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Specifications s7--0),0[4-/ Uvlc, 5 Michael K. Brown, S.E. RECEIVED 5346 E. Branchwood Dr., Boise, ID 83716 SEP 3 0 2014 208-850-7542 Mikebrown.se@gmail.com CITY OFTIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, SPRUCE VILLAGE PORTLAND, OR ENGR. JOB # FH14-07 r1F LC.' ORE �e ,'Gy'_Y EXPIRATION DATE. 12—31 -15 Prepared for: Fowler Home Designs and Westland Homes Plan No.: 3121 Date: 09-04-14 The following calculations are for lateral wind and seismic engineering of building addition only. Gravity loading and the design of foundations and existing building are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown,S.E.shall have no liability(expressed, or implied),with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage 1 Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se @gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Code Basis of Design: Latest Adopted Version of O.R.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.R.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ult wind speed, Exposure B, 14:12 Pitch average roof Side to Side and 5:12 average Front to Back. Per ASCE 7 Figure 28.66-1: Front to Back: Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 20 feet Therefore, use a = 3 feet Side to Side Zone A: 25.7 PSF Zone B: 17.6 Zone C: 20.4 Zone D: 14 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: = 22.3 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 8 feet Total Wind Force at Upper Level = 1782 #, or 89 PLF Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mi kebrown.se @gmai l.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Side to Side: Horizontal Dimension = 40 Feet Average force on projected wall = 20.9 PSF Average force on projected roof = 14.36 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 5646 #, or 141 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 22.3 PSF Projected Length = 20 Feet Total Wind force at Main Level = 4233 #, or 212 PLF Total Wind force Upper and Main = 6016 # Side to Side: Averag force on projected wall = 20.9 PSF Projected Length = 60 Feet Total Wind force at Main Level = 11930 #, or 199 PLF Total overall side to side wind force = 17577 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 Sips= .83, R = 6.5, W = weight of structure V = [1.2 Sps/(R )] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load : 12 psf Seismic Front to Back: Tributary Roof Length = 40 Feet Tributary Floor Length = 60 Feet Equiv. Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Wupper = 118.272 plf > 89 plf, therefore seismic gov. Wfloor = 165.858 plf < 212 plf, therefore wind gov. Total Seismic Load = 5682.6 Pounds < 6016 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 20 Feet Tributary Floor Length = 20 Feet Equiv. Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 70.224 plf < 141 plf, therefore wind gov. Wfloor = 77.616 plf < 199 plf, therefore wind gov. Total Seismic Force = 7465.92 Pounds, < 17577 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Bonus Level Wall Lines: Line A: P = 118 * 10 ft = 1183 # Total Shear Wall Length = 36 Feet V=P/L = 33 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 36 Feet Trib Floor Area = 0 Feet Mot = 9462 LB FT Factored Dead Load : 126 PLF Mr = 81648 LB FT T = -2005 LB No Uplift Line B: P = 118 * 10ft = 1183 # Total Shear Wall Length = 23 Feet V=P/L = 51 PLF Use A Wall Line 1: P = 141 * 20 ft = 2823 # Total Shear Wall Length = 10 Feet V=P/L = 282 PLF Use A Wall • • Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se @gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 5 Feet Trib Floor Area = 0 Feet Mot = 11293 LB FT Factored Dead Load 356 PLF Mr = 4455 LB FT T = 1368 LB Use Type 5 HD Line 2: P = 141 * 20 ft = 2823 # Total Shear Wall Length = 16 Feet V=P/L = 176 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 22586 LB FT Factored Dead Load 356 PLF Mr = 45619 LB FT T = -1440 LB No Uplift Upper Floor Level: Front to Back: Line A: P = 212 * 10 ft + 891 = 3007.8 # Total Shear Wall Length = 24 Feet V=P/L = 125 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 10 Feet Mot = 27070 LB FT Factored Dead Load : 258 PLF • Mr = 74304 LB FT T = -1968 LB No Uplift Line B: P = 212 * 10 ft + 891 = 3007.8 # Total Shear Wall Length = 31 Feet V=P/L = 97 PLF Use Type A Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 10 Feet Mot = 12225 LB FT Factored Dead Load : 155 PLF Mr = 15170 LB FT T = -210 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se @gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Side to Side: Line 1: P = 199 * 20 ft + 2823 = 6800 # Total Shear Wall Length = 7 Feet V=P/L = 971 PLF Use F wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 4 Feet Trib Floor Area = 5 Feet Mot = 34971 LB FT Factored Dead Load 468 PLF Mr = 3744 LB FT T = 7807 LB Use HD Type 3 Line 2: P = 199 * 30 ft + 2823 = 8788 # Total Shear Wall Length = 10 Feet V=P/L = 879 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 30 Feet Shortest Wall Length 5 Feet Trib Floor Area = 8 Feet Mot = 39547 LB FT Factored Dead Load ; 654 PLF Mr = 8175 LB FT T = 6274 LB Use HD Type 3 Line 3: P = 199 * 10 ft + 0 = 1988 # Total Shear Wall Length = 10 Feet V=P/L = 199 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 12 Feet Shortest Wall Length 10 Feet Trib Floor Area = 0 Feet Mot = 7158 LB FT Factored Dead Load : 288 PLF Mr = 14400 LB FT T = -724 LB No Uplift Main Floor Level: Front to Back: Line A: P = 212 * 10 ft + 3008 = 5124.4 # Total Shear Wall Length = 36 Feet V=P/L = 142 PLF Use A wall • Michael K. Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se @gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 36 Feet Trib Floor Area = 10 Feet Mot = 46120 LB FT Factored Dead Load : 258 PLF Mr = 167184 LB FT T = -3363 LB No Uplift Line B: P = 212 * 10 ft + 3008 = 5124.4 # Total Shear Wall Length = 33 Feet V=P/L = 155 PLF Use Type A Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 10 Feet Trib Floor Area = 10 Feet Mot = 13976 LB FT Factored Dead Load : 155 PLF Mr = 7740 LB FT T = 624 LB No Uplift Side to Side: Line 1: P = 199 * 20 ft + 6800 = 10777 # Total Shear Wall Length = 10 Feet V=P/L = 1078 PLF Use F wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 2 Feet Trib Floor Area = 10 Feet Mot = 19398 LB FT Factored Dead Load : 528 PLF Mr = 1056 LB FT T = 9171 LB Use HD Type 4 Line 2 (take diaphragm cantiver) P = 199 * 31 ft + 8788 = 14952 # Total Shear Wall Length = 9 Feet V=P/L = 1661 PLF Use H wall Wall Height = 9 Feet Trib Roof Area = 30 Feet Shortest Wall Length 9 Feet Trib Floor Area = 6 Feet Mot = 134569 LB FT Factored Dead Load : 630 PLF Mr = 25515 LB FT T = 12117 LB Use HD Type 8 Michael K. Brown,S.E. • 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se @gmail.com Job Name: Spruce Village By: MKB Core Job Number: FH14-07 Date: Aug., 2014 Line 3: P = 199 * 10 ft + 1988 = 3977 # Use Steel Moment Frame: 3977# Horizontal Force at Each Column (Reaction): 1988.35 # Height of Frame = 9 Feet Frame Span = 