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Specifications (2) Title Block Line 1 E,r//77O� o HAYDEN You can change this area (</l� t�L SJ usingthe"Settings" menu item i i/ E N G I N E E R S and hen using the "Pri i(�9 �� CopY HklO3t A1 STRUCTURAL I CIVIL Title Block"selection ` Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20,8.17 lic.41 s'KW 06005545. A I EN CON ULTING ENGINEERS.:. DESCRIPTIO 5th floor-king studs - 7.17ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (used for non-slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Area 24.750 inA2 Cf or Cv for Compressioi 1.10 Ix 62.391 in/Ng Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 41.766 inA4 Cm:Wet Use Factor 1.0 Fc- PrIl 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15,3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1i Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 75.099 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.1410 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5891 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 0.9870 k Bottom along Y-Y 0.9870 k Governing NDS ForlfhtIagmp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.047 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are . Along Y-Y 0.5183 in at 7.047 ft above base Applied Axial 0.07510 k for load combination : +D+0.420W Applied Mx 2.073 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.990 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1246 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 35.891 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bendintl Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 D.006566 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.5891 PASS 7.047 ft 0.1246 PASS 14.0 ft +D+0.450W 1.600 0.205 0.4419 PASS 6.953 ft 0.09347 PASS 14.0 ft +0.60D+0.60W 1.600 0.205 0.5877 PASS 7.047 ft 0.1246 PASS 14.0 ft +0.60D 1.600 0.205 0.003746 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0,075 +10+0.60W 0.592 0..592 0.075 Title Block Line 1 HAYDENYou can change this area 13ENGINEERS using the"Settings" menu item and then using the "Printing & STRUCTURAL I C I V I L Title Block"selection. Title Block Line 6dC?a Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17I. Lic.#:KW-06005543 HAYDEN CONSULTING DESCRIPTIO 5th floor- king studs-7.17ft trib Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0+0.450W 0.444 0.444 0.075 +0.60D+0.60W 0.592 0.592 0.045 +0.60D 0.045 W Only 0.987 0.987 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only- "` �� 0.0000in 0.000ft�� 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.5183in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.3887in 7.047ft +0.60D+0.420W 0.0000in 0.000ft 0.5183in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches I i F X fi,# C ill x. O t FJ r, a : 45.. k :ii ; 11; i ,tqL d i 3- x6 it 11 i/j 4.50 in 4< Ali 1 HAYDEN Title Block aine 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block" selection. Title Block Line 6 If Wood Column Software 21013 studs and posts.ec6 l Software copyrightENERCALC.INC 1983-2020,Build:12.20.8.17 1-1c,#:KW Q8005Sd3 r -__ - HAYDEft.CONS1iLTiFTG"FNIGIL4IEERST DESCRIPTIO 5th floor- king studs -7.67ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 14 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending1.30 Fb+ 900.0 psi Fv 180.0 si Area 24.750 inA2 Cf or Cv for Compressioi 1.10 p p lx 62.391 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 41.766 in"4 Cm:Wet Use Factor 1.0 Fc- Prll 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 75.099 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.1510 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6309 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.057 k Bottom along Y-Y 1.057 k Governing NDS Forlfieamp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0,0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are. Along Y-Y 0.5551 in at 7.047 ft above base Applied Axial 0.07510k for load combination: +D+0.420W Applied Mx 2.220 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.990 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1335: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 14.0 ft Applied Design Shear 38.436 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.346 0.006566 PASS 0.0ft 0.0 PASS 14.0 ft +D+0.60W 1.600 0.205 0.6309 PASS 6.953 ft 0.1335 PASS 14.0 ft +D+0.450W 1.600 0.205 0.4732 PASS 6.953 ft 0.1001 PASS 0.0 ft +0.60D+0.60W 1.600 0.205 0.6294 PASS 6.953 ft 0.1335 PASS 14.0 ft +0.60D 1.600 0.205 0.003746 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0,075 +0+0.60W 0.634 0.634 0.075 Title Block Line 1 rg HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& An STRUCTURAL i c 1 v i L Title Block"selection. Title Block Line 6 Wood Column Pile:21013 studs and posts.ec6' ': Software co. rIght;ENERCALC,INC.19832020,Build"12_20.817 Lfc.#:W10000554 HAYDEN CONSULTING ENGINEERS DESCRIPTIO 5th floor- king studs-7.67ft trib Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450V11 0.476 0.476 0.075 +0.60D+0.60W 0.634 0.634 0.045 +0.60D 0.045 W Only 1.057 1.057 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.5551 in 7.047ft +D+0.3150W 0.0000in 0.000ft 0.4163in 7.047ft +0.60D+0.420W 0.0000in 0.000ft 0.5551 in 7.047ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches i" It +X 33 1, 3,. t i c , 4 I:, f 4 ft `I 0 is i I'i i f ,1 g 3- x6 '{{ i 1 1 t i 2i i1 i viz tip lei 4.50 in HAYDEN AY D E N Title Block Line 1 13 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v l L Title Block"selection. Title Block Line 6 Wood Column 21013 studs and posts.ec6 , Software copyright ENERCALC,INC.1983-2020,Build:12.20.t3.17 L;IC.#:KW-060055A3 " s "y HAYDEN:C6NSIJLTING'ENGINEERS DESCRIPTIO 2-4 floor- king studs-4.17ft trib- corner Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Speci€ Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc- Prll 1,350.0 psi Density 31.210 pcf Ct:Temperature Fad 1.0 Fc- Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 AIDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.1510 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8138 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-1'' 0.6946 k Bottom along Y-Y 0.6946 k Governing NDS Forinimp+ Mxx, NDS Eq. 3.9-3 Top along X-x 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.631 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.3105 in at 4.631 ft above base Applied Axial 0.01645 k for load combination : +D+0.420W Applied Mx 0.9585 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi Applied My 0.0 k-ftfor load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.2631 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 75.775 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 D.002304 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.8138 PASS 4.631 ft 0.2631 PASS 0.0 ft +D+0.450W 1.600 0.432 0.6104 PASS 4.631ft 0.1973 PASS 0.0 ft +0.60D+0.60W 1.600 0.432 0.8133 PASS 4.631ft 0.2631 PASS 0.0 ft +0.60D 1.600 0.432 D.001165 PASS 0.0 ft 0.0 PASS 9.20 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.016 +D+0.60W 0.417 0.417 0.016 HAYDEN Title Block Line 1 Ea You can change this area ENGINEERS using the('Settings"menu item and then using the"Printing& STRUCTURAL I c i v i L.Title Block"selection. Title Block Line 6 Wood Column File:21013 studs and posts.ect3 software ENJRCALC,INC.1983-2020,Build:12.20,8,17 1 Q.#'KW.06005543 HAYDENCONSUL''T1NGENGINEER'; DESCRIPTIO 2-4 floor - king studs -4.17ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.313 0.313 0.016 +0.60D+0.60W 0.417 0.417 0.010 +0.60D 0.010 W Only 0.695 0.695 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in ' 0.000ft +D+0.420W 0.0000in 0.000ft 0.3105in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.2329in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.3105in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches r A ',.;- l; A. 41. illd Y ,I i I E . +X t.. i'a* ,lita ,g.{ i l'' O si fir" _ 1 i, r�;, j u it 4 I L L, , . I- L1,50'in _.__ HAYDEN Title Block Line 1 Eg You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 • Wood Column File:21013 studs and posts,ec6 . Software copyright ENERCALC.INC.1983H2020,.Build:12.20.8,17 Lie.W:KV11-060D554 c .. ` � �� ,,.., . � �'��T,�- = HAYDEN CONSULTING ENGINEERS " DESCRIPTIO 2-4 floor- king studs -7.17ft trib -corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood GradingfManuf, Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3,0 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1.30 Area 16.50 in"2 Cf or Cv for Compressioi 1.10 Fb + 900.0 psi Fv 180.0 psi ix 41.594 in"4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly Cm:Wet Use Factor 1.0 Fc- Pill 1,350.0 psi Density 31.210 pcf 12.375 in 4 Ct:Temperature Fad 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations, Column self weight included : 32.901 Ibs* Dead Load Factor BENDING LOADS . . . Let. Uniform Load creating Mx-x, W= 0.2590 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6980 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.191 k Bottom along Y-Y 1,191 k Governing NDS Forlrti mp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.2663 in at 4.631 ft above base Applied Axial 0.03290 k for load combination: +D+0.420W Applied Mx 1.644 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination : n/a Other Factors used to calculate allowable stresses. . . PASS Maximum Shear Stress Ratio= 0.2256 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 64.985 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios. Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.002304 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.6980 PASS 4.569ft 0.2256 PASS 0.Oft +D+0.450W 1.600 0.432 0.5235 PASS 4.569 ft 0.1692 PASS 0.0 ft +0.60D+0.60W 1.600 0.432 0.6975 PASS 4.569 ft 0.2256 PASS 0.0 ft +0.60D 1.600 0.432 0.001165 PASS 0.0 ft 0.0 PASS 9.20 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.033 +D+0.60W 0.715 0.715 0.033 HAYDENEa Title Block Line 1 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I civiLTitle Block"selection. Title Block Line 6 File:21013 studs and posts.ec6 Wood Column Software copyright ENERCALC,INC.1963-2020,Build:12_20.13.17 L1c.# .KV1[,0800&ti43 �, _; -- _ -"HAYDEN3C y NSULTING:ENRINEERS DESCRIPTIO 2-4 floor- king studs-7.17ft trib- corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top ©Base @ Base @ Top @ Base @ Top +D+0.4501N 0.536 0.536 0.033 +0.60D+0.60W 0.715 0.715 0.020 +0.60D 0.020 W Only 1.191 1.191 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.2663in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.1997in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.2663in 4.631ft +0.60D 0.00001n 0.000ft 0.0000in 0.000ft Sketches ° ,` x o -tt � ul . _ tt+Y l,i i } G 2-2x6 r ' °5. [ , a ' i" lei 1. ci s)( 1 I t, ‘l r 3.0 in 0. _ _ __it i raHAYDEN Title Block Line 1 You can change this area E IV G I N E E R $ using the "Settings" menu item and then using the"Printing& ILO lial STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright EhtERCALC,INC 1983-2020,Build:12,20.8.17 61cri$`z`KW-06005543 >- , •.-s, ., HAYPEN'CONSULTING ENGINE $.. DESCRIPTIO 2-4 floor- king studs-7.67ft trib-corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood SpeciE Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Cf or Cv for Com ressioi 1.10 Fb + 900.0 psi Fv 180.0 psi Area 16.50 in 2 p p p lx 41.594 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 12.375 in^4 Cm :Wet Use Factor 1.0 Fc- PrIl 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth) axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 32.901 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.2770 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7465: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.274 k Bottom along Y-Y 1.274 k Governing NDS Foriftezmp+Mxx, NDS Eq. 3.9-3 Top along X-Y 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.631 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are. Along Y-Y 0.2848 in at 4.631 ft above base Applied Axial 0,03290 k for load combination: +D+0,420W Applied Mx 1.758 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 Applied for load combination : n/a psi si Other Factors used to calculate allowable stresses.. . PASS Maximum Shear Stress Ratio= 0.2413 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 69.502 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.002304 PASS 0.0ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.7465 PASS 4.631 ft 0.2413 PASS 0.0 ft +D+0.450W 1.600 0.432 0.5599 PASS 4.569 ft 0.1810 PASS 0.0 ft +0.60D+0.60W 1.600 0.432 0.7460 PASS 4.631 ft 0.2413 PASS 0,0 ft +0.60D 1.600 0.432 0.001165 PASS 0.0ft 0.0 PASS 9.20 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.033 +D+0.60W 0,765 0.765 0.033 HAYDEN Title Block Line 1 You can change this area Ea E NIG I N E E R S using the"Settings" menu item and then using the"Printing& STRUCTURAL 1 c I v I L Title Block" selection. Title Block Line 6 File:21013 studs and posts.ec6 ' i Wood Column Software copyright ENEOCALC.INC.18SZ 2020,Solidi a20 B.1 i:ig,fi:KUW0800SS43 HAYDEN.CONSULTING ENGINEERS DESCRIPTIO 2-4 floor- king studs -7.67ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.573 0.573 0.033 +0.60D+0.60W 0.765 0.765 0.020 +0.60D 0.020 W Only 1.274 1.274 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft` +D+0.420W 0.0000in 0.000ft 0.2848in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.2136in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.2848in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches r__ _ _ __ i I � t t� , i 04 *XIt i Ili': li I46 r ° f' il l�? iif 1 s is li,': t: Al11 ; 2- 'x6 in) I Vfs gAi l 3.0 in o I� HAYDEN Title Block Line 1 You can change this area ZENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12,20,8,17 Lic.# KWU6005549 iIAYDEN CONSULTING ENGINEERS DESCRIPTIO 2-4 floor- king studs -4.17ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0psi Fv 180.0 psi Area 8.250 inA2 Cf or Cv for Compressioi 1.10 p lx 20,797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm :Wet Use Factor 1.0 Fc- Prll 1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.0820 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4420: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.3772 k Bottom along Y-Y 0.3772 k Governing NDS Forifi€ibmp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.1686 in at 4.631 ft above base Applied Axial 0.01645k for load combination: +D+0.420W Applied Mx 0.5205 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.1429: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 41.149 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.002304 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.4420 PASS 4.569 ft 0.1429 PASS 0.0 ft +D+0.450W 1.600 0.432 0.3315 PASS 4.631 ft 0.1072 PASS 0.0 ft +0,60D+0 SOW 1.600 0.432 0.4417 PASS 4.569 ft 0.1429 PASS 0.0 ft +060D 1.600 0.432 D.001165 PASS 0.0ft 0.0 PASS 9.20ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only .. _ 0.016 +0+0.60W 0.226 0.226 0.016 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood CO�U17111 File:21013 studs and posts.ec6 Software copyright ENERCALC,INC,1983-2020,Build:12.20.8.17 IitC.#=:.K*08005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO 2-4 floor- king studs-4.17ft trib Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.170 0.170 0.016 +0.60D+0.60W 0,226 0.226 0.010 +0.60D 0.010 W Only 0.377 0.377 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.1686in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.1265in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.1686in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches t #. [' I i X jy v '{ to I { ¢g l I 1 .iC' k . .1 + f I 1 2i '. rtli 1 '''f ,fi1` ff in 1.50 i HAYDEN Title Block Line 1 2 You can change this area ing the "Settings"menu item ENGINEERS us and then using the"Printing & STRUCTURAL I c I v I L Title Block" selection. Title Block Line 6 Wood Column Software 21013 studs and posts.ec6 ` Software copyright ENERCALC,INC-1983-2020,Build:12.20.8.17 Lic;#:1CW-060055413 t HAYDEN. ONSULTING ENGINEERS' DESCRIPTIO 2-4 floor- king studs - 7.17ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf, Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compressio' 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm :Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 pcf Ct Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 AIDS 15.3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.450 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.1410 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7599 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-' 0.6486 k Bottom along Y-Y 0.6486 k Governing NDS Forl4Imp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.569 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.290 in at 4.631 ft above base Applied Axial 0.01645 k for load combination : +D+0.420W Applied Mx 0.8950 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.2457 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 70.756 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 D.002304 PASS 0.0 ft 0.0 PASS 9.20 ft +D+0.60W 1,600 0,432 0.7599 PASS 4.569 ft 0.2457 PASS 0.0ft +D+0.450W 1.600 0.432 0.570 PASS 4.569ft 0.1843 PASS 0.0ft +0.60D+0.60W 1.600 0.432 0.7594 PASS 4.569 ft 0.2457 PASS 0.0 ft +0.60D 1.600 0.432 D.001165 PASS 0.0ft 0.0 PASS 9.20ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base ©Top @ Base ©Base @ Top @ Base @ Top D Only 0,016 +D+0.60W 0.389 0.389 0.016 Title Block Line 1 HAYDENYou can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 Wood Column 21013 studs and posts.ec6 Software copyright ENERGALC,INC.1983-2020,Build 1220,8.17 ' Lic.#:KVV416005543 HAYDEN co suLTINAgNcoNg,gqi DESCRIPTIO 2-4 floor- king studs-7.17ft trib Maximum Reactions Note:Only non-zero reactions are listed. _ X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.292 0.292 0.016 +0.60D+0.60W 0.389 0.389 0.010 +0.60D 0.010 W Only 0.649 0.649 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ff +D+0.420W 0.0000in 0.000ft 0.2900in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.2175in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.2900in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches E - , 'Il , +X 1li f is i tr C r 'I 0! r a� 1 i ii 1 2x6 if i ISO (+ l i in 014kt/ . „ a--. . __ HAYDEN Title Block Line 1 You can change this area 133E N c N E E R S using the"Settings" menu item and then using the"Printing& STRUCTURAL I c I v i L Title Block"selection. Title Block Line 6 WoodColumnFile:21013 studs and posts.ec6 Software copyright ENERCALC,INC 1983-2020.Build:12.20.8.17 Lia ,;-KWO60055A3` • - . • HAYDEN.CONSUL11N ENGINEERS DESCRIPTIO 2-4 floor-king studs-7.67ft trib Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 9.2 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Specie Douglas Fir-Larch Exact DepthBending Wood Grade No.2 p 5.50 in Cf or Cv for 1.30 Area 8.250 in^2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 in"4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc- PM1,350.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc- Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 AIDS 15_3,2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth)axis Unbraced Length for buckling ABOUT X-X Axis=9. Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 16.450 lbs* Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W=0.1510 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8138 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-1. 