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REVIEWED-RESUB1 BLD2022-0866+Structural_Calculations+9.26.2022_12.10.04_AM+3127663WILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 CS2018 Ver 2021.03.22 RESUB Sep 26 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ............................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT bId2022-0866 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 980 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ W 8j HAJ Wilson & HAJ Consultant Engineers, LLC STRUCTURAL CALCULATIONS FOR WOLLA RESIDENCE REMODEL C SHEET NO. DATE 1/19/22 DATE ;ON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 9802 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/22 CHECKED BY HAJ DATE www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 1.0 hr Floor = 1.0 hr Building Geometry: Roof angle (0) 3.00 / 12 14.0 deg Building length 33.0 ft Least width 25.0 ft Mean Roof Ht (h) 13.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (1.5 times live load) 60 psf SON & HAJ CONSULTANT ENGINEERS, LLC JOB TITLE WOLLA RESIDENCE REMODEL 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Wind Loads: Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh case 1 Kh case 2 Type of roof ASCE 7- 16 110 mph 85.2 mph 11 C Enclosed Building +/-0.18 0.85 0.849 0.849 Gable 23508 94TH. AVE. WEST EDMONDS 98 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ SHEET NO. DATE 1/19/22 DATE SON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ Wind Loads - MWFRS h:56W (Low-rise Buildings) except for open buildings Kz = Kh (case 1) = 0.85 Base pressure (qh) = 22.4 psf GCpi = +/-0.18 Wind Pressure Coefficients SHEET NO. DATE 1/19122 DATE Edge Strip (a) = 3.0 ft End Zone (2a) = 6.0 ft Zone 2 length = 12.5 ft CASE A CASE B B=14deg Surface GC f w/-GC i w/+GC i GC f w/-GC i w/+GC i 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.7 6.7 -6.0 -14.1 2 -11.4 -19.4 -11.4 -19.4 3 -5.7 -13.8 -4.2 -12.3 4 -4.3 -12.4 -6.0 -14.1 5 13.0 4.9 6 -2.5 -10.5 1 E 20.2 12.2 -6.7 -14.8 2E -19.9 -27.9 -19.9 -27.9 3E -10.0 -18.0 -7.8 -15.9 4E -8.4 -16.5 -6.7 -14.8 5E 17.7 9.6 6E -5.6 -13.6 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS SImDle Diaphragm Pressures (Dsf Transverse direction (normal to L) Interior Zone: Wall 19.1 psf Roof -5.7 psf End Zone: Wall 28.6 psf Roof -9.9 psf " Longitudinal direction (parallel to L) Interior Zone: Wall 15.4 psf End Zone: Wall 23.2 psf *" NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 15.6 psf (upward) add to windward roof pressure WINDWARD OVERHANG WINDWARDROOF LEEWARD ROOF ! l l 1 L! L I I l S VERTICAL � z B!2 or ZONE 2 TRANSVERSE ELEVATION WINDWARD ROOF ! LEEWARD ROOF !! 1 1 1 1 1 1 VERTICAL z LI2 or ZONE 2 � a z LONGITUDINAL ELEVATION SON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/22 CHECKED By HAJ DATE Wind Loads - h:560' Longitudinal Direction MWFRS On Open or Partial Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) = 22.4 psf GCpf = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (6) = 14.0 deg ASCE 7-16 procedure B= 25.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 14.6 ft Roof eave height = 11.4 ft Total end wall area if soild (Ae) = 325.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward-(GCpf)leeward] KB Ks Solidarity ratio (0) = 4.615 n= 5 KB = 1.55 KS = 20.356 Zones 5 & 6 area = 288 sf 5E & 6E area = 37 sf (GCpf) windward - (GCpf) leeward] = 0.729 p = 514.4 psf Total force to be resisted by MWFRS (F) = 167.2 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. SON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 ZONE 2: lessor of If 2 is negative CASE A �'iNDDMECTION RANGE JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/22 CHECKED By HAJ DATE CASE B RYZND DIRECTTON RANCH. NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones 4 3 E\ 5 ZONE 2: lessor of { 0.5Bor2.5L •' If 2 isnegati, R4 M EF.CIIOIN Transverse