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Specifications (13) c-cam,\ - CJ RECEIVED SEP 6 2018 ALAN FFY OF TIGARD UIL®IN1G Di1/ISiON 0. DESIGN ASSOCIATES, I N C . OPTION PLAN 2376A BY: FOUR D 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 - 60# 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 page Project:2376A-FOUR D CONST Eli Patrick J. Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footinglilt 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] ,., Portland,OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.6 8/26/2018 7:44:17 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS I 3.5 in I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb 8 in Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb 3i Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb 1.5ft Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb Project:2376A-FOUR D CONST page En Patrick J. Burke Location:F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Es 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] —4-Ate :. Portland.OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN - Section Footing Design Adequate StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1-3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): .3 in Beam Shear: Vu1 = 535 lb Allowable Beam Shear: Vc1 = 5867 lb ---__-....._.1.6667 ft- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb Footing plus soil above footing weight: Wt= 224 lb page Project:2376A-FOUR D CONST En Patrick J. Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] , _Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H 3.5 in-_- Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 1Z1° Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): s n Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb page , Project:2376A-FOUR D CONST Patrick J. Burke Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f Portland.OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCaic Version 10.0.1.6 8/26/2018 7:44:18 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1-3.5 in H Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 to Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): i 3 in Beam Shear: Vu1 = 720 lb a ( I Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): 2.333n-- Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb Footing plus soil above footing weight: Wt= 614 lb page Project:2376A-FOUR D CONST 111111 Patrick J. Burke Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 11111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ yryl Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN - Section Footing Design Adequate StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H3,5' —1 Column Depth: n= 3.5 in _ I I FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb --- Beam Shear Calculations(One Way Shear): 1 3 in Beam Shear: Vu1 = 766 lb j Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): z.5 ft Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb page Project:2376A-FOUR D CONSTii Patrick J. Burke Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design Footing ®� 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ,,:, ":, Portland.OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN - Reinforcement:#4 Bars @ 9.00 IN.O.C. EM!/(4)min. StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE 1-3.5in-I Width: W= 3 ft I Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood Column Width: m= 3.5 in P o n 9 Column Depth: n= 3.5 in 3 in FOOTING CALCULATIONS 3 ft I Bearing Calculations: 1-3.5in-j Ultimate Bearing Pressure: Qu= 1350 psf I I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 7-- Re q u i re d Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf 1 Baseplate Bearing: Bearing Required: Bear= 17010 lb 1210 Allowable Bearing: Bear-A= 33841 lb 1 p_____ __ _o_ —._ ,1 __ —_ ___O Beam Shear Calculations(One Way Shear): Sin Beam Shear: Vu1 = 4607 lb Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 336668 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 9.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. I page Project:2376A-FOUR D CONST Patrick J.Burke Location:F42-TYP ISOLATED BR'G PAD �� Alan Mascord Design Footing Ell 2187 NW Reed St.Ste 100 0/ [2015 International Building Code(2015 NDS)] _...„..1.10.40‘04,Z.,Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. EMI/(5)min. StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft 3.5 in 1 Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 1 Column Type: Wood Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in en .r j FOOTING CALCULATIONS 3 in Bearing Calculations: 3.5ft Ultimate Bearing Pressure: Qu= 1350 psf 3.5in1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I i Required Footing Area: Areq= 12.25 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): p n Beam Shear: Vu1 = 7028 lb j 3 in Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 419670 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.66 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.elw(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in page Project:2376A-FOUR D CONST Patrick J. Burke Location:WORST CASE CONT. FTG UNDER MID CRAWLSPACE �� Alan Mascord Design Footing III. 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland. OR 97210 Footing Size:24.0 IN Wide x 10.0 IN Deep Continuous Footing - Section Footing Design Adequate StruCalc Version 10.0.1.6 8/26/2018 7:44:22 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 24 in Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in STEMWALL SIZE Stemwall Width: 0 in Stemwall Height: 0 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS 0)n Bearing Calculations: Ultimate Bearing Pressure: Qu= 1318 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Width Required: Wreq= 1.92 ft Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 629 lb Allowable Beam Shear: Vc1 = 3520 lb 10 in Transverse Direction: Bending Calculations: 3 in Factored Moment: Mu= 11329 in-lb Nominal Moment Strength: Mn= 17600 in-lb 2ft FOOTING LOADING Live Load: PL= 1536 plf Dead Load: PD= 1099 plf Total Load: PT= 2635 plf Ultimate Factored Load: Pu= 3776 plf Project:2376A-FOUR D CONST page PatrickE. J. Burke Location:WORST CASE FDTN.WALL AT REAR HOUSE Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:28.0 IN Wide x 10.0 IN Deep Continuous Footing With 10.0 IN Thick x 30.0 IN Tall Stemwall StruCalc Version 10.0.1.6 8/26/2018 7:44:22 PM LongitudinalReinforcement: (3)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 10.00 IN. O.C.