0.6946 k Bottom along Y-Y 0.6946 k Governing NDS Forlfteitimp+ Mxx, NDS Eq. 3.9-3 Top along X-)t 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.631 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.3105 in at 4.631 ft above base Applied Axial 0.01645k for load combination : +D+0.420W Applied Mx 0.9585 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,026.93 psi for load combination : n/a Other Factors used to calculate allowable stresses. .. PASS Maximum Shear Stress Ratio = 0.2631 : 1 Bending Compression Tension Load Combination +D+0.60W I Location of max.above base 0.0 ft I Applied Design Shear 75.775 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.647 0.002304 PASS 0.0ft 0.0 PASS 9.20 ft +D+0.60W 1.600 0.432 0.8138 PASS 4.631ft 0.2631 PASS 0.0 ft +D+0.450W 1.600 0.432 0.6104 PASS 4.631ft 0.1973 PASS 0.0 ft +0.60D+0.60W 1.600 0.432 0.8133 PASS 4.631 ft 0.2631 PASS 0.0 ft +0.60D 1.600 0.432 9.001165 PASS 0.0 ft 0.0 PASS 9.20 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.016 +D+0.60W 0.417 0.417 0.016 HAYDEN Title Block Line 1 You can change this area EENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC,INC 1983-2020,Build 12.20.8.17 Lic,#_KWW08005543 HAYDEN CONSULTING c3,IN DESCRIPTIO 2-4 floor- king studs-7.67ft trib Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination ©Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.313 0.313 0.016 +0.60D+0.60W 0.417 0.417 0.010 +0.60D 0.010 W Only 0.695 0.695 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.3105in 4.631ft +D+0.3150W 0.0000in 0.000ft 0.2329in 4.631ft +0.60D+0.420W 0.0000in 0.000ft 0.3105in 4.631ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches ' i +X . 0 i 6 >3 til i {,, , 4 {, ,„..„..,, , 26 1 i x i i , 1.50'in o, i HAYDEN Title Block Line 1 a iYou can change this area E N G N E E R S using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software copyright ENERCALC.INC.1983-2020.Build:12 20.8:17 Ltt.#s KWr08005543 HAYDENCONSULT(NG ENGINEERS;, DESCRIPTIO 1st floor- king studs - 4.17ft trib-corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 1.75x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 10.4 ft Wood Member Type Microllam LVL (Used for non slender calculations) Exact Width 1.750 in Allow Stress Modification Factors Wood Specie iLevel Truss Joist Exact Depth Wood Grade TimberStrand LSL 1.55E 5.50 in Cf or Cv for Bending 1.0 Fb+ 2325 psi Fv 310 psi Area 9.625 inA2 Cf or Cv for Compressioi 1.0 Fb 2325 psi Ft 1070 psi lx 24.263 inA4 Cf or Cv for Tension 1,0 ly 2.456 inA4 Cm :Wet Use Factor 1.0 Fc- PrIl 2050 psi Density 45.01 pcf Ct:Temperature Fact 1.0 Fc- Perp 800 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity . . .x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NOS 15.3.2 Basic 1550 1550 1550 ksi Use Cr: Repetitive No Minimum 787.815 787.815 Brace condition for deflection(buckling) along columns : X-X (width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= lc Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 31.288 lbs* Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.1510 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4490: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-1 0.7852 k Bottom along Y-Y 0.7852 k Governing NDS ForUt 1 mp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.165 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.4487 in at 5.235 ft above base Applied Axial 0.03129 k for load combination: +D+0.420W Applied Mx 1.225 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,189.99 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.1480 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 73.421 psi Allowable Shear 496.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 D.002964 PASS 0.0 ft 0.0 PASS 10.40 ft +D+0.60W 1.600 0.363 0.4490 PASS 5.165ft 0.1480 PASS 0.oft +D+0.450W 1.600 0.363 0.3367 PASS 5.165ft 0.1110 PASS 0.0 ft +0.60D+0.60W 1.600 0.363 0.4485 PASS 5.165 ft 0.1480 PASS 0.0 ft +0.60D 1.600 0.363 D.001639 PASS 0.0 ft 0.0 PASS 10.40 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D-Only 0.031 +0+0.60W 0.471 0.471 0.031 HAYDEN Title Block Line 1 You can change this area BE N G i N E E R g using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v 1 L Title Block"selection. Title Block Line 6 OOf� Column 21013 studs and posts.ec6 , j WSoftware copyright ENERCALC,INC.1883-2020,BUitd:1220.8.17 ) Lac,#:KW 06Q06543 HAYDEN CONSULTING:ENGINEER- DESCRIPTIO 1st floor- king studs-4.17ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top ©Base @ Top +D+0.4501N 0.353 0.353 0.031 +0.60D+0.60W 0.471 0.471 0.019 +0.60D 0.019 W Only 0.785 0.785 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0,4487in 5,235ft +D+0.3150W 0.0000in 0,000ft 0.3365in 5.235ft +0.600+0.420W 0.0000in 0.000ft 0.4487in 5.235ft +0.60D 0.0000in 0.000ft 0.00001n 0,000ft Sketches . fi! +Xc pi o 1 0. t u l 11 + ' 1.7' 5.5 W, A 'I I iii Yll 1.750 in o, . ., Title Block Line 1 z r HAYDEN You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & irmiria $TrI a cT a r1 A L 1 c I v I L Title Block'"selection. Title Block Line 6 OOd Column 21613 studs and posts_eo8 Software copyright Et ERCALC.INC.1963-2020,Build:1220.8.17 Lic.#:t;KWDB005545 :F; A ;; HAYDEN CONSULTING ENGINEERS, DESCRIPTIO 1st floor- king studs- 7.17ft trib-corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2-1.75x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 10.4 ft Wood Member Type Microllam LVL (Used for non slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Specie iLevel Truss Joist Exact Depth 5,50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Area 19.250 in^2 Cf or Cv for Compressio 1.0 Fb + 2325 psi Fv 310 psi Ix 48,526 in^4 Cf or Cv for Tension 1.0 Fb- 2325 psi Ft 1070 psi ly 19.651 in"4 Cm :Wet Use Factor 1.0 Fc-Pril 2050 psi Density 45.01 pcf Ct:Temperature Fact 1.0 Fc-Perp 800 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity . . ,x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1550 1550 1550 ksi Use Cr : Repetitive No Minimum 787.815 787.815 Brace condition for deflection (buckling) along columns : X-X(width) axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1( Applied Loads Service loads entered. Load Factors will be applied for calculations.., Column self weight included : 62.576 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.2590 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3851 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.347 k Bottom along Y-Y 1.347 k Governing NDS Forixt mp+ Mxx, NDS Eq. 3.9-3 Top along X-)t 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.165 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. AlongY-Y in at ft above base Applied Axial 0.06258 k Dion : 5.235 for load combination : +D+0.420W Applied Mx 2.101 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,189.99 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1270 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 62.967 psi 1 Allowable Shear 496.0 psi Load Combination Results Maximum Axial+ Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 0.002964 PASS 0.0ft 0.0 PASS 10.40 ft +D+0.60W 1.600 0.363 0.3851 PASS 5.165ft 0.1270 PASS 0.oft +D+0.450W 1.600 0.363 0.2888 PASS 5.235ft 0.09521 PASS 0.0ft +0.60D+0.60W 1.600 0.363 0.3847 PASS 5.165ft 0.1270 PASS 0.0 ft +0.60D 1.600 0.363 D.001639 PASS 0.0 ft 0.0 PASS 10.40 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top ©Base @ Base @ Top @ Base @ Top D Only 0.063 +D+0.60W 0.808 0.808 0.063 i HAYDEN Ttle Block Line 1 You can change this area E N G I N E E R S using the"Settings" menu item and then using the "Printing& STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 Software Copyright IENEf2CALC,INC.1983.2020,8tilld•12.20.8.17 Lic.It:KW0B005643 - HAYDENCONSULTING ENGINEERS DESCRIPTIO 1st floor-king studs-7.17ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W 0.606 0.606 0.063 +0.60D+0.60W 0.808 0.808 0.038 +0.60D 0.038 W Only 1.347 1.347 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.3848in 5.235ft +D+0.3150W 0.0000in 0.000ft 0.2886in 5.235ft +0.60D+0.420W 0.0000in 0.000ft 0.3848in 5.235ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches f.,-..f-:-r , 1 i r; ..!,,,,IL 1 il lit '1 9 4 s .s^ Ai C ' k i +x its I l II ', to , �� i li s 3 I it LI + I1 .._____ T e. 2-1.7 x5.5 l' Pi p ii 3.50 in 020M1 ..1 ,a 1 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Steel Column File:21013 studs and posts.ec6 ' software copyright ENERCALC,INC.188 -2020;Bufld:12;2D.8.17 Lic.#::KW-06005543 a�< ` " HAYDEN CONSUC11NG,ENQtN ERS? DESCRIPTIO 2nd floor HSS columns. assume 7.67ft trib- P4 + P3 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : HSS5x5x3/8 Overall Column Height 9.5 ft Analysis Method : Allowable Strength Top& Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns : Fy: Steel Yield 46.0 ksi X-X(width) axis : E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=9.5 ft, K= 1,0 Y-Y(depth)axis : Unbraced Length for buckling ABOUT X-X Axis=9.5 ft, K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 212.515 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 9.50 ft, D =45.368, L=46.311, S=8.056 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x,W=0.2770 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7027 : 1 Maximum Load Reactions. . Load Combination +D+0.750L+0.750S+0.450W Top along X-X 0.0 k Location of max.above base 4.718 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 1.316 k Pa:Axial 86.356 k Bottom along Y-Y 1.316 k Pn/Omega:Allowabk 132.574 k Ma-x:Applied 1.406 k-ft Maximum Load Deflections... Mn-x/Omega :Allowable 24.331 k-ft Along Y-Y 0.08154 in at 4.782ft above base for load combination :W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 24.331 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratii 0.01731 : 1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va :Applied 0.7895 k Vn/Omega :Allowable 45.601 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby KxLx/Rx KyLy/Ry Stress RatioStatus Location D Only 0.344 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft +D+L 0.693 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft +D+S 0.405 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft +D+0.750L 0.606 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft +D+0.750L+0.750S 0.651 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft +D+0.60W 0.412 PASS 4.72 ft 1.14 1.00 60.96 60.96 0.017 PASS 0.00 ft +D+0.750L+0.450W 0.657 PASS 4.72 ft 1.14 1.00 60.96 60.96 0.013 PASS 0.00 ft +D+0.750L+0.750S+0.450 0.703 PASS 4.72 ft 1.14 1.00 60.96 60.96 0.013 PASS 0.00 ft +0.60D+0.60W 0.275 PASS 4.72 ft 1.14 1.00 60.96 60.96 0.017 PASS 0.00 ft +0.60D 0.206 PASS 0.00 ft 1.14 1.00 60.96 60.96 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. - - Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only _ _ 45.581 +D+L 91.892 +D+S 53_637 Title Block Line 1 HAYDEN You can change this area 1E3 ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I c I V I L Title Block"selection. Title Block Line 6 i Steel ColumnFile:21013 studs and posts.ec6 l Software copyright ENERCALC,INC.1983-2020,Build:12.20,8,17 Lic.#:1 V-06085543 ' , x ° ' ,r ;: `_ .3,;= _ _ HAYDEN.CONSULTING.ENGINEERS. DESCRIPTIO 2nd floor HSS columns. assume 7.67ft trib - P4 + P3 Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.750L 80.314 +D+0.750L+0.7505 86.356 +D+0.60W 45.581 0.789 0.789 +D+0.750L+0.450W 80.314 0.592 0.592 +D+0.750L+0.7505+0.450W 86.356 0.592 0.592 +0.600+0.60W 27,348 0.789 0,789 +0.60D 27.348 L Only 46.311 S Only 8.056 W Only 1.316 1,316 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 91.892 Minimum 1.316 1.316 Reaction, X-X Axis Base Maximum 45.581 Minimum 45.581 Reaction, Y-Y Axis Base Maximum 1.316 1.316 Minimum 45.581 Reaction, X-X Axis Top Maximum 45.581 Minimum 45.581 Reaction, Y-Y Axis Top Maximum 45.581 Minimum 45.581 Moment, X-X Axis Base Maximum 45.581 Minimum 45.581 Moment, Y-Y Axis Base Maximum 45.581 Minimum 45.581 Moment, X-X Axis Top Maximum 45.581 Minimum 45.581 Moment, Y-Y Axis Top Maximum 45.581 Minimum 45.581 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.049 in 4.782 ft +D+0.750L+0.450W 0.0000 in 0.000 ft 0.037 in 4.782 ft +D+0.750L+0.750S+0.450W 0.0000 in 0.000 ft 0.037 in 4.782 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.049 in 4.782 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.082 in 4.782 ft Steel Section Properties : HSS5x5x3/8 Yo Block Line 1 3 HAYDEN You can change this area ENGINEERS usinguthe"Settings" menu item and then using the"Printing& STRUCTURAL I C I V I L Title Block"selection. Title Block Line 6 File:21013 studs and posts ace Steel Column. Software copyright ENERCALC,INC.1983.2020,Buiid;12.20.'8.17 L:Mc.# MY.08OO5543 HAYDENCQNSUI.T1 Q.ENGINEERS DESCRIPTIO 2nd floor HSS columns. assume 7.67ft trib- P4 + P3 Steel Section Properties : HSS5x5x3l8 Depth = 5.000 1n I xx = 21.70 104 J - 36.100 In"4 Design Thick = 0.349 in S xx - 8.68 inA3 Width = 5.000 in R xx = 1.870 in Wall Thick = 0.375 in Zx 10.600 inA3 Area = 6.180 in^2 I yy = 21.700 in^4 C = 14.900 inA3 Weight = 22.370 plf S yy = 8.680 inA3 R yy = 1.870 in Ycg = 0.000 in Sketches YIN7� N.771k Y C Load 1 +)( 0 i , 5 G,M1 I .00i n 3YHAYDEN Title Block Line 1 ou can change this area ENGINEERS using the"Settings"menu item and then using the "Printing & STRUCTURAL I c I v I L Title Block" selection. Title Block Line 6 Steel Column Software 21013 studs and posts.ec6 Software copyright ENERCALC,INC.1983-2020,Build:1220,8.17 :r Lie.;;<f:KW.Afi005543 : .k.. �t ; EAYPSN:Co SUL1ING NGiNEERS,: DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib - 10.5ft tall Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name HSS5x5x3/8 Overall Column Height 10.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.5 ft, K=1.0 Y-Y(depth) axis : Unbraced Length for buckling ABOUT X-X Axis=10.5 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included 234.885 Ibs*Dead Load Factor AXIAL LOADS . . . Axial Load at 10.50 ft, D =45.368, L=46.311, S= 8.056 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W=0.2770 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7514 : 1 Maximum Load Reactions. . Load Combination +D+0.750L+0.7505+0.450W Top along X-X 0.0 k Location of max.above base 5.215 ft Bottom along X-X 0.0 k At maximum location values are.. . Top along Y-Y 1.454 k Pa:Axial 86.378 k Bottom along Y-Y 1.454 k Pn/Omega:Allowable 125.429 k Max:Applied 1.718 k-ft Maximum Load Deflections... Mn-x/Omega :Allowable 24.331 k-ft Along Y-Y 0.1217 in at 5.285ft above base for load combination :W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega :Allowable 24.331 k-ft Along X-X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Rath 0.01913 : 1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va :Applied 0.8726 k Vn/Omega :Allowable 45.601 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby <xLx/Rx<yLy/Ry Stress RatioStatus Location D Only 0.364 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft +D+L 0.733 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft +D+S 0.428 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft +D+0.750L 0.640 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft +D+0.750L+0.750S 0.689 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft +D+0.60W 0.447 PASS 5.21 ft 1.14 1.00 67.38 67.38 0.019 PASS 0.00 ft +D+0.750L+0.450W 0.703 PASS 5.21 ft 1.14 1.00 67.38 67.38 0.014 PASS 0.00 ft +D+0.750L+0.7505+0.450 0.751 PASS 5.21 ft 1.14 1.00 67.38 67.38 0.014 PASS 0.00 ft +0.60D+0.60W 0.302 PASS 5.21 ft 1.14 1.00 67.38 67.38 0.019 PASS 0.00 ft +0.60D 0.218 PASS 0.00 ft 1.14 1.00 67.38 67.38 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 45.603 +D+L 91.914 +D+S 53.659 HAYDEN Title Block Line 1 13You can change this area E N G I N E E R S using the "Settings" menu item and then using the"Printing & STRUCTURAL I c i v l L Title Block"selection. Title Block Line 6 File:21013 studs and posts.ec6 Steel Column File: copyright ENERCALC,INC.1983-2020,Build:2.20.6.17 i tic.11 ;KW-0005543 J :u •WyYDEN CONSULTING ENGINEERS DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib- 10.5ft tall Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.750L 80.336 +D+0.750L+0.750S 86.378 +0+0,60W 45,603 0,873 0.873 +D+0.750L+0.450W 80.336 0.654 0.654 +D+0.750L+0.750S+0.450W 86.378 0.654 0.654 +0.600+0.60W 27.362 0.873 0.873 +0.60D 27,362 L Only 46.311 S Only 8.056 W Only 1,454 1.454 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 91.914 Minimum 1.454 1.454 Reaction, X-X Axis Base Maximum 45.603 Minimum 45.603 Reaction, Y-Y Axis Base Maximum 1.454 1.454 Minimum 45.603 Reaction, X-X Axis Top Maximum 45.603 Minimum 45.603 Reaction, Y-Y Axis Top Maximum 45.603 Minimum 45.603 Moment, X-X Axis Base Maximum 45.603 Minimum 45.603 Moment, Y-Y Axis Base Maximum 45.603 Minimum 45.603 Moment, X-X Axis Top Maximum 45.603 Minimum 45.603 Moment, Y-Y Axis Top Maximum 45.603 Minimum 45.603 Maximum Deflections for Load Combinations Load Combination Max,X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.073 in 5.285 ft +D+0.750L+0.450W 0.0000 in 0.000 ft 0.055 in 5.285 ft +D+0.750L+0.7505+0.450W 0.0000 in 0.000 ft 0.055 in 5.285 ft +0.60D+0.60W 0,0000 in 0.000 ft 0.073 in 5.285 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0,000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.122 in 5.285 ft Steel Section Properties : HSS5x5x3/8 HAYDEN You Block Line You can change this area ENGINEERS using the"Settings"menu item -1.1111 and then using the"Printing& STRUCTURAL I c 1 v i L Title Block"selection. Title Block Line 6 File:21013 studs and posts.ec6 Steel Column Softwaregopyright ENERCALC,INC.1983.2020,Buiid.12.20.817 Ll .#;:M146005543' HAYDEN CONSIJLTIfifQ ENGINEERS DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib- 10.5ft tall Steel Section Properties : HSS5x5x3/8 Depth 7,- 5.000 in I xx = 21.70 In"4 J = 36.100 in"4 Design Thick _= 0.349 in S xx - 8.68 inA3 Width = 5.000 in R xx = 1.870 in Wall Thick = 0.375 in Zx - 10.600 inA3 Area = 6.180 inA2 I yy = 21.700 in^4 C = 14.900 inA3 Weight = 22.370 plf S yy = 8.680 inA3 R yy = 1.870 in Ycg = 0.000 in Sketches w.7ask +Y .n ,,. ------] H C .Load 1 +X I ` i , *Me I ! 5.00in Title Block Line 1 You can change this area 131 HAYDENENGINEERS using the "Settings"menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block" selection. Title Block Line 6 Steel Column File:21013 studs and posts.ec6 Software Copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Mlc.#.;KW060055¢3 HAYDEN CONSULTING ENGINEERS DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib- 19.5ft tall Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : HSS6x6x3/8 Overall Column Height 19.5 ft Analysis Method : Allowable Strength Top& Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy:Steel Yield 46.0 ksi X-X(width)axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 19.5 ft, K= 1,0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=19.5 ft,K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 535.86 lbs*Dead Load Factor AXIAL LOADS , , . Axial Load at 19.50 ft, D=35.710, L=42.70 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7680 : 1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.0 k Pa:Axial 78.946 k Bottom along Y-Y 0.0 k Pn/Omega:Allowably 102.80 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 36.267 k-ft Along Y Y 0.0 in at 0.Oft above base for load combination : Ma-y:Applied 0.0 k-ft Mn-y/Omega :Allowable 36.267 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are.. . Va:Applied 0.0 k Vn/Omega :Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios, Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby (xLx/Rx(yLy/Ry Stress RatioStatus Location D Only 0.353 PASS 0.00 ft 1.00 1.00 102.63 102.63 0.000 PASS 0.00 ft +D+L 0.768 PASS 0.00 ft 1.00 1.00 102.63 102.63 0.000 PASS 0.00 ft +D+0.750L 0.664 PASS 0.00 ft 1.00 1.00 102.63 102.63 0.000 PASS 0.00 ft +0.60D 0.212 PASS 0.00 ft 1.00 1.00 102.63 102.63 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 36.246 +D+L 78.946 +D+0.750L 68.271 +0.60D 21.748 L Only 42.700 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 78,946 14 Minimum 21.748 Title Block Line 1 HAYDEN You can change this area ENGINEERS using the Settings" " menu item and then using the "Printing& STRUCTURAL I C I V I L Title Block" selection. Title Block Line 6 File:21013 studs and posts.ec6 Steel Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 ' Lic,#:M006005543 s ",; _ HAYDEN CONSULTING ENGINEERS DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib- 19.5ft tall Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 36.246 Minimum 36.246 Reaction, Y-Y Axis Base Maximum 36.246 Minimum 36.246 Reaction, X-X Axis Top Maximum 36.246 Minimum 36.246 Reaction, Y-Y Axis Top Maximum 36.246 Minimum 36.246 Moment, X-X Axis Base Maximum 36.246 Minimum 36.246 Moment, Y-Y Axis Base Maximum 36.246 Minimum 36.246 Moment, X-X Axis Top Maximum 36.246 Minimum 36.246 Moment, Y-Y Axis Top Maximum 36.246 Minimum 36.246 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6x6x3/8 Depth _ 6.000 in I xx = 39.50 inA4 J = 64.600 inA4 Design Thick = 0.349 in S xx = 13.20 inA3 Width = 6.000 in R xx = 2.280 in Wall Thick = 0.375 in Zx = 15.800 inn Area = 7.580 inA2 I yy = 39.500 inA4 C = 22.100 in^3 Weight = 27.480 plf S yy = 13.200 inA3 R yy = 2.280 in Ycg = 0.000 in Title Block Line IH HAYDEN1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 Steel Column File 21013 studs and posts.ece Software+ r right EN CALL,.INC.1983-2020.6u11d:1220.8,t7 Lis.'