Direction LL ou�itudinal Direction Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones JOB TITLE WOLLA RESIDENCE REMODEL JILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Wind Loads - Components & Claddina : h <_ 60' Kh (case 2) = 0.85 In = 13.0 ft Base pressure (qh) = 22.4 psf a = 3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (8) = 14.0 deg qi = qh = 22.4 psf Type of roof = Gable Roof Area Negative Zone 1 & 2E Negative Zone 2n, 2r &3e Negative Zone 31 Positive All Zone=. Overhang Zone 1 & 2e Overhang Zone 2n & 21 Overhang Zone 3e Overhang Zone 31 Parapet qp = 0.0 psf C 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/22 CHECKED BY HAJ DATE Ultimate Wind Pressures Surface Pressure (psf) 2 sf 10 sf 20 sf 50 sf 75 sf 100 sf 200 sf 250 sf -48.7 -48.7 -48.7 -29.6 -21.2 -16.0 -16.0 -16.0 -71.1 -71.1 -61.4 -48.7 -43.1 -39.1 -29.5 -26.4 -84.5 -84.5 -72.4 -56.4 -49.3 -44.3 -44.3 -44.3 19.7 16 16 16 16.0 16.0 16.0 16.0 -55.9 -55.9 -55.9 -43.2 -37.5 -33.5 -33.5 -33.5 -78.2 -78.2 -71 -61.5 -57.2 -54.2 -47.0 -44.7 -91.6 -91.6 -79.1 -62.6 -55.3 -50.1 -37.6 -33.5 -105 -105 -88.9 -67.6 -58.1 -51.4 -51.4 -51.4 uvernang pressures in me raDie aoove assume an inrernai pressure coerricienr tucpi/ or U.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf) Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf 250 sf 500 sf Solid Parapet Pressure ASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3r: 0.0 0.0 0.0 0.0 0.0 0.0 ASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 Userinput 25 sf 50 sf -44.1 -29.6 -58.4 -48.7 -68.5 -56.4 16.0 16.0 -52.8 -43.2 -68.7 -61.5 -75.1 -62.6 -83.7 -67.6 Userinput 50 sf 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at In Userinput Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 28.6 24.7 23.5 21.9 -28.6 -23.5 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -35.3 -27.4 -25.0 -21.9 -35.3 25.0 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 26.4 22.4 21.2 19.7 26.4 21.2 JOB TITLE WOLLA RESIDENCE REMODEL 1ILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Roofs w/ 0 <_ 10* and all walls h>60' a � I — I I I �I I I —I I I I � I f I � ( I I F---( -- Monoslope roofs 10°<0<_30' h 5 60' & alt design h<90' 1 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/0 CHECKED BY HAJ DATE Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier a I I I 18 I ( IZi 1 r- I i I I I I I L Walls h <_ 60' Gable, Sawtooth and & alt design h<90' Multispan Gable 0 <_ 7 degrees & Monoslope <_ 3 degrees h 5 60' & alt design h<90' T— —7 2 1 2 w 2 I D 2 I 2)( I 2 t I I I I I J � I 2 2 3} 2 3 3 2 Multispan Gable & Hip 70 < 0 < 270 Gable 7° < 0 <_ 45' Stepped roofs 0 <_ 3° h <_ 60' & alt design h<90' Monoslope roofs 3°<0<10' h 5 60' & alt design h<90' A B C D Sawtooth 10* < 0 < 45° h <_ 60' & alt design h<90' JOB TITLE WOLLA RESIDENCE REMODEL JILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Roofs w/ 0 <_ 10' and all walls h>60' Monoslope roofs 10°<0<_30° h <_ 60' & alt design h<90' a 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/0 CHECKED BY HAJ DATE Location of C&C Wind Pressure Zones - ASCE 7-16 Walls h <_ 60' & alt design h<90' Multispan Gable & Gable 7° < 0 <_ 45° Stepped roofs 0 <_ 3° h <_ 60' & alt design h<90' r, 0. h 0. h a I I I I I L - - - - - - i Gable, Sawtooth and Multispan Gable 0 <_ 7 degrees & Monoslope <_ 3 degrees h <_ 60' & alt design h<90' a Hip 7° < 0 < 27' a 2a 2a 01 I I irfl D I --J I I I I Q Monoslope roofs 3°<0<_10' h <_ 60' & alt design h<90' Sawtooth 10' < 0 <_ 45' h <_ 60' & alt design h<90' WILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Snow Loads: ASCE 7- 16 Roof slope = 14.0 deg Horiz. eave to ridge dist (W) = 12.5 ft Roof length parallel to ridge (L) = 33.0 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 30.1 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.2 Pf = 0.7*Ce*Ct*I*Pg = 30.3 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 