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SEE REV1 REVIEWED BLD2022-1670+Structural_Analysis_or_Calculations+12.8.2022_2.39.51_PM+3259635BLD2022-1670 RECEIVED Dec 12 2022 Stephen Tapp CITY OF EDMONDS Architect/P.E. DEVELOPMENT SERVICES DEPARTMENT 2330 East Manson Street Seattle, Washington 98112 (206) 320-0534 (206) 459-5151 REVIEWED BY CITY OF EDMONDS Structural Calculations (remodeled areas/new deck only) Gravity/Lateral Loading Analysis Wind Load Controls lateral Design for Morts Residential Remodel/ New Deck 1034 B Avenue S Edmonds, Washington 98020 f, Date: October2022 Project: T22J6 Building Code Reference: 2018 iRC 0 10/12/2022 11:40 AM - 1 - 0 Loading Requirements ASCE 7-16 Codes 2018 IBC AISC/ASD Sixteenth Edition ACI 318-16 NDS 2015 SEAW Rapid Solutions Methodology for Wind Design Wind Design Wind Speed = 85 mph Wind Exposure = `B' Soil Loads (assumed) Passive pressure = 300 psf Assumed Soil density =120 pcf Assumed soil Bearing Pressure = 1500 psf Friction capacity is a coefficient of .4 Factor of safety = 1.5 Building Loads Snow Load = 25 psf Roof (DL) =15 psf Exterior Wall (DL) =15 psf Interior Wall (DL) = 7.5 psf Main/Upper Floor(DL) = 12 psf, LL = 40 psf Main Exterior Deck Load = 60 psf (if less than 100 square feet) 100 psf (if more than 100 square feet) Corridors, Stairs,Exits (LL) = 100 psf 0 Earthquake Design Data 1) Occupancy Category = I ASCE 7-10 Table 1- Occupancy Importance Factor Ie = 1 ASCE 7-10 Table 11.5-1 Seismic Use Group = I 2) Mapped Spectoral Response Accelerations ASCE 7-10 Fig 22-1, 22-2 Latitude = 47.81 deg North Longitude =-122.38 deg West Location = Edmonds, Wa. 98020 Maximum Ground Motions, 5% Damping, from USGS Maps Ss = 1.29 g, 0.2 sec response Si = .45 g, 1.0 sec response 3) Site Classification Assumed C 4) Site Coefficients Fa = 1 F, = 1.3 ASCE 7-10 Table 20-3.1 ASCE Table 7-10 11-4.1. Table 11-4.2 5) Maximum Considered Earthquake Acceleration ASCE 7-1011.4.3 SMs = Fa * S, = 1.29 SMi = Fv * Si = .56 6) Design Spectral Acceleration ASCE 7-1011.4.4 Sns = SMs * 2/3 = .86 Sn1 = SMI * 2/3 = .38 7) Seismic Design Category ASCE 7-10 Tablell-6.1, D Table 11-6.2 8) Basic Seismic Force Resisting System ASCE 7-10 Table 12-2.1 Bearing Wall Systems —Light-framed walls sheathed w/wood structural panels rated for shear resistance Response Modification Factor (R) =6.5 System Over Strength Factor `Wo" = 3.00 Deflection Amplification factor `Cd" = 4.00 9) Analysis Procedure ASCE 7-1012.6 The Equivalent Lateral Force Procedure ASCE 7-10 12.8 10) Building Period ASCE 7-10 12.8.2 Structure Type for Building Period Calculation All Other Structural Systems "Ct" value = .02 ASCE 7-10 Table 12.8-2 "x" value = .75 `hn'=18' "Ta" = Ct*(hn^x) Approx. Fundamental Period ASCE 7-10 Eq. 12.8-7 .174 "Cu" = 1.4 ASCE 7-10 Table 12.8-1 Per ASCE 7-05 12.8.2 True Fundamental Period < (1.74)*(.121) _ .210 11) "Cs" Response Coefficient Sns = .86 SM = .38 S1=.45g `R' = 6.5 "I" = 1.00 `TL" = 6 ASCE 7-10 12.8.1.1 ASCE 7-10 Figure 22-15 (Eq. 12.8.2) Cs = Sns/(R/1) _ .13 Preliminary G (Eq. 12.8-3) Cs = Sni/Ta(R/1) _ .278 Need Not Exceed (Eq. 12.8-5) Cs = .01 Shall no be less than (Eq. 12.8-6) Cs = .5 Si/(R/1) _ .034 Shall not be less than Therefore Cs = .144 12) Building Weight "W" (from hand calculated sheet) = 87K 13) Base Shear ASCE 7-10 12.8-1 V = Cs *W (.132) * 87K = 11.5k 14) Vertical Distribution of Seismic Forces See Spread Sheet 0 Edmonds, WA, USA Latitude, Longitude: 47.8106521,-122.3773552 4 Salt and Iron 19 / C-3 Edmonds Ferry Terminal Q Dayton St Go gefl Date Design Code Reference Document Risk Category Site Class n C CD R Z Midnight Cookie Co KET Edmonds 19 19 Fire & The Feast cn _. y Dayton St C rD 10/12/2022, 11:47:31 AM ASCE7-16 11 D - Default (See Section 11.4.3) OSHPD Edmonds Library - Sno-Isle Libraries 19 Main St Type Value Description SS 1.286 MCER ground motion. (for 0.2 second period) St 0.453 MCER ground motion. (for 1.0s period) SMS 1.543 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 1.029 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.547 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.656 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.286 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.413 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.141 Factored deterministic acceleration value. (0.2 second) S1 RT 0.453 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.506 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.867 Factored deterministic acceleration value. (1.0 second) PGAd 0.755 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.547 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.91 Mapped value of the risk coefficient at short periods Dayton St Map data 02022 STEPHEN TAPP ARCHITECT/P.E. 2330 East Madison Street SEATTLE, WA 98112 (206) 320-0534 JOB t SHEET NO. - CALCULATED BY CHECKED BY_ SCALE STT 1-TAIr� NaiN I�4r t'vl ae-p— P�T LOt,Ag--�- INT rnT�►- OF DATE 6 DATE 311�� I C��12n MOM Icl co -42 IV5201 i 3sr� 1# 7tq/h 0 PRODUCT 207 0 Earthquake Design Data 1) Occupancy Category = I ASCE 7-10 Table 1- Occupancy Importance Factor Ie = 1 ASCE 7-10 Table 11.5-1 Seismic Use Group = I 2) Mapped Spectoral Response Accelerations ASCE 7-10 Fig 22-1, 22-2 Latitude = 47.81 deg North Longitude =-122.38 deg West Location = Edmonds, Wa. 98020 Maximum Ground Motions, 5% Damping, from USGS Maps Ss = 1.29 g, 0.2 sec response Si = .45 g, 1.0 sec response 