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REVIEWED BLD BLD2021-0035+Calculations+1.11.2021_10.13.00_AM+1983096RECEIVED Jan 13 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Client I BLD2021-0035 W74 :S:S] SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Michel Design Rob Michel PO Box 1215 Lynnwood, WA 98046 2069302445 phone rwmichel@nwlink.c email SSS # 1 s1704033 Project Soundview Lane Lot B Identification Michel Design (2069302445) Section Engineering Calculations 1 Design Criteria 2 Earthquake Analysis 3 Framing Analysis 4 Foundation Design 5 Detail Calculations ............................................... REVIEWED BY CITY OF EDMONDS € BUILDING DEPARTMENT WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 110 Surface Roughness B Wind Exposure Category B Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.303 1-Second Acceleration, Sl 0.511 Seismic Design Category D Spectral Response Coefficient, Sps 0.869 Spectral Response Coefficient, SDI 0.511 Gravity Load Data Decks: loads are psf Dead Live Snow Joists' 20 60 25 Notes apply as called out in table above. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearing 12000 psf Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1 Wind Importance Factor, I 1.00 Seismic Force Resisting System ITable 12.2-1: A-15 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.134 0.134 Transverse Longitudinal Seismic Base Shear, V 1657 Ibs 1 � � ' Ag4h �V � IIi � •�I 3 2e 111 T I. ... I. k1� r � Ve.� p✓ - c 0 . O N �-�• � � Z I l�'f r �O E C Cs I � t � � � � 66fh Av INa � ���� • I ' T l C ;� antr uin�' �1681h Ave•W Ei - . �a•�� ovs' a — �, Many,yl9• tn } _�� ;� 7-nm a^c�• :� �•�dA��g` _, 41 y: tfl I k �� 1 ' i+( r� O S Topographic Effects Distances below are measured from the base. Crest elev: 431 dist: 2408 Site elev: 391 dist: 993 H/2 elev: 340.5 dist: 390 Base elev: 250 dist: 0 t nm" 61 9P OP -A UPr,; i,V0 I I -\ DOWN w «O LI Exposure Category B Height above local ground z= 24 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 181 ft P{2 �2p- sC - -2D910G 6 �D Axe SVnti Distance upwind of the crest to where the Lh= 2018 ft difference in ground elevation is half of the height of the hill. x= 1415 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 more. 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kzt= 1.12 K1= 0.12 K2= 0.53 K3= 0.96 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.09 False H = 181 True Kzt= 1.00 �� Design Maps Summary Report User -Specified Input Report Title s1704033 Wed July 5, 2017 23:40:06 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.838380N, 122.33126°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III rt Lud pW ; . ._ s++FONOfid�S r } COAIRP 0 i Lynnwgod a E din on ds" Mountlake Terrace• p 4t4 Bothell* Jndialnola 'Shoreline r USGS-Provided Output Ss = 1.303 g Sms = 1.303 g Sps = 0.868 g Sl = 0.511 g SM1 = 0.766 g Spl = 0.511 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Respcn se Spec burn 1Aa 1-fi 1.12 a.im QM4 Q a.N a-s aAZ QZ9 1114 am aM ago aAa aM am IAa l-a 1AC1 IAa 1M ZM Perlc+�L T (Sec) OesW Response Spectrum a.99 aso a.E1 a.72 aA3 clu O aA5 asc a2J a.I21 am aaa ana a-M aAa aM ada 1A3 1M l,w IAa 1M 2no PeFICKL T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s1704033 Number of Diaphragms Code General Design Criteria 1 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF OSB 16" oc II 2010 Envelope Procedure 110 mph B B Kzt: 1 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.303 Sl 0.511 TL 6 SDS 0.87 Spl 0.51 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.134 0.134 1657 1657 00 2.5 Cd 4 0.020 hsx 0.02 Ct sec. Ibs 0.75 x 201203_SSSlateral_200721_APl.xlsm DC Seismic Loads Yes XPELSL Effective seismic weight at Story x XPEESW Diaphragm 1 area (ft) unit weight (psf) trans - w, long - wx height (ft) 1 Rf Deck 1 1 620 20 12400 12400 (Ibs) I Mass (Ibs) 12400 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 12400 12400 201203_SSSlateral_200721_APl.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.303 Fa 1.000 Sps 0.87 S, 0.511 Fv 1.500 Sol 0.51 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.020 sec 0.020 sec hn= 1.0 ft TL = 6 sec Transverse Longitudinal CS = 0.134 0.134 Ibs EQ 12.8-2 (Maximum) CS = 3.931 3.931 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.039 0.039 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 1 6.5 0.134 12400 1657 6.5 0.134 12400 1657 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 1657 Ibs k= 1.00 Transverse Diaph. hX wX wXhXk CVX 1 1 12400 12400 1.000 12400 Diaphragm 1 Transverse 1 Ibs sum 1657 wX wXhXk 12400 12400 12400 Longitudinal 1657 Ibs sum 1657 Longitudinal V = 1657 Ibs XPEVDS CvX 1.000 201203_SSSlateral_200721_APl.xlsm EF 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 = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201210 move headei1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling M R 1 3.5x14.0 Span = 12.250 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 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads E I Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.86a 1 Maximum Shear Stress Ratio = 0.609 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb : Actual = 2,281.29psi fv : Actual = 217.27 psi FB : Allowable = 2,628.39psi Fv: Allowable = 356.