30.3 psf Rain on Snow Surcharge Angle 0.25 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 30.3 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 30.3 psf JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED By HAJ CHECKED By HAJ SHEET NO. DATE 1/19/22 DATE Nominal Snow Forces Near ground level surface balanced snow load = 30.1 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. ILSON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 Seismic Loads: IBC 2018 Risk Category : 11 Importance Factor (1) : 1.00 Site Class : D - code default JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. SHEET NO. CALCULATED BY HAJ DATE 1/19/22 CHECKED BY HAJ DATE Strength Level Forces Ss (0.2 sec) = 127.90 %g S1 (1.0 sec) = 44.90 %g A site specific ground motion analysis is required for seismically isolated structures or with damping systems, see ASCE7 11.4.8 Fa = 1.200 Sms = 1.535 SDs = 1.023 Design Category = D Fv = 1.851 Sm1 = 0.831 Sol = 0.554 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 13.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (0o) = 2.5 Deflection Amplification Factor (Cd) = 4 SDs = 1.000 (Sds modified for Cs & Ev calculation since Sol = 0.554 meets ASCE 7 section 12.8.1.3) Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = Qe +/- 0.200D Special Seismic Load Effect (Em) = Emh +/- Ev = 00 QE +/- 0.2SDs D = 2.5Qe +/- 0.205D PERMITTED ANALYTICAL PROCEDURES QE = horizontal seismic force D = dead load Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Permitted Building period coef. (CT) = 0.020 Cu = 1.40 Approx fundamental period (Ta) = CThn" = 0.137 sec x= 0.75 Tmax = CuTa = 0.192 User calculated fundamental period (T) = sec Use T = 0.137 Long Period Transition Period (TL) = ASCE7 map = 6 Seismic response coef. (Cs) = Sdsl/R = 0.154 ASCE7 11.4.8 exception 2 equations used but not less than Cs = 0.044Sdsl = 0.044 USE Cs = 0.154 Design Base Shear V = 0.154W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Da = 0.020hsx where hsx is the story height below level x SON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ Roof Design Loads SHEET NO. DATE 1/19/22 DATE Items Description Multiple I psf (max) psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood Trusses @ 24" 3.0 2.5 Insulation R-40 Fiberglass insul. x 1.0 1.3 1.2 Ceiling Suspended acoustical tile 1.8 1.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 0.0 0.0 Actual Dead Load 0 13.4 0 8.2 Use this DL instead • 15.0 O 15.0 Live Load 20.0 0.0 Snow Load 30.3 0.0 Ultimate Wind zone 2 - 100sf 16.0 -39.1 ASD Loading D + S 45.3 - D + 0.75(0.6*W + S) 45.0 - 0.6*D + 0.6*W - -14.5 LRFD Loading 1.2D + 1.6 S + 0.5W 74.5 - 1.2D + 1.OW + 0.5S 49.2 - 0.9D + 1.0W SON & HAJ CONSULTANT ENGINEERS, LLC JOB TITLE WOLLA RESIDENCE REMODEL 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ Floor Design Loads SHEET NO. DATE DATE 1 / 19/22 Items Description Multiple psf (max) psf (min) Flooring Carpet & pad 1.0 1.0 Decking 1/2" plywood/OSB x 1.0 1.8 1.5 Framing Wood 2x @24" 2.5 1.5 Insulation R-30 Fiberglass insul. 0.9 0.9 None 0.0 0.0 Ceiling Suspended acoustical tile 1.8 1.0 Sprinklers Sprinklers 2.0 0.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load 12.5 0 5.9 Use this DL instead 15.0 O 15.0 15.0 0.0 Partitions Live Load 40.0 ............................................. 0.0 Total Live Load 55.0 0.0 70.0 15.0 Total Load SON & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ Wall Design Load #1 SHEET NO. DATE 1/19/22 DATE Items Description Multiple psf (max) psf (min) Sheathing 7/16" plywood/OSB 1.6 1.4 Sheathing 5/8" gypsum 2.8 2.5 Framing 2x6 wood stud @ 16" 2.0 1.1 0.0 0.0 Wall Covering 1" Wood Paneling x 0.38 0.9 0.9 Insulation R-11 Fiberglass insul. 0.4 0.4 Mech & Elec Mech. & Elec. 1.