3) Site Classification Assumed C 4) Site Coefficients Fa = 1 F, = 1.3 ASCE 7-10 Table 20-3.1 ASCE Table 7-10 11-4.1. Table 11-4.2 5) Maximum Considered Earthquake Acceleration ASCE 7-1011.4.3 SMs = Fa * S, = 1.29 SMi = Fv * Si = .56 6) Design Spectral Acceleration ASCE 7-1011.4.4 Sns = SMs * 2/3 = .86 Sn1 = SMI * 2/3 = .38 7) Seismic Design Category ASCE 7-10 Tablell-6.1, D Table 11-6.2 8) Basic Seismic Force Resisting System ASCE 7-10 Table 12-2.1 Bearing Wall Systems —Light-framed walls sheathed w/wood structural panels rated for shear resistance Response Modification Factor (R) =6.5 System Over Strength Factor `Wo" = 3.00 Deflection Amplification factor `Cd" = 4.00 9) Analysis Procedure ASCE 7-1012.6 The Equivalent Lateral Force Procedure ASCE 7-10 12.8 10) Building Period ASCE 7-10 12.8.2 Structure Type for Building Period Calculation All Other Structural Systems "Ct" value = .02 ASCE 7-10 Table 12.8-2 "x" value = .75 `hn'=18' "Ta" = Ct*(hn^x) Approx. Fundamental Period ASCE 7-10 Eq. 12.8-7 .174 "Cu" = 1.4 ASCE 7-10 Table 12.8-1 Per ASCE 7-05 12.8.2 True Fundamental Period < (1.74)*(.121) _ .210 11) "Cs" Response Coefficient Sns = .86 SM = .38 S1=.45g `R' = 6.5 "I" = 1.00 `TL" = 6 ASCE 7-10 12.8.1.1 ASCE 7-10 Figure 22-15 (Eq. 12.8.2) Cs = Sns/(R/1) _ .13 Preliminary G (Eq. 12.8-3) Cs = Sni/Ta(R/1) _ .278 Need Not Exceed (Eq. 12.8-5) Cs = .01 Shall no be less than (Eq. 12.8-6) Cs = .5 Si/(R/1) _ .034 Shall not be less than Therefore Cs = .144 12) Building Weight "W" (from hand calculated sheet) = 87K 13) Base Shear ASCE 7-10 12.8-1 V = Cs *W (.132) * 87K = 11.5k 14) Vertical Distribution of Seismic Forces See Spread Sheet C4 N M O co Figure 3-1 Basic Wind Speeds, q4 (These. notes and excerpts of snaps are :reprinted with permission by the International Code Council. See IBC Figure 1609 for larger scale maps) Basic Wind Speeds Are Typically 90 mph, Three Second Gust Wind Speed Evenwhere, Excell: California, Oregon & Washington 85 mph iMaska 90 —130 mph I iurricane Coastal Areas 90 —1,90 mph I lawaii 105 mph .American Samoa 125 mph Puerto Rico & Virgin Islands 145 mph Guam 170 mph Special Wind Regions in map Shaded Areas ALASIKA Wind Velocity Pressure (+) at Standard Height of 33 Feet r� j �S M1 a p.Fy,k, fJ ° 7 B D 5 Fk kFrr1 t �Cbtk NORTHEAST COAST Basic Wind Speed , 95 �� l(l0 105 1 l0 120 125 130 l t0 150 160 170 V (ntph)' Pressure qs (psf} i'8.5 20.7. 25.6 28.2 31.0 369 O.G 43.3 50 2 57.6 G5 5 74.0 �1 1F T ` Epsewrrrw+epon � I f:-''� /l�� � Ypkap'n mli4F pkrM {RJF}at JJA i+aR c1'ry.. a0P ldalb.3xa 68M1 ,I M ­ft.. )I i.4*14a atld 1P 11 k W .-M. 1. FFi �mi iI � � � eoNei�rkhvi�t¢e Ur Nil wE,a kaaal anM< 'IMJI45} J11k48! NHie cuantal nFa J i # Mecntkimmn tfreHx, gor9kT Ycenn ttotkattaat.+1 t-o��+ow.+mx.��bsw.a.�..ma.«�,�Ym.: GULF COAST For Wind Speeds, V, not shown, use qs = 0.00256 V' Dotes: 1. Values are norninal des' 1 3-second gust wind speeds in miles pet hour (rn s) at 33 ft (10 rn) above, ground for Exposure C c:ategor; 2. Linear interpolation between wind contours is permitted ua40) 3. islands and coastal areas outside the last contour shall Use the last ,.5) wind speed contour of the coastal area. 4. Mountainous terrain, gorges, ocean promontories, and <m�aej special wind regions shall be examined for unusual wind conditions. SOUTHEAST COAST 0 10 Figure 3 2 Velocity Exposure Coefficient K. 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 200 1.20 1;46 1.60 200 190 _ ._:.___-_ _..._ }.49...,.....__ _._ 1:45 159 190 180 _ _... 1:4.._... 1:57... 180 170 __ _......� -- _._..__' -.__;...__...__......_._..._:_._.....__ _ ._ .... _._ ...._...._. _...... tA5 - ._ _..._..__.... �:42 .....- -1:tv5....... 170 160 150 _ _ _ -- - 1. Z 0 1:11 - 38 1-. - - z ' 154 Exp B-,, C &;D 150 140 _ _ .._... _._ s6t - ti'I�additTg i]� _._.....:.---- -_.... 4 _.. - , E?tp�(villpj - 140 O CO 120 132 . _ 4:!46 -- v _ _.._ _ _. 120 110 _ 139 144 -... 110 75 (D 100 100 CF) M_ cc 90 ..._.... 90 N- :.._._ __ ---4 _._ N 80 - --- - .93 1:3i 1:86 - 80 W _ p 70 - - Cladding and FrarriEmCU 9._ 89 - I i7 - 132 - ._ -- - 70 80 60 50 40 40 CO 30 ;, Framm 98 �__30 = 20 ___ -. -___ -.- 20 10 Cladding 10 0 .5. 85 1 3 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 .1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 Exposure: B C Al D Coefficient KZ Exponent: a 7 9.5 11.5 Gradient Height: zg 1200' 900' 700' SEAW RSM-03 3: Charts and Figures l \ N N W N in a O W Figure 3-4EB SEAW Rttpid Sohition Afethod" Pressure Coefficients for L.FRS of ENCLOSED BUILDINGS with IfALLOON I N wind wind ` i Fes, ~�\ wind ri. use Zero direction Y," direction ;�. direction wind. degrees vir ctr on '0!' �� for windJ4 1 parallel to ' ��a.-� - h a ridge --L--- - — for all t - -- L roof o I -o.r D r, y -0.4 -0.2 l t is V 1 0.2 p 0.4 � 0.6 0.8 - - -........ .... .... .. _. 1.0 ROOFSLOP xpr ssed as rise/12 '.f. i i..._...... __ _.._...�_...._ It ....... T .... __..._.._ .. -- 24 161 12 1 8 6 5 14 3 12 11 0 3 4 'e4:12slepe 1.2 80 70 50 50 40 30 25 20 15 10 5 0 5 10 15 20 30 40 60 80 ROOF SLOPE in degrees from the horizontal For roof pressure coefficient in the shaded area, where both are inward and outward, Crs,,, are indicated. a Side Wall >, f ll� h \ballooning C = ers wall pre coeffici bold va reflect t condition shownand the light valu deflation. see I igure 34ED eeward Wall pressure varies due to a reduction of suction for long buildings where L>B. Crsm is evaluated in the chart below, and illustrated by the two examples following. Leeward Wall Pressure Coefficient INWARDS i OUTWARDS PRESSURE (suction) L� L=B n rr, bl itti in s- in l'— �lla �r ` L=2B r i .. i l iB ilo'nin iL=4B LAB It loth uildin s L=SB _ L=6B 4 .2 0 .2 .4 .6 .8 1.0 1.2 1.4 LEEWARD WALL Ct$tTlvalues Examples Narrow Long wind SUilding wrnd Building direction direction Leeward _gam R" Walt °`">�'•. Wall L<R I \\ L>4i3 (;frM=20t71Man?