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Specifications (23) Ai$ r2o iG 0oji y is ° St, klsr ALAN RAt:Pcf OP DESIGN ASSOCIATES, a 4,021 OPTION PLAN • _•• _ FOR J.T. CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR — 40# LIVE, 10# DEAD ROOF — 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING — 20# LIVE, 10# DEAD DECKS — 40# LIVE, 10# DEAD EXITS/STAIRS — 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 f Page 4 Project: 11448 JT ROTH II PatrickJ.Burke /Alan Mascord Design Associates, Inc. Location:F1 -GARAGE FTG/FRONT 2ND BAY 2187 NW Reed St.Suite 100 of Footing [2012 International Building Code(2012 NDS)] --414,0245,10(...Portland,OR 97210 Footing Size:3.0 FT x 3.0 FT x 12.00 IN 6/21/2016 8:31:18 AM Reinforcement:#4 Bars @ 7.00 IN.O.C.ENVI(5)min. StruCalc Version 9.0.2.5 Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8,25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS • 1--5.5 In-- Bearing Calculations: 1223 psf Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 8.15 sf Area Provided: A= 9.00 sf Baseplate Bearing: 12 in, Bearing Required: Bear= 15844 lb — T Allowable Bearing: Bear-A= 83566 lb ( ' 0 ' Sin Beam Shear Calculations(One Way Shear): Vu1 = 4291 lb - Beam Shear: -�- ` Allowable Beam Shear: Vc1 = 22275 lb --3 n Punching Shear Calculations(Two Way Shear): 55 in Critical Perimeter: Bo Punching Shear: Vu2= 13533 lb FOOTING LOADING vc2-a= 102094 lb Live Load: PL= 6602 lb Allowable Punching Shear(ACI 11-35): vc2-b= 136125 lb Dead Load: PD= 4401 lb Allowable Punching Shear(ACI 11-36): Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 11003 lb lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate e gateo Factored t resist dupl ft Load: 1.5 F.S.: P R. = 15844 lb Bending Calculations: Factored Moment: Mu= 71300 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: 0.51 in Concrete Compressive Block Depth: a 1 0.24 in2 Steel Required Based on Moment: As(1) 0.86 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: 15 in Development Length Required: Ld= Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project: 11446 JT ROTH Location:F2-GARAGE FTG/FRONT 1ST BAY 1111 Patrick J.Burke page Footing �� Alan Mascord Design Associates, Inc. International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 Footing Size:2.66 FT x 2.66 FT x 12.00 IN Portland, OR 97210 or Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. ' StruCalc Version 9.0.2.5 6/21/2016 8:31:18 AM Section Footing Design Adequate FOOTING pROPERTIE� Allowable Soil Bearing Pressure: Qs= 1500 psf LOADING DIAGRAM Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING IZF Width: Length: W= 2.66 ft Depth: L= 2.66 ft Effective Depth to Top Layer of Steel: d= = 8.2 512 in 5 in COLUMN AND BASEPLATE SIZ__E Column Type: Wood Column Width: Column Depth: m= 5.5 in n= 5.5 in FOOTING CAL CULATIONS Bearing Calculations: Ultimate Bearing Pressure: F-5.5 in— Qu Effective Allowable Soil Bearing Pressure: 1223 psf Required Footing Area: 1351 psf Areq= 6.41 Area Provided: sf Baseplate Bearing; A= 7.08 sf Bearing Required: 12 in Allowable Bearing: Bear= 12460 lb Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: --- ---- _ • 3 Allowable Beam Shear: Vc1 = 19751 lb Vu1 = 3010 lb Punching Shear Calculations(Two Way Shear): �" Critical Perimeter: 2.66 ft -_ - Bo= Punching Shear: 55 in Allowable Punching Shear(ACI 11-35): vc2 a= 101484 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 102094 lb Live Load: Allowable Punching Shear(ACI 11-37): vc2-c= 136125 lb Dead Load: PL= 5192 lb ControllingwbleAllowable eaching(AC Shear: 68063 lb Total Load: PD= 34613 lb Bending460 lb Allowable vc2= 68063 lb Ultimate Factored Load: Pu=PT= 8653 lb Factored Moment: Weight to resist uplift w/1.5 F.S.: U.R. = 12684 lb u Nominal Moment Strength: Mn = 49717664 in-lb Mn Reinforcement Calculations: = 226604 in-lb Concrete Compressive Block Depth: Steel Required Based on Moment: a= 0.46 in Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4 :As(2)( ) 0.17 in2 Controlling Reinforcing Steel: ) 0.77 in2 As-recd Selected Reinforcement: #4's0.77 in2 @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: _ Development Length Calculations: As 0.79 in2 Development Length Required: Development Length Supplied: Ls 15 in Ld Note:Plain concrete adequate for bending, sup= 12.96 in therefore adequate development length not required. NOTES \______.,age is Patrick J.Burke / Project:11446 JT ING P �a Alan Mascord Design Associates,Inc. Location:M1 -DINING PATIO DR HDR 2187 NW Reed St.Suite 100 Page/ Multi-Loaded Multi-Span Beam Portland,OR 97210 i Project: 1144B JT ROTH Location:M2-GREAT RM-REAR WINDOW HDR-DINING SIDE �� Patrick J.Burke page Multi-Loaded Multi-Span Beam MEI 2187 NWcord Design Associates, Inc. [2012 International Building Code(2012 NDS)] Reed St.Suite 100 3.5 IN x 7.25 IN x 5.0 FT Portland,OR 97210 or #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:0.6% Controlling Factor:Moment 6/21/2016 8:31:18 AM DEFLECTIONS Center Live Load 0.04 IN U1338 LOADING DIAGRAM Dead Load 0.03 in Total Load 0.08 IN U798 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1418 lb 1418 lb Dead Load 959 lb 959 lb Total Load 2377 lb 2377 lb Bearing Length 1.09 in 1.09 in BEAM DATA Center Span Length 5w ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load plf Base Values Uniform Dead Load 378567 plf Bending Stress: Fb= Ad ui steel Beam Self Weight 6 plf 900 psi Fb'= 1170 psi Total Uniform Load 951 Cd=1.00 CF=1.30 plf Shear Stress: Fv= 180 psi Fv'= 180si Cd=1.00 p Modulus of Elasticity: E= 1600 ksi E'= Comp.-I-to Grain: Fc-l= 1600 ksi 625 psi Fc-1'= 625 psi Controlling Moment: 2970 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2376 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 30.46 in3 30.66 in3 Area(Shear): 19.8 in2 25.38 in2 Moment of Inertia(deflection): 33.41 in4 111.15 in4 Moment: 2970 ft-lb 2989 ft-lb Shear: -2376 lb 3045 lb NOTES page �� Patrick J.Burke / Project: 11448 JT ROTH Alan Mascord Design Associates,Inc. Location:M3-GREAT RM-REAR WINDOW HDR-MSTR SIDE 2187 as Reed Sti Suite 100 °f Multi-Loaded Multi-Span Beam , ��r_ Portland,OR 97210 [2012 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT StruCalc Version 9.0.2.5 6I21I2016 8:31:18 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 19.1% Controlling Factor:Moment LOADING DIAGRAM DEFLNS Center Live Load 0.04 IN U1584 Dead Load 0.03 in Total Load 0.06 IN U944 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1198 lb 1198 lb Dead Load 811 lb 811 lb Total Load 2009 lb 2009 lb Bearing Length 0.92 in 0.92 in Center � .., ,n ,- BEAM DATA Span Length 5 fts n Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 ___ RM Center Notch Depth 0.00 _ LOADS Uniform Live Load 479 Of heATCR1A1 vRnPERTIES Uniform Dead Load 319 plf #2 Douglas-Fir-Larch Adjusted Beam Self Weight 6 plf Base Values —�---- Total Uniform Load 804 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 180 psi Shear Stress: Fv= 180 psi Fv'= Cd=1.00 1600 ksi E'= 1600 ksi E= Modulus of Elasticity: 1�= 625 si Comp. 1 to Grain: Fc-1= 625 psi Fc p Controlling Moment: 2511 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2009 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 25.75 in3 30.66 in3 Area(Shear): 16.74 in2 25.38 in2 in4 111.15 in4 Moment of Inertia(deflection): 28.242511 ft-lb 2989 ft-lb Moment: -2009 lb 3045 lb Shear: NOTES Project: 1144B JT ROTH page Location:M4-REAR PORCH HDR Patrick J.Burke Multi-Loaded Multi-Span Beam 111111 Alan MWscord Design Associates, Inc. [2012 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 5.5INx5.5INx9.5FT ..