#i_MCWA0005543; HAYDEN CONSULTING ENGINEERS DESCRIPTIO 1st floor HSS columns. assume 7.67ft trib- 19.5ft tall Sketches Y 7la9M 70410k r i { Load 1 +X o 1 ` 1 co !I 6.00in j j Title Block Line 1 HAYDEN You can change this area El ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 Wood Column File:21013 studs and posts.ec6 . Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Llc.#t;KW-08005543 • ;€. .'_` HAYDEN CONSULTING ENGINgERS DESCRIPTIO 1st floor- king studs -7.67ft trib-corner Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 2-1.75x5.5 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Heigh 10.4 ft Wood Member Type Microllam LVL (Used for non slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Specie iLevel Truss Joist Exact Depth Wood Grade TimberStrand LSL 1.55E 5.50 in Cf or Cv for Bending 1.0 Area 19.250 inA2 Cf or Cv for Compressioi 1.0 Fb+ 2325 psi Fv 310 psi lx 48.526 inA4 Cf or Cv for Tension 1.0 Fb- 2325 psi Ft 1070 psi Cm :Wet Use Factor 1.0 Fc- Prll 2050 psi Density 45.01 pcf ly 19.651 inA4 Fc-Perp 800psi Ct:Temperature Fact 1.0 Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3,2 Basic 1550 1550 1550 ksi Use Cr: Repetitive No Minimum 787.815 787.815 Brace condition for deflection(buckling) along columns : X-X(width)axis Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis= 1 C Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included 62.576 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W= 0.2770 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4118: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 1.440 k Bottom along Y-Y 1.440 k Governing NDS Forl bill mp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0,0 k Location of max.above base 5.165 ft Maximum SERVICE Load Lateral Deflections. . . At maximum location values are. Along Y-Y 0.4115 in at 5.235 ft above base Applied Axial 0.06258 k for load combination : +D+0.420W Applied Mx 2.247 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,189.99 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.1358 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 67.343 psi Allowable Shear 496.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.595 D.002964 PASS 0.0 ft 0.0 PASS 10.40 ft +D+0.60W 1.600 0.363 0.4118 PASS 5.165ft 0.1358 PASS 0.0 ft +D+0.450W 1.600 0.363 0.3089 PASS 5.165ft 0.1018 PASS 0.0 ft +0.60D+0.60W 1.600 0.363 0.4114 PASS 5.165ft 0.1358 PASS 0.0 ft +0.60D 1.600 0.363 D.001639 PASS 0.0 ft 0.0 PASS 10.40 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only _ 0.063 +D+0.60W 0.864 0.864 0.063 HAYDENTitle Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL 1 c i v i L Title Block"selection. Title Block Line 6 Fife:21013 studs and posts.ec6 ' i Wood Column uCtli7 Software copyright ENEitCALC,INC.1983-2020,Euild:12.2O.8.17 Lie.#:KW06005543 HAYDEN;CONSULTINE EN C INEEE S'_ DESCRIPTIO 1st floor-king studs-7.67ft trib-corner Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.4501lU 0.648 0.648 0.063 +0.60D+0.60W 0.864 0.864 0.038 +0.60D 0.038 W Only 1.440 1.440 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.0000in 0.000ft +D+0.420W 0.0000in 0.000ft 0.4115in 5.235ft +D+0.3150W 0.0000in 0.000ft 0.3086in 5.235ft +0.60D+0.420W 0.0000in 0.000ft 0.4115in 5.235ft +0.60D 0.0000in 0.000ft 0.0000in 0.000ft Sketches , a .0 I t 4L '' .4 trI,41:in:5;:.*i-i.;'h I pi; $ q x4 I 3 ll,fi i . A b F it , II I� t r'. 11' r r', i? i E �t> 1 ti. 3.50`in t i i ozw,, 0.49 is „,.,..„ .. , ,.: 80,,, Sd- 7 I6-0'. _ �,Zl , I1•�. : 5.IB 1C 16�' 17 ,... 5 3.� g� _. IE d'' PC ?C f , 0 PROPERTY LINE I e e a e ..�. r— -- .� . i I -» ! 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Z0/o 4 32lo 533p 500vie 13..E w t' I I C a ticlg. 19A' I t '18 ! 1±.. S41P1 ` ea . tt (NI, 524Si I i )t1,s _ I Wm0. )010 9 4. I10 g a 1 . n " a, ii �iyr . ,1Y ,J €(2' ,`' "f t r.t.A,fc o 47 , 3 o . - , i - - I) t r I 1 Zv1 U•' 13 HAYDEH BY DATE _ ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF nes,^An 1 1 . 4 we aij T,A, . oi.3 iz•rk..)\) 4 1( IY?)(A3 ?9s 4 to) 4 1 1 / -'• ( 15-:"1%( i• 4o. 3`t i• .f,4"' A ( 675‘1 'V-,1‘ %.- J1 1 $ (77— 4 5v( , . 5 12, Y 5 2 Y 14 w i .wk........ -- 1 , Y i 1 I 1 1 s; t ( $0.ai' + i24,104 ) t (24.1ut 10.10.1\) 1 , 1 ..... - -I i 5rt- fr. sr-i- g )',6" 'i,-- CO ,s e.. I 't -6 41.z 4 Ar .*).qr. . . s *JO ,..v1 1 . —1- 1 1 i 1 k I 1 itIN f2 1/46 4 (2 )Cic.'‘ 1 .• _ BY DATE 13 HAYDEN ENGINEERS REV DATE STRUCTURAL I CIVIL _ JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF 1 'C \ +'..i 1 , (21,g -f• 2g11.). 1 . . w.y.- e- i I , , I - . .. • . -- • 1 . •, • 1 i1 ..... ,„..-,..• . '. ... . ., .' t, $ ..... ..I .' 4 --- ...... i . .1 I . t I . , .1 .1 It : , --- : 1 i I . . . I .. . .. : t i t t . , HAYDEN STRUCTURALENGINE lER CIVIL S E 3 .. , RE DATE DATE DATE JOB NO , 503) 968-9994 p (503) 968-8444 f SHEET OF .-------TVAVVTOrAn fi 1-7 A. --1 (riii.. (Ni-1-'rt,,,A 0.)1 z' .ii.,1`'" 4. .:`; ,5 - 5 95)1t r i- 125'yr' co° c'Q 9 F'r 1 1 I f I . 9 i g 13 HAYDEN BY DATE ENGINEERS REV DATE STRUCTURAL I CIVIL - - - ---- , JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF Ee..444 \h- of{ .J : 35 pc +r $f1 Pr SH 2 e cirvey..t:oSt 1.040 —r*-- 1 `gut 1y g Ott r✓yt . f!, m __ tw t t +0 .11 y r,w,4 ...1.6),4_: 6 -: I I i 97 krs lr.� }p ‘t ' 150 f�' t 1u2cJ k 525 1 1, t 1. I I I i I I , i 5 WO 4' 5 p- 8 N Sr oe -A tz'( s 3r's 't' ( v . "YA+. , ' 1 17.1;;Tr je'41:7 r. t)S.L. 1' 34, r +: Ci'/Asa 14-40 a9(.4 'ri 2354. x 9P _._. a. _.. a _ _._W ____— .. . koLf I BY C-"1 DATE NAYDEN ENGINEERS IIein/65`f REV DATE STRUCTURAL I CIVIL JOB NO 7tc S 503) 968-9994 p (503) 968-8444 f SHEET _ OF HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the "Printing & STRUCTURAL I c l v l L Title 1 3 Block" selection. Title Block Line 6 Wall FootingFile:21013 foundation-concrete calcs,ec6 Software co, ght ENERCALC,INC.1983-2020.Build:12.20.8.17 WC:# KW980055A3 HAYDEN CONSULTING ENGINEERS DESCRIPTIO w1 Code References Calculations per ACl 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 390.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.450 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL No when footing is wider than = ft Adjusted Allowable Bearing Pressure = 3.50 ksf Dimensions Reinforcing Footing Width 2.0 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 9.00 Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size = # 4 from center of footing 0 in x?i, x 1,R- I s.»;01d1. Eau,uu ttil1 _ ' ,_ 41 ,. ApPplied,'Limas D Lr L S INE H P Column Load = 1.826 1.760 0.050 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing HAYDEN Title Block Line 1 Ea You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I V I L Title Block"selection. Title Block Line 6 U11aII Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lie.#:KW.08005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO w1 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5123 Soil Bearing 1.793 ksf 3.50 ksf +D+L PASS 0.06789 Z Flexure (+X) 0.7076 k-ft 10.424 k-ft +1.20D+1.60L+0.505 PASS 0.02217 Z Flexure(-X) 0.2311 k-ft 10.424 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio , D Only 3.50 ksf 0.0 in 0.9130 ksf 0.9130 ksf 0.261 , +D+L 3.50 ksf 0.0 in 1.793 ksf 1.793 ksf 0.512 , +D+S 3.50 ksf 0.0 in 0.9380 ksf 0.9380 ksf 0.268 , +D+0.750L 3.50 ksf 0.0 in 1.573 ksf 1.573 ksf 0.449 , +D+0.750L+0.7505 3.50 ksf 0.0 in 1.592 ksf 1.592 ksf 0.455 , +0.60D 3.50 ksf 0.0 in 0.5478 ksf 0.5478 ksf 0.157 Overturning Stability Units :k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status FootingNO Has Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure lexure Axis& Load Combinatio Mu Which tension @ Bot As Req'd Gym.As Actual As )hi*Mr k-ft Side ? or Top ? in"2 i02 inA2 k-ft Status , +1.40D 0.3595 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.40D 0.3595 +X Bottom 0.2592 Min Temp%p 0.2667 10.424 OK , +1.20D+1.60L 0.7041 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 0.7041 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L+0.50S 0.7076 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK ,+1.20D+1.60L+0.50S 0.7076 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK ,+1.20D+0.50L 0.4319 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.4319 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK , +1.20D 0.3081 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.3081 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+1.60S 0.4431 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+1.60S 0.4431 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.605 0.3194 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.605 0.3194 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+0.505 0.4354 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+0.50S 0.4354 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+0.20S 0.4333 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L+0.20S 0.4333 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.2311 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.2311 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK One Way Shear Units :k Load Combination... Vu @ -X Vu @.+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 75 psi 0 OK HAYDEN Title Block Line You can change this area iEgENGINEERS using the"Settings"menu item and then using the"Printing& STRUCTURAL I c i v l t.Title Block"selection. Title Block Line 6 Wall FootingFile:21013`foundation`-concrete calcs.ec6 Software copyright ENERCALC.INC.1983-2020,8tiltd:12.20,B,17 t io.# KW.06005543 w _ .-_— ;.-- #. — HAYDEN CONSULTING-EhtGINEERSt DESCRIPTIO w1 +1.20D+1.60L+0.50S Opsi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L 0 psi 0 psi 0 psi 75 psi 0 OK Title Block Line 1 13 HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I V I L Title Block" selection. Title Block Line 6 Wall FootingFile:21013 foundation-concrete ca(cs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8 17 LIC#:KWA60055413 I;.'i' > __: HAYDEN CONSULTING ENGINEERS DESCRIPTIO w1 One Way Shear Units :k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 75 psi 0 OK +120D+1.60S 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.50S 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.20S 0 psi 0 psi 0 psi 75 psi 0 OK +090D 0 psi 0 psi 0 psi 75 psi 0 OK Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I C I V I L Title Block" selection. Title Block Line 6 Wall Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic.#:KW-06005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO w3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight — No Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 390.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.450 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel% Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL No when footing is wider than = ft Adjusted Allowable Bearing Pressure = 3.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 9.00 Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in r t b a 7 { . Applied Loads -_— ,---�_.— . __, ...,. ,..�, .. m_ _ _ D Lr L S W E H P : Column Load = 1.31 2.80 0.0 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing HAV DEN Tole Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 W1�) Footing File:2 013 foundation-concrete calcs.ec6 g Software copyright ENERCALC.INC.1883-2020,Build 12.20,8.17 L10.0:KW08005545 HAYDEN CONSULTING ENGINEERS.. DESCRIPTIO w3 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.5871 Soil Bearing 2.055 ksf 3.50 ksf +D+L PASS 0.08165 Z Flexure (+X) 0.8510 k-ft 10.424 k-ft +1.20D+1.60L PASS 0.01591 Z Flexure (-X) 0.1658 k-ft 10.424 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio , D Only 3.50 ksf 0.0 in 0.6550 ksf 0.6550 ksf 0.187 , +D+L 3.50 ksf 0.0 in 2.055 ksf 2.055 ksf 0.587 ,+D+0.750L 3.50 ksf 0.0 in 1.705 ksf 1.705 ksf 0.487 , +0.60D 3.50 ksf 0.0 in 0.3930 ksf 0.3930 ksf 0.112 Overturning Stability Units :k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure lexure Axis & Load Combinatio Mu Which tension @ Bot As Req'd Gym.As Actual As 'hi*Mr k-ft Si inA2inA2k-ftStatus Side? or Top? inA2 , +1.40D 0.2579 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.40D 0.2579 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 0.851 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 0.851 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.4179 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.4179 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.2211 -X Bottom 0.2592 Min Temp% 0.2667 10.424 -OK , +1.20D 0.2211 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.1658 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.1658 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK One Way Shear Units :k Load Combination... Vu u__X Vu 0+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 75 ps 0 OK +1.20D+0.50L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D 0 psi 0 psi 0 psi 75 psi 0 OK 3 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wall FootingFile:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20,8.17 Lic.#:KW060056 3 HAYDEN CONSULTING ENGINEERS DESCRIPTIO w4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 390.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0,450 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL No when footing is wider than = ft Adjusted Allowable Bearing Pressure = 3.50 ksf Dimensions Reinforcing Footing Width 2.0ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 9,00 Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size= # 4 from center of footing != 0 in E - t x� t x -,,y �, ,i r-o• 1 e4wnftC00,4 Applied Loads _..,w �_ -_�— . .. _. _ _ — __..._w — D _... Lr L — S W E H P Column Load 2.150 2.840 k OB : Overburden — ksf V-x = k M-zz = k-ft Vx applied = in above top of footing 13 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing& STRUCTURAL I Civ1LTitle Block" selection. Title Block Line 6 Wall Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 ' Lk%#.:'IGN-06005543 . '' ,. `.HAYDEN"CONSULTING;ENGINEERS ;;. DESCRIPTIO w4 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7129 Soil Bearing 2.495 ksf 3.50 ksf +D+L PASS 0.09611 Z Flexure (+X) 1.002 k-ft 10.424 k-ft +1.20D+1.60L PASS 0.02611 Z Flexure (-X) 0.2721 k-ft 10.424 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio , D Only 3.50 ksf 0.0 in 1.075 ksf 1.075 ksf 0.307 , +D+L 3.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.713 , +D+0.750L 3.50 ksf 0.0 in 2.140 ksf 2.140 ksf 0.611 , +0.60D 3.50 ksf 0.0 in 0.6450 ksf 0.6450 ksf 0.184 Overturning Stability Units :k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... _ Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding . . Footing Flexure lexure Axis&Load Combinatio Mu Which rension @ Bot As Req'd Gym.As Actual As 3hi*Mr k-ft Side? or Top? inA2 inA2 inA2 k-ft Status , +1.40D 0.4233 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1,40D 0.4233 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 1.002 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 1.002 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.5625 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK +1.20D+0.50L 0.5625 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.3628 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.3628 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.2721 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0,90D 0.2721 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK One Way Shear Units :k Load Combination... Vu X Vu +X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D 0 psi 0 psi 0 psi 75 psi 0 OK HAYDENTitle Block Line 1 3You can change this area ENGINEER S using the"Settings" menu item and then using the "Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 Wall FootingFile: 21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17 Lto.# KW08005543. : ;. HAYDEN CONSULTING ENGINEERS DESCRIPTIO w11 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing = 3.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 390.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.450 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below — ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL No when footing is wider than = ft Adjusted Allowable Bearing Pressure = 3.50 ksf Dimensions Reinforcing Footing Width — 2.0ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 9.00 Wall center offset at Bottom of footing 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in i L ..............._..............._...__ i 4 r _.�._.._.__.._ � I r, . S ' i Applied Loads_` .___ _ _. T _w DLr L S W E H P : Column Load = 3.11 3.520 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing HAYDEN Title Block Line 1 13 You can change this area E N G I N E E R S using the"Settings" menu item and then using the"Printing& STRUCTURAL I c i v i c Title Block" selection. Title Block Line 6 , Wall FootingFile:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Llc.# KW-0800.5543 HAYDEN CONSULTING`ENGINEERS DESCRIPTIO w11 DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9471 Soil Bearing 3.315 ksf 3.50 ksf +D+L PASS 0.1263 Z Flexure(+X) 1.317 k-ft 10.424 k-ft +1.20D+1.60L PASS 0.03776 Z Flexure (-X) 0.3936 k-ft 10.424 k-ft +0.90D PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 3.50 ksf 0.0 in 1.555 ksf 1.555 ksf 0.444 , +D+L 3.50 ksf 0.0 in 3.315 ksf 3.315 ksf 0.947 , +D+0.750L 3.50 ksf 0.0 in 2.875 ksf 2.875 ksf 0.821 , +0.60D 3.50 ksf 0.0 in 0.9330 ksf 0.9330 ksf 0.267 Overturning Stability Units:k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting tore Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure lexure Axis& Load Combinatia Mu Which l ension @ Bot As Req'd Gym.As Actual As )hi*Mr k-ft Side? or Top ? in1'2 In^2 in^2 k-ft Status , +1.40D 0.6123 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.40D 0.6123 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 1.317 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+1.60L 1.317 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.7723 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D+0.50L 0.7723 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.5248 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +1.20D 0.5248 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.3936 -X Bottom 0.2592 Min Temp% 0.2667 10.424 OK , +0.90D 0.3936 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D 0 psi 0 psi 0 psi 75 psi 0 OK Title Block Line 1 1 HAYDEN You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c I V I L Title Block"selection. Title Block Line 6 General FootingFile:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lla.#:KW.08Qp6643 HAYDEN CONSULTINGENGIINEERS'' DESCRIPTIO Fl Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 3.50 ksf fy: Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears . Yes = ksf Add Pedestal Wt for Soil Pressure . No when max. length or width is greater than ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft z Footing Thickness = 16.0 in I___ flli - - Pedestal dimensions... x i_ , X px: parallel to X-X Axis - 12 in `" pz : parallel to Z-Z Axis - 12.0 in Height in Rebar Centerline to Edge of Concrete... " :, at Bottom of footing = 3.0 in i $. 1_ a Reinforcing av Bars parallel to X-X Axis Number of Bars 7 1 Reinforcing Bar Size = # 5 1 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 .. K a Bandwidth Distribution Check (ACI 15.4.4.2) ,,„,, i:,r1-4- i 4-.-uz _„ = -:; _ Direction Requiring Closer Separatio ., n/a #Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P D Lr L S W E H P : Column Load -- 45 41.20 7.60 k OB : Overburden ksf M-xx = k-ft M-zz = k-ft V-x k V-z k Title Block Line 1 HAYDENEa You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,;INC,1983-2020,Build:12,20.8.17 110.#:KW06005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO Fl DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8694 Soil Bearing 3.043 ksf 3.