`Sfor \ clsln- 0 11011 a d t7atian condition /\ a d r7ation condition C,,n = •5 outwards for the Crsm = .3 outwards for the ballooning condition shown ballooning condition shown both values should be used for assessing load effects Ln C'y L�yn r� O W W N Ca Figure 3--4ED SF..,AW Rtij)hl Solution Method ' Pressut-e Coefficients for L.C+RS of ENCLOSED BUILDINGS with DEFLATION wJnd wi..nd ... Use zero wind - direction •- ._. drectlaY + o •* < <v direction degrees for wind k� �'' `• —_' ,','` i��� parallel to h a ridge for all roof Shed orMggo.-Slope Gable or Hip Roofs slopes Windward Roof Surface I -1.4 — 1 � m_ _.............. _. 1.2 _ ! r ,N ' h CJ wind direction h -L-- y Shed or Mono -Slope 11 I -0.2 € i wr d h ,� © #� EF Tt L 0.0 the s iaded area 0 2 -- - �- I # refle of va is the ues f rang r the _ r twa indw rd o o 0.4 — ;-- — ..� -- ----� -roof- oa ses.._.._..........._.. _ and eflatic n 0.6 it s..._...._..._ �_ �a 0.8 _........._..... I I _.._.. Q IF SLOP as rise/12 1.0 xpr sled _ .Y __. i 12 I 2d 161 1 10 6 6 3 2 t U 3 ie t slope 1.2 80 70 60 50 40 30 25 20 15 10 5 0 5 ill15 20 30 40 60 80 ROOF SLOPE in degrees from the horizontal For roof pressure coefficient in the shaded area, where both are inward and outward, C,.r,,, are indicated, L C =Cis t Leeward Wall wall pressure > pressure varies coefficients. The k due to a reduction bold values & arrows of suction for long reflect the deflation i buildings where L>B. condition shown above, / Crsm is evaluated in the and the light values are for chart below, and illustrated ballooning. see Figure 3-4FB by the two examples following. I.eeward Wall Pressure Coefficient INWARDS i OUTWARDS PRESSURE (suction) L=0 --- L=B L=2B L=3B L=4B L=5B I=&B 4 2 0 2 .4 .6 .8 1.0 1.2 1.4 WALL Crsmvalues ExamplesLEEWARD wind Narrow wind Long Building direction Building ``_ Leeward direction � � leeward Wall Wall L<t3� L?48 Cr$Jn = _2 outwarJJJJJJds for the Crsm= 0 for the deflation condition shown / deitaLonconditionshown Crsm= .5 ourwards for Crsm = .3 outwards tot a balloonirq condition a ballooning condition )oth values should be used for assessing load effects 13 Factored Wind Pressures Prsm = Ballooning Case h qs Kzt Crsm IW Kt Prem Windward Wall = 0'-10, 20.7 1.38 0.42 1 1 11.99772 Leeward Wall 0'-10, 20.7 1.38 -0.5 1 1 -14.283 Side Wall 20.7 1.38 0.67 1 1 19.13922 Windward Roof 20.7 1.38 -0.67 1 1 -19.1392 Windward Roof Overhang 20.7 1.38 -1.3 1 1 -37.1358 Leeward Roof 20.7 1.38 -1.1 1 1 -31.4226 Deflating Case Windward Wall = 0'-10, 20.7 1.38 0.73 1 1 20.85318 Leeward Wall 0'-10, 20.7 1.38 -0.2 1 1 -5.7132 Side Wall 20.7 1.38 -0.36 1 1 -10.2838 Windward Roof 20.7 1.38 -0.28 1 1 -7.99848 Windward Roof Overhang 20.7 1.38 -0.86 1 1 -24.5668 Leeward Roof 20.7 1.38 -0.8 1 1 -22.8528 P3 Py STEPHEN TAPP ARCHITECT/P.E. 2330 East Madison Street SEATTLE, WA 98112 (206) 320-0534 Morts Remodel JOB SHEET NO. CALCULATED BY CHECKED BY_ SCALE STT wind load elevation S-S OF_ DATE DATE 11 /19/22 LOAD SYMBOL PRSM HEIGHT TRIB AREA vW P, 12 psf 8.8 ft 31 ft 3274# P2 12 psf 8.3 ft 48 ft 4708# P3 14 psf 8.3 ft 48 ft 5578# P4 14 psf 8.8 ft 31 ft 3819# TOTAL = 17379# 14 PZ P, STEPHEN TAPP ARCHITECT/P.E. 2330 East Madison Street SEATTLE, WA 98112 (206) 320-0534 IF Morts Remodel SHEET NO. OF - CALCULATED BY STT DATE CHECKED BY DATE SCALE 2-Story Rigid Frame - grid B nts 11 /19/22 DL LL W z3 , D PROGUCT207 r— Morts Remodel 1034 B Street Coyle, Washington Project Title: Morts Remodel/Deck 16 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west 2D Frame LIC# : KW-06011595, Build:20.22.11.2 stephen tapp architect/pe (c) ENERCALC INC 1983-2022 DESCRIPTION: Two Story Rigid Frame @ Grid 'B' Joints... Joint Joint Coordinates Joint Label X Y X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp ft ft deg F 1 0.0 0.0 Fixed Fixed 0 2 0.0 9.50 0 3 0.0 19.0 0 4 15.50 19.0 0 5 15.50 9.50 0 6 15.50 0.0 Fixed Fixed 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length I End J End h x y z (rotation) x y z (rotation) A HSS6x5x1/2 1 2 9.500 Fixed Fixed Fixed Fixed Fixed Fixed B HSS6x5x1/2 2 3 9.500 Fixed Fixed Fixed Fixed Fixed Fixed C HSS8x4x5/8 3 4 15.500 Fixed Fixed Fixed Fixed Fixed Fixed D HSS6x5x1/2 4 5 9.500 Fixed Fixed Fixed Fixed Fixed Fixed E HSS6x5x1/2 5 6 9.500 Fixed Fixed Fixed Fixed Fixed Fixed F HSS8x4x5/8 2 5 15.500 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : z ft Lu : y K : z K : y Cm Cb A 9.500 9.500 1.00 1.00 1.000 1.000 B 9.500 9.500 1.00 1.00 1.000 1.000 C 15.500 15.500 1.00 1.00 1.000 1.000 D 9.500 9.500 1.00 1.00 1.000 1.000 E 9.500 9.500 1.00 1.00 1.000 1.000 F 15.500 15.500 1.00 1.00 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1,800.00 0.035 0.000000 0.00 Wood Material Data... Wood, Not Defined, Density= 35.Opcf, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E Bend Min XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species= , Grade= Any, Class= Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group Default 1.0 in"2 0.0 in 0.0 in 1.0 in^4 1.0 