15 Feet Uniform dead Load = 102 plf Roof Load 150 plf Dead Reaction = 765 # 1988# 1988# - Live/Snow Reaction = 1125 # Total Reaction = 1890 # 1890# 1890# See Enercalc Output, Use W8x21 Frame • • • Steel Beam File=C:\Users\Mike\Dropbox\MICHAE-1.EI FOWLER-112014PR-11FH61A5-11Calcs\MOMENT-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.8.25,Ver:6.14.8.25 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Moment Frame Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2012 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 Load Combination IBC 2012 0(01021 sro.151 • • • • • Span=15.Oft WW1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load D=0.1020, S=0.150 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.101: 1 Maximum Shear Stress Ratio= 0049: 1 Section used for this span W8x21 Section used for this span W8x21 Ma:Applied 5.118k-ft Va:Applied 2.047 k Mn/Omega:Allowable 50.898 k-ft Vn/Omega:Allowable 41.40 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 15.000ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0 016 in Ratio= 11,502 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.028 in Ratio= 6321 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega +0+H Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+L+H Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+Lr+H Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+S+H Dsgn.L= 15.00 ft 1 0.101 0.049 2.56 -5.12 5.12 85.00 50.90 1.00 1.00 2.05 62.10 41.40 +D+0.750Lr+0.750L+11 Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +0+0.750L+0.750S+H Dsgn.L= 15.00 ft 1 0.087 0.043 2.21 -4.42 4.42 85.00 50.90 1.00 1.00 1.77 62.10 41 40 +D+0.60W+H Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+0.70E+H Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+0.750Lr+0.750L+0.450W+H - Dsgn.L= 15.00 ft 1 0.045 0.022 1.15 -2.31 2.31 85.00 50.90 1.00 1.00 0.92 62.10 41.40 +D+0.750L+0.750S+0.450W+H Dsgn.L= 15.00 ft 1 0.087 0.043 2.21 -4.42 4.42 85.00 50.90 1.00 1.00 1.77 62.10 41.40 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 15.00 ft 1 0.087 0.043 2.21 -4.42 4.42 85.00 50.90 1.00 1.00 1.77 62.10 41.40 +0.60D+0.60W+0.60H Dsgn.L= 15.00 ft 1 0.027 0.013 0.69 -1.38 1.38 85.00 50.90 1.00 1.00 0.55 62.10 41.40 • • Steel Beam File=C:\Users\Mike\Dropbox MICHAE-1.EI FOWLER-112014PR-11FH61A5-11CaIcs1MOMENT-1.EC6 ENERCALC,INC.1983-2014,Bulld:6.14.8.25,Ver6.14.8.25 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Moment Frame Girder Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 15.00 ft 1 0.027 0.013 0.69 -1.38 1.38 85.00 50.90 1.00 1.00 0.55 62.10 41.40 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+11 1 0.0285 7.575 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.047 2.047 Overall MINimum 0.553 0.553 +0+t-I 0.922 0.922 +D+L+H 0.922 0.922 +D+Lr+H 0,922 0.922 40+S41 2.047 2.047 +0+0.750Lr+0.750L+1-1 0.922 0.922 +D+0.750L+0.750S+H 1.766 1.766 +0+0.60W+H 0.922 0.922 +D+0.70E+H 0.922 0.922 +D+0.750Lr+0.750L+0.450W+H 0.922 0.922 +0+0.750L+0.750S+0.450W+H 1.766 1.766 +0+0.750L+0.750S+0.525E+H 1.766 1.766 +0.60D+0.60W+0.60H 0.553 0.553 +0.60D+0.70E+0.60H 0.553 0.553 D Only 0.922 0.922 Lr Only L Only S Only 1.125 1.125 W Only E Only H Only Steel Column File=C.