(unnecessary) 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 28 in Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in STEMWALL SIZE Stemwall Width: 10 in Stemwall Height: 30 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: io in Ultimate Bearing Pressure: Qu= 1292 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Width Required: Wreq= 2.19 ft Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 419 lb Allowable Beam Shear: Vc1 = 5625 lb to in Transverse Direction: Bending Calculations: f 3 in Factored Moment: Mu= 6167 in-lb Nominal Moment Strength: Mn= 0 in-lb — —2.333333 ft -- ----- Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.02 in2 FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.22 in2 Live Load: PL= 1618 plf Controlling Reinforcing Steel: As-reqd= 0.22 in2 Dead Load: PD= 1083 plf Selected Reinforcement: Trans:#4's @ 10.0 in.o.c. Total Load: PT= 3014 plf Reinforcement Area Provided: As= 0.22 in2 Ultimate Factored Load: Pu= 4263 plf Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6 in Longitudinal Direction: - - Reinforcement Calculations: Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2)= 0.5 in2 Controlling Reinforcing Steel: As-reqd= 0.5 in2 Selected Reinforcement: Longitudinal: (3)Cont.#4 Bars Reinforcement Area Provided: As= 0.59 in2 Project:2376A-FOUR D CONST page El Patrick J. Burke Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column 111® 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___4 ' e [.:Portland, OR 97210 3.51Nx3.5INx4.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft V Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=1.15 Cp=0.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi Cd=0.90 CF=1.50 4ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi Cd=0.90 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 Ley/dy= 13.71 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi Combined Stress Factor: CSF= 1 page Project:2376A-FOUR D CONSTEn Patrick J. Burke Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �- i ....Portland,OR 97210 5.51Nx5.51Nx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft — Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi Cd=O.90 CF=9.00 4 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi Cd=0.90 CF=9.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi r* ` Column Section(X-X Axis): dx= 5.5 in 7 Column Section(Y-Y Axis): dy= 5.5 in 0 at:.re Area: A= 30.25 in2 ' (, Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus Y-Y Axis): Sy27.73 in3 6t Slenderness Ratio: Lex/dx= 8.73 l Ley/dy= 8.73 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 1 Project:2376A-FOUR D CONST page in Patrick J. Burke Location:D1 -REAR DECK BM Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _- ':- Portland, OR 97210 5.125 IN x 12.0 IN x 17.5 FT - 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 8/26/2018 7:44:17 PM Section Adequate By: 14.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.51 IN L/411 Dead Load 0.12 in Total Load 0.63 IN L/335 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2345 lb 2345 lb Dead Load 528 lb 528 lb Total Load 2873 lb 2873 lb Bearing Length 1.63 in 1.63 in BEAM DATA Center Span Length 17.5 ft 410 Unbraced Length-Top 0 ft A 17.5ft-- — B Unbraced Length-Bottom 17.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.12 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 268 plf Uniform Dead Load 47 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 328 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1920 psi Cm=O.80 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Cm=O.83 Comp.-L to Grain: Fc--L= 650 psi Fc- = 345 psi Cm=0.53 Controlling Moment: 12569 ft-lb 8.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2873 lb 17.0 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: 78.56 in3 123 in3 Area(Shear): 18.58 in2 61.5 in2 Moment of Inertia(deflection): 646.5 in4 738 in4 Moment: 12569 ft-lb 19680 ft-lb Shear: -2873 lb 9507 lb • Project:2376A-FOUR D CONST page in Patrick J. Burke Location: M1 -BM 0/KIT.REF Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _--.tr4yr.,. Portland,OR 97210 3.125 IN x 9.0 IN x 9.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By:28.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/462 Dead Load 0.06 in Total Load 0.31 IN L/366 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2185 lb 2185 lb Dead Load 575 lb 575 lb Total Load 2760 lb 2760 lb Bearing Length 1.36 in 1.36 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft A" --9.5 ft B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 460 plf Notch Depth 0.00 Uniform Dead Load 115 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 581 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc---= 650 psi Fc- = 650 psi Controlling Moment: 6556 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: 2760 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: Req'd Provided Section Modulus: 32.78 in3 42.19 in3 Area(Shear): 15.62 in2 28.13 in2 Moment of Inertia(deflection): 147.87 in4 189.84 in4 Moment: 6556 ft-lb 8438 ft-lb Shear: 2760 lb 4969 lb , Project:2376A-FOUR D CONST page it Patrick J. Burke Location: M2-KIT. BM 0/FLUSH Alan Mascord Design Multi-Loaded Multi-Span Beam Mill 2187 NW Reed St.Ste 100 of [2015 International Budding Code(2015 NDS)] r _Portland, OR 97210 (2)1.51Nx11.251Nx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By:247.7% Controlling Factor: Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/8152 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 920 lb 920 lb Dead Load 245 lb 245 lb Total Load 1165 lb 1165 lb Bearing Length 0.62 in 0.62 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A aft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 460 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 582 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 1165 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1165 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: 15.53 in3 63.28 in3 Area(Shear): 9.71 in2 33.75 in2 Moment of Inertia(deflection): 12.42 in4 355.96 in4 Moment: 1165 ft-lb 4746 ft-lb Shear: -1165 lb 4050 lb page Project:2376A-FOUR D CONST in Patrick J.Burke / Location:M3-WINDOW HDR AT BR.4 Alan Mascord Design Multi-Loaded Multi-Span Beam ES 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __,49Portland,OR 97210 3.125 IN x 9.0 IN x 6.67 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 13.