in"4 HSS10x3x3/16 beam 1 Steel 4.320 inA2 10.0 in 3.0 in 49.40 in^4 7.330 in^4 HSS5x3x3/16 col 1 Steel 2.580 in^2 5.0 in 3.0 in 8.530 in^4 3.850 in"4 HSS6x5x1/2 col 2 Steel 8.810 inA2 6.0 in 5.0 in 41.10 in^4 30.80 in^4 HSS8x4x5/8 beam 2 Steel 11.70 in^2 8.0 in 4.0 in 82.0 in^4 26.60 in"4 Joint Loads.... Note: Loads labeled "Global Y" act downward (in 'W" direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 4 Global X 0.80 k 5 Global X 0.50 k Morts Remodel 1034 B Street Coyle, Washington Project Title: Morts Remodel/Deck Engineer: STT 17 Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west 2D Frame LIC# : KW-06011595, Build:20.22.11.2 stephen tapp architecUpe (c) ENERCALC INC 1983-2022 DESCRIPTION: Two Story Rigid Frame @ Grid 'B' Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Load Load Extents Load Magnitude Label Direction Start ft Dead Roof Live Live Snow Seismic Wind Earth End l: Bloom Y U.0 Start snag : U.UUU U.14U K/n 15.50 End Mag : 0.080 0.140 k/ft F Global Y 0.0 Start Mag : 0.230 0.160 k/ft 15.50 End Mag : 0.230 0.160 k/ft Stress/Strength Load Combinations ASCE 7-05 Load Combination 0.2*Sds* Load Combination Factors Lambda Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth D Only 0.9 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+W+H 1.6 1.0 1.0 1.0 +D+0.70E+H 0.9 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.750W+H 1.6 1.0 0.750 0.750 0.750 1.0 +D+0.750L+0.750S+0.750W+H 1.6 1.0 0.750 0.750 0.750 1.0 +D+0.750Lr+0.750L+0.5250E+H 1.25 1.0 0.750 0.750 0.5250 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+W+H 1.6 0.60 1.0 1.0 +0.60D+0.70E+H 0.9 0.60 0.70 1.0 Reaction Load Combinations ASCE 7-05 Load Combination Description Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth D Only 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+W+H 1.0 1.0 1.0 +D+0.70E+H 1.0 0.70 1.0 +D+0.750Lr+0.750L+0.750W+H 1.0 0.750 0.750 0.750 1.0 +D+0.750L+0.750S+0.750W+H 1.0 0.750 0.750 0.750 1.0 +D+0.750Lr+0.750L+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+W+H 0.60 1.0 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Deflection Load Combinations ASCE 7-05 Load Combination Description Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth D Only 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+W+H 1.0 1.0 1.0 +D+0.70E+H 1.0 0.70 1.0 Morts Remodel Project Title: Morts Remodel/Deck 1 8 1034 B Street Engineer: STT Coyle, Washington Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west 2D Frame DESCRIPTION: Two Story Rigid Frame @ Grid 'B' +D+0.750Lr+0.750L+0.750W+H 1.0 0.750 0.750 0.750 1.0 +D+0.750L+0.750S+0.750W+H 1.0 0.750 0.750 0.750 1.0 +D+0.750Lr+0.750L+O.5250E+H 1.0 0.750 0.750 0.5250 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+W+H 0.60 1.0 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 D Only 1.0 Lr Only 1.0 L Only 1.0 S Only 1.0 W Only 1.0 E Only 1.0 H Only 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 0.0 0.0 0.000477 Max W Only W Only +D+L 1 0.0 0.0-0.004709 Min +D+L +D+0.750L+0.750S W Only 2 0.4022 0.000574 0.000113 Max W Only W Only S Only 2 -0.000130-0.001850-0.001722 Min +D+S +D+0.750L+0.750S +D+0.750L+0.750W 3 0.5334 0.000722 0.000129 Max +D+W W Only L Only 3 .0000430-0.002490-0.000731 Min L Only +D+0.750L+0.750S +0.750L+0.750S+0.750W 4 0.5335-0.000553 0.000656 Max W Only L Only +D+S 4 -0.000178-0.003031-0.000408 Min +D+0.750L+0.750S +0.750L+0.750S+0.750W W Only 5 0.4024-0.000484 0.000952 Max +D+W S Only +D+L 5 .0000120-0.002281-0.001166 Min L Only +0.750L+0.750S+0.750W W Only 6 0.0 0.0 .0000550 Max +D+W S Only S Only 6 0.0 0.0-0.004979 Min S Only +0.750L+0.750S+0.750W +D+W Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X Y Z k k k-ft 1 0.2620 4.146 Max +D+L +D+0.750L+0.750S -0.6499 -1.287 Min W Only W Only 2 Max Min 3 Max Min 4 Max Morts Remodel Project Title: Morts Remodel/Deck 1034 B Street Engineer: STT 19 Coyle, Washington Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west 2D Frame DESCRIPTION: Two Story Rigid Frame @ Grid 'B' Min 5 Max Min 6 Max Min 0.03085 5.112 S Only +0.750L+0.750S+0.750W -0.7973 1.085 +D+W S Only Extreme Member End Forces Only Load Combinations giving maximum values are listed Member " I " End Forces Member " J " End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft A Max A Min B Max B Min C Max C Min D Max D Min E Max E Min F Max F Min +0 +0 4.146 0.5616 0.0 +D+0.750L+0.750S +0.60D+W +D+0.750L+0.750W 0.1544 -0.2620 0.0 +0.60D+W +D+L +D+W 1.705 0.1845 -0.000329 +D+S +0.60D+W +0.60D+W 0.04164 -0.6509 -3.386 +0.60D+W +D+0.750L+0.750S +D+0.750L+0.750S 0.6509 1.705 3.007 +D+0.750L+0.750S +D+S +D+S -0.1845 0.04164 -1.753 +0.60D+W +0.60D+W +0.60D+W 1.705 0.9509 4.718 +D+S +0.750L+0.750S+0.750W +0.750L+0.750S+0.750W 0.3720 0.2154 0.8069 +0.60D +0.60D +0.60D 5.112 0.7973 7.575 )L+0.750S+0.750W +D+W +D+W 1.442 0.08836 0.8394 +0.60D +0.60D +0.60D -0.1271 3.023 5.781 +0.60D +D+L +D+L -0.6282 0.1128 -5.335 )L+0.750S+0.750W +0.60D+W +0.60D+W -0.1544 0.2620 5.335 +0.60D+W +D+L +0.60D+W -4.146 -0.5616 -2.489 +D+0.750L+0.750S +0.60D+W +D+L -0.04164 0.6509 1.753 +0.60D+W +D+0.750L+0.750S +0.60D+W -1.705 -0.1845 -3.007 +D+S +0.60D+W +D+S 0.1845 1.705 -0.8069 +0.60D+W +D+S +0.60D -0.6509 0.3720 -4.718 +D+0.750L+0.750S +0.60D +0.750L+0.750S+0.750W -0.3720 -0.2154 4.316 +0.60D +0.60D +0.750L+0.750S+0.750W -1.705 -0.9509 1.240 +D+S +0.750L+0.750S+0.750W +0.60D -1.442 -0.08836 0.0 +0.60D +0.60D +D+0.750L+0.750S -5.112 -0.7973 