\Users\Mike1Dropbox\MICHAE-1.EI FOWLER-112014PR-11FH61A5-1\CaIcs1MOMENT-1.EC6 ENERCALC,INC.1983-2014,Buiid:6.14.8.25,Ver.6.14.8.25 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Moment Frame Column Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name: W8x21 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Fixed, Bottom Pinned Steel Stress Grade A-992, High Strength, Low Alloy, Fy= Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: IBC 2012 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:188.718 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 9.0 ft,D=0.7650,L=1.130 k BENDING LOADS... Moment acting about X-X axis,W=17.90 k-ft DESIGN SUMMARY Bending&Shear Check Results . PASS Max.Axial+Bending Stress Ratio = 0.2131 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max.above base 9.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0000010 k Pa:Axial 0.7650 k Bottom along Y-Y .0000010 k Pn/Omega:Allowable 184.431 k Ma-x:Applied -10.740 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 50.898 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y Applied 0.0 k-ft for load combination: pP Mn-y/Omega:Allowable 14.197 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 41.40 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.011 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.005 PASS 0.00 ft 0 000 PASS 0 00 ft +D+S+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.010 PASS 0.00 ft . 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.213 PASS 9 00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.005 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.163 PASS 9.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.163 PASS 9.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.010 PASS 0.00 ft 0.000 PASS 0 00 ft +0.60D+0.60W+0.60H 0.212 PASS 9.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.003 PASS 0.00 ft 0 000 PASS 0.00 ft Steel Column File=C:\Users\Mike\Dropbox\MICHAE-1.EIFOWLER-112014PR-1\FH61A5-1\CalcsIMOMENT-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.8.25,Ver:6.14.8.25 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Moment Frame Column Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +041 k k 0.954 k +0+_4l k k 2.084 k +D+Lr+H k k 0.954 k +D+S+H k k 0.954 k +D+0.750Lr+0.750L+H k k 1.801 k +D+0.750L+0.750S+H k k 1.801 k +D+0.60W41 k -0.000 -0.000 k 0.954 k +D+0.70E41 k k 0.954 k +D+0.750Lr+0.750L+0.450W+1-1 k -0.000 -0.000 k 1.801 k +D+0.750L+0.750S+0.450W+H k -0.000 -0.000 k 1.801 k +D+0.750L+0.750S+0.525E41 k k 1.801 k +0.60D+0.60W+0.60H k -0.000 -0.000 k 0.572 k +0.60D+0.70E+0.60H k k 0.572 k D Only k k 0.954 k Lr Only k k k L Only k k 1.130 k S Only k k k W Only k -0.000 -0.000 k k E Only k k k H Only k k k - Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+1-1 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +13+0.60W41 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.70E41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.525E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : W8x21 Steel Column File=C;\Users\Mike\Dropbox1MICHAE-1.E1FOWLER_112014PR-11FH61A5-11Calcs1MOMENT-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.8.25,Ver.6,14.B.25 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Moment Frame Column Steel Section Properties : W8x21 Depth = 8.280 in I xx = 75.30 in^4 J = 0.282 in^4 Web Thick = 0.250 in S xx = 18.20 inA3 Cw = 152.00 inA6 Flange Width = 5.270 in R xx = 3.490 in Flange Thick = 0.400 in Zx = 20.400 inA3 Area = 6.160 inA2 1 y = 9,770 in^4 Weight = 20.969 plf S yy = 3.710 inA3 Wno = 10.400 inA2 Kdesign = 0.700 in R yy = 1.260 in Sw = 5.470 in^4 K1 = 0.563 in Zy = 5.690 inA3 Qf = 3.960 inA3 its = 1.460 in rT = 1.410 in Qw = 10.100 inA3 Ycg = 0.000 in i, 77 . i sssw M-x Loads , . . , ., = elf cs,OD HL N 5_27in Loads are total Y L _ ; entered value.Arrows do not reflect absolute direction. ■ ■ El AI A O Ese Q T._ O 0 „I. 0 e O 1 e 0 ae e e e e � e G 0 pp I 1 O ,I I'Viir IMF e L . L i. . cliluL© 0 : Th OBE rxar INN monMJ;MAP(ROM s0" SHEAR,YAIL BrrCw NSF ANTRIM) `"y*V a�� WNW AT BUM AND SITUP Al WADI. �I G 11 a — - – se.