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/856 Dead Load 0.06 in Total Load 0.15 IN L/521 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1638 lb 2393 lb Dead Load 1029 lb 1539 lb Total Load 2667 lb 3932 lb Bearing Length 1.31 in 1.94 in BEAATA SpanNLe Length 6.67 ft Center ss7 n Unbraced Length-Top 0 ft A Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0,06 Uniform Live Load 280 plf Notch Depth 0.00 Uniform Dead Load 160 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 446 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2163 lb Cd=1.00 Dead Load 1460 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-to Grain: Fc- = 650 psi Fc- L'= 650 psi Controlling Moment: 7461 ft-lb 4.47 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3932 lb 7.0 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: 37.31 in3 42.19 in3 Area(Shear): 22.26 in2 28.13 in2 Moment of Inertia(deflection): 87.48 in4 189.84 in4 Moment: 7461 ft-lb 8438 ft-lb Shear: -3932 lb 4969 lb page Project:2376A-FOUR D CONST Patrick J. Burke Location: M4-DEN DOOR HDR �� Alan Mascord Design Multi-Loaded Multi-Span Beam IFNI 2187 NW Reed St.Ste 100 0/ [2015 International Building Code(2015 NDS)] + • Portland.OR 97210 3.5 INx5.5INx2.67FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By: 34.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4031 Dead Load 0.01 in Total Load 0.01 IN L/2408 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1027 lb 503 lb 1 Dead Load 690 lb 341 lb Total Load 1717 lb 844 lb Bearing Length 0.78 in 0.39 in BEAM DATA Center Span Length 2.67 ft Unbraced Length-Top 0 ft 2.67 ft B Unbraced Length-Bottom 2.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 4 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 920 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 613 lb Comp.L to Grain: Fc- = 625 psi Fc- L'= 625 psi Location 0.5 ft Controlling Moment: 839 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 0.69 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 252 plf 126 plf Controlling Shear: 1717 lb Left Dead Load 168 plf 84 plf At left support of span 2(Center Span) Right Live Load 252 plf 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 168 plf 84 plf Load Start 0.5 ft 0 ft Comparisons with required sections: Req'd Provided Load End 2.67 ft 0.5 ft Section Modulus: 8.6 in3 17.65 in3 Load Length 2.17 ft 0.5 ft Area(Shear): 14.31 in2 19.25 in2 Moment of Inertia(deflection): 4.84 in4 48.53 in4 Moment: 839 ft-lb 1720 ft-lb Shear: 1717 lb 2310 lb page Project:2376A FOUR D CONST E. Patrick J.Burke / Location:M5-PATIO DR HDR AT NOOK ER Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] -_,..140.40.1014Z....Portland, OR 97210 3.125 IN x 9.0 IN x 6.33 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By: 19.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/924 Dead Load 0.05 in Total Load 0.13 IN L/570 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 i REACTIONS A B Live Load 1832 lb 2386 lb Dead Load 1096 lb 1469 lb Total Load 2928 lb 3855 lb Bearing Length 1.44 in 1.90 in BEAM DATA Center Span Length 6.33 ft Unbraced Length-Top 0 ft A 6.33n - B Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 off MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1315 lb Cd-=1.00 Dead Load 921 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 7035 ft-lb Left Live Load 340 plf 265 plf 3.48 Ft from left support of span 2(Center Span) Left Dead Load 175 plf 176 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 340 plf 265 plf Controlling Shear: -3855 lb Right Dead Load 175 plf 176 plf 6.0 Ft from left support of span 2(Center Span) Load Start 0 ft 3.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 6.33 ft 6.33 ft Load Length 6.33 ft 2.83 ft Comparisons with required sections: Red Provided Section Modulus: 35.18 in3 42.19 in3 Area(Shear): 21.82 in2 28.13 in2 Moment of Inertia(deflection): 79.99 in4 189.84 in4 - Moment: 7035 ft-lb 8438 ft-lb Shear: -3855 lb 4969 lb page Project:2376A FOUR D CONST E. Patrick J. Burke / Location:M6-KITCHEN WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __.„140.0,404,10e.... Portland.OR 97210 5.125 IN x 10.5 IN x 3.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By:4.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7192 Dead Load 0.00 in Total Load 0.01 IN L/4341 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5483 lb 1896 lb Dead Load 3629 lb 1214 lb Total Load 9112 lb 3110 lb Bearing Length 2.74 in 0.93 in BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 175 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 527 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1315 lb 4740 lb Cd=1.00 Dead Load 921 lb 3160 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.67 ft 0.67 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 5780 ft-lb Left Live Load 454 plf 0.69 Ft from left support of span 2(Center Span) Left Dead Load 302 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 454 plf Controlling Shear: 9112 lb Right Dead Load 302 plf At left support of span 2 (Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 0.67 ft Load Length 0.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 28.9 in3 94.17 in3 Area(Shear): 51.58 in2 53.81 in2 Moment of Inertia(deflection): 27.33 in4 494.4 in4 Moment: 5780 ft-lb 18834 ft-lb Shear: 9112 lb 9507 lb page Project:2376A-FOUR D CONSTim Patrick J. Burke Location:M7-MAIN BM AT COVERED DECK Alan Mascord Design Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.51N x 11.5IN x 17.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By: 3.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/716 Dead Load 0.23 in Total Load 0.52 IN L/403 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1103 lb 1103 lb Dead Load 855 lb 855 lb Total Load 1958 lb 1958 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center . . Span Length 17.5 ft , Unbraced Length-Top O ft A -- 17.5 n - B Unbraced Length-Bottom 17.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 224 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1-to Grain: Fc- = 625 psi Fc-L'= 625 psi Controlling Moment: 8564 ft-lb 8.