0.0 750L+0.750S+0.750W +D+W +D+W 0.6282 3.430 -2.079 750L+0.750S+0.750W +0.750L+0.750S+0.750W +0.60D 0.1271 1.070 -10.944 +0.60D +0.60D +0.750L+0.750S+0.750W Morts Remodel 1034 B Street Coyle, Washington 2D Frame DESCRIPTION: Two Story Rigid Frame @ Grid 'B' Project Title: Morts Remodel/Deck 20 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from "I" Joint A -0.1544 k 0.0 ft 2.489 k-ft 9.50 ft 0.5616 k 0.0 ft Max +0.60D+W +D+L +0.60D+W A 4.146 k 0.0 ft 5.335 k-ft 9.50 ft 0.2620 k 0.0 ft Min +D+O. 750L+O. 750S +O.60D+W +D+L B 0.04164 k 0.0 ft 3.007 k-ft 9.50 ft 0.1845 k 0.0 ft Max +0.60D+W +D+S +0.60D+W B 1.705 k 0.0 ft 3.386 k-ft 0.0 ft 0.6509 k 0.0 ft Min +D+S +D+0.750L+0.750S +D+O. 750L+O. 750S C 0.1845 k 0.0 ft 4.718 k-ft 15.50 ft 1.705 k 0.0 ft Max +0.60D+W +D+O.750L+O.750S+O.750W +D+S C -0.6509 k 0.0 ft 3.597 k-ft 7.592 ft 1.705 k 15.50 ft Min +D+O. 750L+O. 750S +D+S +D+S D -0.3720 k 0.0 ft 4.718 k-ft 0.0 ft 0.9509 k 0.0 ft Max +0.60D +D+O. 750L+O. 750S+O. 750W +D+O. 750L+O. 750S+O. 750W D 1.705 k 0.0 ft 4.316 k-ft 9.50 ft 0.2154 k 0.0 ft Min +D+S +D+0.750L+0.750S+0.750W +0.60D E 1.442 k 0.0 ft 7.575 k-ft 0.0 ft 0.7973 k 0.0 ft Max +0.60D +D+W +D+W E 5.112 k 0.0 ft 0.01713 k-ft 9.306 ft 0.08836 k 0.0 ft Min +D+0.750L+0.750S+0.75OW +O.60D +O.60D F 0.6282 k 0.0 ft 10.944 k-ft 15.50 ft 3.023 k 0.0 ft Max +D+O. 750L+O. 750S+O. 750W +D+O.750L+O.750S+O.750W +D+L F 0.1271 k 0.0 ft 6.044 k-ft 5.694 ft 3.430 k 15.50 ft Min +0.60D +D+0.750L+0.75OW +D+O. 750L+O. 750S+O. 750W Morts Remodel 1034 B Street Coyle, Washington 2D Frame DESCRIPTION: Two Story Rigid Frame @ Grid 'B' Project Title: Morts Remodel/Deck 21 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west 0. klf 3 4 BHSS x5x112 D/HSS 61/2 41. 0, klf 2 5 A(HSS x5x112 EMSS x5x1/2 �j STEPHEN TAPP JOB m Dg;:.C,.rz 22 ARCHITECT/P.E. 2330 East Madison Street s"EET"°, o� SEATTLE, WA 98112 CALCULATED BY STT DATE (206) 320-0534 CHECKED BY DATE SCALE C fl-r� ems" IP7 PV,2'112 '�7 bL' u-1 f 0ZV., w • o7K )5;/4 D PRODUCT 207 23 Morts Remodel/Deck 1034 B Street South Edmonds, Washington DESCRIPTION: DJ-100 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Douglas Fir -Larch Wood Grade No.1 & Better Beam Bracing Beam is Fully Braced against lateral -torsional buckling Project Title: Morts Remodel/Deck Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Fb + Fb - Fc - PHI Fc - Perp Fv Ft 6x6 Span = 11.750 It 1200 psi 1200 psi 1550 psi 625 psi 180 psi 800 psi E : Modulus of Elasticity Ebend-xx 1800ksi Eminbend - xx 660 ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.070 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5601 Maximum Shear Stress Ratio = 0.135 :1 Section used for this span 6x6 Section used for this span 6x6 fb: Actual = 672.16psi fv: Actual = 24.31 psi Fb: Allowable = 1,200.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.875ft 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 0.220 in Ratio = 640' 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.283 in Ratio = 498 -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 Kanos moment values shear values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.138 0.033 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.35 149.37 1080.00 0.11 5.40 162.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.560 0.135 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.55 672.16 1200.00 0.49 24.31 180.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.361 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.25 541.46 1500.00 0.39 19.58 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.750 ft 1 0.047 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 89.62 1920.00 0.07 3.24 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2829 5.918 0.0000 0.000 24 Morts Remodel/Deck 1034 B Street South Edmonds, Washington Wood Beam DESCRIPTION: DJ-100 Vertical Reactions Project Title: Morts Remodel/Deck Engineer: STT Project ID: Project Descr remodel kitchen, living and hall areas, build new deck to the west stephen Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.529 0.529 Overall MINimum 0.411 0.411 D Only 0.118 0.118 +D+L 0.529 0.529 +D+0.750L 0.426 0.426 +0.60D 0.071 0.071 L Only 0.411 0.411 25 Morts Remodel/Deck 1034 B Street South Edmonds, Washington Wood Beam DESCRIPTION: DB-101 CODE REFERENCES Project Title: Morts Remodel/Deck Engineer: STT Project ID: Project Descr. remodel kitchen, living and hall areas, build new deck to the west Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-05 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.125x1E Span = 21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.160, L = 0.70 , Tributary Width = 1.0 ft DESIGN SUMMARY • ___ ;Maximum Bending Stress Ratio = 0.8921 Maximum Shear Stress Ratio = 0.477 :1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb: Actual = 2,055.61 psi fv: Actual = 126.47 psi Fb: Allowable = 2,304.63psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.500ft 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 0.687 in Ratio = 366' 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.844 in Ratio = 298 > 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 AreSS Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.184 0.099 0.90 0.960 1.00 1.00 1.00 1.00 1.00 8.82 382.44 2074.17 1.45 23.53 238.50 +D+L 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.892 0.477 1.00 0.960 1.00 1.00 1.00 1.00 1.00 47.41 2,055.61 2304.63 7.78 126.47 265.00 +D+0.750L 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.568 0.304 1.25 0.960 1.00 1.00 1.00 1.00 1.00 37.76 1,637.32 2880.79 6.20 100.73 331.25 +0.60D 0.960 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.062 0.033 1.60 0.960 1.00 1.00 1.00 1.00 1.00 5.29 229.46 3687.42 0.87 14.12 424.