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4651 Z Flexure (+X) 10.353 k-ft/ft 22.257 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4651 Z Flexure (-X) 10.353 k-ft/ft 22.257 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4651 X Flexure (+Z) 10.353 k-ft/ft 22.257 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4651 X Flexure (-Z) 10.353 k-ft/ft 22.257 k-ft/ft +1.20D+1.60L+0.505 PASS 0.4037 1-way Shear(+X) 30.281 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4037 1-way Shear(-X) 30.281 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4037 1-way Shear(+Z) 30.281 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4037 1-way Shear(-Z) 30.281 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.5428 2-way Punching 81.427 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual f Allow Load Combination... Gross Allowable (in) Bottom, -Z Top,+Z Left,-X Right,+X Ratio X-X, D Only 3.50 n/a 0.0 1.681 1.681 n/a n/a 0.480 X-X, +D+L 3.50 n/a 0.0 3.043 3.043 n/a n/a 0.869 X-X, +D+S 3.50 n/a 0.0 1.932 1.932 n/a n/a 0.552 X-X, +D+0.750L 3.50 n/a 0.0 2.702 2.702 n/a n/a 0.772 X-X, +D+0.750L+0.750S 3.50 n/a 0.0 2.891 2.891 n/a n/a 0.826 X-X, +0.60D 3.50 n/a 0.0 1.009 1.009 n/a n/a 0.288 Z-Z, D Only 3.50 0.0 n/a n/a n/a 1.681 1.681 0.480 Z-Z, +D+L 3.50 0.0 n/a n/a n/a 3.043 3.043 0.869 Z-Z,+D+S 3.50 0.0 n/a n/a n/a 1.932 1.932 0.552 Z-Z, +D+0.750L 3.50 0.0 n/a n/a n/a 2.702 2.702 0.772 Z-Z, +D+0.750L+0.750S 3.50 0.0 n/a n/a n/a 2.891 2.891 0.826 Z-Z, +0.60D 3.50 0.0 n/a n/a n/a 1.009 1.009 0.288 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status _ Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status 1 Footing Has NO Sliding Footing Flexure .,_ ....... .. -. ... •_....mom• __... Mu Side Tension As Re d Gym.As Actual As Phi Mn Flexure Axis&Load Combination k ft Surface in^2p, in"2 in^2 k-ft Status X-X, +1.40D 5.272 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.40D 5.272 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+1.60L 10.035 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+1.60L 10.035 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+1.60L+0.50S 10.353 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+1.60L+0.50S 10.353 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L 6.242 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L 6.242 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D 4.519 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D 4.519 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+050L+1.60S 7.260 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L+1.60S 7.260 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK HAYDEN Title Block Line I Ea You can change this area ENGINEERS using the"Settings"menu item and then using the "Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 File:21013 foundation-concrete calcs.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 Lic.#:KW:O8[0O5543 >;' HAYDEN CONSULTING ENGINEERS DESCRIPTIO Fl Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2Q in^2 in^2 k-ft Status X-X, +1.20D+1.60S 5.536 +Z Bottom 0.3456 Min Temp % 0.3945 22.257 OK X-X, +1.20D+1.60S 5.536 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L+0.50S 6.560 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L+0.50S 6.560 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L+0.20S 6.370 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +1.20D+0.50L+0.20S 6.370 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +0.90D 3.389 +Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK X-X, +0.90D 3.389 -Z Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.40D 5.272 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.40D 5.272 +X Bottom 0.3456 Min Temp % 0.3945 22.257 OK Z-Z, +1.20D+1.60L 10.035 -X Bottom 0.3456 Min Temp % 0.3945 22.257 OK Z-Z, +1.20D+1.60L 10.035 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+1.60L+0.50S 10.353 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+1.60L+0.50S 10.353 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L 6.242 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L 6.242 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D 4.519 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D 4.519 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L+1.60S 7.260 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L+1.60S 7.260 +X Bottom 0.3456 Min Temp % 0.3945 22.257 OK Z-Z, +1.20D+1.60S 5.536 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+1.60S 5.536 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L+0.50S 6.560 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L+0.50S 6.560 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +1.20D+0.50L+0.20S 6.370 -X Bottom 0.3456 Min Temp % 0.3945 22.257 OK Z-Z, +1.20D+0.50L+0.20S 6.370 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +0.90D 3.389 -X Bottom 0.3456 Min Temp% 0.3945 22.257 OK Z-Z, +0.90D 3.389 +X Bottom 0.3456 Min Temp% 0.3945 22.257 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 15.42 psi 15.42 psi 15.42 psi 15.42 psi 15.42 psi 75.00 psi 0.21 OK +1.20D+1.60L 29.35 psi 29.35 psi 29.35 psi 29.35 psi 29.35 psi 75.00 psi 0.39 OK +1.20D+1,60L+0.50S 30.28 psi 30.28 psi 30.28 psi 30.28 psi 30.28 psi 75.00 psi 0.40 OK +1.20D+0.50L 18.26 psi 18.26 psi 18.26 psi 18.26 psi 18.26 psi 75.00 psi 0.24 OK +1.20D 13.22 psi 13.22 psi 13.22 psi 13.22 psi 13.22 psi 75.00 psi 0.18 OK +1.20D+0.50L+1.60S 21.24 psi 21.24 psi 21.24 psi 21.24 psi 21.24 psi 75.00 psi 0.28 OK +1.20D+1.60S 16.19 psi 16.19 psi 16.19 psi 16.19 psi 16.19 psi 75.00 psi 0.22 OK +1.20D+0.50L+0.505 19.19 psi 19.19 psi 19.19 psi 19.19 psi 19.19 psi 75.00 psi 0.26 OK +1.20D+0.50L+0.20S 18.63 psi 18.63 psi 18.63 psi 18.63 psi 18.63 psi 75.00 psi 0.25 OK +0.90D 9.91 psi 9.91 psi 9.91 psi 9.91 psi 9.91 psi 75.00 psi 0.13 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 41.46 psi 150.00psi 0.2764 OK +1.20D+1.60L 78.93 psi 150.00psi 0.5262 OK +1.20D+1.60L+0.50S 81.43 psi 150.00psi 0.5428 OK +1.20D+0.50L 49.10 psi 150.00psi 0.3273 OK +1.20D 35.54 psi 150.00psi 0.2369 OK +1.20D+0.50L+1.60S 57.10 psi 150.00psi 0.3807 OK +1.20D+1.60S 43.54 psi 150.00psi 0.2903 OK +1.20D+0.50L+0.50S 51.60 psi 150.00psi 0.344 OK +1.20D+0.50L+0.20S 50.10 psi 150.00psi 0.334 OK +0.90D 26.66 psi 150.00psi 0.1777 OK HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings"menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 t ic.#:KW-05005543 _` ,_ 'i�� '_ ' HAYLIEN CONSULTING lENGINEERS . DESCRIPTIO F2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press increase per foot of depth ksf Min Allow%Temp Reinf. =t 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments& shears Yes ksf when max. length or width is greater than Add Pedestal Wt for Soil Pressure No ft Use Pedestal wt for stability, mom &shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft A, Footing Thickness = 16.0 in ___. E s : I 3 Pedestal dimensions... J `TM`'Pv t x' px : parallel to X-X Axis = 12.0 in pz : parallel to Z-Z Axis = 12.0 in Height — in Rebar Centerline to Edge of Concrete... ,:!. ,i., at Bottom of footing = 3.0 in Reinforcing I I ; Bars parallel to X-X Axis Number of Bars 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5Ay. ! ..' 1. Bandwidth Distribution Check (ACI 15.4.4.2) _ '." sa"e .-4•r.a:e .S`, . ",:,.•. ____,:.-r Direction Requiring Closer Separatio 01,1.0;~ ...,, n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E �_ H P : Column Load = 35.71 42.70 0.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 3 1 HAYDEN You can change this area E N G I N E E R S using the"Settings"menu item anrf then using the"Printing& STRUCTURAL I c l v i L Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020.Build:12.20.8.17 Lie.#:Kw•08005543. _ - - _. _ HAYDEN CONSULTING.ENGINEERS DESCRIPTIO F2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9514 Soil Bearing 3.330 ksf 3.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4229 Z Flexure (+X) 8.894 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L PASS 0.4229 Z Flexure(-X) 8.894 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L PASS 0.4229 X Flexure (+Z) 8.894 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L PASS 0.4229 X Flexure (-Z) 8.894 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L PASS 0.3421 1-way Shear(+X) 25.655 psi 75.0 psi +1.20D+1.60L PASS 0.3421 1-way Shear(-X) 25.655 psi 75.0 psi +1.20D+1.60L PASS 0.3421 1-way Shear(+Z) 25.655 psi 75.0 psi +1.20D+1.60L PASS 0.3421 1-way Shear(-Z) 25.655 psi 75.0 psi +1.20D+1.60L PASS 0.4695 2-way Punching 70.432 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Z ecc Actual Soil Bearing ttress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left,-X Right,+X Ratio X-X, D Only 3.50 n/a 0.0 1.622 1.622 n/a n/a 0.463 X-X, +D+L 3.50 n/a 0.0 3.330 3.330 n/a n/a 0.951 X-X, +D+0.750L 3.50 n/a 0.0 2.903 2.903 n/a n/a 0.829 X-X, +0.60D 3.50 n/a 0.0 0.9730 0.9730 n/a n/a 0.278 Z-Z, D Only 3.50 0.0 n/a n/a n/a 1.622 1.622 0.463 Z-Z, +D+L 3.50 0.0 n/a n/a n/a 3.330 3.330 0.951 Z-Z, +D+0.750L 3.50 0.0 n/a n/a n/a 2.903 2.903 0.829 Z-Z, +0.60D 3.50 0.0 n/a n/a n/a 0.9730 0.9730 0.278 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status FootingHas NO Overturning - .._ .a.... erturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status_ Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 4.0 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.40D 4.0 -Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +1.20D+1.60L 8.894 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L 8.894 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L 5.136 +Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +1.20D+0.50L 5.136 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D 3.428 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D 3.428 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +0.90D 2.571 +Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +0.90D 2.571 -Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK Z-Z, +1.40D 4.0 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.40D 4.0 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L 8.894 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1,20D+1.60L 8.894 +X Bottom 0.3456 Min Temp % 0.3720 21.029 OK Z-Z, +1,20D+0.50L 5.136 -X Bottom 0.3456 Min Temp % 0.3720 21.029 OK 1 Z-Z,+1,20D+0.50L 5.136 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK IgHAYDEH Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CI v I L.Title Block"selection. Title Block Line 6 File:21013 foundation-concrete calcs.ec6 1 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.8,17 Lie.#.KW*Q6005543. .:<; _: • HAYDEN CONSULTING ENGINEE- DESCRIPTIO F2 Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +1.20D 3.428 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D 3.428 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.571 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.571 +X Bottom 0.3456 Min Temp % 0.3720 21.029 OK One Way Shear - - -- . Load Combination... V Vu °� @ @-Z @-X Vu +X Vu Vu +Z Vu:Max Phi Vn Vn Vu/Phi*Vn Status +1.40D 11.54 psi 11.54 psi 11.54 psi 11.54 psi 11.54 psi 75.00 psi 0.15 OK +1.20D+1.60L 25.66 psi 25.66 psi 25.66 psi 25.66 psi 25.66 psi 75.00 psi 0.34 OK +1.20D+0.50L 14.82 psi 14.82 psi 14.82 psi 14.82 psi 14.82 psi 75.00 psi 0.20 OK +1.20D 9.89 Psi 9.89 psi 9.89 psi 9.89 psi 9.89 psi 75.00 psi 0.13 OK +0.90D 7.42 psi 7.42 psi 7.42 psi 7.42 psi 7.42 psi 75.00 psi 0.10 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 31.67 psi 150.00psi 0.2112 OK +1.20D+1.60L 70.43 psi 150.00psi 0.4695 OK +1.20D+0.50L 40.67 psi 150.00psi 0.2712 OK +1.20D 27.15 psi 150.00psi 0.181 OK +0.90D 20.36 psi 150.00psi 0.1357 OK HAYDEN Title Block Line 1 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I CIVIL Title Block" selection. Title Block Line 6 General FootingFile:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC,1983-2020,BuiId:12.20,8.17 `.Uc.#:KW48005543 HAYDEN CONSULTING ENGINEERS: DESCRIPTIO F3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel %/o Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor 1.0 1 Min. Sliding Safety Factor = 1.0:: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments& shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom &shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft a Footing Thickness = 16.0 in I arc �� k. Pedestal dimensions... x 1 X px : parallel to X-X Axis = 12.0 in • pz: parallel to Z-Z Axis = 12.0 in '° Height in i Rebar Centerline to Edge of Concrete,., x r xi 4 at Bottom of footing = 3,0 in Reinforcing j Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 f Reinforcing Bar Size = # 5 - �- � '' r 1 Bandwidth Distribution Check (ACI 15.4.4.2) ` : - -i. t x _ 1'tea. ..,,,,,,! "�r.'tussventutaAtAtim - u ex.- rr Direction Requiring Closer Separatio .., „„, ,T,, n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S 'Of E H P : Column Load 35.90 41.250 7.910 k OB : Overburden = ksf M-xx k-ft M-zz = k-ft V-x — k V-z = k Tole Block Line 1 HAYDEN You can change this area 13 ENGINEERS using the "Settings"menu item and then using the"Printing& STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 ` 1.4-,N.M.08005543 -• .; HA •EN.CONSULTING;ENGINEERS DESCRIPTIO F3 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9369 Soil Bearing 3.279 ksf 3.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.430 Z Flexure(+X) 9.043 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.430 Z Flexure(-X) 9.043 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.430 X Flexure(+Z) 9.043 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.430 X Flexure (-Z) 9.043 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3478 1-way Shear(+X) 26.085 psi 75.0 psi +1.20D+1.60L+0.505 PASS 0.3478 1-way Shear(-X) 26.085 psi 75.0 psi +1.20D+1.60L+0.505 PASS 0.3478 1-way Shear(+Z) 26.085 psi 75.0 psi +1.20D+1.60L+0.505 PASS 0.3478 1-way Shear(-Z) 26.085 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4774 2-way Punching 71.612 psi 150.0 psi +1.20D+1.60L+0.505 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Boil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top, +Z Left,- Right, +X Ratio X-X, D Only 3.50 n/a 0.0 1.629 1.629 n/a n/a 0.465 X-X, +D+L 3.50 n/a 0.0 3.279 3.279 n/a n/a 0.937 X-X, +D+S 3.50 n/a 0.0 1.946 1.946 n/a n/a 0.556 X-X, +D+0.750L 3.50 n/a 0.0 2.867 2.867 n/a n/a 0.819 X-X, +D+0.750L+0.7505 3.50 n/a 0.0 3.104 3.104 n/a n/a 0.887 X-X, +0.60D 3.50 n/a 0.0 0.9776 0.9776 n/a n/a 0.279 Z-Z, D Only 3.50 0.0 n/a n/a n/a 1.629 1.629 0.465 Z-Z, +D+L 3.50 0.0 n/a n/a n/a 3.279 3.279 0.937 Z-Z, +D+S 3.50 0.0 n/a n/a n/a 1.946 1.946 0.556 Z-Z,+D+0.750L 3.50 0.0 n/a n/a n/a 2.867 2.867 0.819 Z-Z, +D+0.750L+0.7505 3.50 0.0 n/a n/a n/a 3.104 3.104 0.887 Z-Z, +0.60D 3.50 0.0 n/a n/a n/a 0.9776 0.9776 0.279 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding I Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 4.021 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.40D 4.021 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L 8.726 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L 8.726 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L+0.505 9.043 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L+0.505 9.043 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L 5.096 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L 5.096 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D 3.446 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D 3.446 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+1.60S 6.109 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+1.60S 6.109 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK Title Block Line 1 HAYDENYou can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I c i v i L Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 L.IC.#::KW.06005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO F3 Footing Flexure Mu Side Tension As Re d Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2p in^2 in"2 k-ft Status X-X, +1.20D+1.60S 4.459 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60S 4.459 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +120D+0.50L+0.50S 5.413 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1,20D+0.50L+0.50S 5.413 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.20S 5.223 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.20S 5.223 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +0.90D 2.585 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +0.90D 2.585 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.40D 4.021 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.40D 4.021 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L 8.726 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L 8.726 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L+0.50S 9.043 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L+0.50S 9.043 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L 5.096 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L 5.096 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D 3.446 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D 3.446 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+1.60S 6.109 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+1.60S 6.109 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60S 4.459 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60S 4.459 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+0.50S 5.413 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+0.50S 5.413 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.205 5.223 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.20S 5.223 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.585 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.585 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK One Way Shear Load Combination... Vu©-X Vu @+X Vu @-Z Vu @+Z Vu Max Phi Vn Vu/Phi*Vn Status +1.40D 11.60 psi 11.60 psi 11.60 psi 11.60 psi 11.60 psi 75.00 psi 0.15 OK +1.20D+1.60L 25.17 psi 25.17 psi 25.17 psi 25.17 psi 25.17 psi 75.00 psi 0.34 OK +1.20D+1.60L+0.50S 26.09 psi 26.09 psi 26.09 psi 26.09 psi 26.09 psi 75.00 psi 0.35 OK +1.20D+0.50L 14.70 psi 14.70 psi 14.70 psi 14.70 psi 14.70 psi 75.00 psi 0.20 OK +1.20D 9.94 psi 9.94 psi 9.94 psi 9.94 psi 9.94 psi 75.00 psi 0.13 OK +1.20D+0.50L+1.60S 17.62 psi 17.62 psi 17.62 psi 17.62 psi 17.62 psi 75.00 psi 0.24 OK +1.20D+1.60S 12.86 psi 12.86 psi 12.86 psi 12.86 psi 12.86 psi 75.00 psi 0.17 OK +1.20D+0.50L+0.50S 15.61 psi 15.61 psi 15.61 psi 15.61 psi 15.61 psi 75.00 psi 0.21 OK +1.20D+0.50L+0.20S 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 75.00 psi 0.20 OK +0.90D 7.46 psi 7.46 psi 7.46 psi 7.46 psi 7.46 psi 75.00 psi 0.10 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 31.84 psi 150.00psi 0.2123 OK +1.20D+1.60L 69.11 psi 150.00psi 0.4607 OK +1.20D+1.60L+0.50S 71.61 psi 150.00psi 0.4774 OK +1.20D+0.50L 40.36 psi 150.00psi 0.2691 OK +1.20D 27.29 psi 150.00psi 0.182 OK +1.20D+0.50L+1.60S 48.38 psi 150.00psi 0.3225 OK +1.20D+1.60S 35.31 psi 150.00psi 0.2354 OK +1.20D+0.50L+0.50S 42.87 psi 150.00psi 0.2858 OK +1.20D+0.50L+0.20S 41.36 psi 150.00psi 0.2757 OK +0.90D 20.47 psi 150.00 psi 0.1365 OK HAYDEN Title Block Line 1 r3 You can change this area ENGINEERS using the"Settings" menu item and then using the "Printing& 11611 STRUCTURAL I CI v I L Title Block" selection. Title Block Line 6 General Footin File:21013 foundation-concrete calcs,ec6 ' g Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17 L IC,#:KW-08005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO F4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 3.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min. Overturning Safety Factor 1.0 : 1 Min. Sliding Safety Factor 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments &shears : Yes ksf when max. length or width is greater than Add Pedestal Wt for Soil Pressure No _ ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis -- 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thickness = 16.0 in Pedestal dimensions... x 1 0.`. . i._ X px: parallel to X-X Axis 12.0 in b 1 pz : parallel to Z-Z Axis 12.0 in Height in ` 1 Rebar Centerline to Edge of Concrete.,. at Bottom of footing = 3.0 in 2f dl Reinforcing 44 Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 , n Bandwidth Distribution Check (ACI 15.4.4.2) 4-Y ° °� % ; � }rkt. 4 .,_.;_..