Loading...
Specifications (2) /. 5 7 )-.Ol Ll - 0 0/Get gSk o gfirce r RECEIVE') • Michael K. Brown, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 SEP 3 d 2014 208-850-7542 CITY OFTIGARD Mikebrown.se©gmail.com BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 1, SPRUCE VILLAGE 8830 SW SPRUCE STREET TIGARD, OR ENGR. JOB # FH14-10 uREr EXE.RATK CAir I 1 ._ Prepared for: Fowler Home Designs and Westland Homes Plan No.: 3121 Date: 09-17-14 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 Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 m i kebrown.se@gmai l.com Job Name: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 2014 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.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 mikebrown.se@gmail.com Job Name: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 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 SDs= .83, R = 6.5, W = weight of structure V = [1.2 SDS/(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: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 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: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 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: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 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: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Septl, 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: Lot 1, Spruce Village By: MKB Core Job Number: FH14-10 Date: Sept!, 2014 Line 3: P = 199 * 10 ft + 1988 = 3977 # Use Steel Moment Frame: 3977# to- 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 # i fi Total Reaction = 1890 # 1890# 1890# See Enercaic Output, Use W8x21 Frame Steel Beam File=C:\Users\Mike1Dropbox1MICHAE-1.EIFOWLER-112014PR-11FH61A5-1\CalcsIMOMENT-1.EC6 ENERCALC,INC 1983-2014,Budd 614 8 25 Ver 614.8 25 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(0.1021 S(0.15) A Span=15.0 ft W8x21 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= 0.049 : 1 Section used for this span W8x21 Section used for this span W8x21 Ma:Applied 5.118 k-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= <360 Max Downward Total Deflection 0.028 in Ratio= 6321 Max Upward Total Deflection 0.000 in Ratio= <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 Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 4D+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+0.750Lr40.750L+1-1 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+1-I 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 +D40.60W+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+1-1 - 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 +040.750L+0.750S40.450W4] 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.EIFOWLER-112014PR-11FH61A5-11Calcs\MOMENT-1.EC6 4; ENERCALC,INC.1983-2014,Build:6.14.8.25,Vec6.14.8.25 4 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 MnxlOmega 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."2 Defl Location in Span Load Combination Max."