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.8443 10.577 0.0000 0.000 Morts Remodel/Deck 1034 B Street South Edmonds, Washington Wood Beam DESCRIPTION: DB-101 Vertical Reactions 26 Project Title: Morts Remodel/Deck Engineer: STT Project ID: Project Descr remodel kitchen, living and hall areas, build new deck to the west Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.030 9.030 Overall MINimum 7.350 7.350 D Only 1.680 1.680 +D+L 9,030 9.030 +D+0.750L 7.193 7.193 +0.60D 1.008 1.008 L Only 7.350 7.350 Morts Remodel/Deck Project Title: Morts Remodel/Deck 27 1034 B Street South Engineer: STT Edmonds, Washington Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Steel Beam DESCRIPTION: DB-101 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.160) L(0.70) W8x48 Span =21.0ft lied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.160, L = 0.70 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY aximum Bending Stress Ratio Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Service loads entered Load Factors will be applied for calculations. 0 388 : 1 Maximum Shear Stress Ratio = 0.133 : 1 W8x48 Section used for this span W8x48 47.408 k-ft Va : Applied 9.030 k 122.255 k-ft Vn/Omega : Allowable 68.0 k +D+L Load Combination +D+L 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 0.577 in Ratio = 436 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.708 in Ratio = 356 >=180 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 21.00 ft 1 +D+L Dsgn. L = 21.00 ft 1 +D+0.750L Dsgn. L = 21.00 ft 1 +0.60D Dsgn. L = 21.00 ft 1 Overall Maximum Deflections 0.072 0.025 8.82 0.388 0.133 47.41 0.309 0.106 37.76 0.043 0.015 5.29 8.82 204.17 122.26 1.001.00 47.41 204.17 122.26 1.00 1.00 37.76 204.17 122.26 1.00 1.00 5.29 204.17 122.26 1.001.00 1.68 102.00 68.00 9.03 102.00 68.00 7.19 102.00 68.00 1.01 102.00 68.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.7085 10.560 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.030 9.030 Overall MINimum 1.008 1.008 D Only 1.680 1.680 +D+L 9.030 9.030 +D+0.750L 7.193 7.193 +0.60D 1.008 1.008 L Only 7.350 7.350 28 Morts Remodel/Deck Project Title: Morts Remodel/Deck 1034 B Street South Engineer: STT Edmonds, Washington Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Wood Beam LIC# : KW-06011595, Build:20.22.5.16 stephen tapp architect/pe (c) ENERCALC INC 1983-2022 DESCRIPTION: DB-103 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination: ASCE 7-05 Fb - 1850 psi Ebend- xx 1800 ksi Fe - Prll 1650 psi Eminbend - xx 950 ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.091 L(0.381 5.125x16.5 Span = 21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.090, L = 0.380 , Tributary Width = 1.0 ft DESIGN SUMMARY • ;Maximum Bending Stress Ratio = 0.5751 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 5.12506.5 Section used for this span 5.125x16.5 fb: Actual = 1,336.96psi fv: Actual = 76.68 psi Fb: Allowable = 2,324.78psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.500ft 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 0.484 in Ratio = 520 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.599 in Ratio = 420 -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 btress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.0E Length = 21.0 ft 1 0.122 0.062 0.90 0.969 1.00 1.00 1.00 1.00 1.00 4.96 256.01 2092.30 0.83 14.68 238.5C +D+L 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 21.0 ft 1 0.575 0.289 1.00 0.969 1.00 1.00 1.00 1.00 1.00 25.91 1,336.96 2324.78 4.32 76.68 265.00 +D+0.750L 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0c Length = 21.0 ft 1 0.367 0.185 1.25 0.969 1.00 1.00 1.00 1.00 1.00 20.67 1,066.72 2905.97 3.45 61.18 331.25 +0.60D 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0E Length = 21.0 ft 1 0.041 0.021 1.60 0.969 1.00 1.00 1.00 1.00 1.00 2.98 153.61 3719.64 0.50 8.81 424.0E Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.5990 10.577 0.0000 0.000 29 Morts Remodel/Deck 1034 B Street South Edmonds, Washington Wood Beam DESCRIPTION: DB-103 Vertical Reactions Project Title: Morts Remodel/Deck Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.935 4.935 Overall MINimum 3.990 3.990 D Only 0.945 0.945 +D+L 4.935 4.935 +D+0.750L 3.938 3.938 +0.60D 0.567 0.567 L Only 3.990 3.990 STEPHEN TAPP ARCHITECT/P.E. 2330 East Madison Street SEATTLE, WA 98112 (206) 320-0534 f. 30 JOB Of. SHEET NO, CALCULATED BY STT CHECKED BY SCALE OF DATE DATE ' D(0Kf , I )r- -�--- Lf sr •9�tj- 4-7 3 Puf PRODUCT207 Monts Remodel Project Title: 1034 B Street Engineer: Coyle, Washington Project ID: Project Descr: fty 0 01 _=�� DESCRIPTION: RB-101 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species Douglas Fir -Larch (North) Wood Grade No. 1/No. 2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Morts Remodel/Deck STT 31 remodel kitchen, living and hall areas, build new deck to the west Fb + 850.0 psi E : Modulus of Elasticity Fb - 850.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,400.0 psi Eminbend - xx 580.