- „r_.. Direction Requiring Closer Separation_", *r n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads b Lr L S W E H P :Column Load = 23.9 28.90 0.0 k OB : Overburden = ksf I M-xx = k-ft M-zz = k-ft 1 V-x = k V-z = k 131 HAYDEN Title Block Line 1 You can change this area ENGINEERS using the"Settings" menu item and then using the"Printing & STRUCTURAL I CI v I L Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 I, g Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.17 Uq.#:KW-06005543 HAYDEN CONSULTING ENGINEERS DESCRIPTIO F4 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8003 Soil Bearing 2.801 ksf 3.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2434 Z Flexure(+X) 5.665 k-ft/ft 23.276 k-ft/ft +1.20D+1.60L PASS 0.2434 Z Flexure(-X) 5.665 k-ft/ft 23.276 k-ft/ft +1.20D+1.60L PASS 0.2434 X Flexure(+Z) 5.665 k-ft/ft 23.276 k-ft/ft +1.20D+1.60L PASS 0.2434 X Flexure(-Z) 5.665 k-ft/ft 23.276 k-ft/ft +1.20D+1.60L PASS 0.2134 1-way Shear(+X) 16.009 psi 75.0 psi +1.20D+1.60L PASS 0.2134 1-way Shear(-X) 16.009 psi 75.0 psi +1.20D+1.60L PASS 0.2134 1-way Shear(+Z) 16.009 psi 75.0 psi +1.20D+1.60L PASS 0.2134 1-way Shear(-Z) 16.009 psi 75.0 psi +1.20D+1.60L PASS 0.3029 2-way Punching 45.436 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left,- Right, +X Ratio X-X, D Only 3.50 n/a 0.0 1.374 1.374 n/a n/a 0.393 X-X, +D+L 3.50 n/a 0.0 2.801 2.801 n/a n/a 0.800 X-X, +D+0.750L 3.50 n/a 0.0 2.444 2.444 n/a n/a 0.698 X-X, +0.60D 3.50 n/a 0.0 0.8241 0.8241 n/a n/a 0.236 Z-Z, D Only 3.50 0.0 n/a n/a n/a 1.374 1.374 0.393 Z-Z, +D+L 3.50 0.0 n/a n/a n/a 2.801 2.801 0.800 Z-Z, +D+0.750L 3.50 0.0 n/a n/a n/a 2.444 2.444 0.698 Z-Z, +0.60D 3.50 0.0 n/a n/a n/a 0.8241 0.8241 0.236 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure _ Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn a Flexure Axis&Load CombinationStatus k-ft Surface in 2 in 2 in 2 k-ft X-X, +1.40D 2.530 +Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +1.40D 2.530 -Z Bottom 0.3456 Min Temp % 0.4133 23.276 OK X-X, +1.20D+1.60L 5.665 +Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +1.20D+1.60L 5.665 -Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +1.20D+0.50L 3.261 +Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +1.20D+0.50L 3.261 -Z Bottom 0.3456 Min Temp % 0.4133 23.276 OK X-X, +1.20D 2.169 +Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +1.20D 2.169 -Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK X-X, +0.90D 1.627 +Z Bottom 0.3456 Min Temp % 0.4133 23.276 OK X-X, +0.90D 1.627 -Z Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +1.40D 2.530 -X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +1.40D 2.530 +X Bottom 0.3456 Min Temp % 0.4133 23.276 OK Z-Z, +1.20D+1.60L 5.665 -X Bottom 0.3456 Min Temp % 0.4133 23.276 OK Z-Z, +1.20D+1.60L 5.665 +X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +1.20D+0.50L 3.261 -X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +1.20D+0.50L 3.261 +X Bottom 0.3456 Min Temp% 0.4133 23.276 OK HAYDEN Title Block Line 1 You can change this area 13 ENGINEERS using the"Settings" menu item and then using the"Printing& STRUCTURAL I c I V I L Title Block" selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Bulld:12.20.8.17 Lie. KW-MOSS43 x._ HAYDEN CONSULTING ENGINEERS DESCRIPTIO F4 Footing Flexure Mu Side Tension As Re d Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2p in^2 in"2 k-ft Status Z-Z, +1.20D 2.169 -X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +1.20D 2.169 +X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +0.90D 1.627 -X Bottom 0.3456 Min Temp% 0.4133 23.276 OK Z-Z, +0.90D 1.627 +X Bottom 0.3456 Min Temp% 0.4133 23.276 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 7.15 psi 7.15 psi 7.15 psi 7.15 psi 7.15 psi 75.00 psi 0.10 OK +1.20D+1.60L 16.01 psi 16.01 psi 16.01 psi 16.01 psi 16.01 psi 75.00 psi 0.21 OK +1.20D+0.50L 9.22 psi 9.22 psi 9.22 psi 9.22 psi 9.22 psi 75.00 psi 0.12 OK +1.20D 6.13 psi 6.13 psi 6.13 psi 6.13 psi 6.13 psi 75.00 psi 0.08 OK +0.90D 4.60 psi 4.60 psi 4.60 psi 4.60 psi 4.60 psi 75.00 psi 0.06 OK Two-Way"Punching"Shear _ � All units k Load Combination... _.�._ Vu Phi*V.. ,5 �_�. _ . __ n Vu/Phi*Vn Status +1.40D 20.29 psi 150.00psi 0.1353 OK +1.20D+1.60L 45.44 psi 150.00psi 0.3029 OK +1.20D+0.50L 26.16 psi 150.00psi 0.1744 OK +1.20D 17.39 psi 150.00psi 0.116 OK +0.90D 13.05 psi 150.00 psi 0.08697 OK HAYDEN Title Block Line 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & s TRUCTURAL I CI v I L Title Block" selection, Title Block Line 6 General FootingFile:21013 foundation-concrete calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17 LIC:li sKW-1)8006648 x; ,. . , , -,,: HAYRENCoN SULTIN aENi3lNEERS, DESCRIPTIO F5 Code References Calculations per AC1 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 3.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. -- 0.00180 when footing base is below = ft Min. Overturning Safety Factor — 1.0 1 Min. Sliding Safety Factor = 1.0 : 'I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments& shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft z Footing Thickness = 16.0 in Pedestal dimensions... x 4 i x px : parallel to X-X Axis = 12.0 in pz: parallel to Z-Z Axis = 12.0 in ',I Height in Rebar Centerline to Edge of Concrete... ,', , i. ;, at Bottom of footing = 3.0 in 1' ` ' =. Reinforcing I b4,- I Bars parallel to X-X Axis Number of Bars — 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 - -'� ,, Bandwidth Distribution Check (ACI 15.4.4.2) :; "� t Direction Requiring Closer Separatio ».;«..» ,,.... n/a #Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W :_:� .H. P : Column Load = 35.8 40.0 6.60 - k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 1 HAYDEN Title Block aine 1 You can change this area ENGINEERS using the "Settings" menu item and then using the"Printing & STRUCTURAL I c I v I L Title Block"selection. Title Block Line 6 General Footing File:21013 foundation concrete calcs.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Ltc.##.KW.96006643 HAYDEN CONSULTING ENGINEERS DESCRIPTIO F5 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9214 Soil Bearing 3.225 ksf 3.50 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4195 Z Flexure(+X) 8.821 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4195 Z Flexure (-X) 8.821 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4195 X Flexure(+Z) 8.821 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4195 X Flexure(-Z) 8.821 k-ft/ft 21.029 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3393 1-way Shear(+X) 25.445 psi 75.0 psi +1.20D+1.60L+0.505 PASS 0.3393 1-way Shear(-X) 25.445 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.3393 1-way Shear(+Z) 25.445 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.3393 1-way Shear(-Z) 25.445 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.4657 2-way Punching 69.854 psi 150.0 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing __c, _. _ __ Rotation Axis& Xecc Zecc Actual SoilBearing Stress @ Location Actual/Allow Load Combination... Gross Allow able (in) Bottom,-Z Top,+Z Left -TX Right,+X Ratio X-X, D Only 3.50 n/a 0.0 1.625 1.625 n/a n/a 0.464 X-X, +D+L 3.50 n/a 0.0 3.225 3.225 n/a n/a 0.921 X-X, +D+S 3.50 n/a 0.0 1.889 1.889 n/a n/a 0.540 X-X, +D+0.750L 3.50 n/a 0.0 2.825 2.825 n/a n/a 0.807 X-X, +D+0.750L+0.750S 3.50 n/a 0.0 3.023 3.023 n/a n/a 0.864 X-X, +0.60D 3.50 n/a 0.0 0.9752 0.9752 n/a n/a 0.279 Z-Z, D Only 3.50 0.0 n/a n/a n/a 1.625 1.625 0.464 Z-Z, +D+L 3.50 0.0 n/a n/a n/a 3.225 3.225 0.921 Z-Z, +D+S 3.50 0.0 n/a n/a n/a 1.889 1.889 0.540 Z-Z, +D+0.750L 3.50 0.0 n/a n/a n/a 2.825 2.825 0.807 Z-Z, +D+0.750L+0.750S 3.50 0.0 n/a n/a n/a 3.023 3.023 0.864 Z-Z, +0.60D 3.50 0.0 n/a n/a n/a 0.9752 0.9752 0.279 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure _ _ Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 4.010 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.40D 4.010 -Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +1.20D+1,60L 8.557 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L 8.557 -Z Bottom 0,3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+1.60L+0.50S 8.821 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60L+0.50S 8.821 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L 5.037 +Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +1.20D+0.50L 5.037 -Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +1.20D 3.437 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D 3.437 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+1.60S 5.882 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+1.60S 5.882 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK HAYDEN Title Block Line 1 Ea You can change this area E N G I N E E R S using the"Settings"menu item and then using the "Printing & STRUCTURAL I CIVIL Title Block"selection. Title Block Line 6 General Footing File:21013 foundation-concrete calcs.ec6 ; g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lie.#:KW-06008543 k f HAYDEN CONSULTIKCi.ENGINEERS, DESCRIPTIO F5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd GVrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.20D+1.60S 4.282 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+1.60S 4.282 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.50S 5.301 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.50S 5.301 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.20S 5.142 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +1.20D+0.50L+0.20S 5.142 -Z Bottom 0.3456 Min Temp % 0.3720 21.029 OK X-X, +0.90D 2.578 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X, +0.90D 2.578 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.40D 4.010 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.40D 4.010 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L 8.557 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L 8.557 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60L+0.50S 8.821 -X Bottom 0.3456 Min Temp%0 0.3720 21.029 OK Z-Z, +1.20D+1.60L+0.50S 8.821 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L 5.037 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L 5.037 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D 3.437 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D 3.437 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+1.60S 5.882 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+1.60S 5.882 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60S 4.282 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+1.60S 4.282 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.50S 5.301 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.50S 5.301 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.20S 5.142 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +1.20D+0.50L+0.20S 5.142 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.578 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z, +0.90D 2.578 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 11.57 psi 11.57 psi 11.57 psi 11.57 psi 11.57 psi 75.00 psi 0.15 OK +1.20D+1.60L 24.68 psi 24.68 psi 24.68 psi 24.68 psi 24.68 psi 75.00 psi 0.33 OK +1.20D+1.60L+0.50S 25.45 psi 25.45 psi 25.45 psi 25.45 psi 25.45 psi 75.00 psi 0.34 OK +1.20D+0.50L 14.53 psi 14.53 psi 14.53 psi 14.53 psi 14.53 psi 75.00 psi 0.19 OK +1.20D 9.91 psi 9.91 psi 9.91 psi 9.91 psi 9.91 psi 75.00 psi 0.13 OK +1.20D+0.50L+1.60S 16.97 psi 16.97 psi 16.97 psi 16.97 psi 16.97 psi 75.00 psi 0.23 OK +1.20D+1.60S 12.35 psi 12.35 psi 12.35 psi 12.35 psi 12.35 psi 75.00 psi 0.16 OK +1.20D+0.50L+0.50S 15.29 psi 15.29 psi 15.29 psi 15.29 psi 15.29 psi 75.00 psi 0,20 OK +1.20D+0.50L+0.20S 14.83 psi 14.83 psi 14.83 psi 14.83 psi 14.83 psi 75.00 psi 0,20 OK +0.90D 7.44 psi 7.44 psi 7.44 psi 7.44 psi 7.44 psi 75.00 psi 0.10 OK Two-Way"Punching"Shear All units k Load Combination.., Vu Phi*Vn Vu/Phi*Vn Status 31.75 psi 150.00psi 0.211 - i +1.40D 7 OK +1.20D+1.60L 67.76 psi 150.00psi 0.4518 OK +1.20D+1.60L+0.50S 69.85 psi 150.00psi 0.4657 OK +1.20D+0.50L 39.89 psi 150.00psi 0.2659 OK +1.20D 27.22 psi 150.00 psi 0.1814 OK +1.20D+0.50L+1.60S 46.58 psi 150.00psi 0.3105 OK +1.20D+1.60S 33.91 psi 150.00psi 0.226 OK +1.20D+0.50L+0.50S 41.98 psi 150,00psi 0.2799 OK +1.20D+0.50L+0.20S 40.72 psi 150.00psi 0.2715 OK +0.90D 20.41 psi 150.00psi 0.1361 OK Project Name/Number:21013 retaini Use menu item Settings >Printing &Title Block Title wall at step-loaded at columns Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description... This Wall in File:Z 1projectst2021 Projects121013/420 SW Hermoso\Calculations121013 retaining wall Retainho(c)'t9872019, Build 11.20.03.31' License:KW-08058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 53Oi3 License To:HAYDEN CONSULTING ENGINEERS [Criteria I !Soil Data :At e b keit iv Retained Height = 9.00 ft Allow Soil Bearing = 3,500.0 psf Ir,, ..... Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 9.50 ft At-Rest Heel Pressure = 54.0 psf/ft Top Support Height = 9.00 ft Passive Pressure = 390.0 psf/ft i Soil Density = 110.00 pcf Slope Behind Wal = 0.00 Footing]Soil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' Uniform Lateral Load Applied to Stem I 1 Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0,0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding &Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf _...Height to Bottom 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 5,160.0 lbs at Back of Wall 0.0 ft Axial Live Load = 6,548.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load I Kh Soil Density Multiplier= 0.236 g Added seismic per unit area = 163.5 psf Design Summary I Concrete Stem Construction Total Bearing Load = 16,690 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 0.62 in Wall Weight = 125.0 psf fc = 4,000 psi Soil Pressure @Toe = 2,990 psf OK Stem is FREE to rotate at top of footing Soil Pressure©Heel = 3,368 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 4,058 psf ACI Factored @ Heel = 4,570 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 9.00 ft 4.12 ft 0.00 ft Footing Shear©Toe = 24.3 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear©Heel = 42.7 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,678.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,176.3 lbs Design Data fb/FB+fa/Fa = 0.000 0.772 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 7,145.6 ft-# 0.0 ft-# Lateral Sliding Force - 3,176.3 lbs Mn*Phi Allowable - 9,257.5 ft-# 9,257.5 ft-# 9,257.5 ft-# Shear Force©this height = 2,574.1 lbs 3,737.6 lbs Shear Actual = 42.90 psi 62.29 psi Shear Allowable = 94.87 psi 94.87 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1,000 Seismic,E 1.000 Project Name/Number:21013 retaini Use menu item Settings>Printing &Title Block Title wall at step-loaded at columns Page: 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To : HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: ---- _== One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3392 in2/ft (4/3)*As: 0.4523 in2/ft Min Stem T&S Reinf Area 1.171 in2 200bd/fy: 200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: -__-----____ One layer of: Two layers of: Required Area: 0.3392 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.989 in2 200bd/fy: 200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options __= One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in g_ _. 2.00 ft I Footing Desi n Results taell Footing Strengths&Dimensions � � Toe Toe Width = Heel Width = 3.25 Factored Pressure = 4,058 4,570 psf Total Footing Width = 5.25 Mu': Upward = 8,245 13,035 ft-# I Footing Thickness = 16.00 in Mu': Downward = 612 4,637 ft-# Key Width = 0.00 in Mu: Design = 7,633 -8,398 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 24.27 42.72 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe:#5 @ 10.76 in -or- #4@ 6.94 in,#5@ 10.76 in,#6@ 15.27 in,#7@ 20.1 Min.As% = 0.0018 Heel:#5 @ 10.76 in -or- #4@ 6.94 in,#5@ 10.76 in,#6@ 15.27 in,#7@ 20.1 Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 1.81 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title wall at step-loaded at columns Page : 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.,.. This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall FketalnPro(c)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HAYDEN CONSULTING ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing 1 Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 241.7lbs 4.04 ft 976.7ft-# Axial Dead Load on Stem = 11,708.0Ibs 2.42 ft 28,294.3ft-# Soil Over Toe = 110.01bs 1.00 ft 110.0ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,187 51bs 2.42 ft 2,869.8ft-# Soil Over Heel = 2,392.5lbs 4.04 ft 9,669.7ft-# Footing Weight = 1,050.01bs 2.63 ft 2,756.3ft-# Total Vertical Force = 16,689.7 lbs Moment = 44,676.8ft-# Net Mom.at Stem/Ftg Interface= -866.4 ft-# Allow.Mom.Q Stem/Ftg Interface= 5,785.9 ft-# Allow.Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 3,179.0 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number: 21013 retaini Use menu item Settings>Printing &Title Block Title wall at step-loaded at walls Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description,,., This Wall in File:Zaprujects‘2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall ftetalnPro(c)1887-2019,Build 11,20.03.31 - License:KW.t)8058835 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:HAYDEN CONSULTING ENGINEERS Criteria I 1 Soil Data ' l,trr> s,; ' j = Retained Height = 9,00 ft Allow Soil Bearing3,500.0 psf `'`' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 9.50 ft At-Rest Heel Pressure :. 54.0 psf/ft Top Support Height = 9.00 ft Passive Pressure = 390.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Uniform Lateral Load Applied to Stem k Adjacent Footing LoadII Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width -- 0.00 ft Surcharge Over Toe = 0.0 psf ,.,Height to Bottom =` 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 1,090.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 1,908.0 lbs Wind on Exposed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load q Kh Soil Density Multiplier= 0.236 g Added seismic per unit area = 163.5 psf esign Summary it Concrete Stem Construction Total Bearing Load - 5,254 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. - 0.98 in Wall Weight = 125.0 psf fc = 4,000 psi Soil Pressure @ Toe = 1,985 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 3,268 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 2,670 psf ACI Factored @ Heel = 4,396 psf _ Stem OK Stem OK Stem OK Design Height Above Ftc - 9.00 ft 4.12 ft 0.00 ft Footing Shear @ Toe = 0.9 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel = 9.2 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,678.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,176.3 lbs Design Data - fb/FB+fa/Fa = 0.000 0.772 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 7,145.6 ft-# 0.0ft-# Lateral Sliding Force = 3,176.3 lbs Mn"Phi Allowable = 9,257.5 ft-# 9,257.5 ft-# 9,257.5 ft-# Shear Force @ this height = 2,574.1 lbs 3,737.6 lbs Shear Actual - 42.90 psi 62.29 psi Shear Allowable - 94.87 psi 94.87 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall at step-loaded at walls Page: 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects121013 7420 SW Hermoso\Calculations121013 retaining wall RetainPro(c)1987.2019, Build 11.20.03,31 License':KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy: 200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: 7=- _= One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4©20.00 in Provided Area 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area 1.0838 in2/ft #6©22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3392 in2/ft (4/3)*As: 0.4523 in2/ft Min Stem T&S Reinf Area 1.171 in2 200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh : 0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3392 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5©31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment):- 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 0.989 in2 200bd/fy: 200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: _-_= ___.. One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Strengths&Dimensions Footing Design Results Toe Width = 0.58 ft Toe eel Heel Width = 1.42 Factored Pressure = 2,670 4,396 psf Total Footing Widtt = 2.00 Mu': Upward = 483 720 ft-# Footing Thickness = 16.00 in Mu': Downward = 52 270 ft-# Key Width = 0.00 in Mu: Design = 431 -450 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.93 9.21 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe: #5 @ 10.76 in -or- phiMn=phi'5'lambda'sqrt(fc)'Sm Min.As% = 0.0018 Heel:#5 @ 10.76 in -or- phiMn=phi'5'lambda'sgrt(fc)'Sm Cover©Top = 2.00 in © Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 0.69 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 6.94 in #4@ 13.89 in #5© 10.76 in #5©21.53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall at step-loaded at walls Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS - Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 58.4 lbs 1.71 ft 99.7ft-# Axial Dead Load on Stem = 2,998.0 lbs 1.00 ft 2,998.9ft-# Soil Over Toe = 32.1 Ibs 0.29 ft 9.4ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,187.51bs 1.00 ft 1,187.9ft-# Soil Over Heel = 577.8 lbs 1.71 ft 987.4ft-# Footing Weight = 400.11bs 1.00 ft 400.3ft-# Total Vertical Force = 5,253.91bs Moment = 5,683.5ft-# Net Mom.at Stem/Ftg Interface= -428.0 ft-# Allow.Mom.