+'Defl Location in Span +D+S41 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 +D+H 0.922 0.922 +D+L+H 0.922 0.922 +D+Lr+H 0.922 0.922 +D+S+H 2.047 2.047 +D+0.750Lr+0.750L+H 0.922 0.922 +D+0.750L+0.750S+H 1.766 1.766 +D+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 - +D+0.750L+0.750S+0.450W+H 1,766 1.766 +D+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\MikelDropbox\MICHAE-1.EIFOWLER-112014PR-11FH61A5-11Calcs\MOMENT-1.EC6 ENERCALC,INC 1983-2014,Build 614.8.25 Ver614.825 k 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 fordeflection(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 Mn-y/Omega:Allowable 14.197 k-ft Along X-X 0.0 in at 0.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 I 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+0.7505+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\Dropbox1MICHAE-1.E\FOWLER-1\2014PR-11FH61A5-11Calcs\MOMENT-1.EC6 ,,, ENERCALC,INC.1983-2014,Build:6.14.8.25,Ver:6.14.8.25 tgas ,,.M- .... U ii .tisir.. ,,'a E�.. ti;k..- ztSSVSM,MRT..i'�., 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 +D+H k k 0.954 k +D+L+H 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+0.60W+H k -0.000 -0.000 k 0.954 k +D+0.70E+H k k 0.954 k +D+0.750Lr+0.750L+0.450W+H k -0.000 -0.000 k 1.801 k +0+0.750L+0.750S+0.450W+H k -0.000 -0.000 k 1.801 k +D+0.750L+0.750S+0.525E+H 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 +D41 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+H 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 +D+0.60W41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 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 +D+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 +0.60D+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\Dropbox\MICHAE-1.EIFOWLER-112014PR-11FH61A5-11Calcs\MOMENT-1.EC6 ENERCALC INC 1983-2014,Build 614 B 25,Ver 614 8.25 Description Moment Frame Column Steel Section Properties : W8x21 Depth = 8.280 in I xx = 75.30 104 J = 0.282 inM Web Thick = 0.250 in S xx = 18.20 in^3 Cw = 152.00 i06 Flange Width = 5.270 in R xx = 3.490 in Flange Thick = 0.400 in Zx = 20.400 in"3 Area = 6.160 inA2 I yy = 9.770 inM Weight = 20.969 plf S yy = 3.710 in^3 Wno = 10.400 1n52 Kdesign = 0.700 in R yy = 1.260 in Sw = 5.470 in"4 K1 = 0.563 in Zy = 5.690 in^3 Qf = 3.960 in"3 its = 1.460 in rT = 1.410 in Qw = 10.100 in^3 Ycg = 0.000 in 1 895k M-x Loads 4 I 790k11 { CI LOdSL1 DI N'. =I t_ 5.27in Loads are total entered value.Arrows do not reflect absolute direction. ■ ■ 0 0 O © A Oen � � � O . e 1 e u e L I 8 = P • A e • ® _ � e 8 •o ® Ir 41r= _ , 71! _ e IIS In. J i smostormmEmmillmommul .