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.125ft 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 0.175 in Ratio = 841 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.476 in Ratio = 308>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.517 0.363 0.90 0.983 1.00 1.00 1.00 1.00 1.00 10.13 1,063.13 2057.00 3.31 101.25 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.810 0.569 1.00 0.983 1.00 1.00 1.00 1.00 1.00 17.63 1,850.63 2285.56 5.76 176.25 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.723 0.508 1.15 0.983 1.00 1.00 1.00 1.00 1.00 18.10 1,899.84 2628.39 5.91 180.94 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.868 0.609 1.15 0.983 1.00 1.00 1.00 1.00 1.00 21.74 2,281.29 2628.39 7.10 217.27 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beans = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201210 move headei1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 1-1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FIV C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length=12.250 ft 1 0.331 0.233 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.55 1,211.96 3656.89 3.77 115.43 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.654 0.459 1.60 0.983 1.00 1.00 1.00 1.00 1.00 22.80 2,392.92 3656.89 7.44 227.90 496.00 +0.601) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.174 0.122 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.08 637.88 3656.89 1.98 60.75 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 ft 1 0.134 0.094 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.66 489.04 3656.89 1.52 46.58 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Deft Location in Span +D+0.750L+0.750S 1 0.4760 6.170 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.097 7.097 Overall MINimum 2.603 2.603 D Only 3.308 3.308 +D+L 5.758 5.758 +D+S 5.911 5.911 +D+0.750L+0.750S 7.097 7.097 +0.60D 1.985 1.985 L Only 2.450 2.450 S Only 2.603 2.603 Project Title: Engineer: Project ID: Project Descr: Wood Beam = s:\Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOIL Description : 0-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination 1BC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling `�l�(+1[HLYN�if•�.y 911116iAll W1[•1<dLY(+Ail 4x12 X 4x12 Span = 3.50 ft Span = 9.50 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, L= 0.060->0.060, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 3.50 ft, Trib Width = 0.0->1.0 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.0 ft, (DECK) Load for Span Number 2 Varying Uniform Load : D= 0.020-4.020, L= 0.060->0.060, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0->2.50 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.0 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.801: 1 Maximum Shear Stress Ratio = 0.581 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 793.36 psi fv : Actual = 104.57 psi FB : Allowable = 990.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.360ft Location of maximum on span = 3.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio = 1360>=360 Max Upward Transient Deflection -0.059 in Ratio = 1428>=360 Max Downward Total Deflection 0.117 in Ratio = 974>=240. Max Upward Total Deflection -0.082 in Ratio = 1024>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length = 3.50 ft 1 0.119 0.161 0.90 1.100 1.00 1.00 1.00 1.00 1.00 Length = 9.50 ft 2 0.223 0.161 0.90 1.100 1.00 1.00 1.00 1.00 1.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V iv Fv 0.00 0.00 0.00 0.00 0.65 106.19 891.00 0.69 26.14 162.00 1.22 198.34 891.00 0.69 26.14 162.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v Length = 3.50 ft 1 0.429 0.581 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.61 424.77 990.00 2.75 104.57 180.00 Length = 9.50 ft 2 0.801 0.581 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.88 793.36 990.00 2.75 104.57 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.210 0.284 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.47 238.93 1138.50 1.54 58.82 207.00 Length = 9.50 ft 2 0.392 0.284 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.27 1138.50 1.54 58.82 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.391 0.529 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.74 444.68 1138.50 2.87 109.48 207.00 Length = 9.50 ft 2 0.730 0.529 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.11 830.55 1138.50 2.87 109.48 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.076 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.74 121.06 1584.00 0.78 29.80 288.00 Length = 9.50 ft 2 0.143 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.39 226.11 1584.00 0.78 29.80 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.288 0.390 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.80 455.83 1584.00 2.95 112.22 288.00 Length = 9.50 ft 2 0.537 0.390 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.24 851.38 