@ Stem/Ftg Interface= 5,785.9 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 2,626.1 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number:21013 retaini Use menu item Settings >Printing&Title Block Title wall at step-no loads Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description..., This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall Retainh'ro c)1987-2018, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS Criteria ' Soil Data ' -sM,.. Retained Height = 9.00 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 9.50 ft At-Rest Heel Pressure = 54.0 psf/ft Top Support Height = 9.00 ft Passive Pressure = 390.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in - WY - -rt I Surcharge Loads 0 Uniform Lateral Load Applied to Stern ill I Adjacent Footing LoadII Surcharge Over Heel = 100.0 psf Lateral Load - 0.0#/ft Adjacent Footing Load 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 Load Type = Wind(W) Footing Type Line Load (strength Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem= Q.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.236 g Added seismic per unit area = 163.5 psf Design Summary 11 Concrete Stem Construction ii Total Bearing Load = 2,256lbs Thickness = 10.00 in Fy = 60,000psi ...resultantecc. - 2.28 in Wall Weight = 125.0 psf fc = 4,000psi Soil Pressure @ Toe = 486 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,769 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 583 psf ____ __ ..-. ACI Factored @ Heel = 2,123 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 9.00 ft 4.12 ft 0.00 ft Footing Shear @ Toe - 0.9 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel 1.1 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable - 75.0 psi Rebar Placed at = Center Center Center Reaction at Top - 1,678.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,176.3 lbs Design Data fb/FB+fa/Fa -- 0.000 0.772 0.000 Sliding Calcs Mu....Actual - 0.0 ft-# 7,145.6 ft-# 0.0 ft-# Lateral Sliding Force = 3,176.3 lbs Mn*Phi Allowable = 9,257.5 ft-# 9,257.5 ft-# 9,257.5 ft-# Shear Force @ this height = 2,574.1 lbs 3,737.6 lbs Shear Actual = 42.90 psi 62,29 psi Vertical component of active lateral soil pressure IS Shear Allowable = 94.87 psi 94.87 psi NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1,000 Project Name/Number: 21013 retaini Use menu item Settings >Printing&Title Block Title wall at step-no loads Page : 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Bad@ 11.20.03.3i License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh: 0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options : ==_-�------ One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3392 in2/ft (4/3)*As: 0.4523 in2/ft Min Stem T&S Reinf Area 1.171 in2 200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3392 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 0.989 in2 200bd/fy: 200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options: =----------- One layer of: Two layers of: Required Area: 0.216 in2/ft #4©10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area': 1.0838 in2/ft #6@ 22.00 in #6@ 44.00 in l Footing Strengths&Dimensions I 1 Footing Design Results Toe Width = 0.58 ft Toe Pieel Heel Width = 1.42 Factored Pressure = 583 2,123 psf Total Footing Widtt = 2.00 Mu':Upward = 125 336 ft-# Footing Thickness = 16.00 in Mu':Downward = 52 270 ft-# Key Width = 0.00 in Mu: Design = 73 -66 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.93 1.12 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe: #5 @ 10.76 in -or- phiMn=phi'5'lambda'sqrt(fc)'Sm Min.As% = 0.0018 Heel:#5©10.76 in -or- phiMn=phi'5'lambda'sqrt(fc)'Sm Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 0.69 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4©13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title wall at step-no loads Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(011M7.20ri, Build 11.20.03,31 License:KW-06058636 Restrained Retaining Wall Code:1BC 2015,ACI 318.14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS I Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 58.41bs 1.71 ft 99.7ft-# Axial Dead Load on Stem = lbs 0.00 ft ft-# Soil Over Toe = 32,1 lbs 0.29 ft 9.4ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,187.51bs 1.00 ft 1,187.9ft-# Soil Over Heel = 577.8 lbs 1.71 ft 987.4ft-# Footing Weight = 400.1 lbs 1.00 ft 400.3ft-# Total Vertical Force = 2,255.9lbs Moment = 2,684.6ft4 Net Mom.at Stem/Ftg Interface= -428.0 ft-# Allow.Mom.@ Stem/Ftg Interface= 5,785.9 ft-# Allow.Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,127.6 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB -non point load Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall izetainPro(a)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS j Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 3,500.0 psf IAtE alrI BIl ki Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 6.50ft At-Rest Heel Pressure = 54.0 psf/ft Top Support Height = 6.00 ft Passive Pressure = 390.0 psf/ft Soil Density = 110,00 pcf Slope Behind Wal = 0.00 FootingljSoil Frictior = 0.500 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads 1 Uniform Lateral Load Applied to Stern k Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning .,.Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem ' Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 280.0 lbs at Back of Wall -- 0.0 ft Axial Live Load = 293.0 lbs Wind on Exposed Stem= 0.0 psf Axial Load Eccentricity = 0-0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.236 g Added seismic per unit area = 109.0 psf [design Summary II Concrete Stem ConstructionI Total'Bearing Load = 4,083 lbs Thickness = 10.25 in Fy = 60,000 psi ...resultantecc. = 0.44 in Wall Weight = 128.1 psf fc = 2,500psi Soil Pressure @ Toe = 899 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 820 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base ®Base of Wall ACI Factored @ Toe = 1,105 psf """ ACI Factored @ Heel = 1,008 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 6.00 ft 2.77 ft 0.00 ft Footing Shear @ Toe = 3.7 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 2.2 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 794.7 lbs Rebar Depth 'd' = 5.13 in 5.13 in 5.13 in Reaction at Bottom = 1,667.8 lbs Design Data Sliding Stability Ratio = 1.50 OK fb/FB+fa/Fa = 0.000 0.336 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 2,232.4 ft-# 0.0 ft-# Lateral Sliding Force = 1,667.8 lbs less 100%Passive Force= - 460.4 lbs Mn*Phi Allowable = 6,639.1 ft-# 6,639.1 ft-# 6,639.1 ft-# less 100%Friction Force= = 2,041.4 lbs Shear Force @ this height = 1,223.2 lbs 1,739.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual = 19.89 psi 28.29 psi Shear Allowable = 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1,000 Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB-non point load Page : 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:lprojects\2021 Projects\21013 7420 SW Hermosa\Calculations\21013 retaining wall RetainPro(c)1987-2019, sully 11.20.031 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 1.476 in2 200bd/fy:200(12)(5.125)/60000: 0,205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh :0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area; 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1032 in2/ft (4/3)"As: 0.1376 in2/ft Min Stem T&S Reinf Area 0.794 in2 200bd/fy: 200(12)(5.125)/60000: 0.205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh :0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options: --__�- -_= One layer of: Two layers of: Required Area; 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area : 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.682 in2 200bd/fy: 200(12)(5.125)/60000 0.205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh:0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options: ----- One layer of: Two layers of: Required Area 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area: 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in Footing Strengths&Dimensions I € Footing Design Results Toe Width = 1.75 ft Toe Reel Heel Width = 3:00 Factored Pressure = 1,105 1,008 psf Total Footing Widtt = 4.75 Mu': Upward = 1,673 2,353 ft-# Footing Thickness = 16.00 in Mu': Downward = 469 2,744 ft-# Key Width = 0.00 in Mu: Design = 1,205 391 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 3.74 2.15 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe:#5 @ 18.00 in -or- phiMn=phi'5'lambda'sgrt(fc)'Sm Min.As% = 0.0018 Heel:#5 @ 18.00 in -or- phiMn=phi'5'lambda'sgrt(fc)'Sm Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 1.64 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB-non point load Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1907 2019, Solid 11.20.D3.31 License:KW-06058036. Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS Summary of Forces on Footing : Slab is NOT resisting slidingi stem is PINNED at footing I Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft Stem Shear @ Top of Footing = -1,122.4 1.33 -1,496.5 Surcharge Over Heel ' = 214.6 3.68 789.0 Heel Active Pressure = -545.5 0.65 -353.0 Adjacent Footing Load = Sliding Force = 1,667.8 Axial Dead Load on Stem = 573.0 2.18 1,247.5 Overturning Moment = -1,849.5 Soil Over Toe = 96.3 0.88 84.2 Stem Weight - 832.8 Footing Overturning Stability Ratio 6.16 Surcharge Over Toe = 2.18 1,813.1 Net Moment Used For Soil Pressure Calculations 148.6 ft-# Soil Over Heel - 1,416.3 3.68 5,207.7 Footing Weight = 950.0 2.38 2,256.3 Net Mom.at Stem/Ftg Interface= 148.6 ft-# Total Vertical Force = 4,082.9lbs Allow.Mom.@ Stem/Ftg Interface= 4,149.4 ft-# Resisting Moment = 11,397.7 Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 859.6 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB-with point load Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description..,. This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermosa\Calculations\21013 retaining wall Retajnf'ro(c)1987-2019, Build 11.20.03.31 License:KW-06058638Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To;HAYDEN CONSULTING ENGINEERS I Criteria I. Soil Data r _ Retained Height = 6.00 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 0.50ft Equivalent Fluid Pressure Method ur3ir,.,vain At-Rest Heel Pressure = 54.0 psf/ft """` r •� ' Total Wall Height = 6.50ft Top Support Height = 6.00 ft Passive Pressure = 390.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 Footing)Soil Frictior = 0.500 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in C'. N t 4 --1-7 a 1 Surcharge Loads 1 Uniform Lateral Load Applied to Stern 0 1 Adjacent Footing Load I Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ,,.Height to Top -• 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft 1 Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 8,793.0 lbs at Back of Wall " 0.0 ft Axial Live Load = 8,418.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 1 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.236 g Added seismic per unit area = 109.0 psf [Design Summary ,, Concrete Stem Construction Total Bearing Load - 21,696 lbs Thickness = 10.25 in Fy = 60,000 psi ...resultant ecc. - 0.29 in Wall Weight = 128.1 psf fc = 2,500 psi Soil Pressure @ Toe = 3,264 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 3,411 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 4,424 psf ACI Factored @ Heel = 4,623 psf Stem OK Stem OK Stem OK Design Height Above Ftg = 6.00 ft 2.77 ft 0.00 ft Footing Shear @ Toe = 47.2 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 60.5 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 794.7 lbs Rebar Depth 'd' = 5.13 in 5.13 in 5.13 in Reaction at Bottom = 1,667.8 lbs Design Data Sliding Stability Ratio = 6.78 OK fb/FB+fa/Fa = 0.000 0.336 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 2,232.4 ft-# 0.0 ft-# Lateral Sliding Force = 1,667.8 lbs less 100%Passive Force` - 460.4 lbs Mn*Phi Allowable 6,639.1 ft-# 6,639.1 ft-# 6,639.1 ft-# less 100%Friction Force= - 10,847.9 lbs Shear Force @ this height = 1,223.2 lbs 1,739.71bs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear Actual - 19.89 psi 28.29 psi Vertical component of active lateral soil pressure IS Shear Allowable = 75,00 psi 75.00 psi NOT considered in the calculation of soil bearing Load Factors - Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1,600 Earth, H 1.600 Wind,W *LOGO Seismic,E 1.000 Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB-with point load Page : 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06058638 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 1.476 in2 200bd/fy:200(12)(5.125)/60000: 0.205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh:0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options: m^ One layer of: Two layers of: Required Area: 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area: 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1032 in2/ft (4/3)*As: 0.1376 in2/ft Min Stem T&S Reinf Area 0.794 in2 200bd/fy:200(12)(5.125)/60000: 0.205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh:0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options: ===== --_-_= One layer of: Two layers of: Required Area: 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area: 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 0.682 in2 200bd/fy:200(12)(5.125)/60000: 0.205 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.246 in2/ft 0.0018bh :0.0018(12)(10.25): 0.2214 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.2214 in2/ft #4@ 9.76 in #4@ 19.51 in Provided Area: 0.31 in2/ft #5@ 15.12 in #5@ 30.24 in Maximum Area: 0.6943 in2/ft #6@ 21.46 in #6@ 42.93 in 1 Footing Strengths&Dimensions I Footing Design Results Toe Width = 2.75 ft Toe tel Heel Width = 3.75 Factored Pressure = 4,424 4,623 psf Total Footing Widtf = 6.50 Mu': Upward = 0 0 ft-# 1 Footing Thickness = 16.00 in Mu': Downward = 0 0 ft-# Key Width = 0.00 in Mu: Design = 13,553 -13,553 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 47.20 60.54 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe:#5 @ 10.76 in -or- #4@ 6.94 in,#5@ 10.76 in,#6@ 15.27 in,#7@ 20.1 Min.As% = 0.0018 Heel:#5 @ 10.76 in -or- #4@ 6.94 in,#5@ 10.76 in,#6@ 15.27 in,#7@ 20.1 Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 2.25 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title wall-ftg at WB-with point load Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description,... This Wall in File:Z:tprojects12021 Projects\21 01 3 7420 SW HermosolCalculations121013 retaining wall RetainPro(c}1987-2019,:Build 11.20.03.39 Ltcense:KW-06058636 Restrained Retaining Wall Code:IBC 2015,ACl 318-14,ACI 530-13 License To:HAYDEN CONSULTING ENGINEERS Summary of Forces on Footing : Slab is NOT resisting sliding,stem is PINNED at footing I Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = -1,122.4 1.33 -1,496.5 Surcharge Over Heel = 289.6 5.05 1,463.0 Heel Active Pressure = -545.5 0.65 -353.0 Adjacent Footing Load = Sliding Force = 1,667.8 Axial Dead Load on Stem = 17,211.0 3.18 54,680.8 Overturning Moment = -1,849.5 Soil Over Toe = 151.3 1.38 208.0 Stem Weight = 832.8 Footing Overturning Stability Ratio 39.41 Surcharge Over Toe = 3.18 2,645.9 Net Moment Used For Soil Pressure Calculations -517.3 ft-# Soil Over Heel = 1,911.3 5.05 9,655.8 Footing Weight = 1,300.0 3.25 4,225.0 Net Mom.at Stem/Ftg Interface= -517.3 ft-# Total Vertical Force = 21,695.9lbs Allow.Mom.@ Stem/Ftg Interface= 4,149.4 ft-# Resisting Moment = 72,878.5 Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 3,337.8 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title conc:full height walls-no loads Page: 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To;HAYDEN CONSULTING ENGINEERS 1 Criteria 1 Soil Data I K, r„,.„ Retained Height = 8.75 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 12.00ft Equivalent Fluid Pressure Method Total Wall Height = 20.75ft At-Rest Heel Pressure = 54.0 psf/ft Top Support Height = 20.75 ft Passive Pressure = 390.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0,00 FootingllSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore _, for passive pressure = 12.00 in Surcharge Loads I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall _ 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 22.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.236 g Added seismic per unit area = 159.0 psf i Design Summary �' Concrete Stern ConstructionI Total Bearing Load = 4,181 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 3.47 in Wall Weight = 125.0 psf fc = 4,000 psi Soil Pressure @ Toe = 587 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 2,200 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 705 psf ACI Factored @ Heel = 2,640 psf Stem OK Stem OK Stem OK Footing Shear @ Toe 0.5 psi OK Design Height Above Ftc 20.75 ft 6.42 ft 0.00 ft Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel - 5.5 psi OK Rebar Spacing - 12.00 in 12.00 in 12.00 in Allowable - 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 768.7 lbs Rebar Depth 'd' = 7.50 in 8.00 in 7.50 in Reaction at Bottom = 3,628.9 lbs Design Data fb/FB+fa/Fa = 0.000 0.813 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 12,361.2 ft-# 0.0ft-# Lateral Sliding Force - 3,628.9 lbs Mn*Phi Allowable = 14,207.5 ft-# 15,197.5 ft-# 14,207.5 ft-# Shear Force @ this height = 1,071.6 lbs 4,487.4 lbs Shear Actual = 11_91 psi 49.86 psi Shear Allowable = 94,87 psi 94.87 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code 18C 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title conc:full height walls-no loads Page: 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019,'Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To : HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0 in2/ft (4/3)*As : 0 in2/ft Min Stem T&S Reinf Area 4.980 in2 200bd/fy: 200(12)(7.5)/60000: 0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area 1.6256 in2/ft #6@ 22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) 0.3576 in2/ft (4/3)*As 0.4768 in2/ft Min Stem T&S Reinf Area 3.440 in2 200bd/fy:200(12)(8)/60000: 0.32 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options: ----------- One layer of: Two layers of: Required Area 0.3576 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area:: 1.734 in2/ft #6@ 22.00 in #6@ 44.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 1.540 in2 200bd/fy:200(12)(7.5)/60000: 0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: -•----t- -- One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.6256 in2/ft #6@ 22.00 in #6@ 44.00 in 1 Footing Strengths&Dimensions I Footing Design Results Toe Width = 1.21 ft Toe eel Heel Width = 1.79 Factored Pressure = 705 2,640 psf Total Footing Width = 3.00 Mu': Upward = 706 1,164 ft-# Footing Thickness = 16.00 in Mu': Downward = 224 638 ft-# Key Width = 0.00 in Mu: Design = 482 -526 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.51 5.53 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe:#5 @ 10.76 in -or- phiMn=phi'5'lambda'sqrt(fc)'Sm %Min.As = 0.0018 Heel:#5 @ 10.76 in -or- phiMn=phi'S'lambda'sgrt(fc)'Sm Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21,53 in #6@ 15.28 in #6@ 30.56 in Project Name/Number: 21013 retaini Use menu item Settings>Printing&Title Block Title concfull height walls-no loads Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetalnPro(c)°1987-2019, Build 11.20,03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To :HAYDEN CONSULTING ENGINEERS Summary of Forces on Footing ; Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs 0.00 ft ft-# Soil Over Toe = 66.6 lbs 0.61 ft 40.3ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 2,593.81bs 1.63 ft 4,219.2ft t Soil Over Heel = 920.81bs 2.52 ft 2,321.9ft-# Footing Weight = 600.01bs 1.50 ft 900.0ft-# Total Vertical Force = 4,181.1 Ibs Moment = 7,481.4ft-# Net Mom.at Stem/Ftg Interface= -1,209.7 ft-# Allow.Mom.