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1957 lb 17.0 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: 117.45 in3 121.23 in3 Area(Shear): 17.27 in2 63.25 in2 Moment of Inertia(deflection): 414.95 in4 697.07 in4 Moment: 8564 ft-lb 8840 ft-lb Shear: -1957 lb 7168 lb , Project:2376A-FOUR D CONST page RE Patrick J. Burke Location:M8-SIDE BM AT COVERD DECK Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f Portland. OR 97210 5.5INx11.5lNx9.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By: 35.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1980 Dead Load 0.04 in Total Load 0.09 IN L/1159 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1540 lb 958 lb Dead Load 1090 lb 702 lb Total Load 2630 lb 1660 lb Bearing Length 0.76 in 0.48 in BEAM DATA Center Span Length 9 ft ._ . -.. ._., Unbraced Length-Top O ft A 9 ft— B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 902 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 601 lb Comp.1 to Grain: Fc- t = 625 psi Fc--L'= 625 psi Location 4 ft Controlling Moment: 6526 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.96 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 289 plf 126 plf Controlling Shear: 2630 lb Left Dead Load 193 plf 84 plf At left support of span 2 (Center Span) Right Live Load 289 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf 34 plf Load Start Oft 4 ft Comparisons with required sections: Reo'd Provided Load End 4 ft 9 ft Section Modulus: 89.5 in3 121.23 in3 Load Length 4 ft 5 ft Area(Shear): 23.2 in2 63.25 in2 Moment of Inertia(deflection): 144.3 in4 697.07 in4 Moment: 6526 ft-lb 8840 ft-lb Shear: 2630 lb 7168 lb page Project:2376A-FOUR D CONST RE Patrick J. Burke • Location:M9-SIDE BM AT COVERED DECK BY NOOK ma Alan Mascord Design / Multi Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] 1 :e, f...Portland,OR 97210 5.5 IN x 9.5 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By:62.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2586 Dead Load 0.02 in Total Load 0.06 IN L/1517 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 1321 lb 635 lb Dead Load 922 lb 464 lb Total Load 2243 lb 1099 lb Bearing Length 0.65 in 0.32 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top O ft A - 7 ft- B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 904 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 603 Ib Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 2.17 ft Controlling Moment: 3706 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.17 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 289 plf 126 plf Controlling Shear: 2243 lb Left Dead Load 193 plf 84 plf At left support of span 2(Center Span) Right Live Load 289 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf 34 plf Load Start Oft 2.17 ft Comparisons with required sections: Rend Provided Load End 2.17 ft 7 ft Section Modulus: 50.83 in3 82.73 in3 Load Length 2.17 ft 4.83 ft Area(Shear): 19.79 in2 52.25 in2 Moment of Inertia(deflection): 62.15 in4 392.96 in4 Moment: 3706 ft-lb 6032 ft-lb Shear: 2243 lb 5922 lb • page Project:2376A-FOUR D CONST Patrick J. Burke W Location: M10-BM BTN HALL/NOOK �� Alan Mascord Design Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] � ry Portland. OR 97210 3.5 IN x 5.5 IN x 4.83 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By: 1.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/799 Dead Load 0.02 in Total Load 0.09 IN L/635 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1111 lb 1111 lb Dead Load 288 lb 288 lb Total Load 1399 lb 1399 lb Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 4.83 ft . . Unbraced Length-Top 0 ft A 4.83 ft — B Unbraced Length-Bottom 4.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 460 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 579 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- L= 625 psi Fc- L'= 625 psi Controlling Moment: 1689 ft-lb 2.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1399 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: Req'd Provided Section Modulus: 17.32 in3 17.65 in3 Area(Shear): 11.66 in2 19.25 in2 Moment of Inertia(deflection): 21.86 in4 48.53 in4 Moment: 1689 ft-lb 1720 ft-lb Shear: 1399 lb 2310 lb • page Project:2376A-FOUR D CONSTEs Patrick J. Burke • Location:M11-BM BTWN FOYER/GREAT RM Alan Mascord Design Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] .( "cg1 ' :Portland,OR 97210 3.5 IN x 11.25 IN x 9.67 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By:27.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1232 Dead Load 0.03 in Total Load 0.12 IN L/965 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1249 lb 1598 lb Dead Load 354 lb 441 lb Total Load 1603 lb 2039 lb Bearing Length 0.73 in 0.93 in BEAM DATA Center Span Length 9.67 ft Unbraced Length-Top 0 ft A---- ----9.67ft B Unbraced Length-Bottom 9.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 120 plf 340 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 30 plf 85 plf Comp.1 to Grain: Fc---= 625 psi Fc--- = 625 psi Right Live Load 120 plf 340 plf Controlling Moment: 4796 ft-lb Right Dead Load 30 plf 85 plf Load Start 0 ft 2 ft 4.93 Ft from left support of span 2(Center Span) Load End 2 ft 9,67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 7.67 ft Controlling Shear: -2039 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: 58.13 in3 73.83 in3 Area(Shear): 16.99 in2 39.38 in2 Moment of Inertia(deflection): 121.31 in4 415.28 in4 Moment: 4796 ft-lb 6091 ft-lb Shear: -2039 lb 4725 lb • Project:2376A-FOUR D CONST page ER Patrick J. Burke / Location:M12 BM OVER FOYER BY STAIRS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Y,, 4„ I` Portland,OR 97210 (2) 1.5 IN x 11.25 IN x 9.33 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:18 PM Section Adequate By: 5.9% Controlling Factor: Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1167 Dead Load 0.03 in Total Load 0.12 IN L/917 Live Load Deflection Criteria: 1J360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1191 lb 1547 lb Dead Load 332 lb 421 lb Total Load 1523 lb 1968 lb Bearing Length 0.81 in 1.05 in BEAM DATA Center Span Length 9.33 ft Unbraced Length-Top 0 ft 9.33 ft Unbraced Length-Bottom 9.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 80 plf 340 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 20 plf 85 plf Comp.1 to Grain: Fc- L= 625 psi Fc--L'= 625 psi Right Live Load 80 plf 340 plf Controlling Moment: 4480 ft-lb Right Dead Load 20 plf 85 plf Load Start 0 ft 1.67 ft 4.76 Ft from left support of span 2(Center Span) Load End 1.67 ft 9.