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load O 9.2 Use this DL instead I O 15.0 N & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 CODE SUMMARY JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ Code: International Building Code 2018 Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (1.5 times live load) 60 psf Dead Loads: Floor 15.0 psf Roof 15.0 psf Wind Design Data: Ultimate Design Wind Speed 110 mph Nominal Design Wind Speed 85.21 mph Risk Category II Mean Roof Ht (h) 13.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/-0.18 Directionality (Kd) 0.85 Roof Snow Loads. Design Uniform Roof Snow load = 30.3 psf Flat Roof Snow Load Pf = 30.3 psf Balanced Snow Load Ps = 30.3 psf Ground Snow Load Pg = 30.1 psf Importance Factor I = 1.00 Snow Exposure Factor Ce = 1.20 Thermal Factor Ct = 1.20 Sloped -roof Factor Cs = 1.00 Drift Surcharge load Pd = Width of Snow Drift w = Earthauake Desian Data: Risk Category SHEET NO. DATE 1 /19/22 DATE www.struware.com Importance Factor I = 1.00 Mapped spectral response accelerat Ss = 127.90 S1 = 44.90 Site Class = ;ode default Spectral Response Coef. Sds = 1.000 Sd1 = 0.554 Seismic Design Category = D Basic Structural System = Bearing Wall Systems Seismic Resisting System = Light frame (wood) walls with structural wood shear panels Design Base Shear V = 0.154W Seismic Response Coef. Cs = 0.154 Response Modification Factor R = 6.5 Analysis Procedure = Equivalent Lateral -Force Analysis N & HAJ CONSULTANT ENGINEERS, LLC 909 S. 336TH. ST. #104 FEDERAL WAY, WA 206 979 3819 JOB TITLE WOLLA RESIDENCE REMODEL 23508 94TH. AVE. WEST EDMONDS 98020 JOB NO. CALCULATED BY HAJ CHECKED BY HAJ CODE SUMMARY- continued Component and cladding ultimate wind pressures Roof Area Negative Zone 1 & 2e Negative Zone 2n, 2r &3e Negative Zone 3r Positive All Zones Overhang Zone 1 & 2e Overhang Zone 2n & 2r Overhang Zone 3e Overhang Zone 3r SHEET NO. DATE 1 /1 9/22 DATE www.struware.com Surface Pressure (psf) 2 sf 10 sf 20 sf 50 sf 75 sf 100 sf 200 sf 250 sf -48.7 -48.7 -48.7 -29.6 -21.2 -16.0 -16.0 -16.0 -71.1 -71.1 -61.4 -48.7 -43.1 -39.1 -29.5 -26.4 -84.5 -84.5 -72.4 -56.4 -49.3 -44.3 -44.3 -44.3 19.7 16.0 16.0 16.0 16.0 16.0 16.0 16.0 -55.9 -55.9 -55.9 -43.2 -37.5 -33.5 -33.5 -33.5 -78.2 -78.2 -71.0 -61.5 -57.2 -54.2 -47.0 -44.7 -91.6 -91.6 -79.1 -62.6 -55.3 -50.1 -37.6 -33.5 -105.0 -105.0 -88.9 -67.6 -58.1 -51.4 -51.4 -51.4 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf) Parapet Area CASE A: Zone 2e Zone 2n, 2r & 3e Zone 3r: CASE B : Interior zone Corner zone Solid Parapet Pressure (psf) 10 sf 20 sf 50 sf 100 sf 250 sf 500 sf 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wall Surface Pressure (psf) Area 10 sf 1 100 sf 1 200 sf 1 500 sf Negative Zone 4 -28.6 -24.7 -23.5 -21.9 Negative Zone 5 -35.3 -27.4 -25.0 -21.9 Positive Zone 4 & 5 26.4 22.4 21.2 19.7 Project Title: Engineer: Project ID: Project Descr: ASCE 7-16 Seismic Base Shear Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Specific Description: Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1 I, III, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping Ss = 1.279 g, 0.2 sec response S 1 = 0.4490 g, 1.0 sec response For the closest datapoint grid location ... Latitude = 47.810 deg North Longitude = 122.370 deg West Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (By Default per 11.4.3) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table val Fv = 1.85 Maximum Considered Earthquake Accelerat SMs = FaSs = 1.535 ASCE 7-16 Eq. 11.4-1 SM1 = Fv * S1 = 0.831 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration SIDS- SMS * 2/3 = 1.023 ASCE 7-16 Eq. 11.4-3 S D1 = SIV II * 2/3 = 0.554 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ISCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " I = 6.50 Building height Limits : System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd ' = 4.00 Category "C" Limit: "D" No Limit Category Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footn< Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period CalculEAII Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 13.