� .crowAu Ilk w 1617/ 0 WW1 AX71A[Ni FRAUD n OD/11,T_ 0 CI L `,�' _ N. �1I �e O Ur MAIN FLOOR PLAN UPPER FLOOR PLA BONUS FLOOR PLAN CA,1 - - - - - - - - - - - ®+rte- - - - - - - - - - - - - - - - - - - - <as�__ — — — _ — — — — — — — — — — — �s-� — — — — — — — - --------------- - - - I :::: '::: "— ' -- -- - — e.uF—r _� _ �� E8 ' _--- -- - -____ I iimiwis.i.1. iii .1.1.1.1. ___ ___Inr „,:, _I_I_I_I_ _I_ _ _I_ -_ - .1111111111111 en .11.1.101111 — -- --- �I_ _ _I_ ------------•---- �I_I_ _ _ 1-- iw - - .- - ------ FRONT ELEVATION OPTION 1 RIGHT ELEVATION 2.667 N.FT FRONT ELEVATION OPTION 2 2.167 iQ FT. LW IL rr. Baas -- -- " . -.w- !. ----•------ 7:.:=:.:...= —°---------- --°---------------- <5w"�1 .tee n Is Ia MI ii.il =', a ~ — — — — — — — r-:� lu.. S..� LEFT ELEVATION REAR ELEVATION SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10"o/c 768 F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" z"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2" from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. . i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. . . HoLDowN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHD5-SDS3 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/8"DIA.x24"MIN EMBED INTO CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBED PROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. • .• . a a a a- . • MICHAELK....131025•41. 5.E ,50 1•55,a, •I''',I•C''"r5;' 4:.......„..ye ••:,...:--r..,--..;-•_•=.-••...1:• • ,,,,,..1, ,,,...,,,,..,, • • 0 0 '''.14,, M.■411MFJZ5F 51 (6 Ai 0 ■e■ ‘17. • T] . . • • I , .. L___...1 _ • •ii Elk 1.70 • .A 0 V.• 1 li 1:1_ • ,t1 hi NO t' I I 1 II I I . 1 ■•■.•=I '" 040tar.00.5.5. rsg.rnrsl75Z. I %IF IV 0 I II . I I 11 0 I I LEGEND f's■rg= 1 i I:=1 n, II 11 II II Ur f Lq II 1400.5.1/.01.141 0_4: 50.50.1.5 01.4.01 (DEl L' - L Ji MAE'MOM IA • ZitliTur"F F.7 UPPER FLOOR PLA MAIN FLOOR PLAN BONUS FLOOR PLAN HOLDOWN SCHEDULE 5540.50 .4 in. Wave,. /44 5./.5...150.5400a 115.5114...mg mole IMEalniMIIIIIMIEMNI=.11,121=r11111. 1 II05 .2.5.ES' Milli:74 19.6.513 tank 11.11111111... . I 1011,50545 11•5 AA ENS a-gz.,z.,,,.„,:. . litmus. op. ma ICUS 5 555235 005 400 1510 IA la I VOIC4 010 OA 045 . 0 1101. 1..4.0.54015105.5.0.1...../.3 0.1551-04 3.10.450.5.1005..1240.11614,55.4. 5.1.15.4501..5.554551.501.151.01141......5 •051.5..05.015.0.5.1505.155.5005. MINI ,.., SHEARWALL SCHEDULE... (4...../v..... 11 Irk =II:" IZI-"Zr°7.-r N.T.O.T.,) =le... gr:4-'m- bRAWN BY: MKB c.,,.444.1 0 34 04 i .----- "----'" Z05.100( Of 4 /4 1,55544.555 U.., 5.35(510.55 551 DATE: 09/04/14 ,.'41- - 11551055401 W e tr ?Da..21.5 le V 0. .40 15.. SW . •• 5 Evil= ro wur xi's. %re,::14 Irk, '4.o,.. . 7 Tr ?oh..er,reera meant sr@ Ir•e no SCALE N.T.S. rg.4"4;.:./ m L. . ro`74,'," i.o...,..o 6, r 17 ?IA.■416.00 1447. .04 0555 1111 FHD JOB#: 3121 la=Kt.q ea r 1r 'resenaelrattr,'aurae Anap IV at Ila i !IAA /III./14)i.as =-V". If 0511015.1.0 ea rem 1r ?e.er re,rer.■eaeerre ..v. '.. ENO JOB#FH14-07 ,,, - I.45 Alt MM.01.5 0 fa r 6.71. V ?IA/A tID 0•05100 II51445544,0....... Ala V4 101.04- . Pk OTY ICAI HOI DOWN DFTAII Lower. el rm.,. 