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.67 ft 7.66 ft Controlling Shear: -1968 lb 9.0 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: 59.74 in3 63.28 in3 Area(Shear): 16.4 in2 33.75 in2 Moment of Inertia(deflection): 109.77 in4 355.96 in4 Moment: 4480 ft-lb 4746 ft-lb Shear: -1968 lb 4050 lb Project:2376A-FOUR D CONST page E. Patrick J. Burke Location:M13-SMALL BM OVER FRONT GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam an 2187 NW Reed St.Ste 100 r [2015 International Building Code(2015 NDS)] __,, r Portland, OR 97210 (2)1.51Nx11.251Nx3.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By: 316.5% Controlling Factor: Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 525 lb 525 lb Dead Load 447 lb 447 lb Total Load 972 lb 972 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center .. Span Length 3 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 350 plf #2-Douglas-Fir-Larch Uniform Dead Load 291 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 648 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.1-to Grain: Fc- = 625 psi Fc-1-'= 625 psi Controlling Moment: 729 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 972 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: Req'd Provided Section Modulus: 9.72 in3 63.28 in3 Area(Shear): 8.1 in2 33.75 in2 Moment of Inertia(deflection): 4.92 in4 355.96 in4 Moment: 729 ft-lb 4746 ft-lb Shear: 972 lb 4050 lb • . Project:2376A-FOUR D CONST page En Patrick J. Burke Location:M14-BM OVER FRONT GARAGE BY FOYER Alan Mascord Design Multi-Loaded Multi-Span Beam 11111112187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___./..(400044, :... Portland.OR 97210 5.125 IN x 10.5 IN x 11.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By: 7.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/655 Dead Load 0.15 in Total Load 0.36 IN L/370 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:11240 REACTIONS A B Live Load 1776 lb 2175 lb Dead Load 1455 lb 1617 lb Total Load 3231 lb 3792 lb Bearing Length 0.97 in 1.14 in BEAM DATA Center Span Length 11 ft xr x Unbraced Length-Top O ft A YI ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: * Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cr. Live Load 2773 lb 525 lb Dead Load 1849 lb 447 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.17 ft 6.17 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 17576 ft-lb Left Live Load 40 plf 75 plf 6.16 Ft from left support of span 2(Center Span) Left Dead Load 10 plf 140 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 75 plf Controlling Shear: -3792 lb Right Dead Load 10 plf 140 plf At right support of span 2(Center Span) Load Start 2.17 ft 2.17 ft Created by combining all dead loads and live loads on span(s)2 Load End 11 ft 6.17 ft Load Length 8.83 ft 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 87.88 in3 94.17 in3 Area(Shear): 21.47 in2 53.81 in2 Moment of Inertia(deflection): 320.39 in4 494.4 in4 Moment: 17576 ft-lb 18834 ft-lb Shear: -3792 lb 9507 lb page Project:2376A-FOUR D CONSTN. Patrick J. Burke Location:M15-FRONT GARAGE BM BTWN GARAGE BAYS Alan Mascord Design Multi Loaded Multi Span Beam imt 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] tee. `9a.:Portland, OR 97210 5.51Nx11.5INx11.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By: 10.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1333 Dead Load 0.09 in Total Load 0.19 IN L/700 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 3 Live Load 960 lb 2410 lb Dead Load 938 lb 1836 lb 1 Total Load 1898 lb 4246 lb Bearing Length 0.55 in 1.24 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A- — 11 ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adlusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=9.00 CF=9.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Three Cd=9.00 Live Load 233 lb 833 lb 832 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 155 lb 556 lb 555 lb Comp.1 to Grain: Fc---= 625 psi Fc-L'= 625 psi Location 2.17 ft 8 ft 10 ft Controlling Moment: 8014 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.48 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 75 plf 227 plf Controlling Shear: -4246 lb Left Dead Load 10 plf 140 plf 151 plf At right support of span 2(Center Span) Right Live Load 40 plf 75 plf 227 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf 140 plf 151 plf Load Start 2.17 ft 2.17 ft 8 ft Comparisons with required sections: Req'd Provided Load End 11 ft 8 ft 11 ft Section Modulus: 109.91 in3 121.23 in3 Load Length 8.83 ft 5.83 ft 3 ft Area(Shear): 37.47 in2 63.25 in2 Moment of Inertia(deflection): 239.02 in4 697.07 in4 Moment: 8014 ft-lb 8840 ft-lb Shear: -4246 lb 7168 lb Project:2376A-FOUR D CONST page ER Patrick J. Burke Location:M16-CONT OF M15 AT REAR GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam . 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland.OR 97210 3.5 INx11.25INx10.0FT — � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By:2.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1569 Dead Load 0.05 in Total Load 0.13 IN L/940 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2192 lb 600 lb Dead Load 1582 lb 377 lb Total Load 3774 lb 977 lb Bearing Length 1.73 in 0.45 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft —B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 pit Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1610 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1074 lb Comp.-L to Grain: Fc- L= 625 psi Fc--- = 625 psi Location 2 ft Controlling Moment: 5948 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.0 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 227 plf 164 plf Controlling Shear: 3774 lb Left Dead Load 151 plf 199 plf At left support of span 2(Center Span) Right Live Load 227 plf 164 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 151 plf 199 plf Load Start 0 ft 0 ft Comparisons with required sections: Read Provided Load End 2 ft 2 ft Section Modulus: 72.1 in3 73.83 in3 Load Length 2 ft 2 ft Area(Shear): 31.45 in2 39.38 in2 Moment of Inertia(deflection): 106.03 in4 415.28 in4 Moment: 5948 ft-lb 6091 ft-lb Shear: 3774 lb 4725 lb page Project:2376A-FOUR D CONST in Patrick J. Burke Location: M17-BM OVER REAR GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam EllII 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 INx10.5INx10.0FT — -. 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By:28.