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn A x) = 0.137 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec Building Period " Ta " Calculated from Approximate Method sel(= 0.137 " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 SIDS: Short Period Design Spectral Response = 1.023 From Eq. 12.8-2, Preliminary Cs = 0.157 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 0.623 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.045 Cs : Seismic Response Coefficient = = 0.1574 Project Title: Engineer: Project ID: Project Descr: ASCE 7-16 Seismic Base Shear Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1574 from 12.8.1.1 W ( see Sum Wi below) = 7.00 k Seismic Base Shear V = Cs' W = 1.10 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi ` Hi^k) Cvx Fx=Cvx' V Sum Story Shear Sum Story Moment 1 7.00 8.00 56.00 1.0000 1.10 1.10 0.00 Sum Wi = 7.00 k Sum Wi' Hi = 56.00 k-ft Total Base Shear = 1.10 k Base Moment = 8.8 k-ft Diaphragm Forces : Seismic Design Category "B" to 7" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 7.00 1.10 1.10 7.00 1.10 1.43 2.86 1.43 1.43 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 * S DS I * Wpx MAX Req'd Force @ Level .. 0.40 * S DS * I * Wpx Fpx : Design Force @ Level . WpxSUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Project Title: Engineer: Project ID: Project Descr: Wood Bean? Project File: DEBI WOLLA ENECALC.ec6 DESCRIPTION: J28 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase .019995 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.0550 ksf, Tributary Width = 1.333 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.511: 1 Maximum Shear Stress Ratio = 0.270 : 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 599.14psi fv: Actual = 40.51 psi Fb: Allowable = 1,173.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.750ft Location of maximum on span = 6.898 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio = 1061 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.108 in Ratio = 834 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values bnear Values Segment Length Span# M V Cd CF/V Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.122 0.064 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.14 128.39 1055.70 0.06 8.68 135.00 +D+L 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.511 0.270 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.66 599.14 1173.00 0.29 40.51 150.00 +D+0.750L 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.328 0.174 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.53 481.45 1466.25 0.24 32.56 187.50 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.041 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 77.03 1876.80 0.04 5.21 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1079 3.777 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: J28 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0231 in 3.777 ft 0.0000 in 0.000 ft +D+L 1 0.1079 in 3.777 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0867 in 3.777 ft 0.0000 in 0.000 ft +0.60D 1 0.0139 in 3.777 ft 0.0000 in 0.000 ft L Only 1 0.0848 in 3.777 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.350 0.350 Overall MINimum 0.275 0.275 D Only 0.075 0.075 +D+L 0.350 0.350 +D+0.750L 0.281 0.281 +0.60D 0.045 0.045 L Only 0.275 0.275 Project Title: Engineer: Project ID: Project Descr: Wall Footing Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HIM Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: CONCRETE WALL FOOTING; FOR GARAGE TIBUTARY WIDTH=24FT/2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (P Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface 1.50 ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.597 ksf Dimensions Reinforcing Footing Width = 1.333 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 9.