@ Stem/Ftg Interface= 8,879.7 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,393.7 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title conc:full height walls-lots loads Page : 1 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:tprojects12O21 Projeots\21013 7420 SW Hermoso\Calculationsl21013 retaining wall RetaliPro(c)1987.2O19, Build 11,20.03.31' U erase Ko;0N 58636AYDE CONSULTING ENGINEERS Restrained Retaining Wall Code:IBC 2015,A I 318-14,ACI 530-13 ' Criteria I Soil Data ,, a.Railj. Retained Height = 8.75 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 12.00 ft Equivalent Fluid Pressure Method Total Wall Height = 20.75 ft At-Rest Heel Pressure = 54,0 psf/ft Top Support Height = 20.75 ft Passive Pressure - 390.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootinglISoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore •^-• for passive pressure = 12.00 in Surcharge Loads I 1 Uniform Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 Load Type = Wind(W) Footing Type Line Load (strength Level) Base Above/Below Soil Axial Dead Load = 1,869.0 lbs at Back of Wall 0.0 ft Axial Live Load = 2,250.0 lbs Wind on Exposed Stem= 22.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 4 Kh Soil Density Multiplier= 0.236 g Added seismic per unit area 159.0 psf I Design Summary f Concrete Stem Construction Total Bearing Load = 8,173 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 0.00 in Wall Weight = 125.0 psf fc = 4,000 psi Soil Pressure @ Toe = 3,269 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 3,269 psf OK Allowable = 3,500 psf Mmax Between Soil Pressure Less Than Allowable ®Top Support Top&Base @ Base of Wall AC1 Factored @ Toe = 4,283 psf ACI Factored @ Heel = 4,283 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 20.75 ft 8.08 ft 0.00 ft Footing Shear @ Toe zt 0.7 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel = 17.1 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 347.8 lbs Rebar Depth 'd' = 7.50 in 8.00 in 7.50 in Reaction at Bottom = 4,049.8 lbs Design Data fb/FB+fa/Fa - 0.000 0.255 0.910 Sliding Calcs Mu....Actual = 0.0 ft- 3,868.0 ft-# 12,928.2ft-# Lateral Sliding Force = 4,049.8 lbs Mn*Phi Allowable = 14,207,5 ft-# 15,197.5 ft-# 14,207.5ft-# Shear Force @ this height = 448.6 lbs 5,110.51bs Shear Actual = 4.98 psi 56.78 psi Vertical component of active lateral soil pressure IS Shear Allowable 94.87 psi 94.87 psi NOT considered in the calculation of soil bearing Load Factors -- Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic,E 1.000 Project Name/Number:21013 retaini Use menu item Settings>Printing&Title Block Title conc:full height walls-lots loads Page: 2 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations\21013 retaining wall RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To :HAYDEN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 4.980 in2 200bd/fy:200(12)(7.5)/60000: 0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0:216 in2/ft Horizontal Reinforcing Options: -- -- One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.6256 in2/ft #6@ 22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1119 in2/ft (4/3)*As: 0.1492 in2/ft Min Stem T&S Reinf Area 3.040 in2 200bd/fy:200(12)(8)/60000: 0.32 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.734 in2/ft #6@ 22.00 in #6@ 44.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4001 in2/ft (4/3)*As: 0.5334 in2/ft Min Stem T&S Reinf Area 1.940 in2 200bd/fy:200(12)(7.5)/60000 : 0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: -- - One layer of: Two layers of: Required Area: 0.4001 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.44 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area 1.6256 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Strengths&Dimensions Footing Design Results 11 y Toe Width = 0.71 ft Toe eel Heel Width = 1.79 Factored Pressure = 4,283 4,283 psf Total Footing Widtr = 2.50' Mu': Upward = 1,079 1,960 ft # Footing Thickness - 16.00 in Mu': Downward = 77 638 ft-# Key Width = 0.00 in Mu: Design = 1,002 -1,321 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.68 17.05 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150.00 pcf Toe:#5 @ 10.76 in -or- phiMn=phi'5'lambda'sgrt(fc)'Sm Min.As% = 0.0018 Heel:#5©10.76 in -or- phiMn=phi'5'lambda'sgrt(fc)'Sm Cover @ Top = 2.00 in @ Btm.= 3.00 in Key: No key defined -or- No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.35 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21,53 in #6@ 15.28 in #6@ 30.56 in Project NamelNumber:21013 retaini Use menu item Settings>Printing&Title Block Title conc:full height walls-lots loads Page: 3 to set these five lines of information Dsgnr: Date: 25 MAR 2021 for your program. Description.... This Wall in File:Z:\projects\2021 Projects\21013 7420 SW Hermoso\Calculations121013 retaining wall RetainPre(c)19i37-2019,Build 11.20.03.31 License: cw-)6058636 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACl 530-13 License To:HAYDEN CONSULTING ENGINEERS I Summary of Forces on Footing': Slab RESISTS sliding,stem is FIXED at footing Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing :For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem 8,733.6 ft-# Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = 4,119.0 lbs 1.13 ft 4,640.7 ft-# Soil Over Toe = 39.1 lbs 0.36 ft 13.9 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 2,593.8 lbs 1.13 ft 2,922.3 ft-# Soil Over Heel = 920.8 lbs 2.02 ft 1,861.5 ft-# Footing Weight = 500.0 lbs 1.25 ft 625.0 ft-# Total Vertical Force = 8,172.6 lbs Base Moment = 1,329.8 ft-# Soil Pressure Resulting Moment= O.fft-# Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. 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P ja,LAJT ('' '`tc 'sV 4 5r),( a (%5` ( V 4S e . /liil 1.20 rt#t1 111 1 i i BY C,s^ DATE HAYDEN ��wYs� ENGINEERSREV DATE STRUCTURAL I CIVIL - --- - -- - JOB NO 2106 5031 968-9994 to (5031 968-8444 f SHFFT nF Lateral Design Seismic Base Shear Loading Risk Category II V= Cs W Cs= SDS R/le SDS 0692 g R 6.5 R 6.5 Risk Category 2 le 1.00 p= 1.0 North/South VR=6.5 = 0.106 W (ASD) VR=6.5= 0.075 W East/West VR=6.5 = 0.106 W (ASD) VR=6.5= 0.075 W gg��+ BY CM DATE A S ENGINEERS Hermosa REV DATE stRUCTURAL JOB NO 21013 503) 968-9994 p (503)968-8444 f SHEET OF Lateral Des1gn,Bose She Disirlbuiion North/South EastNVest VR=6 5= 0.106 VR=6,5= 0,075 (ASD) Base Shear Distribution(ASD) Gvx=rit• C Level Ht.(ft) Wt.(k) Ht.x Wt. x Wt.! Cvx x LWt• VR=6.5 x C+vx ZHt.x x ywt.[k] Roof 53.75 185 9944 0.22 320.6 23.9 5th Floor 43.25 322 13927 0.30 449.0 33.5 4th Floor 33.75 322 10868 0,24 350.4 26.1 3rd Floor 22.25 322 7165 0.16 231.0 17.2 2nd Floor 11.75 322 3784 0.08 122.0 9.1 F= 1473 45686 1.00 V6ase= 109.8 Diaphragm Design Forces(ASD) Level FI[k] ZWI[k] EFi[k] FFI/ZWi (IFI/ZWi*Wi)[k] Fpx min[k] Fpx max[k] Roof 23.9 185 24 0.13 23.9 17.9 35.8 5th Floor 33.5 322 57 018 57.4 31.2 62.4 4th Floor 26.1 322 83 0.26 83.5 31.2 62.4 3rd Floor 17.2 322 101 0.31 100.7 31.2 62.4 2nd Floor 9.1 322 110 0.34 109.8 31.2 62.4 Fpx min=0.7*0.2SDsleWpx= 0.09688 *Wpx Fpx max=0.7*0.4SDsleWpx= 0.19376 *Wpx Base shear Diaghragm Loading W1 W2 W3 W4 Roof 0.157 0.205 0.108 0.426 5th Floor 0.220 0.287 0.151 0.597 4th Floor 0.172 0.224 0.118 0.466 3rd Floor 0.113 0.148 0.077 0.307 2nd Floor 0.060 0.078 0.041 0.162 Diaghragm Loading W1 W2 W3 W4 Roof 0.118 0.154 0.081 0.320 5th Floor 0.205 0.268 0.140 0.557 4th Floor 0.205 0.268 0.140 0.557 3rd Floor 0.205 0.268 0.140 0.557 2nd Floor 0.205 0.268 0.140 0.557 w gg�� BY CM DATE. YDE ENGINEERS Hermosa REV DAZE STRUCTURAL I CIVIL JOB NO 21013 1503)968-9994 p (503)968-8444 f SHEET of 3ase Shear Reactions to Resisting Lines grid Trib 1 Trib 2 Roof(5th walls) 5th (4th walls) 4th (3rd walls) 3rd (2nd walls() 2nd (1st wall) 1 0.00 28.00 4.40 6.17 4.81 3.17 1.68 11 28.00 20.50 7.63 10.68 8.34 5.50 2.90 17 20.50 4.75 3.97 5.56 4.34 2.86 1.51 18 4.75 17.50 4.34 6.07 4.74 3.12 1.65 ?2 17.50 0.00 3.59 5.03 3.92 2.59 1.37 a 0.00 4.00 0.43 0.60 0.47 0.31 0.16 4.00 14.13 6.45 9.04 7.05 4.65 2.46 14.13 11.88 11.09 15.53 12.12 7.99 4.22 1 11.88 4.00 5.49 7.69 6.00 3.96 2.09 4.00 0.00 0.43 0.60 0.47 0.31 0.16 Vbase 1 to22 23.92 33.51 26.15 17.24 9.10 Vbase a to 0 23.89 33.46 26.11 17.21 9.09 Ilin. Diaphgram Reactions to Resisting Lines rid Trib 1 Trib 2 Roof(5th walls) 5th (4th walls) 4th (3rd walls) 3rd (2nd walls() 2nd (1st wall) 0.00 28.00 3.30 5.75 5.75 5.75 5.75 1 28.00 20.50 5.72 9.96 9.96 9.96 9.96 7 20.50 4.75 2.98 5.18 5.18 5.18 5.18 8 4.75 17.50 3.25 5.66 5.66 5.66 5.66 !2 17.50 0.00 2.69 4.68 4.68 4.68 4.68 t 0.00 4.00 0.32 0.56 0.56 0.56 0.56 > 4.00 14.13 4.84 8.43 8.43 8.43 8.43 14.13 11.88 8.32 14.47 14.47 14.47 14.47 i 11.88 4.00 4.12 7.17 7.17 7.17 7.17 4.00 0.00 0.32 0.56 0.56 0.56 0.56 Vbase 1 to 22 17.95 31.24 31.24 31.24 31.24 Vbase a to o 17.92 31.20 31.20 31.20 31.20 3oid values governs diaphragm design �q BY CM DATE . HAYDE ENGINEERS Hermosa REV DATE uar`+kp` STRUCTURAL I CIVIL JOB NO 21013 503) 968-9994 p (503) 968-8444 f SHEET OF Wind Diaphragm Loading(lbs/ft)(ASD) roof 5th 4th 3rd 2nd W1 122 166 127 127 127 W2 127 166 127 127 163 W1' 0 0 0 0 185 Diahracgm reactions (lbs-ASD) grid Trib 1 Trib 2 Roof(5th walls) ,5th (4th walls) 4th (3rd walls) 3rd (2nd walls) 2nd (1st wall) 1 0.00 28.00 3410 4637 3545 3545 3545 11 28.00 20.50 5907 8032 6140 6140 6140 17 20.50 4.75 3075 4181 3197 3197 3197 18 4.75 _17.50 2710 3685 2817 2817 3846 22 17.50 0.00 -2132 2898 2216 2216 3245 a 0.00 4.00 506 662 506 506 653 b 4.00 14.13 2295 3002 2295 2295 2958 14.13 11.88 3292 4306 3292 3292 4243 1 '11.88 4.00 2010 '2629 2010 '2010 2591 D 4.00 0.00 506 662 506 506 653 BY CM DATE 11 AYDE Pi ENGINEERS Hermosa REV DATE STRUCTURAL I CIVIL JOB NO 21013 (503) 968-9994 p (503)968-8444 f SHEET OF Sum of Shears at each grid per level Seismic(lbs -ASD) grid 5th Level 4th Level 3rd Level 2nd Level 1st Level 1 4403 10570 15382 18554 20229 11 7627 18308 26643 32138 35040 1429 lbs/ft 17 3971 9531 13871 16732 18242 18 4335 10406 15144 18268 19917 22 3588 8613 _. 12535 15120 16485 109914.18 1 to 8 base shear a 430 1032 1502 1812 1976 109772.49 a to a base shear b 6453 15490 22542 27192 29647 i 11086 26613 38729 46716 50934 n 5493 13187 19191 23149 25239 o 430 1032 1502 1812 1976 Wind (lbs-ASD) grid 5th Level 4th Level 3rd Level 2nd Level 1st Level 1 3410 8047 11592 15137 18682 11 5907 13939 20079 26219 32359 17 3075 7257 10454 13650 16847 18 2710 6395 9212 12028 15874 22 2132 5030 7245 9461 12705 a 506 1169 „ 1675 2182 2834 b 2295 5296 7591 9885 12843 3292 7597 10889 14180 18424 n 2010 4639 6648 8658 11249 o 506 i 1169 1675 2182 2834 bold governs over seismic BY CM DATE as • HAYDEN ENGINEERS Hermosa REV DATE STRUCTURAL I CIVIL JOB NO 21013 (503)968-9994 p (503)968-8444 f SHEET OF I , 9 I t , 5 1;34 „t /!' ! i. gam,......:... „,,,,„ __...._ _ __ a_..:._4-`. _! + - _.... _ i H .1. 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I CIVIL REV JOB NO DATE , 503) 968-9994 p (503) 968-8444 f SHEET___ OF .,„, Level Total Shear(Ibs)(EQ)(ASD) Total Shear(lbs)(Wind)(ASD) unit shear(EQ)unit shear(wind) Vroof Add(EQ)Vroof Add(wind) 5th 4130 4824 225 262 3700 4318 4th 4732 5487 257 298 3rd 5202 5993 283 326 2nd 5512 6500 216 255 1st 5676 7152 668 841 level segment FTAO pier SUM h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wlnd-asd) Sum T(eq-asd) 5th 32.50 18.39 12 57893 49561 8 50700 18 2 19013 494 -406 494 -406 0.00 0.00 12 0 0 8 0 18 2 0 #DIV/0! #DIVIO! #DIV/0! #DIV/0! 0,00 0.00 12 0 0 8 0 18 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4th 32.50 18,39 9.2 50479 43538 8 38870 30 8 126750 -1504 -3247 -1010 -3652 0.00 0,00 9.2 0 0 8 0 30 8 0 #DIV/0! #DIV/0! #DIVIO! #DlV/0! 0.00 0.00 9.2 0 0 8 0 30 8 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 3rd 32.50 18.39 9.2 55137 47862 8 38870 30 8 126750 -1361 -3114 -2371 -6766 0,00 0.00 9.2 0 0 8 0 30 8 0 #DN/0! #DIV/0! #DIV/o! #DIV/0! 0.00 0.00 9.2 0 0 8 0 30 8 0 #DIV/0! #DIV/0! #DIV/0! #DIVIO! 2nd 32.50 25.50 9.2 59796 50713 8 38870 30 8 126750 -1218 -3026 -3589 -9792 0.00 0.00 9.2 0 0 8 0 30 8 0 #DIV/0! #DIV/0! #DMO! #DIV/0! 1st 32.50 8.50 9.2 65802 52218 8. 38870 30 8 126750 -1033 -2980 -4622 -12772 OM 0,00 9.2 0 0 8 0 30 8 0 #DIV/0! #DIV/0! #DIV/o! #DIV/0! Force Transfer Around Openings Calculator PA ' • 'r 'P. f8 A nu.t:can.xt.,.^w-ec°.too fr i......,'Abr..c0,.,+,.,se,,es'� re',g..l tflaa* 11.V ar/gm}o.,aaa.•:«.,nemco,.N r..,a,;vri w „+ <x.n:i•,.«s,.......,�l.t,r:...,e,,en,"•.ran.+.,:-ao., . ti...,..pww..��.a.+.s..dt.,...; t,4,.u-..O.. -,«m..,,e..:1..-,K...7.,:,f.kw-=44 Project Information Code:'_ _.. pate: .. Dezinnert Client: Project: Wall One: -__ (ftj. ih7{it1 � MR) LOAM „.. , 13jftf ii '._. 44«Gn! Shear Wall Calculation Variables V 2482A Ibf Opening 1 Opening 2 • Ask Fedor Method—.' 2bz/h Li 9,17:f1 hal S.0*ft ha2 S.00it WallPIrrAseect Ratio' Adj.Factor .12 .ff,� hol 6.004t hot 6.00 ft P1-iwi/Li* N/A L4 j ., T401 hbl 2.50ft hb2 250ft P i107./42■ 0.47 NjA Net 33,50 ft Lol 70}ft Loll 7 P3=ho30e 71,13 f A Loa 33s50 ft 1.Hold-down forces:H=Vh,.,,ti/L.,i, 2004 lbf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 227 plf First opening:cal=vb1=H/(hal+hbi)= 267 pif V2=(V/L)(T2+L2+T3)/L2= 300 pif Second opening:vat=vb2=H/(ha2+hb2)= 267 pif V3=(V/L)(T4+1.3)/L3= 221 pif Check V1•L1+V2•L2+V3•L3=V7 4824 lbf OK 3.Total boundary force above+below openings First opening:01=vale(Lol)= 1870 lbf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 1870 lbf R1=V1`11= 948 lbf R2=V2`L2= 2698 Ibf 4.Corner forces R3=V3°L3= 1178 Ibf F1=O1(L1)/(L1+L2)= 592 lbf F2=01(L2)/(L1+L2)= 1278 lbf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 1175lbf R1-F1= 356 Ibf F4=02(L3)/(L2+1.3)= 696 lbf R2-F2-F3= 246 Ibf R3-F4= 482 IbI 5.Tributary length of openings T1=(L1•Lo1)/(L1+L2)= - 2.22 ft 9.Unit shear In corner zones 72=(L2•Lo1)/(Ll+L2)= 4.78 ft vc1=(R1-F1)/L1= 85 pif T3=(L2'Lo2)/(L2+L3)= 4.40 ft vc2=(R2-F2-F3)/L2= 27 pif T4=(L3°Lo2)/(L2+L3)= 2.60 ft vc3=(R3-F4)/L3= 90 pif V la a ; i M ; E MN Ho) .--, K.a,—.H(Ib)1 Check Summary of Shear Values for Two Opetlings One1:vc1(hal+hbl)+V1(hoi)=H7 640 1364 2004 lbf Linif2:vat(hal+hbl)-vc1(hai+hbl)-V1(hol)=07 2004 640 1364 0 line 3:vc2(hal+hbl)+V2(ho1)-val(hal+hbl)=07 205 1799 2004 0 One 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=07 2004 1799 205 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 2004 678 1326 0 1106h6:W-3(ha2+f,b2)a V3(ho2)=H? 678 1326 2004 Ibf Design Summary* Req.Sheathing Capacity 300 pif 4-Term Deflection 0.166 in. ! 3-Term Deflection 0,1881n, Req.Strap ponce 1278 Ibf 4-Term Story Drift% ,0.004% 3-Term Story Drift% 0.00S% Req.HD Force 2004 lbf . See Page 2 See Page 3 Req.Shear Wall Anchorage Force 148 pif *The Design Summary assumes that the shear wall is designed as blocked. fv"''1v P, __ rj?-!!! Force Transfer Around 0 enings-Calculator r ,4t1 l , ' ! T VO afTr.11hias f , .. : n txaw.,A,a.,414^«uer."0/ 06'We.0tsaa*r 4 L aa,grrry+r,,i'r,ia..`=',"a,am'cr l ta4.,e .w...+,., »ezr tr. .J+.,.,.. uC , Ima a?w.444.44 trde aal,,.YeeL N Sac ..if ..se i.tie,y#.t.4t's 'a. .a- :IV.nf.. iraw,K,..k i1+..c Project Information Code: Date: Designer: Client:.. Project: Wall Line: " ttfft3 .. ItOgiti , -t.Rtftl Loader , MOO) „ ).. ..1.1( i 2 6 y f s .. �...alltl Shear Wall Calculation Variables Vi 54871 0pening1 0penine7 Adj.Fattor Method=: 2hs f�i j LS 4w17 ft; hal 0.67 ft hat 0.67 ft Wall Pier Aspect Ratio Adj.Factor L2 9.00 ft; hol 6.00 ft hti7 400 ft P1=1o1/1.1= 1.44 N/A L3 i_—9.39t hb1 2.50 ft h42 LSO ft P24h02/L2= 0.67 N/A h,.,. 9.27 ft Lol 7.0tt t I.*2J T00 t.1 P34103/23-. L19 N/A Lie 3210 ft 1.Hold-down forces:H=Vhw,fjLw,,i 1548 ibf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 259pif First opening:val.vb1=H/(hal+hbl)= 488 pif V2=(V/L)(T2+L2+73)/L2= 341 pif Second opening:va2=vb2=H/(ha2+hb2)= 488 pif V3=(V/L)(T4+L3)/L3= 251 pif Check V1*L1+V2*L2+V3•L3=V? 5487 ibf OK 3.Total boundary force above+below openings First opening:01=val x(Lol)= 3419 ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 3419 ibf R1=V1•L1= 1078 ibf R2=V2•L2= 3069 Ibf 4.Corner forces R3=V31.3= 1339 Ibf Fl=01(Ll)/(L1+L2)= 1082 ibf F2=01(L2)/(L1+L2)= 2336 ibf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 2147Ibf R1-Fl -4 ibf F4=02(L3)/(L2+L3)= 1272 Ibf R2-F2-F3= -1414 Ibf R3-F4= 68 Ibf S.Tributary length of openings T1=(L1*Lol)/(L1+L2)= 2.22 ft 9.Unit shear in corner zones T2=(L2•Lol)/(Ll+L2)= 4.78 ft vcl=(R1-F1)/L1= -1 pif T3=(L2•Lo2)/(L2+L3)= 4.40 ft vc2=(R2-F2-F3)/L2= -157 pif T4=(L3•Lo2)/(1.2+L3)= 2.60 ft vc3=(R3-F4)/L3= 13 pif v(lb) IIIIIIIIIIII N b 1 HOW .. - —.—_—�—. —,— ��., HU6i♦ Check Summary of Shear Values for Two Openings Line 1:vc1(hal+hbl)+Vl(hol)=H? -3 1551 1548 ibf Line 2:va1(hal+hbl)-vc1(hal+hbl)-V1(hol)=07 1548 -3 1551 0 Line 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0? -498 2046 1548 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 1548 2046 -498 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 1548 40 1508 0 Line 6:vc3(hat2+hb2+V3(ho2):=H? 40 1508 1548 Ibf Design Summary* Req.Sheathing Capacity 488 pif 4-Term Deflection ,0.094 In. 3-Term Deflection 0.107 in. Req.Strap Force 2336 Ibf 4-Term Story Drift% 0.003% 3-Term Story Drift% 0.004% Req.HD Force 1548 Ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force 169 pif 'The Design Summary assumes that the shear wall is designed as blocked. Force Transfer Around Openings'Coiculator' A A f:`Kc,t Pt~twltstc Y 1 h #-.;.sr Witt xYdcp.,.•01 PIVI.»,ca,S etea?'KO ar:t*VS4,.ectW,Qt r.rc•-.n..Pri.0..4.a1=r.•P,mivm•,d•.....w wayr.v-,,t+,.pvr•.x=6....n..r N.4 ...r4,4.4.Ivn..rt.rte...vxlV,Is..P...a ra..m fxJe...V...+...5,,. .,.eaic n.Nhj% 4•-4•••.•4tif..ka,•tt:c'ia,M.a n..4.4 ht qu..oc. -Project Information... Code:. Date: oesigner Client: .......... _.... .._.. _._ Project: Wall Line: tuft): tatiftl t200_ Loath) ,� tsl+tl • s IC S t....iftl Shear Wall Calculation Variables VI 5993 MI Opening 2 Opening 7 Ad):'Factor Method={ 2bgtt-' 11 4.17.ft hal 0.67ft Hag 0.67ft Wall Pier Aspect Ratio' doff-Factor ill 9;.. hol 6,00 ft bo7 6.00 ft P1=fio1/11= 1.44 .N/A Li 5.33 hhit_ 2.5oft hb2 2.54ft P2,ho2/1.2= 0,67' N/A 4str. 9.17ft' toll 7.00ft I,o2i 7.00ft1 P3=110310* 1.1.3 N/A tios 92 1if( 1.Hold-down forces:H=Vh,,,,tf/t,,.,ii 1691 Ibf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 282 pif First opening:val=vb1=H/(hal+hbl)= 533 pif V2=(V/L)(T2+L2+T3)/L2= 372 pif Second opening:va2=vb2=H/(ha2+hb2)= 533 pif V3=(V/L)(T4+L3)/L3= 274 pif Check V1•L1+V2•L2+V3•1.3=V7 59931hf OK 3.Total boundary force above+below openings First opening:01=val x(Lo1)= 3734 Ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 37341bf R1=V1•1.1= 11781bf R2=V2•L2= 3352 Ibf 4.Corner forces R3=V3•L3= 1463 Ibf Fl=01(L1)/(L1+12)= 1182 Ibf F2=01(12)/(L1+L2)= 2552 ibf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 2345 ibf "Rl-F1= -51bf F4=02(13)/(12+13)= 13891bf R2-F2-F3= -1544 ibf R3-F4= 74 ibf S.Tributary length of openings T1'='(L1•Lo1)/(L1+1.2)= 2.22 ft 9.Unit shear In corner zones T2=(L2"Lo1)/(L1+1.2)= 4,78 ft vc1=(R1-F1)/L1= -- -1 pif T3=(L2•Lo2)/(1.2+L3)= 4.40 ft vc2=(R2-F2-F3)/L2= -172 pif T4=(L3•Lo2)/(L2+L3)= 2.60ft vc3=(R3-F4)/L3= 14plf v ON MIN bg 7 tz 7 Hli b) v,..a HON Check Summary of Shear Values for Two Openings Une 1:vc1(hal+hbl)+VS(hol)=H7 --- - -- - -4 1694 '"`1691 Ibf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=07 1691 -4 1694 0 Line 3:vc2(hai+hb1)+V2(hol)-val(hal+hbl)=07 -544 2235 1691 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=07 1691 2235 -544 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 1691 44 1647 0 Lim6:vr.30 +hb2i+V3 ioo)=H7 44 1647 16911bf Design Summary* Req.Sheathing Capacity .533 ptf 4-Term oeflection 0.094 jp. 3-Term 0eflectlon 0.107:In. Req.Strap Force 2552 Re 4-Term Story Orift% 41,00314 3-Term Story Orift% 0.004$ Req.HO Force 1691 lb( See Page 2 See Page3 Req.Shear Wall Anchorage Force 04pIf 'The Design Summary assumes that the shear wall is designed as blocked. I Force Transfer Around Openings Calculator APA j t.kNE opE",*;a j n.x.as««..:.ee{�i..