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/891 Dead Load 0.09 in Total Load 0.22 IN L/537 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4420 lb 1265 lb Dead Load 2951 lb 822 lb Total Load 7371 lb 2087 lb Bearing Length 2.21 in 0.63 in BEAM DATA Center Span Length 10 ft `_ Unbraced Length-Top 0 ft A 10 ft - B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 5365 lb Cd_=1.00 Dead Load 3576 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 40 plf Controlling Moment: 14719 ft-lb Left Dead Load 10 plf 2.0 Ft from left support of span 2(Center Span) Right Live Load 40 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf Controlling Shear: 7371 lb Load Start 2 ft At left support of span 2(Center Span) Load End 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 73.59 in3 94.17 in3 Area(Shear): 41.72 in2 53.81 in2 Moment of Inertia(deflection): 221.07 in4 494.4 in4 Moment: 14719 ft-lb 18834 ft-lb Shear: 7371 lb 9507 lb page Project:2376A-FOUR D CONSTEn Patrick J. Burke Location:M18-BM AT MID 8/0 GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �,,, y.4y _:. Portland, OR 97210 3.125 IN x 10.5 IN x 10.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By:5.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/780 Dead Load 0.14 in Total Load 0.29 IN L/415 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1204 lb 3052 lb Dead Load 1203 lb 2434 lb Total Load 2407 lb 5486 lb Bearing Length 1.18 in 2.70 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 147 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Live Load 2140 lb lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1426 Location 8 ft Cd=1.00 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi RIGHT SPAN Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number Live Load Controlling Moment: 9188 ft-lb Dead Load 7.6 Ft from left support of span 2(Center Span) Location Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-CENTER SPAN Controlling Shear: -5487 lb Load Number One Two At right support of span 2(Center Span) Left Live Load 101 plf 454 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 67 pif 302 plf Right Live Load 101 plf 454 plf Comparisons with required sections: Req'd Provided Right Dead Load 67 plf 302 plf Section Modulus: 45.94 in3 57.42 in3 Load Start 0 ft 8 ft Area(Shear): 31.06 in2 32.81 in2 Load End 8 ft 10 ft Moment of Inertia(deflection): 174.52 in4 301.46 in4 Load Length 8 ft 2 ft Moment: 9188 ft-lb 11484 ft-lb RIGHT SPAN Shear: -5487 lb 5797 lb Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length Project:2376A-FOUR D CONST page E. Patrick J. Burke Location:M19-MAIN BM AT MID 16/0 GARAGE BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 0/ [2015 International Building Code(2015 NDS)] y,, 7e1,•Portland,OR 97210 6.75 IN x 18.0 IN x 19.17 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:19 PM Section Adequate By: 1.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/552 Dead Load 0.21 in Total Load 0.63 IN L/364 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 11054 lb 6877 lb 1 2 Dead Load 6711 lb 3463 lb 4 Total Load 17765 lb 10340 lb Bearing Length 4.05 in 2.36 in BEAM DATA Center Span Length 19.17 ft ,4 .. ; Unbraced Length-Top 0 ft A 19.17n —B Unbraced Length-Bottom 19.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.32 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 24F-V4-Visually Graded Western Species Total Uniform Load 26 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Three * Four Fb_cmpr= 1850 psi Fb'= 2263 psi Live Load 4420 lb 2192 lb 2410 lb 2175 lb Cd=1.00 Cv=0.94 Dead Load 2951 lb 1582 lb 1836 lb 1617 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 3 ft 3 ft 16 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc--I-= 650 psi Fc---'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 54063 ft-lb Left Live Load 440 plf 320 plf 6.9 Ft from left support of span 2(Center Span) Left Dead Load 110 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 440 plf 320 plf Controlling Shear: 17766 lb Right Dead Load 110 plf 80 plf At left support of span 2(Center Span) Load Start 3 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load End 16 ft 19.17 ft Load Length 13 ft 3.17 ft Comparisons with required sections: Req'd Provided Section Modulus: 286.74 in3 364.5 in3 Area(Shear): 100.56 in2 121.5 in2 Moment of Inertia(deflection): 3243.16 in4 3280.5 in4 Moment: 54063 ft-lb 68725 ft-lb Shear: 17766 lb 21465 lb Project:2376A-FOUR D CONST page Patrick J. Burke Location:M20-MAIN BM BTWN GARAGE BAYS Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] r Portland,OR 97210 6.75 IN x 24.0 IN x 19.33 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By:8.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/877 Dead Load 0.18 in Total Load 0.44 IN L1525 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 7537 lb 7009 lb Dead Load 5053 lb 4880 lb Total Load 12590 lb 11889 lb 2 Bearing Length 2.87 in 2.71 in BEAM DATA Center Span Length 19.33 ft Unbraced Length-Top 0 ft 19.33 n - B Unbraced Length-Bottom 19.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 35 plf 24F-V4-Visually Graded Western Species Total Uniform Load 35 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two Fbcmpr= 1850 psi Fb'= 2197 psi Live Load 11054 lb 3052 lb Cd_=1.00 Cv=0.92 Dead Load 6711 lb 2434 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9 ft 11 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc- = 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 109363 ft-lb Left Live Load 40 plf 9.09 Ft from left support of span 2(Center Span) Left Dead Load 10 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf Controlling Shear: 12591 lb Right Dead Load 10 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 11 ft Load Length 11 ft Comparisons with required sections: Req'd Provided Section Modulus: 597.46 in3 648 in3 Area(Shear): 71.27 in2 162 in2 Moment of Inertia(deflection): 5327.94 in4 7776 in4 Moment: 109363 ft-lb 118615 ft-lb Shear: 12591 lb 28620 lb page Project:2376A-FOUR D CONSTmig Patrick J. Burke Location: M21-16/0 O.H.GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _„,r ,.4o, _Portland,OR 97210 5.125 IN x 15.0 IN x 16.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 19.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/558 Dead Load 0.25 in Total Load 0.61 IN L/323 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4684 lb 5388 lb 2 Dead Load 3572 lb 4019 lb 1 Total Load 8256 lb 9407 lb Bearing Length 2.48 in 2.82 in BEAM DATA Center .t .u . Span Length 16.33 ft Unbraced Length-Top O ft A 16.33 n - B Unbraced Length-Bottom 16.