=MIMINIIIN O 2 O- - 2 s • I` H t!!s •o® DBL LVL AT NOLO DOWN STRAP FROM �� ,� G �I SHEAR WALL BELOW.USE INVERTED o f HANGER AT BEAM AND STRAP AT WALL. I e II II II II 0 p II 13 II II II Ai SIM.,G.T.TO -- W/s.za 0 L. J.1WBX2I MOMI NT FRAME PER DE FAIL i/SF 0 0 Q 0 o v MAIN FLOOR PLAN UPPER FLOOR ' A N SCALE:1/B'-1• BONUS FLOOR PLAN SCALEE:1/8°=1' SCALE:1/8^=1' 1 Ill ..... __-__-__-._-._-__-__-__- 41111 1111/1111/11111 111111 Ili■III 1111■ -•�-•-•-----------"----"-"�"� \------ 1111 IIII111111111i11111111111 1 11111 11111 1111 41111)1111E 1111111111111 1 111 11111 1111■'1111■1■I■11111 11111 11111 11111 \ 1111111111110 1114111411111 1111/1111/ 11111111111111111111111111111111i111 - 111111111111111III1111111111111111111 $191".."-..1-1------------------------- m131'IliiaiIlii7{'1LtinI1'411'I'L.1'V ------------------------ ----'------ ________-- 111111111110 1n1111■11111Y11111111 11"1.1 -_ -• •-r 11 115111 X1\1 ma\I1 ' I �' + - _w 1�_ 1■■1■1 111 �i-,� 1111111111111111111111111 411,1111111111111111111:1;Il 1::.:. opri.w ---- _-- 11'/,1111■n1111111111411111111111 I111�1111 I W II IYI II111 --------------------- ----------- III 111111 1�1 m1 � 1 �1 ��1 L1111111111111111wnIli Nii \� 1 a I II 1'11 .11 :; ;= \\11111 11111 11 ___ —Ai"— ''''''''' •MIM I■■■■i \ ,-- ----------------- 11 151 YI 1i III .' �.� �,.n II NE , _1_. ■■■■. 1 11 Ow— _________ --'—'- �.'1 m so 1 wg.. ------------•---'------- _IL11 1.�IIftl 1111 nn II��I� IIMEMEMB is e:! °°::—i:i l 1I IPIM 1 . .I .1.1_ . �'1'— ---- ---- ----- I --- '------'-'----- - FRONT ELEVATION RIGHT ELEVATION 2.838 SQ,Ft2 ex so.Ft _ ------'--------"Ascii... n mnlrinul■uu. l . It 1011.11111 Itll■111'J 11111 IIIII 1111111 111111.11111 11111 11111 11111 11111 1111111 �I 11111I1i11�111 t1111�111111111i111'll /' 141111111111111111114111101111111 iiili nililiu nnilii■�ii1 m1 eu .Iw riuiiillii Ira;iiii 1 iil'' _m M - 11111 11111■11111111111 11111111■11111 11111 1'" Al 11111 11111 1111/ 4, — --- 111111....1111' _ 11111111111'/ ------------ ��r'—' _ err•.,.1•„ ------------' ----- I i1,M a;I '— Ti;■■■■'=1.■■■ r. Mt I.•M. WM ■M IM• 1111111■111 - -� --- = 1 111■1111 MOM el.—r— 11111 111 1 '•I' 'I'• _ --- 11 11 ■I.. 111 11111.1111111111111 -- �— 1IIII■11111 1■.11111 IR -----_--_ MI 1 •::i:. - -.= - MI ■ i Li.....:— •r— - �� LEFT ELEVATION REAR ELEVATION We so.rt. 2.e36 SQ.rr. . . , . 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 PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L7/8"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. . . 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 A6" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18"o/c 384 B 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 OSB (1) SIDE (e,f) 8d 2" 12" z"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 OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 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. • . • 4 • • 1 •''''';''''. ' ‘41101-1/3EL.......,y42,,,1 SE • • • 0 0 9T• ± 11) 4 r= 0 e Ark ILI. T e T 4 0.[ VP . ci''''-'-irT 1 7 II. Mk - VP D -Ili r o ... : 711 • .1 r 11 H,1 AN. • 'Ca, 1-0 Q,,trusa tro• .1. %VFW ,FEEEEIE. II I I I • II il II 11 LEGEND C.3313415.0341.4.4 Ank EJ II ' II II II ----. fHO. IV II =Ii /-14013.1139111.01.41.13.3 4-4 - C,111- ali• -0 10 N I MAIN FLOOR PLAN UPPER FLOOR BONUS FLOOR PLAN HOLDOWN SCHEDULE I5.13.13.4. ...1.4.0 m3.14 Bowe.Tem..0.Tenion ol if.4143 ..... 