1584.00 2.95 112.22 288.00 +0.601) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.040 0.054 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 63.72 1584.00 0.41 15.69 288.00 Length = 9.50 ft 2 0.075 0.054 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 119.00 1584.00 0.41 15.69 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.031 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.30 48.85 1584.00 0.32 12.03 288.00 Length = 9.50 ft 2 0.058 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.56 91.24 1584.00 0.32 12.03 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.750S -0.0820 0.000 +D+0.750L+0.750S 2 0.1170 5.042 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.486 2.497 Overall MINimum 1.339 0.745 D Only 1.071 0.596 +D+L 4.285 2.385 +D+S 2.410 1.342 +D+0.750L+0.750S 4.486 2.497 +0.60D 0.643 0.358 L Only 3.214 1.789 S Only 1.339 0.745 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . -1c. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : 0-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 15) L(0.45) S(0.1 4x12 Span =650ft Applied Loads ' Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 7.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.520 1 Maximum Shear Stress Ratio = 0.413 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 515.05 psi fv : Actual = 74.29 psi FB : Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.250ft Location of maximum on span = 6.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 2850>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 2042>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.145 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.79 128.76 891.00 0.49 18.57 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.520 0.413 1.00 1.100 1.00 1.00 1.00 1.00 1.00 3.17 515.05 990.00 1.95 74.29 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.254 0.202 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.78 289.71 1138.50 1.10 41.79 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.474 0.376 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.32 539.19 1138.50 2.04 77.77 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.093 0.074 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.90 146.79 1584.00 0.56 21.17 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.349 0.277 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.40 552.71 1584.00 2.09 79.72 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.049 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 77.26 1584.00 0.29 11.14 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.037 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.36 59.23 1584.00 0.22 8.54 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0382 3.274 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.041 2.041 Overall MINimum 0.609 0.609 D Only 0.488 0.488 +D+L 1.950 1.950 +D+S 1.097 1.097 +D+0.750L+0.750S 2.041 2.041 +0.60D 0.293 0.293 L Only 1.463 1.463 S Only 0.609 0.609 Project Title: Engineer: Project ID: Project Descr: Wood Beam = SAJobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 412 Span = 12.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8891 Maximum Shear Stress Ratio = 0.423 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 880.40psi fv : Actual = 76.19 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.350ft Location of maximum on span = 12.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.159 in Ratio = 906>=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.222 In Ratio = 649>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.247 0.118 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.35 220.10 891.00 0.50 19.05 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.889 0.423 1.00 1.100 1.00 1.00 1.00 1.00 1.00 5.42 880.40 990.00 2.00 76.19 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.435 0.207 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.05 495.22 1138.50 1.13 42.86 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.810 0.385 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.67 921.67 1138.50 2.09 79.76 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.158 0.075 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.54 250.91 1584.00 0.57 21.71 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.596 0.284 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.81 944.78 1584.00 2.15 81.76 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v Length =12.0 ft 1 0.083 0.040 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.81 132.06 1584.00 0.30 11.43 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.064 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.25 1584.00 0.23 8.76 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2218 6.088 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.675 2.094 Overall MINimum 0.500 0.625 D Only 0.400 0.500 +D+L 1.600 2.000 +D+S 0.900 1.125 +D+0.750L+0.750S 1.675 2.094 +0.60D 0.240 0.300 L Only 1.200 1.500 S Only 0.500 0.625 Project Title: Engineer: Project ID: Project Descr: Wood Beam = s:\Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 04 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1,0.12) L(0.3,0.M S(0.125,0.1 4x12 Span = 10.