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.25 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 960 lb 1776 lb Cd=1.00 Dead Load 938 lb 1455 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.42 ft 14.92 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc--1-= 650 psi Fc-l'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 32197 ft-lb Left Live Load 131 plf 514 plf 150 plf 8.33 Ft from left support of span 2(Center Span) Left Dead Load 89 plf 345 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 131 plf 514 plf 150 plf Controlling Shear: -9407 lb Right Dead Load 89 plf 345 plf 101 plf 16.0 Ft from left support of span 2(Center Span) Load Start 0 ft 1.42 ft 14.92 ft Created by combining all dead loads and live loads on span(s)2 Load End 1.42 ft 14.92 ft 16.33 ft Load Length 1.42 ft 13.5 ft 1.41 ft Comparisons with required sections: Req'd Provided Section Modulus: 160.99 in3 192.19 in3 Area(Shear): 53.25 in2 76.88 in2 Moment of Inertia(deflection): 1069.45 in4 1441.41 in4 - Moment: 32197 ft-lb 38438 ft-lb Shear: -9407 lb 13581 lb page Project:2376A-FOUR D CONSTE. Patrick J. Burke / Location: M22-8/0 O.H. GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 11 2187 NW Reed St. Ste 100 0( [2015 International Building Code(2015 NDS)] _ ,-( � _ Portland.OR 97210 3.5 IN x 11.25 IN x 8.33 FT - { #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 142.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3628 Dead Load 0.02 in Total Load 0.05 IN L/2118 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B_ Live Load 704 lb 704 lb Dead Load 502 lb 502 lb Total Load 1206 lb 1206 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center Span Length 8.33 ft Unbraced Length-Top 0 ft A 8.33 ft B Unbraced Length-Bottom 8.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 169 plf #2-Douglas-Fir-Larch Uniform Dead Load 112 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 290 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 2511 ft-lb 4.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1206 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: Req'd Provided Section Modulus: 30.44 in3 73.83 in3 Area(Shear): 10.05 in2 39.38 in2 Moment of Inertia(deflection): 47.06 in4 415.28 in4 Moment: 2511 ft-lb 6091 ft-lb Shear: 1206 lb 4725 lb Page Project:2376A-FOUR D CONSTin Patrick J. Burke Location:M23-SIDE BM AT FRONT PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100of [2015 International Building Code(2015 NDS)] _..,, ? titn ': Portland,OR 97210 3.5 INx9.25INx5.33FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 115.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4112 Dead Load 0.01 in Total Load 0.03 IN L/2435 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 712 lb 694 lb Dead Load 492 lb 482 lb Total Load 1204 lb 1176 lb Bearing Length 0.55 in 0.54 in BEAM DATA Center Span Length 5.33 ft Unbraced Length-Top 0 ft A 5.33 n B Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 486 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 324 lb Comp.1 to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Location 2.33 ft Controlling Moment: 2088 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.35 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 154 plf 187 plf Controlling Shear: 1204 lb Left Dead Load 102 plf 125 plf At left support of span 2 (Center Span) Right Live Load 154 plf 187 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 102 plf 125 plf Load Start 0 ft 2.33 ft Comparisons with required sections: Req'd Provided Load End 2.33 ft 5.33 ft Section Modulus: 23.2 in3 49.91 in3 Load Length 2.33 ft 3 ft Area(Shear): 10.03 in2 32.38 in2 Moment of Inertia(deflection): 22.75 in4 230.84 in4 Moment: 2088 ft-lb 4492 ft-lb Shear: 1204 lb 3885 lb page , Project:2376A-FOUR D CONSTIIII Patrick J. Burke Location:M24-FRONT BM AT FRONT PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam IMO 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ____.1„4,0,01811..._Portland.OR 97210 3.5INx9.25INx7.33FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 154.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3248 Dead Load 0.02 in Total Load 0.05 IN L/1902 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 564 lb 564 lb Dead Load 400 lb 400 lb Total Load 964 lb 964 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 7.33 ft r. . �a Unbraced Length-Top 0 ft A 7.33 ft =B Unbraced Length-Bottom 7.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 154 plf #2-Douglas-Fir-Larch Uniform Dead Load 102 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 263 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- t = 625 psi Fc--L'= 625 psi Controlling Moment: 1766 ft-lb 3.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -964 lb 7.0 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: Rea'd Provided Section Modulus: 19.63 in3 49.91 in3 Area(Shear): 8.03 in2 32.38 in2 Moment of Inertia(deflection): 29.13 in4 230.84 in4 Moment: 1766 ft-lb 4492 ft-lb Shear: -964 lb 3885 lb Project:2376A-FOUR D CONST page Patrick J. Burke Location: M25-BM OVER FOYER Alan Mascord Design Multi Loaded Multi Span Beam M. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] -- 1 ie ....Portland,OR 97210 5.5 INx9.5INx7.33FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:20 PM Section Adequate By: 117.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3700 Dead Load 0.03 in Total Load 0.05 IN L/1674 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 685 lb 685 lb Dead Load 829 lb 829 lb Total Load 1514 lb 1514 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 7.33 ft • Unbraced Length-Top 0 ft A 7.33n B Unbraced Length-Bottom 7.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 187 plf #2-Douglas-Fir-Larch Uniform Dead Load 215 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 413 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc-- = 625 psi Fc--- = 625 psi Controlling Moment: 2776 ft-lb 3.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1515 lb 7.0 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: 38.07 in3 82.73 in3 Area(Shear): 13.37 in2 52.25 in2 Moment of Inertia(deflection): 56.34 in4 392.96 in4 Moment: 2776 ft-lb 6032 ft-lb Shear: -1515 lb 5922 lb page , Project:2376A-FOUR D CONST Patrick J. Burke Location:U1-WINDOW HDR OVER UPPER GREAT RM EliPatrick Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 0f [2015 International Building Code(2015 NDS)] _,..4,10402,014, ..,_' Portland, OR 97210 3.125 IN x 9.0 IN x 13.33 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:21 PM Section Adequate By: 11.