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf 0 4x8 Span = 9.0 ft Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.060, S = 0.10 , Tributary Width = 1.0 f DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4991 Section used for this span 4x8 fb: Actual = 634.02psi F'b = 1,270.75psi Load Combination +D+S Location of maximum on span = 4.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.134 in Ratio = Max Upward Total Deflection 0 in Ratio = Service loads entered. Load Factors will be applied for calculations. .• . Maximum Shear Stress Ratio = 0.179 : 1 Section used for this span 4x8 fv: Actual = 36.97 psi F'v = 207.00 psi Load Combination +D+S Location of maximum on span = 8.409 ft Span # where maximum occurs = Span # 1 1293 > 360 Span: 1 : S Only 0 <360 n/a 808 > 180 Span: 1 : +D+S 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen 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 = 9.0 ft 1 0.239 0.086 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.61 237.8 994.5 0.23 13.9 162.0 +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 = 9.0 ft 1 0.499 0.179 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.62 634.0 1,270.8 0.63 37.0 207.0 +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 = 9.0 ft 1 0.421 0.151 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.37 535.0 1,270.8 0.53 31.2 207.0 +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 = 9.0 ft 1 0.081 0.029 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.36 142.7 1,768.0 0.14 8.3 288.0 Morts Remodel 1034 B Street Coyle, Washington Project Title: Morts Remodel/Deck 32 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Wood Beam LIC# : KW-06011595, Build:20.22.11.2 stephen tapp architecUpe (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-101 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1336 4.533 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 0.720 0.720 Max Upward from Load Combinations 0.720 0.720 Max Upward from Load Cases 0.450 0.450 D Only 0.270 0.270 +D+S 0.720 0.720 +D+0.750S 0.608 0.608 +0.60D 0.162 0.162 S Only 0.450 0.450 Monts Remodel Project Title: 1034 B Street Engineer: Edmonds, Washington Project ID: Project Descr: fty 0 01 _=�� DESCRIPTION: HDR-100 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Wood Species iLevel Truss Joist Wood Grade Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 Morts Remodel/Deck STT 33 remodel kitchen, living and hall areas, build new deck to the west Fb + 2900 psi E : Modulus of Elasticity Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ksi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Density 45.07pcf 3.5x14.0 Span = 21.0 ft Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.120, S = 0.20 , Tributary Width = 1.0 fi DESIGN SUMMARY Maximum Bending Stress Ratio = 0.565: 1 Section used for this span 3.5x14.0 fb: Actual = 1,851.43psi F'b = 3,278.42psi Load Combination +D+S Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.550 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.880 in Ratio = Max Upward Total Deflection 0 in Ratio = Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 3.5x14.0 fv: Actual = 91.60 psi F'v = 333.50 psi Load Combination +D+S Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 458 > 360 Span: 1 : S Only 0 <360 n/a 286 > 180 Span: 1 : +D+S 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen 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 = 21.0 ft 1 0.271 0.132 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 6.62 694.3 2,565.7 1.12 34.3 261.0 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.565 0.275 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 17.64 1,851.4 3,278.4 2.99 91.6 333.5 +D+0.750S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.476 0.232 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 14.88 1,562.1 3,278.4 2.52 77.3 333.5 +0.60D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.091 0.044 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.97 416.6 4,561.3 0.67 20.6 464.0 Monts Remodel 1034 B Street Edmonds, Washington Project Title: Morts Remodel/Deck 34 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Wood Beam LIC# : KW-06011595, Build:20.22.11.2 stephen tapp architect/pe (c) ENERCALC INC 1983-2022 DESCRIPTION: HDR-100 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.8799 10.577 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 3.360 3.360 Max Upward from Load Combinations 3.360 3.360 Max Upward from Load Cases 2.100 2.100 D Only 1.260 1.260 +D+S 3.360 3.360 +D+0.750S 2.835 2.835 +0.60D 0.756 0.756 S Only 2.100 2.100 Monts Remodel Project Title: 1034 B Street Engineer: Coyle, Washington Project ID: Project Descr: fty 0 01 _=�� DESCRIPTION: DB-100 CODE REFERENCES Morts Remodel/Deck STT remodel kitchen, living and hall areas, build new deck to the west Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-05 Fb - 1,850.0 psi Ebend- xx 1,800.0ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2.5x 18 Span =21.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0450, L = 0.20 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.500 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 2.5x18 Section used for this span 2.5x18 fb: Actual = 1,200.50psi fv: Actual = 73.86 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.500ft 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 0.403 in Ratio = 626 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.493 in Ratio = 511 > 180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max zjtress M Katios V CD CM Ct CLx Cy Cfu C i C r Moment M values fb F'b 5near V values fv F'v D Only 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.102 0.057 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.48 220.5 2,160.0 0.41 13.6 238.5 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.500 0.279 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.51 1,200.5 2,400.0 2.22 73.9 265.