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density )6.0.12 31.210 pcf 05 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, L= 0.060->0.060, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 5.0->6.0 ft, (DECK) Varying Uniform Load : D= 0.020-4.020, L= 0.060->0.060, S= 0.0250->0.0250 ksf, Extent = 6.0 -->> 10.50 ft, Trib Width = 1.0->2.0 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.754: 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 746.74 psi fv : Actual = 74.88 psi FB : Allowable = 990.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.560ft 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 0.099 in Ratio = 1273>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.138 in Ratio = 912>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Pb V N Pv D Only 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.210 0.116 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.15 186.69 891.00 0.49 18.72 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.754 0.416 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.59 746.74 990.00 1.97 74.88 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.369 0.203 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.58 420.04 1138.50 1.11 42.12 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 04 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FIV C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 10.50 ft 1 0.687 0.379 1.15 1.100 1.00 1.00 1.00 1.00 1.00 4.81 781.75 1138.50 2.06 78.39 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.134 0.074 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.31 212.82 1584.00 0.56 21.34 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.506 0.279 1.60 1.100 1.00 1.00 1.00 1.00 1.00 4.93 801.35 1584.00 2.11 80.36 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.071 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.69 112.01 1584.00 0.29 11.23 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.054 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 85.88 1584.00 0.23 8.61 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'Y' Defl Location in Span +D+0.750L+0.750S 1 0.1381 5.058 0.0000 0.000 Vertical Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.058 1.271 Overall MINimum 0.614 0.379 D Only 0.491 0.304 +D+L 1.966 1.214 +D+S 1.106 0.683 +D+0.750L+0.750S 2.058 1.271 +0.60D 0.295 0.182 L Only 1.474 0.911 S Only 0.614 0.379 Project Title: Engineer: Project ID: Project Descr: Wood Beam = s:lJobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi 12.0.21) S(0.05,0.0875 4x12 Span = 9.0 f: E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, L= 0.060->0.060, S= 0.0250->0.0250 ksf, Extent = 0.0 -->> 9.0 ft, Trib Width = 2.0->3.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.36e 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 362.80 psi fv : Actual = 41.14 psi FB : Allowable = 990.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.697ft Location of maximum on span = 9.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 2928>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.051 in Ratio = 2098>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.102 0.063 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.56 90.70 891.00 0.27 10.29 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.366 0.229 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.23 362.80 990.00 1.08 41.14 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.179 0.112 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.08 1138.50 0.61 23.14 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.334 0.208 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.34 379.81 1138.50 1.13 43.07 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-5 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FIV C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 9.0 ft 1 0.065 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.64 103.40 1584.00 0.31 11.73 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.246 0.153 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.33 1584.00 1.16 44.15 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 it 1 0.034 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 54.42 1584.00 0.16 6.17 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.026 0.016 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.26 41.72 1584.00 0.12 4.73 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0515 4.566 0.0000 0.000 Vertical Reactions M Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.942 1.131 Overall MINimum 0.281 0.338 D Only 0.225 0.270 +D+L 0.900 1.080 +D+S 0.506 0.608 +D+0.750L+0.750S 0.942 1.131 +0.60D 0.135 0.162 L Only 0.675 0.810 S Only 0.281 0.338 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . -1c. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : 0-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 4x12 Span =650ft Applied Loads ' Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.243: 1 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 240.36 psi fv : Actual = 34.67 psi FB : Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.250ft 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 = 6109>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.018 in Ratio = 4376>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.067 0.053 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.37 60.09 891.00 0.23 8.67 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.243 0.193 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.48 240.36 990.00 0.91 34.67 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.119 0.094 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.83 135.20 1138.50 0.51 19.50 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.221 0.175 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.55 251.62 1138.50 0.95 36.29 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.043 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 68.50 1584.00 0.26 9.88 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.163 0.129 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.59 257.93 1584.00 0.98 37.20 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-6 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b Shear Values V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.023 0.018 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.22 36.05 1584.00 0.14 5.20 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.017 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 27.64 1584.00 0.10 3.99 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0178 3.274 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.953 0.953 Overall MINimum 0.284 0.284 D Only 0.228 0.228 +D+L 0.910 0.910 +D+S 0.512 0.512 +D+0.750L+0.750S 0.953 0.953 +0.60D 0.137 0.137 L Only 0.683 0.683 S Only 0.284 0.284 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOIL Description : 0-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination tBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.18) L(0.54) S(0.225) 4x12 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 9.0 ft, (DECK) DESIGN SUMMARY r= • Maximum Bending Stress Ratio = 0.2991 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 296.23 psi fv : Actual = 61.71 psi FB : Allowable = 990.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.250ft 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 0.008 in Ratio = 7159>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 5129>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.083 0.095 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.46 74.06 891.00 0.41 15.43 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.299 0.343 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.82 296.23 990.00 1.62 61.71 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.146 0.168 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.03 166.63 1138.50 0.91 34.71 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.272 0.312 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.91 310.11 1138.50 1.70 64.61 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.053 0.061 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 84.43 1584.00 0.46 17.59 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.201 0.230 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.96 317.89 1584.00 1.74 66.23 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.028 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.27 44.43 1584.00 0.24 9.26 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.022 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 34.07 1584.00 0.19 7.10 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0105 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.696 1.696 Overall MINimum 0.506 0.506 D Only 0.405 0.405 +D+L 1.620 1.620 +D+S 0.911 0.911 +D+0.750L+0.750S 1.696 1.696 +0.60D 0.243 0.243 L Only 1.215 1.215 S Only 0.506 0.506 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . -1c. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : 0-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination tBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 08) L(0.24) S(0.1 4x12 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.0 ft, (DECK) DESIGN SUMMARY r� • Maximum Bending Stress Ratio = 0.133 1 Maximum Shear Stress Ratio = 0.152 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 131.66 psi fv : Actual = 27.43 psi FB : Allowable = 990.