Uniform Load : D= 0.020->0.020, S= 0.0250->0.0250 ksf, Extent = 7.750 -->> 15.750 ft, Trib Width = 12.0 ft, (Roof) Point Load : D = 0.5720, S = 0.7150 k @ 7.750 ft, (XL 2-4) DESIGN SUMMARY Maximum Bending = 15.587 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 7.796 ft Maximum Deflection Max Downward Transient Deflection 0.125 in Max Upward Transient Deflection 0.002 in Max Downward Total Deflection 0.224 in Max Upward Total Deflection 0.001 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1517 101204 842 210842 3.509 k +D+S Span # 1 15.750 ft Maximum Forces & Stresses for Load Combinations 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 VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 15.75 ft 1 15.59 D Only Dsgn. L = 15.75 ft 1 6.93 +D+S Dsgn. L = 15.75 ft 1 15.59 +D+0.750S Dsgn. L = 15.75 ft 1 13.42 +0.60D Dsgn. L = 15.75 ft 1 4.16 Overall Maximum Deflections 15.59 6.93 15.59 13.42 4.16 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.2243 8.033 Vertical Reactions Support notation : Far left is # Load Combination Support 1 Support 2 Overall MAXimum 2.593 3.509 Overall MINimum D Only 1.152 1.560 +D+S 2.593 3.509 +D+0.750S 2.233 3.022 +0.60D 0.691 0.936 S Only 1.441 1.949 3.51 1.56 3.51 3.02 0.94 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 FOUNDATION ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 FWS - FOUNDATION WALL STEM Dead Live Snow Roof 20 25 Deck 20 60 25 Floor 12 40 Wall 10 Other 40 Footing 145 Bearing Capacity 2000 •-• , ®r► PFW -y 7&-.7 •� lr " _ ( K •� ra �x—n s� • s'� GRID LINE: FROM GRIDS: 1 2-4 Trib Load Type Dead Load Live Load Snow Load 8 Roof 160 0 200 0 Deck 0 0 0 10 Floor 120 400 0 25 Wall 1 250 0 0 2.8 Footing 411 0 0 Other 0 0 0 Total 941 400 200 Minimum USE (in) Stress Ftg Width 8.3 14 60% Stem, t: 6 in Min Stem, ht: 14 in Max Stem, ht: 54 in FTG, t: 6 in Min Stem Wt: 85 plf Max Stem Wt. 326 plf Min Max D+0.75L+0.75S 1149 1 1391 Approximate Max 3947 lb Point Load GRID LINE: FROM GRIDS: 1 2-4 Trib Load Type Dead Load Live Load Snow Load 8 Roof 160 0 200 Deck 0 0 0 Floor 0 0 0 9 Wall 90 0 0 2.9 Footing 423 0 0 Other 0 0 0 Total 1 673 0 200 Minimum USE (in) Stress Ftg Width 5.2 16 33% Stem, t: 6 in Min Stem, ht: 14 in Max Stem, ht: 54 in FTG, t: 6 in Min Stem Wt: 85 plf Max Stem Wt. 326 plf Min Max D+S 631 1 873 Approximate Max 6785 lb Point Load GRID LINE: FROM GRIDS: I C-D Trib Load Type Dead Load Live Load Snow Load 6 Roof 120 0 150 Deck o 0 0 Floor o 0 0 9 Wall 90 0 0 2.8 Footing 411 0 0 Other o 0 0 Total 1 621 0 150 Minimum USE (in) Stress Ftg Width 4.6 14 33% Stem, t: 6 in Min Stem, ht: 14 in Max Stem, ht: 54 in FTG, t: 6 in Min Stem Wt: 85 plf Max Stem Wt: 326 plf Min Max D+S 529 1 771 Approximate Max 6014 lb Point Load GRID LINE: FROM GRIDS: I C-D Trib Load Type Dead Load Live Load Snow Load 6 Roof 120 0 150 Deck o 0 0 Floor o 0 0 9 Wall 1 90 0 0 2.8 Footing 411 0 0 Other o 0 0 Total 621 0 150 Minimum USE (in) Stress Ftg Width 4.6 14 33% Stem, t: 6 in Min Stem, ht: 14 in Max Stem, ht: 54 in FTG, t: 6 in Min Stem Wt:1 85 plf Max Stem Wt: 326 plf Min Max D+S 529 1 771 Approximate Max 6014 lb Point Load SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 DETAIL ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 BHS - BEAM & HEADER SUPPORT Stud Species HF Stud Height 9 Wk Braced Yes 2x HDR Fcl 405 ft r� Stud Width 1.5 in 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) 4-2x (SAWN) 6-3/4 (GLB) 4 - 2x4 4 -2x6 4 -2x8 7 (MANF) 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) 4-2x (SAWN) 6-3/4 (GLB) 4 - 2x4 4 -2x6 4 -2x8 7 (MANF) G.T. 3 - 2x4 3 - 2x6 3 - 2x8 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 4-2x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF 2x BM Fci 625 4x 6x 8x Fci 625 MANF BM Fci 625 GLB BM Fci 625 G.T. 405 Beam Widths nsi 3 4.5 6 in nsi 3.5 5.5 7.5 in nsi 3.5 5.25 7 in nsi 3.5 5.5 6.75 in nsi 3 --- --- in CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3988# 6682# 8808# 3988# B 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 5982# 10023# 13213# 5982# B 10023# PC 13213# PC 4-2x (SAWN) 6-3/4 (GLB) 7 (MANF) 7977# 13365# 17617# 7977# B 13365# PC 17617# PC G.T. 4252# 6682# 8808# CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 3988# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201 # 8201 # 9568# PC 9568# PC 4-2x (SAWN) 6-3/4 (GLB) 7 (MANF) - - - - - - 14580# 16402# PC G.T. 5467# 5467# 5467# CAPACITY: H = 9 ft HF HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 1994# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 4-2x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 10935# 12301# PC