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in a' Z --X 4 bars @ 9 in oc a^ X-X Section Looking to +Z Applied Loads P : Column Load = OB : Overburden = V-x = M-zz = Vx applied = D Lr L S W E H 0.5110 0.240 in above top of footing 0.360 0.1920 k ksf k k-ft Project Title: Engineer: Project ID: Project Descr: Wall Footing Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: CONCRETE WALL FOOTING; FOR GARAGE TIBUTARY WIDTH=24FT/2 DESIGN SUMMARY - . • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.4698 Soil Bearing 0.7501 ksf 1.597 ksf +D+S PASS 0.01066 Z Flexure (+X) 0.05995 k-ft 5.624 k-ft +1.20D+1.60S+0.50W PASS 0.004264 Z Flexure (-X) 0.02398 k-ft 5.624 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 1.597 ksf 0.0 in 0.480 ksf 0.480 ksf 0.301 +D+Lr 1.597 ksf 0.0 in 0.6601 ksf 0.6601 ksf 0.413 +D+S 1.597 ksf 0.0 in 0.7501 ksf 0.7501 ksf 0.470 +D+0.750Lr 1.597 ksf 0.0 in 0.6150 ksf 0.6150 ksf 0.385 +D+0.750S 1.597 ksf 0.0 in 0.6826 ksf 0.6826 ksf 0.428 +D+0.60W 1.597 ksf 0.0 in 0.5664 ksf 0.5664 ksf 0.355 +D+0.750Lr+0.45OW 1.597 ksf 0.0 in 0.6799 ksf 0.6799 ksf 0.426 +D+0.750S+0.450W 1.597 ksf 0.0 in 0.7474 ksf 0.7474 ksf 0.468 , +0.60D+0.60W 1.597 ksf 0.0 in 0.3744 ksf 0.3744 ksf 0.235 , +0.60D 1.597 ksf 0.0 in 0.2880 ksf 0.2880 ksf 0.180 Overturning Stability Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi"Mn k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Status +1.40D 0.0373 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.40D 0.0373 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.50Lr 0.03697 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.50Lr 0.03697 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.50S 0.03946 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+0.50S 0.03946 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+1.60Lr 0.04796 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+1.60Lr 0.04796 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+1.60Lr+0.50W 0.05195 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+1.60Lr+0.50W 0.05195 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+1.60S 0.05595 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+1.60S 0.05595 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+1.60S+0.50W 0.05995 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+1.60S+0.50W 0.05995 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.50Lr+W 0.04496 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.50Lr+W 0.04496 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+0.50S+W 0.04746 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +1.20D+0.50S+W 0.04746 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +0.90D+W 0.03197 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK , +0.90D+W 0.03197 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.20S 0.03497 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +1.20D+0.20S 0.03497 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK Project Title: Engineer: Project ID: Project Descr: Wall Footing Project File: DEBI WOLLA ENECALC.ec6 LIC# : KW-06014809, Build:20.22.5.16 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022 DESCRIPTION: CONCRETE WALL FOOTING; FOR GARAGE TIBUTARY WIDTH=24FT/2 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? in^2 in"2 in"2 k-ft Status +0.90D 0.02398 -X Bottom 0.1728 Min Temp % 0.2667 5.624 OK +0.90D 0.02398 +X Bottom 0.1728 Min Temp % 0.2667 5.624 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50S 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.50W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60S 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60S+0.50W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50S+W 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+W 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.20S 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D 0 psi 0 psi 0 psi 75 psi 0 OK