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.319 0.177 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.75 955.5 3,000.0 1.76 58.8 331.3 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 21.0 ft 1 0.034 0.019 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.49 132.3 3,840.0 0.24 8.1 424.0 35 Morts Remodel 1034 B Street Coyle, Washington Project Title: Morts Remodel/Deck 36 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Wood Beam LIC# : KW-06011595, Build:20.22.11.2 stephen tapp architecUpe (c) ENERCALC INC 1983-2022 DESCRIPTION: DB-100 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4931 10.577 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 2.573 2.573 Max Upward from Load Combinations 2.573 2.573 Max Upward from Load Cases 2.100 2.100 D Only 0.473 0.473 +D+L 2.573 2.573 +D+0.750L 2.048 2.048 +0.60D 0.284 0.284 L Only 2.100 2.100 Monts Remodel/Deck Project Title: Morts Remodel/Deck 1034 B Street South Engineer: STT 37 Edmonds, Washington Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west fty 0 01 _=�� DESCRIPTION: DB-103 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-05 Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling .38 5.1250 6.5 Span =21.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.090, L = 0.380 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.575: 1 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb: Actual = 1,336.96psi fv: Actual = 76.68 psi Fb: Allowable = 2,324.78psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.500ft 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 0.484 in Ratio = 520 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.599 in Ratio = 420 > 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 a ios omen Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only Length = 21.0 ft 1 0.122 0.062 0.90 0.969 +D+L 0.969 Length = 21.0 ft 1 0.575 0.289 1.00 0.969 +D+0.750L 0.969 Length = 21.0 ft 1 0.367 0.185 1.25 0.969 +0.60D 0.969 Length = 21.0 ft 1 0.041 0.021 1.60 0.969 Overall Maximum Deflections 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.96 256.01 2092.30 0.83 14.68 238.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 25.91 1,336.96 2324.78 4.32 76.68 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20.67 1,066.72 2905.97 3.45 61.18 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.98 153.61 3719.64 0.50 8.81 424.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.5990 10.577 0.0000 0.000 Monts Remodel/Deck 1034 B Street South Edmonds, Washington fty 0 01-=�� DESCRIPTION: DB-103 Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Morts Remodel/Deck STT remodel kitchen, living and hall areas, build new deck to the west Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.935 4.935 Overall MINimum 3.990 3.990 D Only 0.945 0.945 +D+L 4.935 4.935 +D+0.750L 3.938 3.938 +0.60D 0.567 0.567 L Only 3.990 3.990 38 Morts Remodel 1034 B Street Coyle, Washington fty 0 01 _=�� DESCRIPTION: RB-102 CODE REFERENCES Project Title: Morts Remodel/Deck Engineer: STT 39 Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-05 Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.125x9 Span = 15.0 ft pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.060, S = 0.1350 , Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.565: 1 Maximum Shear Stress Ratio = 0.232 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fb: Actual = 1,560.00psi fv: Actual = 70.60 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.500ft Location of maximum on span = 14.288ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.453 in Ratio = 397 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.654 in Ratio = 275 > 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 a ios omen Values Shear Values Segment Length Span # M V CD CM Ct CLx Cy Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.222 0.091 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.69 480.0 2,160.0 0.41 21.7 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.565 0.232 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.48 1,560.0 2,760.0 1.32 70.6 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.467 0.192 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.54 1,290.0 2,760.0 1.09 58.4 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.075 0.031 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.01 288.0 3,840.0 0.24 13.0 424.0 Morts Remodel 1034 B Street Coyle, Washington Wood Beam LIC# : KW-06011595, Build:20.22.11.2 DESCRIPTION: RB-102 Overall Maximum Deflections Project Title: Morts Remodel/Deck 40 Engineer: STT Project ID: Project Descr: remodel kitchen, living and hall areas, build new deck to the west Load Combination Span Max. '=" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.6538 7.555 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 1.463 1.463 Max Upward from Load Combinations 1.463 1.463 Max Upward from Load Cases 1.013 1.013 D Only 0.450 0.450 +D+S 1.463 1.463 +D+0.750S 1.209 1.209 +0.60D 0.270 0.270 S Only 1.013 1.013