„44 +einee.:- Portland,OR 97210 or #2-Douglas-Fir-Larch-Dry Use Section Adequate By:9.3% StruCalc Version 9.0.2.5 6/21/2016 8:31:18 AM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.09 IN 01234 LOADING DIAGRAM Dead Load 0.17 in Total Load 0.26 IN L/439 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 238 lb 238 lb Dead Load 430 lb 430 lb Total Load 668 lb 668 lb Bearing Length 0.19 in 0.19 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft A e.6 ft Live Load Duration Factor 1.00 B Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 50 plf Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 750 psi Fb'= 750si P Total Uniform Load 141 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170p si Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. to Grain: Fc- l = 625 psi Fc- L'= 625 psi Controlling Moment: 1586 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -668 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 25.37 in3 27.73 in3 Area(Shear): 5.89 in2 30.25 in2 Moment of Inertia(deflection): 41.71 in4 76.26 in4 Moment: 1586 ft-lb 1733 ft-lb Shear: -668 lb 3428 lb NOTES page Project: 1144B 11Patrick J.Burke 11111Alan2187 Mascord Design Associates,Inc. Location :M5-FOYERJTBOTH ENTRY DR HDR NW Reed St.Suite 100 or Multi-Loaded Multi-Span Beam Portland,OR 97210 [2012 International Building Code(2012 NDS)] .- T+6, -. 3.5 IN x 7.25 IN x 5.0 FT 6/21/20168:31:18AM #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 Section Adequate By:7.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1584 Dead Load 0.03 in Total Load 0.06 IN L/944 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1198 lb 1198 lb Dead Load 811 lb 811 lb Total Load 2009 lb 2009 lb Bearing Length 0.92 in 0.92 in W -5ft Center _,._, -„�--_ ._ --� � .�. BEAM DATA w _' _ B Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 0.90 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 479 plf MATPROPERTIES Uniform Dead Load 319 plf #2 Douglas-Fir-Larch ouglas-Fir Larch Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1053 psi Total Uniform Load 804 plf Cd=0.90 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 162 psi Cd=0.90 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--12= 625 psi Controlling Moment: 2511 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2009 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: 28.61 id 3 PO Provided n3 ection Modulus: Area(Shear): 18.6 in2 25.38 in2 Moment of Inertia(deflection): 28,24 in4 111.15 in4 Moment: 2511 ft-lb 2691 ft-lb Shear: -2009 lb 2741 lb NOTES • Project: 11448 JT ROTH page Location:M6-FRONT GARAGE BMS EN Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design Associates, Inc. [2012 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 or 5.5 IN x 7.5 IN x 10.5 FT � } !:.Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 13.8% StruCalc Version 9.0.2.5 6/21/2016 8:31:18 AM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1524 Dead Load 0.12 in Total Load 0.20 IN L/626 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 399 lb 399 lb Dead Load 572 lb 572 lb Total Load 971 lb 971 lb Bearing Length 0.28 in 0.28 in BEAM DATA Center w Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 0.90 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 76 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 675 psi Total Uniform Load 185 Cd=0.90 CF=1.00 plf Shear Stress: Fv= 170 psi Fv'= 153 psi Cd=0.90 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 2549 ft-lb 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 971 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 45.31 in3 51.56 in3 Area(Shear): 9.52 in2 41.25 in2 Moment of Inertia(deflection): 74.1 in4 193.36 in4 Moment: 2549 ft-lb 2900 ft-lb Shear: 971 lb 4208 lb NOTES