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/458 Dead Load 0.25 in Total Load 0.60 IN L/268 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1120 lb 1120 lb Dead Load 794 lb 794 lb Total Load 1914 lb 1914 lb Bearing Length 0.94 in 0.94 in BEAM DATA Center Span Length 13.33 ft Unbraced Length-Top 0 ft 13.33 ft B— Unbraced Length-Bottom 13.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Notch Depth 0.00 Uniform Live Load 168 plf Uniform Dead Load 113 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 287 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 6377 ft-lb 6.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1914 lb 13.0 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: 31.88 in3 42.19 in3 Area(Shear): 10.83 in2 28.13 in2 Moment of Inertia(deflection): 169.98 in4 189.84 in4 Moment: 6377 ft-lb 8438 ft-lb Shear: -1914 lb 4969 lb Project:2376A-FOUR D CONST page 1111 Patrick J.Burke / Location:U2-WINDOW HDR AT MASTER Alan Mascord Design Multi-Loaded Multi-Span Beamatilt 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _a„.. "¢,1 .. Portland, OR 97210 3.5 IN x 11.25 IN x 9.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:22 PM Section Adequate By: 12.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1441 Dead Load 0.06 in Total Load 0.14 IN L/847 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1315 lb 1315 lb Dead Load 921 lb 921 lb Total Load 2236 lb 2236 lb Bearing Length 1.02 in 1.02 in BEAM DATA Center Span Length 9.67 ft Unbraced Length-Top 0 ft A 9.67 ft B Unbraced Length-Bottom 9.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 272 plf #2-Douglas-Fir-Larch Uniform Dead Load 182 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 463 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.J-to Grain: Fc-J = 625 psi Fc-J'= 625 psi Controlling Moment: 5406 ft-lb 4.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2236 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: Req'd Provided Section Modulus: 65.53 in3 73.83 in3 Area(Shear): 18.64 in2 39.38 in2 Moment of Inertia(deflection): 117.61 in4 415.28 in4 Moment: 5406 ft-lb 6091 ft-lb Shear: 2236 lb 4725 lb page Project:2376A-FOUR D CONSTEn Patrick J. Burke Location: U3-MSTR TUB WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:7.2% StruCalc Version 10.0.1.6 8/27/2018 8:39:00 PM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2826 Dead Load 0.01 in Total Load 0.04 IN L/1683 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2163 lb 1140 lb Dead Load 1460 lb 777 lb 1 Total Load 3623 lb 1917 lb Bearing Length 1.66 in 0.88 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5ft Unbraced Length-Bottom 5 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 381 plf Uniform Dead Load 254 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 642 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1398 lb Comp.L to Grain: Fc-1= 625 psi Fc--- = 625 psi Dead Load 932 lb Location 0.67 ft Controlling Moment: 2863 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3623 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: Req'd Provided Section Modulus: 31.81 in3 49.91 in3 Area(Shear): 30.19 in2 32.38 in2 Moment of Inertia(deflection): 32.92 in4 230.84 in4 Moment: 2863 ft-lb 4492 ft-lb Shear: 3623 lb 3885 lb page Project:2376A-FOUR D CONST En Patrick J. Burke • Location:U4-WINDOW HDR AT UPPER STAIRS WINDOWS Alan Mascord Design Multi-Loaded Multi-Span Beam IRE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] —, 1 .i,. :_Portland,OR 97210 3.5 IN x 5.5 IN x 6.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/26/2018 7:44:22 PM Section Adequate By:20.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/924 Dead Load 0.06 in Total Load 0.15 IN L/545 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 504 lb 504 lb Dead Load 351 lb 351 lb Total Load 855 lb 855 lb Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 0 ft A - 6.67 ft B Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 256 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 1425 ft-lb 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -854 lb 7.0 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: 14.61 in3 17.65 in3 Area(Shear): 7.12 in2 19.25 in2 Moment of Inertia(deflection): 21.38 in4 48.53 in4 Moment: 1425 ft-lb 1720 ft-lb Shear: -854 lb 2310 lb . Project:2376A-FOUR D CONST page NE Patrick J.Burke Location:WORST CASE STUDS AT GREAT RM. mum Alan Mascord Design Column MM. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f Portland,OR 97210 1.5 INx7.25INx20.25FT@12O.C. #2-Douglas-Fir-Larch-Dry Use StruCaic Version 10.0.1.6 8/26/2018 7:44:22 PM Section Adequate By: 36.0% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.99 IN=L/245 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 503 lb Dead Load: Vert-DL-Rxn= 384 lb Total Load: Vert-TL-Rxn= 887 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 203 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 203 lb COLUMN DATA Total Column Length: 20.25 ft Unbraced Length(X-Axis)Lx: 20.25 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 20.25-, Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 403 psi Cd=1.33 Cf=1.05 Cp=0.21 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1652 psi Cd=1.33 CF=1.20 Cr=1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1652 psi Cd=1.33 CF=1.20 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 7.25 in AXIAL LOADING Stud Section(Y-Y Axis): dy= 1.5 in Live Load: PL= 503 plf Area: A= 10.88 in2 Dead Load: PD= 336 plf Section Modulus(X-X Axis): Sx= 13.14 in3 Column Self Weight: CSW= 48 plf Section Modulus(Y-Y Axis): Sy= 2.72 in3 Total Axial Load: PT= 887 plf Slenderness Ratio: Lex/dx= 33.52 Ley/dy= 0 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 20 psf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 35 psi Allowable Compressive Stress: Fc'= 403 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 1025 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 936 psi Allowable Bending Stress(X-X Axis): Fbx'= 1652 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1652 psi Combined Stress Factor: CSF= 0.63