111.1.61.4.0.1 9. .644.104 40......Meng.. 1,63.43 , ="' . 3075 Pis 3.014 3641204 3 1066.5062.1 . 4173 am same(4.1= . ril Irk ''' 4 .110i1.61.5 ls. • 4 11110014.3032.3 41,34 13710 .03.5 4.........L.., ir,773Z-iFie 5 WM P. 3003 2560 IVA 14. 6 4.1.46 Mb .335 34.5 1.4 WA 4 WC% 11... 5660 WO IA WA Note,: 4.4•366.3443.0.4334Vateeer v....1.6.1.............0 . • . . , L lite.........111....1.1.0........4 1 143,1131.12.51.011.3.1.4.13.13010.5.03...... ......34113.4..........13.7411.1.1106.001.........4.1.... 5.111...61......41.160 for WI..43.0 olanlas 6...... r=7" ..... .;..g.,.„',....• SHEAR WALL SCHEDULE.., ..,ar•raari '(a)aa NAIR 0/X'0.4 BOLTS .16321 OL.31 / -"' ,-III"-' Mtn REF 1101.630 lare:(a(EDO.4613.6 MO.4.110.TOCOKAETE 913.10 u. 31.3111.6.3.01 L. ma ran 91.1.16 IR..VA. 6430043 dll..fed603116... 413.3.<•4.1.401 6...46,1 CAPKBY DRAWN BY: MKB 0311111314. 64 64 IT r[04.4.410 48,6 1641.6.. .1114:4.1 r/ '0'. 'r'r ;ota."(1.:77,,,:::Z: .raw..at ra 436.,1•40. 650 DATE: 09/17/14 , , fillir ,..'"''.. .P.IC .--- .!. = 4.35011,4 720 SCALE: N.T.S. WiTX41,ia rcos'' „ars arose ri siot tar ea r tr rotaAfte(Per ral(aa 6(rat Qs arr. 936 FDJOB#Lot 1,Spruce ' e la-,-Fahar.ra(rev,.rata ram 33.51.3 IWO 166 i.(1.611,213.0.1.3.0 ee rragr. ir ?oia.art au Ir..(ad(pr. ."0'. nn ENG JOB#FR14-10 1/, r ;44 030 12156..10 10 'Saga. (r Nakao(crer,(mi 1641.3.3.41.41.3.6 ass(r(r or RC 1.114.1.40. k ®TYPICAL HOLDOWN DETAII kowagot.o OP 4.6.104. IT ?er.A.B..re,(nan 166.,....1.19,1 116414.3.,.., An DRAWINGS: Peg LATERA L PLAN /...1- 1.'f_. Fit'5.if r Aft'4 al,41.Mewl eards.1165.1.13.re031.4.41 yr.In OOL PS I or PS 2.AI.Un.......11.1.113643 OW per 46C 23063 /04 1,43 •--. 10 Use tormenVilr4 MU..6...,,,,,,............. SHEET No. . WV CR(4)ti.D.36.11.3113 0•.......3110.ease tolallon 411.11.6.31......min,..1..3.0.....0 rags on we 51,4.44..3 1 .4.0.,...• 10P Or COI4..41 WALL 3. . ... el.00,0.12c1...il mom.1,Onand..11 bes.e.. '3171'4'4'41.:Ufrre'r I ,_.11111i lig%0 5,,,,,,,---, 0 Ale.lie. 14 Corer..41.34. AI 6161.4.43.0 61.11....do..............1.30.64. Si_ am . 4. ,,4. ClIpssenue0.1316.541631k1.11.1331,01.13.1.100.11.446.3.16. 4 Su.3.4”43.......... II D.M.e...namemme• •461334 zu 46 4.3,141, (1)--"'."' ,,,,..lefnalltolre...cclegpsnarisprealn.5e1101..1.1.4.0•10.10pts Str,pernib ....Is 411,61£0.3.1.3..6.11.341.4 Mt Kbft....,.11/r1111.25.1110.1,Nr VIE WOW.. • 'vIICH AEq r BROWN. S.E `\ z % P NR SdBYk 1 ��y��IwW.:� E M`NM.I'^S. �22wADEr ^ �^_ ��C%. 2,0112.227,i0.4.:,/ /y� PFIA rNaMIVI TO nm SnwwNut 'r,ORCGO•o eery6,E lu' 7 1 • SI S.1 t^ vmvuav6FAY eOPrPUwv^CCF.MAMM vw NAu �'. :C.ryz: 422 u �gdluls�cflsMtE Ka IG 6MnMNcwzntwon // Im'Mrkw art,tr—CFI'�I 1a m0wuu4''''. z wln alm .,fill_C sluAru05wrC �Ir ,Pwuxxs COSMO.s IPOSIE I,r_... —E Falola[ ...4L,' E io'BIX •rcrv^���_•i er[�6.ross:.rmnnx I.uzagmrto n6ATRUSS - z, ^ mmoo. tfn 14 rsEEEcicaa0 'I +� xrs wGnnocrsr u'v.