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.250ft 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 0.003 in Ratio = 16109>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 11541 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.037 0.042 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.20 32.91 891.00 0.18 6.86 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.133 0.152 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.81 131.66 990.00 0.72 27.43 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.065 0.075 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.46 74.06 1138.50 0.41 15.43 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.121 0.139 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.85 137.83 1138.50 0.75 28.71 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.024 0.027 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.23 37.52 1584.00 0.21 7.82 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.089 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.87 141.28 1584.00 0.77 29.43 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : 0-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.012 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 19.75 1584.00 0.11 4.11 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.010 0.011 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 15.14 1584.00 0.08 3.15 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0047 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.754 0.754 Overall MINimum 0.225 0.225 D Only 0.180 0.180 +D+L 0.720 0.720 +D+S 0.405 0.405 +D+0.750L+0.750S 0.754 0.754 +0.60D 0.108 0.108 L Only 0.540 0.540 S Only 0.225 0.225 Project Title: Engineer: Project ID: Project Descr: Wood Beam = s:\Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . -1c. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : J-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0266) L(0.0798) S(0.03325) 2x10 Span = 10.0 ft Applied Loads ' Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.330 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7541 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 746.12psi fv : Actual = 57.51 psi FB : Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft 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 0.114 in Ratio = 1051 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.159 in Ratio = 753>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.209 0.089 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.33 186.53 891.00 0.13 14.38 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.754 0.320 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.33 746.12 990.00 0.53 57.51 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.369 0.156 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.75 419.69 1138.50 0.30 32.35 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.686 0.291 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.39 781.10 1138.50 0.56 60.21 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.134 0.057 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.38 212.64 1584.00 0.15 16.39 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.505 0.214 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.43 800.68 1584.00 0.57 61.72 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam = S:1Jobs1s171s17041s1704033 - Sound View Lane 21wo 201123 deck addition1201201_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 . Description : J-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.071 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 111.92 1584.00 0.08 8.63 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.054 0.023 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 85.80 1584.00 0.06 6.61 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1593 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.557 0.557 Overall MINimum 0.166 0.166 D Only 0.133 0.133 +D+L 0.532 0.532 +D+S 0.299 0.299 +D+0.750L+0.750S 0.557 0.557 +0.60D 0.080 0.080 L Only 0.399 0.399 S Only 0.166 0.166 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf -F COWW FTG FOOTING, TYPICAL U NT,S FrGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F1.5 1'-6" 1'-6" 8" (2) #4's (2) #4's F2 2'-0" 2'-0" 10" (3) #4's (3) #4's F2-3 2'-0" T-0" toll (3) #4's (4) #4's Total Load 4,500 8,000 11,999 N, 01 1-7&40 -30 TZ761,T5 glad 303-715 -75 ce4iti�oec 61y"is), �-7 *Z, X 215,022, -G( Sum T= V L-,Wa = I Is 4 �f 16 Ph: 425-778-1023 - www.ssseng.com SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 EDL - EXTERIOR DECK LEDGER BEAM #: Ledger fastener type and spacing calculation Deck Joist Span, L 9 Fastener Spacing, x 6 Fasteners per Location 1 Fastener Type SDS25312 Ledger Section 2x10 Ledger Species & Grade DF-No.2 (2"-4") Preassure Treated? Yes Fastener Stress 96% Ledger Bending Stress 4% Ledger Shear Stress 50/0 Ft in Uniform Load, w = 472.5 plf Total shear on ledger, V = 236 lb Moment on ledger = 11.81 ft-lb Fastener Allowable Shear = 245 lb Shear Per Fastener = 236.25 lb Member Fb = 720 psi Fv = 144 psi Area = 13.875 in fb = 25.54 psi fv = 6.63 psi LEDGER ELEV. 5� 1" MIK 2" dK EDL EXTERIGR DECK LEDGER N.T.S. Design Loads: Dead Live Snow Misc 20.0 60.0 25.0 SOUND STRUCTURAL SOLUTIONS Sss E N G I N E E R S wn/ v 27 i V /�/ ,� ,f� G�. t� iVr l AIT, 3 : ,2� " T��.aLE' 0� LI uS sc�c�w SAS o,7Al S ., Ml'N C �GC ; //5 9 AA AJ I�/V AIA 1 LS - s-12�f ; f CAJ6-., , ,3 Ph:425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS Sss E N G I N E E R S A'7 ly 76,Z T/ Jaiavf /S /n0� —(5)Yyx l% f 9 ; 17 C/% 17,-Z3 = o lk x / Vz s S 2 i Z, vs /y X 3 !z- S i-' C 4 S � � 1� ci3 � 7o 3 p (-3 6, ?1 -,i"X. Ir, l X - 476 (/<)(7171) ; D x , ILCI # /,,, ( Ph:425-778-1023 - www.ssseng.com