1r r Malt eter•tre me?eerr-r rural mem 4or. . DRAWINGS: Ig .7471 ."1_ E aV,---E4 11044 al 51..51.5.4011.55455.Of.55.15551.1.05/01 55 r5 5 5.4■55/.01.5101.15.M../A BC 2.1 LATERAL PLAN ....t..W.,.1 1.,7,-A / ..-..........,---........ SHEET No. X 4 05■110.050 1,1001 ....t I. :T=W:f"..' 0 Alsromn r roe,'batmatx INNV ft...n..1••,....le•Sx.roer•grarial 0.........0, 0.01115)IC 0455.MED 0.51401.5•545115•15.505.•■...055.1.45.5.4.100.....05.5550.55 Felle4akE • 0.1:01.454.01.1.040.1050.44. I00 Or VAC S.1011. p„,„„‘„„„„„ 171 0...ix. ...•`••.`°•5 IIII6.. .'"." CO C...Cd.... S 1 alliNl nt i4 10 C40554.145554.0051550.5.0...0.50.45 511./.0....05.0.40•4514.5.445-01.4.5 II 5.5.5.15.105.50. III 0 45.41.505541154.0 ..117,g,„ •VAnnir51.4511., • 0 ,,,„. .......5..505555.04•11 pier..A A 0.14.11.4.01 1000. .0.1015.en 140145 4.5.5.1.1..01511.0...e.5.5.1.0.105.71546 fo.5411.51.0.15.5.4.00.500.0.141.11455.......... • : • 4. A ICHAELK. BF OWN. S.E I rairtM ,O&HGeg6C IDEUp` �l�x x.u�O. yY�' �21'4';'O � •...�., -.-.� SOP CO�eq u '/ e,veo ,uv, 2"ru 2:31m �s11/0 Mm rzrnrcmeav WK. "+, _ +.W i am,souwsusa,wm •moan ./'.. ,rznnewt �i4Cf7 WV c x.mvsno xs�mxmuu�., + emus �j� j ,wfe,i x•�m.m �1 P 1. _ �—:�;� An a` goer,,,» . ,�, '"m:a x ��,:`ll ,osxm,n.«,. rn,so"maau uu msss �rmssxf OUZO ern. sue. `�x.oeac� �u m,°nsn mseurcnar Mn :. I.�,,,"°•ux was nmea * ism, iuswa Mrz x„u :.sw.m ®i v ama wnmm�P smn.o: Seal EK.TO WALL n ® LEDGER DETAIL ® ROOF BLKG(c7 JOIST O ROOF BLKG.p TRUSSES ()PARALLEL 4.750P TESTP.,10)Mm em v ,wsm sf ,"wn ,-m War' cm m aw M3M II m.m,l WC m..Mmrznm mf _ a„Tar mei 2.5n.05.0 KM�� owswneanx 'k � moonc K67 OM ocn `�_ :,asn.n KrODY s wmm`awx��=wm SKI..SCIttat—y�b, 17.11 nw�� I� vwxnwaIENu - c W.GM m.mvern Flo' ", „v ly x,sTme.um nx.us I, rvo. 4 u,erlpe Lem coo pon Kee KAM teems respx.peel sm, �;B E, �^ 9 POST&BEAM STEM WALL nPERP.FLR.FRAMING ALT.©PARALLEL FLR.FRAMING ALT, „,R„ ,T ' ��„ .,_��t= O w mxE P� f,� omm� 0 TIE STRAP BEAM WRM Q B TIE STRAP Cagy BEAM • KUM eM a M M„oMex TEL a nmW�m r'I.I.Ii''�I ,vm9r n.�ca ROOF TRUSSES OVERBUILD RAMC {°li rr .- ,,,...,wxr m.w nm i 1\ �— ui W _ II'/ a MI iu ry ill—IMS, xm,mn�,WUVni ,xos•oc + vnrxx�P • uvnuevo,m mms —Ill� il,�ii� vmuGVm fuss m,. Wil xsiniims.m xCms,.eauem I i mn. marmP mm VIM„.,nwm m a1 �'10 3 X SILLS AT SETS WALLS _I_� —ia4 '" °e. I�� OK.213140 i � ',�P Imo MOM. mMR Ket Pt ES. u�wmem �.:'.:i4. UMW.. nmxMOm DRAWN BY: MKB I.�r 'gym:: :�sem,xru DATE: 09/04/14 WOW{laCeeedeellt °AP SCALE: N.T.S. ..J�� 12^' TIE STRAP HOLDDOWN FHO JOB#: 3121 MEMEL ENG JOB#FH14-07 13 AM. s GARAGE WING FRAMING 11 oRAW4NGS: DETAILS SHEET No. S2 • . • 1 MICH AE1_ K. EFOWN, $.E I,i • 1 «wsulws d»4'7i� 4r MW.UP A le.e>•GG MIGALE 1.311 =KR M11111■1111911MINIIIIIIIIMIM. 4Ew HtRSO(0.11 I 'CMMD.c ray RA i.� `u9EtTM �CG,YOCm. Rwwv, .WACY OA OG MA 400U SOn ws,fMnlH O mil( if6t`Mb I ,�I R' WI I11� Sc¢vI"•'''''RANN KM CAL11Ei PAR -L P 1r101rt50E01t diCre O PARALLEL JOISTS rt O PERP JOISTS WAN TOP PLATE SPLICE THRU WALL INTERRUPTION 0 W.... 0 1111., a. F W.SCIDOLEFOR6171 ,I,R,� kill 0 hell,4,R�, 1 �'SU Rau .. _■— �1M i Mill �,,,E - MIMI _11111 � ∎ MU. M. W Mrt Nu �::�M • gt '' wcrw:w 404 O v¢u,s 01.1U.15S U BLK•G PANEL OTYPE HOLDOWN 41,....1e1.. M1AMtiR,KAM. DM� 1a1�F. MT II AVY W. I.LIFILlt�� .„1usw+.�R.m=� 1.60.051.5 ucros r �'� mu.mamma DRAWN BY: MKB _ DATE: 09/04/14 1...1 m:lu:,w.ou wx,:,cw�ulacw,4 /� _-- __ 4nR40w...600,[ SCALE: N.T.S. FaE�IFm wmM. If�M.m , RA CletRE "� FHDJOB#: 3121 SAD���AM. ENG JOB#FH14-07 Y TYPICAL SHEAR TRANSFER .,,,rt M11 O , 1 D SHEAR TRANSFER AT FLOOR FRAMING c.,,-,.",.. .....l DRAWINGS: DETAILS SHEET No. S3