^A7 aoMm .mcour.wEcw�w x.To^— �E 22 TOP MNNT, M,eWA1L5CMNwF MAI^ pwaE.ATBMSTOMR NAN 1 I �we,E 2. rt, U122.1.2.221111, ""� "&1° ROOF BLKG �w6r�wrw EDGER DETAIL a JOIST O ROOF BLKG.@ TRUSSES O PARALLEL TO WALL 0442.2:R.r S... ® U.S. COOP/MT StAlf:11.T.S. con NTT MP,SIMKO PTO smvl0:i wl IT �Vl� mca:xew z,n. iMvunos wimu m" ��,,) srvsswsmno'vw I 1 SOAumiean SUMPS m6zw 212222.:6.1 � MECwMscMW.s ;E'ioo' " eTsrwsv R. ITSI s ' n ut1 ox vsm6reisererAo-.6mi,\%\11....11101 �r) w :.eEwunweu wlMOUT w ,,,,,,iA IC W w �i � N w''W LL1 22 ^GBwMAACmno wt.,. M:NRwmsM ,. ` Z,IZT r6^M 6.22 4 Ens I- vmvw w. mar- 0 I Amlwom, T om�wal Of 221. ROI MS SEP — PON =SLUE swAAwarsa^onE_�11-2.20622E2 PUP ,' 4x221' _' Ixwws�zl x fxOVo�i"'�6�'i _ onwa "'" PLATES II NAB Tri _—, I�22STOVAEcln . 1 RFS. war— E�NAN ,; °Ww PPL .� Ii m,N.mmm u K NN^Flu _ I� N,Ewn "w51RP 21 O POST&BEAM STEM WALL (DEERP.FLR.FRAMING ALT.A.©PARALLEL FLR.FRAMING ALT. M NOW�o ^S EwN11710 Ara,cw,�, SCALTT CIS EMATIna �� ��Wa TIE STRAP Cad BEAM wwlRI O7 1.,T ^w<w ® TIE STRAP Cad BEAM TS Ss222.12•22 :wNwenlavm:vwI. z.STIPULE 70 Nvr hila l Is: NNm<SUmlws TOM162 S ROOF TRUSSES 00000A.0 FRAMING ROM RAC TO PT . u !� �%` MA uNAG I EM"I s 11 I sRiN6n... _1n.MarSIM III',, 11i� '� �wnwuESMEww , I II P aWTtairESTAIMPO MS I N1E%—l.�I�l,l .� _..� `` �_stial� ^El o y wNaEEN� _ — '1'I� ^.^ �m6ETTIARI ®iaaEwa 1r'" wnwawahN6wN. SPA.USTUIL , P22 SWAP MI III X0111 RRNew:12zin ,2;=22 ;,,rEw2MIA 3 X SILLS AT SEIS WALLS w — TI — �1 SET^ SES»ARE m w kW i. 10 �wEn.eE. � � M 1''- I ��.;�,.� �_ iL 0 6„N wMR,WOW Vic' •II .Ii.. AESOn I.n,ES. MC s .rR,EE DRAWN SCHEME u BY: MKB cu EENarm,M,S � N.aE NN,AnnIwTES6.oM mS”°w"E DATE: 09/17/14 SCALE: N.T.S. TIE STRAP HOLDDOWN FOJ B# 0 Lot i Spruce 1. Nm62Aal �1 a O sc"w'`S' ENG JOB#FH14-10 O11 GARAGE WING FRAMING 22a,ENTs. ® uE. x DRAWINGS: DETAILS SHEET No. S2 I I. • 1- MiCH.AEL R 9 OWN. S.6 =<rwwxns !Nowa°„°12.-3}-n I B'MIN.Ur K Ise Mrot sacaaE m.}0..c.,os%. esesr.,weu dB' '1J• .III - n ,e.Er°xE°xEE 01/4.4.111,C• ,b" F„� °eso.0mo rw, , ix "V" �1 a° n� ur s �. Ing as �, - -- re , .atE,�un i�awH ,- �� cLINu %EMM � M n , �ax°w�. � 11.0.[UPSPAY RE` n , M� ,.W,°,x,�, uWx Jss si�NEE ffxr �� aP.°x COM�Nn„aE MAHON O PARALLEL JOISTS asSIMO PERP JOISTS w TOP PLATE SPLICE THRU WALL INTERRUPTION • O SE SIORAE ® n•aax° m... Pwaua�xru E '�� NSRO xe° s ar7-re AIX11,0 POP l 0,''.... PLR P1,11 _ I,.�ill, �A OR ow,x , xRxan LLSNIa2E �� OfT,T 4` ;xwr s. ,1 C MMUsmxx� i,a>r..p,�.,, 7 a�n,xEEMO.,POST __ er x,.a,EEu.u,a,au '1 u. 11rir �; run IL KATE '''I ;E �.r.. II�iptrE �, Mn �,.. .r•a��`.= =1�' °a Atf.RBOLIS.G.S. nro,x °L sncx...s. O9 TR,Y.u.S LK'S PANELus....0..,,�... OTYP.HOLDOWN .,.&DRAM rta[W a„e. a�,°.�.a M a,,xx x,an,u mug �.� sFIwkaro, _ �,�°PER MM. �xn IIS , x �a '"`°""'° DRAWN BY: MKB *,E`xesrms+.oh,wea �ss �� ���� IA sre�.m..w DATE: 09/17/14 y SCALE: N.T.S. ',I's� E xE -0 ffx� ,N,�xEa.E °r,, NxX...uE _/O ,s E "°.emoxu FD JOB#Lot 1,Spruce ""”',SEEvs:! .E,10 BELLY/MU. ENG JOB#FH14-10 OTYPICAL SHEAR TRANSFERW x E 1 D SHEAR TRANSFER AT FLOOR FRAMING DRAWINGS: DETAILS SHEET No, . S3