•�V tttci-s wa. �4..Jy rd'e.,«... eo,-.s...xr,a,.tv.4 ....,.....� fr-.:,.,..., Project Information Code: ... _.. ,. - Date: Designer. .. _. Client:` Project: Wall Une: _ U(fr) laf:fhl. L2.lht iti Shear Wall Calculation Variables VI 65001b1 Opening 1 Adj.Pactor>Method=' 2 bs/h U. .. 417ft hal 0,67ft Well PierAspect.f«5tio Adj.Factor 1.7 21 33:ft hot 6,004 P1>h40/L1= L44 N/A hwaa 9,17 ft hbl 2.50:9' P2ebo2/,t2= e.2 NA Lwo 32.50 ft Lo1— 7,00 ft 1.Hold-down forces:H=Vhw,ii/L„i1 1834 lbf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 255 pif 2.Unit shear above+below opening V2=(V/L)(T2+L2)/1.2= 255 plf First opening:val=vb1=H/(hal+hb1)= 579 plf Check V1`Ll+V2.1.2=V7 65001bf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=va1 x(Lol)= 4050 lbf R1=V1'L1= 1063 ibf R2=V2•L2= 5437 ibf 4.Corner forces El=01(L1)/(L1+1.2)= 6621bf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 3388 lbf R1-F1= 4011bf R2-F2= 20491bf 5.Tributary length of openings T1=(L1•Lo1)/(L1+L2)= 1.14 ft 9.Unit aiieerbtt os'ner.sones. T2=(1.2•Lo1)/(L1+1.2)= 5.86 ft vc1=(R1-F1)/L1= 96pIf vc2=(112-F2)/L2= 96 Of N MEI IH9bI —, _ HLib, Check Su nary of Shear Values for One Opening )mnel:vcl(hal+hbl)+V1(ho1)=H? 305 1529 1834 lbf Ufa 2:va1(hal+hbi)-vc1(hal+hb1)-V1(ho1)=0? 1834 305 1529 0 Lim 3:val(hal+hbi)-vc2(hal+hbi)-V1(hol)=0? 1834 305 1529 0 Llne4:vt2(hai4hb1)+V2(1w1a4i? 305 1529 1834 lbf Design Summary* Req.Sheathing Capacity 579 plf 4-Term Deflection 3-Term Deffeetfop Req.Strap Force 3388 lbf 4-Term Story Drift% 3-Term Story Drift Si. Req.HD Force(H) 1834 ibf See Page 2 See Pages Req.Shear Wall Anchorage Force(va,,,,) 200 plf TT, °The Design Summary assumes that the shear wall is designed as blocked. 3,g,'p v= c-;453/Z7 3=2/.74 4 3,,ii 7 4.33 7 Z V z -- , _.;- - I w t 1 7 ,63. sue` d 4 lf107-- A 2,5 f I 6 2 F 1-/ ti Jo/Se/rot .w w # 7 1 Iti. I15� i i 4 L 11,5 „t G.rzs 6.Z5, , 0 r �6 e<�ei !t3 e7;5 V ; 9Z 4 Li: r' ` ' ' as eft -t/ _ —7 I r 4 b.....L-.....-�� _ ..-...+ '..... ...�.... � r. .....� +r..w.wu.:«�«:n..�:....-•r,r. e•w.}. w::_.mwm.++»uw�wwn..+..�ro-...w.:._... ... w 1 HAYDEN BY DATE ENGINEERS REV DATE STRUCTURAL I CIVIL -- JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF Level Total Shear(lbs)(EQ)(ASD) Total Shear(Ibs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 6453 2295 430 153 4th 15490 5296 815 279 3rd 22542 7591 1186 400 2nd 27192 9885 906 330 1st 29647 12843 824 - 357 level segment e14SO FTAO pier sums h OTM(wind-asd) OTM(egasd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 7.50 12 13768 38717 8 10092 18 2 3785 375 1809 375 1809 14.50 7.50 12 13768 38717 8 10092 18 2 3785 375 1809 375 1809 0.00 12 0 0 8 0 18 11 0 #DIV/0! #DIV/0! #DIV/01 #DIV/0! 0.00 12 0 0 8 0 18 11 0 #DIV/0! #DIV/0! #DIV/0! #DIV/01 4th 23.50 9.50 9.2 24362 71255 8 20323 30 2 16568 95 1619 470 3428 23.50 9.50 9.2 24362 71255 8 20323 30 2 16568 95 1619 470 3428 0.00 9.2 0 0 8 0 30 2 0 #DIV/OI #DIV/0! #DIV/0! #DIV/0! 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3rd 23.50 9.50 9.2 34917 103695 8 20323 30 2 16568 544 3000 1014 6428 23.50 9.50 9.2 34917 103695 8 20323 30 2 16568 544 3000 1014 6428 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/O! 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 2nd 11.50 9.2 34862 95896 8 4867 30 2 3968 2571 7647 6.25 9.2 18947 52118 8 1438 30 2 1172 2781 7963 6.25 9.2 18947 52118 8 1438 30 2 1172 2781 7963 6.00 9.2 18189 50033 8 1325 30 2 1080 2791 7978 1st 18.75 9.2 61541 142059 8 12938 30 2 10547 2531 6449 6.25 9.2 20514 47353 8 1438 30 2 1172 3032 7201 11.00 9.2 36104 83341 8 4453 30 2 3630 2841 6915 4 it 34-Z r'n 1 4 J.,,,,„,.- 64 ?e 6'1 ' 6qw- S f tr > Force Transfer Around Openings Calculator A P srlr: °Pew(hsC n 4 b r&th r r. ach ,,. v CST$ .x zap .. ( ..,_.,e... .x.�•«.i....a„„il.w,. .-_:...<,....., S .v,..,..xa .... .nr......,q,.,,,,fe.. - Project information Code: ._. _. _.._. _. -Date:... Designer. Client: .. :.., PrbjeOl Wall Line: tlfft 101 t2 ftl L,(ftl Shear Wall Calculation Variables V 32271b1 Opening Ad).factor Method 2bs/h I LS 317ft1 hal LOOft Wall Fier&SpeckRatks AdjFactor'. .. L3 4.33ft� hol 850 ft P2.4)02/1.1= 2.08 4746 hwar 12.00 ft hbl 2..5501t P2211412/12z 196 N/A lwan 14.50 ft Lol 7,00 1.Hold-down forces:H=Vhg/L...g 2671 Ibf 6.Unit shear beside opening V1=(V/L)(L1tT1)/L1= 430 pit 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 430 plf „ First opening:val=vbl=H/(hal+hbl)= 763 plf Check Vi•L3+V2*12=V7 3227Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lo1)= 5341 lbf R1=V1•L1= 1364 Ibf R2=V2*L2= 1863Ibf 4.Corner forces F1=01(Li)/(L1+L2)= 2258 ibf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 3084 lbf RI.-F1= -894 lbf R2-F2= -1221 Ibf S.Tributary length of openings T1=(L1*Lo1)/(Li+12)= 2.96 ft 9.Unit*florin ccmerzoites.. T2=(L2'Lo1)/(L1+L2)= 4.04 ft vc1=(R1-F1)/L1= -282 plf vc2=(R242)/L2= -282 plf V(lb n a S HPbI Check$urnmvly of Shear Values for One Ontdj --- ._ tng l:w0}(I 1tlbb 4V1(h01).=fi(".. _._ _. ...... -987 3657 26711bf 1,tne2:vat(hai+hbl)-vc1(hal+hbi)-V1(hoi)=07 2671 -987 3657 0 Line 3:val(hal+hbl)•vc2(hal+hb1)-V1(hol)=07 2671 -987 3657 0 Line 4:VC2(hal+bbl+V2(ho4442 -987 3657 2671ibf Design Summary* Req.Sheathing Capacity 763 pif - 4-Term Deflection 3-Term de1tron Req.Strap form 3$41bf 4-Term Story Drift% 3-Term Story Drift% Req.HD Force(H) '2671 ibf... See Page 2 See Page 3 Req.Shear Wall Anchorage Force iv, ,j 223 plf °The Design Summary assumes that the shear wall is designed as blocked. �.._ st _ ( Force Transfer Around Openings Calculator }, A 4 - Two OPENINGS ..�.. , ' 1 rt.ima ie�Je n.v*1 uee4g 4t n.0i`0 det.Je w7r+n4 4I.toe aesf.e:re weluw d d retlre� Fak Erel r. rnaa o-...w:wc�+6es r. !.i..w t.,*,. 3r+;y1 `. EEEE Mr• i't wn+..w+.U.N..: . "Lade.*e.m.....tr.4 .r,i .r.L ow ce,err w.ne41z.41.y.-.a+C.ea...-...«......1: •4..+a =.kt� ;fin, �5',. .:._ ,._—.—."..;.�._ .....,.......-..�.....,......._�-_�".�..,.._.,... Project Information Coder.. Date: .._ Designer: Client: Project: ... Wal(tine: tint tatifi! .a11Ij) - ._ t470t1, ilittt v(iu..111111111111111, Mall F ' Wrtrt) Shear Wall Calculation Variables V, =774S Ibf f opening 4 Opening 2 Adj.Factor Method= 1.25-3.123{ is 1.1+ 3.Th hat 0.67,ft hat 0,67 ft Wall pier Aspect Aatsd Adj.Fa tiit ...__ . I:2 4.33 ft hol ,. 8.001 hot 6,00ft pl=hol/i.1.= 1.89 N/A . 917ft hill 09ft 1-#?l /.0O,1ti P3°0 .a ca 047 Co 23.50.ft 1.Hold-down forces:H=Vhw„ii/L,,.,ii 3022 Ibf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 637 pif First opening:var=vb1=H/(hal+hbl)= 953 pif V2=(V/L)(T2+L2+T3)/L2= 1002 plf Second opening:va2=vb2=H/(ha2+hb2)= 953 pif V3=(V/L)(T4+L3)/L3= 694 pif Check V1'L1+V2•L2+V3•13=V? 7745 lbf OK 3.Total boundary force above+below openings First opening:01=va1 x(Lo1)= 6674 lbf 7.Resistance to corner forces ..... Second opening:02=va2 x(Lo2)= 6674 Ibf R1=V1•L1= 2020 Ibf R2=V2•L2= 43371bf 4.Corner forces R3=V3•L3= 1388 lbf Fl=01(L1)/(L1+L2)_ 2821 Ibf F2=01(L2)/(Li+L2)= 3853 lbf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 4565 Ibf R1-F1= -801 Ibf F4=02(L3)/(L2+L3)= 2109Ibf R2-F2-F3= -4081Ibf R3-F4= -7211bf S.Tributary length of openings T1=(L1•Lo1)/(L1+L2)= 2.96 ft 9.Unit shear In corner zones T2=(L2"Lo1)/(L1+L2)= 4.04 ft --- -- vc1=(R1-F1)/L1= -253 plf T3=(L2•Lo2)/(L2+13)= 4.79 ft vc2=(R2-F2-F3)/L2= -942 pif T4=(L3"Lo2)/(L2+L3)= 2.21 ft vc3=(R3-F4)/L3= -360 pif MEM MEM ve en .S A A i MI Check Summary of Shear Values for Two Openings. Line 1:v 1(ltnla hbl)'tV1(ho1}=H7 -801 3823 . 3022 Ibf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=07 3022 -801 3823 0 Line 3:vc2(hal+hb1)+V2(hol)-val(ha1+hbl)=07 -2988 6010 3022 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=07 3022 6010 -2988 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 3022 -1142 4164 0 Line 6:vc3(ha2+hb2)r,V3((w2}=H? -1142 4164 3022 Ihf Design Summary* Req.Sheathing Capacity 1002 plf 4-Term Deflection 0.206 in. 3-Term Deflection 0126in. Req.Strap Force 4565 lbf 4-Term StoryDrift% 0.007% 3-Term Story Drift% 0.008% Req.HD Force 3022 Ihf see Page 2 See Page 3 Req.Shear Wail Anchorage Force 330 pif "The Design Summary assumes that the shear wall is designed as blocked 1 Force Transfer Around Openings Calculator ApA . iwc ()PC P-4 if 1(3S "_. . nt.(&s..aa4 xJ,-q s4,.V.IM,C,,-..¢y a1 NhOfl$vn0....nwflr.ti0u,tr.,M....1:t.4P...tra..hIcPs+.,x 19 f.11.V.....waror:q flt.rµ.,sQ 4 . I,ft ley,wr+.wN..p.a;-«J 0.f--..t,v x...444 6ma..... r r.r-m-..a ...Y......wdnp Pa M+a,I l.-L:al.t.,,...4 a+w.rh..w...« ht+s.t.wx Project Information Code: Designe Date: r Client: Project: Wall Line: Lt(in to Pr .t2ltti w tut(Et). . . ,L3nt) 2 .. t 2 2 Shear Wall Calculation Variables V 11271Ib(I -Opening�l ._ Opening 2- Ad, P 8 T�Atl::Fa#orMethotl=' L'25.0 Li 3.17ft: hal 0,GL.' hat 0.67ft Wall hyerMpectRafks ../A,fa6tgf L21 4.33 ftj hal IIIIIIIMLI ho2 6.00 ft P 1ehn/t.1=: 1s89.. N/A,, Lai 2:OQft hbl 2.50ft hb2 2.50 ft i'2 ro2/12=: 1.39 N/A hw.n 9.17ff Lol 7.00 ft) Lo21- „t-: :fti 1!3 h03/13=_. 3.00, ;Off7$ L. 23.50 ft 1.Hold-down forces:H=Vhw.n/Lw,n 43981bf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 927 pif First opening:val=vb1=H/(hal+hbl)= 1387 pif V2=(V/L)(T2+1.2+T3)/L2= 1458 pif Second opening:va2=vb2=H/(ha2+hb2)= 1387 pif V3=(V/L)(T4+L3)/13= 1010 pif Check V1•L1+V2•L2+V3•L3=V7 11271 ibf OK 3.Total boundary force above+below openings First opening:01=va1 x(Loll= 9712 ibf :7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 9712 ibf R1=V1"L1= 2939 ibf R2=V2•L2= 6312 ibf 4.Corner forces R3=V3•L3= 20201bf Fl=01(L1)/(L1+L2) 4105 ibf F2=01(L2)/(L1+L2)= 5607 Ibf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 6643 ibf R1-Fl= -1165 ibf F4=02(L3)/(L2+L3)= 3069 Ibf R2-F2-F3 -5939 Ibf R3-F4= -1049Ibf 5.Tributary length of openings Ti (L1•Lo1)/(L1+L2)_ 2.96 ft 9.Unit shear in corner zones_... T2=(L2•La1)/(L1+L2)= 4.04 ft vc1=(R1-F1)/L1= -368 pif T3=(L2•Lo2)/(L2+L3)= 4.79 ft vc2=(R2-F2-F3)/L2= -1372 pif T4=(13•Lo2)/(L2+L3)= 2.21 ft vc3=(R3-F4)/L3= -524 pif o I u u HOW Check Summary of Shear Values for Two Openings. Line 1: 1165 5564 4398 HA Poe 2:vat(hal+hbl)-vc1(hal+hbi)-V1(ho1)=0? 4398 -1165 5564 0 limp 3:vc2(hal+hbl)+V2(ho1)-va1(hal+hbl)=0? -4348 8746 4398 0 Poe 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 4398 8746 -4348 0 Una 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 4398 -1662 6060 0 Line 6:,vc3(ha2+hb2}+V30,102j=H? 1662 6060 4398 jbf Design Summary* Req.Sheatflin*Capacity `14S8 Of 4-Term Deflection •0:2031n. 3-Term Deflection D.225{if. Req.Strop 643 Force OM : 4-Term Story Drift% •,Q7% 3-Term Story Drift% 10:008z Req.HD Force 4398 ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force--eat)pif 'The Design Summary assumes that the shear wall is designed as blocked. Level Total Shear(lbs)(EQ)(ASD) Total Shear(lbs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5Ih 11086 3292 185 55 4th 26613 7597 444 127 3rd 38729 10889 645 181 2nd 46716 14180 513 156 1st 50934 18424 643 232 l581 evel segment 1h OTM(wind-asd2 0) OTM(eq-asd0) Wall D Wall RM Floor/Roof DL Floor/Roof Tnb Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 0.00 0 18 14 0 #DIV/0! #DIV/0! #DIV/01 #DIV/0! 30.00 12 19750 66517 43200 18 14 113400 -2474 -2481 -2474 -2481 0.00 12 0 0 0 18 14 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 30.00 12 19750 66517 43200 18 14 113400 -2474 -2481 -2474 -2481 0.00 12 0 0 0 18 14 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4th 0.00 9.2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 30.00 9.2 34947 122418 33120 30 3 40500 -307 1872 -2781 -609 0.00 9,2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 30.00 9.2 34947 122418 33120 30 3 40500 -307 1872 -2781 -609 0.00 9,2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3rd 0,00 9.2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/01, 30.00 9.2 50088 178152 33120 30 3 40500 197 3730 -2584 1'.„3f2J'' 0.00 9.2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #D1V!01, - 30.00 9,2 50088 178152 33120 30 3 40500 197 3730 -2584 ...3t21: 0,00 9.2 0 0 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0I 2nd 0.00 9,2 0 0 0 30 3 0 #DIV/01 #DIV/0! ,,-1S 75 9.2 26880 88556 12938 30 3 15820 513 3343 18.75 9.2 40102 110867 12938 30 3 15820 1219 4533 18.75 9.2 40102 110867 12938 30 3 15820 1219 4533 18-75 9.2 40102 110867 12938 30 3 15820 1219 4533 16,00 9,2 34220 94606 9421 30 3 11520 1353 4735 1st 41.00 9.2 87689 242429 61861 30 3 75645 126 2894 38,25 9.2 81808 226168 53841 30 3 65838 261 3097 t, \, 31 ZI 1 Z 1 I6 ZS -it. : `3 2 I)( 7s ) a- -WI 3 Level Total Shear(lbs)(EQ)(ASD) Total Shear(lbs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 11086 3292 185 55 4th 26613 7597 444 127 3rd 38729 10889 645 181 2nd 46716 14180 513 156 1st 50934 18424 643 232 leve„ segment h OTM(wind-asd)) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 12 0 0 8 0 18 14 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 30.00 12 19750 66517 8 43200 18 14 113400 -2474 -2481 -2474 -2481 0.00 12 0 0 8 0 18 14 0 #DIV/01 #DIV/01 #DIV/0! 30.00 12 19750 66517 8 43200 18 14 113400 -2474 -2481 #DIV81 #D 0.00 12 0 0 8 0 18 14 0 #DIV/01 #DIV/0! 2474 2481 IV/0! #DIV/0! 4th 0.00 9.2 0 0 8 0 30 3 0 #DIV/0! #DIV/0! 30.00 9.2 34947 122418 8 33120 30 3 40500 #DIV51 #D-609 0.00 9.2 0 0 8 0 -307 1872 -2781 -609 30.00 30 3 0 #DIV/0! #DIV/0! #DIV/0l #DIV/0! 9.2 34947 122418 8 33120 30 3 40500 -307 1872 -2781 -609 0.00 9,2 0 0 8 0 30 3 0 #DIV/0! #DIV/0! #DIV/0.I #DIV/0! 3rd 0.00 9,2 0 0 8 0 30 3 0 #DIV/0! #DIV/0!30.00 9„2 50088 178152 8 33120 30 3 #DIV84 #DIV/ 40500 0.00 9,2 197 3730 -2584 3121 0 0 8 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 30.00 9,2 50088 178152 8 33120 30 3 40500 197 3730 -2584 3121 0.00 9,2 0 0 8 0 30 3 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 2nd 0.00 9.2 0 0 8 0 30 3 0 #DIV/0! #DIV/0! 18.75 9.2 26880 88556 8 12938 30 3 15820 513 3343 18.75 9.2 40102 88556 8 12938 30 3 15820 1219 3343 ^18.75 9,2 40102 88556 8 12938 30 3 15820 1219 3341"-- 3 fff18.75 9.2 40102 88556 8 12938 30 3 15820 1219 3343 16.00 9,2 34220 75567 8 9421 30 3 11520 1353 3545 1st 41.00 9.2 87689 242429 8 61861 30 3 75645 126 2894 38.25 9.2 81808 226168 8 53841 30 3 65838 261 3097 3i2, t V -----.../ G0Aq �)5`t 517d qK�3 5174 -� zvz (3)26(2.5 -7.5 4- A3 z 3759i �_.. �e _. >� ___,__, ZS 3 ray 3.tS Tt� (it -). (312 i>� 75 1� 3'�43; �o 1 It I 7,75 3t7k .2.._ ( 51-,4-) - (460( 4t 1.75 1\ rTm = �►7 �� 4-133 1,6' 6-.0 ct ) f 'S►. 28, Zs ��Sq�/4 4 '1 8. 1S) 1- 3 ,z M 3 `fi • i s 1 I I , i 1 I i I , r EaHAYDEI�1 BY DATE ENGINEERS REV DATE sTnUcTURAL I Civil JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF • I T L: 541 C v ; ) ( 6 1,2 7 `Z "7 7.;1S •Prh dui,( ' I , 21 33:" 28,83.: V < .i)I fi ` �� f V� C,�4)(5143J` 3Ni511 i `Huilt S1 I G2 � , be Jet„. -" ;Scone, aS 0.„baJL': -rural 1' "? AL r- 1 6 1 'S.JL 41 . Z-'" kiNti e' 21 246'> 4 I �r 1l :VGA i S`2 52*' I pro 2' ti 1041 ,, 'r 11 153 „tee- 3 liv ' 3'it,,5't 1 tAoeit.los ,.. 5,69z 1 * -Izc16 •.uc}' 1, 176,1 . 1 '79 )/D to(3 1 HAYDEN BY _ _ DATE ENGINEERS Rev DATE STRUCTURAL I CIVIL - ,- JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF I 1 �' z.5 • 1 , j Vet.-. ; 57 8)� ern i 7 f 2,75 1 G- 261 - A--,./i l .a t4-6 6- i itssS C.C.4)LC L I eoe cr'r\110q j el-)Q.... : IIt54 °.4. ds (,.}z I j{ 1 S y y I I ,, 9 I . I I 1. 13 HAYDEN BY DATE ENGINEERS REV DATE STRUCTURAL I CIVIL _.. .. JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF ..R Level Total Shear(lbs)(EQ)(ASD) Total Shear(Ibs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 5493 2010 125 46 4th 13187 4639 457 161 3rd 19191 6648 666 231 2nd 23149 8658 772 289 1st 25239 11249 212 95 level segment FTAO pier sums h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Tub Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 5th 26.50 12.33 9.2 5201 14218 8 25843 18 12 75843 -2106 -2917 -2106 -2917 30.50 16.50 9.2 6961 19026 8 34233 18 12 100467 -2422 -3351 -2422 -3351 0.00 7.50 9.2 3164 8648 8 0 18 12 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 000 7.50 9.2 3164 8648 8 0 18 12 0 #DIV/0! #DIV/0! #DIVIO! #DIV/0! 4th 26.50 12.33 9.2 18252 51887 8 25843 30 2 21068 -373 365 -2479 -2552 30.50 16.50 9.2 24424 69435 8 34233 30 2 27908 -422 443 -2843 -2908 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIVI01 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3rd 26,50 12,33 9.2 26159 75510 8 25843 30 2 21068 -75 1256 -2554 -1296 30,50 16,50 9.2 35006 101047 8 34233 30 2 27908 -75 1479 -2918 -1429 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 0,00 0.00 9.2 0 0 8 0 30 2 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 2nd 21.50 7.50 9.2 19914 53243 8 17011 30 2 13868 65 1184 21,50 7.50 9.2 19914 53243 8 17011 30 2 13868 65 1184 21.50 7.50 9.2 19914 53243 8 17011 30 2 13868 65 1184 21.50 7.50 9.2 19914 53243 8 17011 30 2 13868 65 1184 1st 119.00 119.00 9.2 103491 232201 8 521125 30 2 424830 -3900 -5203 0,00 0,00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/01 lst floor is cripple wall above concrete, ._ ,. t, 1 Force Transfer Around'Openings Colkuiator 1 .�.�: x $s I two C7t'Eb+lii�itiS " j}n Fora auwhrrwilcA ra<iTTi4jemse!sd.4riv4w7,.ni.r, aeir�+#,rea�Nd»a.Mevta gi,da rw+�maa ax. rat ra w,w i`•i wve,n lcua ua.4n ••M1 .aa aV*awy+*4el 04,1 ;Ymsw An't,ry.I._-ae1•10,3»far ore �+vA w+erw.- vea ^n%+.%tNO,S9(N ._Wm..,cat.iw4. ...:.�1.0J � Project Information Code: - Date:. Dostgnen Client: Project: Wall Line: tztfti Loiiftl t;lff) Lultitj.. -_. 44dit7 1 `s .c f N. ll S .. L„•ulrtl Shear Wall Calculation Variables V 2362:1br Opening Opening Factor Method=j '2buth 1 Ll 3.331t hal 0.67fti ha2 0.67 ft Wall Pier Aspecttflatio Adj.Factor [a -2401t hot , 6.00it ho2 6.00 ft r1.=hoiJU" Loa NfA 0 -77.OfjLA hbl 2.5O*F hb2 2,50 ft Pl=ho2/L2= 3.00 0,657 it,,,„ — 9.17 ft Lol MEM Lo2' 9,90 ti P3=h03/1.3= 0.86 NIA 1,,s 26.33 ft 1.Hold-down forces:H=Vh,,,ii/L 11 823 lbf 6.Unit shear beside opening 2.Unit shear above+below opening --V1=(V/L)(L1+T1)/L1= 208 plf First opening:val=vbl=H/(hal+hbl)= 260 plf V2=(V/L)(T2+L2+T3)/L2= 277 plf Second opening:va2=vb2=H/(ha2+hb2)= 260 plf V3=(V/L)(T4+L3)/L3= 159 plf CheckVl•L1+V2•L2+V3•L3=V7 2362 lbf OK 3.Total boundary force above+below openings First opening:01=vat x(Lol)= 1817 lbf 7.Resistance to corner forces Second opening:02=va2 a(Lo2)= 1817 lbf ---- R1=Vl•L1= 691 ibf R2=V2•12= 555 Ibf 4.Corner forces R3=V3•L3= 1116 Ibf Fl=01(L1)/(L1+L2)= 1135 ibf F2=01(L2)/(Li+L2)= 682 Ibf 8.Difference corner force+resistance F3=02(L2)/(1.2+L3)= 404 Ibf R1-F1= 444bbf F4=02(L3)/(L2+L3)= 1413 ibf R2-F2-F3= -531 Ibf R3-F4= -296 Ibf S.Tributary length pf openings T1=(Ll•Lo1)/(Ll+L2)= - 4.37 ft 9.Unit shear in corner zones T2=(L2•Lo1)/(L1+L2)= 2.63 ft yd.s(R1-F1)/L1= 133p1f T3=(L2•Lo2)/(L2+L3)= 1.56 ft vc2=(R2-F2-F3)/L2= -265 plf T4=(L3•Lo2)/(L2+L3)= 5.44ft vc3=(R3-F4)/L3= -42 plf V(ltt;.. MIMI , 3 .d o MI= 81114 v,.,,, HP61. check Summary of Shear Values for Two Openings.. Line 1:vd(hal+hbl)+Vaihol)=1f7 -423 1245 823 lbf Line 2:val(hal+hb1)-vc1(hal+hbl)-V1(hol.)=07 823 -423 1245 0 Line 3:vc2(hal+hb1)+V2(ho1)-val(hal+hb1)=0? -841 1664 823 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=07 823 1664 -841 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 823 -134 957 0 Line 6:vc3(1f82+hb2)+V3(ho2)=H7 -134 957 823 lbf Design Summary* Req.Sheathing Capacity 416 plf -4-Term Deflection 0.181 In. 3-Term Deflection 0.200 in. Req.Strap force 1413 lbf 4-Term Story Drift% 0.007%.. 3-Term Story Drift% 0.007% Req.HD force 823 lbf See Page 2 See Page 3 Req.Shear Wall Anchorage force 90 plf Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor in SDPWS 4.3.4.2 *The Design Summary assumes that the shear wall is designed as blocked. Force Transfer Around Openings Calculator � ) TWO OPt 4lNGsS f,f ••, .#; $ ' .l. -th 1 satr ww^4 c91.,nP*a$l :.dla, ,,,aysFn1•1-*1;m.h r.,tio,.......!w g.+a.,.cl+r 0pmirc.m..i .m n.c. 'ap.,tiw mm.icK lntb..wM ` L duo eL myeaorte,sd dea is'milk w.aJlar . tc, ..e.m.. warwel.4410 nyf.ry 6.I.ara{S w•^. / ".-,1^',.to-.1Id1,10.” 3 Project Information Code: __ _.. Date: Designer: -- ,Client Project: Wall Line: 42(fi7 ,- Lo if t3(11) , t.n2fft) Lain) v{la . s _` -C 1 L lftl Shear Wall Calculation Variables V S670101 Opening-1 Opening Adj.factorMethotf :. Zba/h ! 11 3 33ft hal ---0:67ft ha2 0.67 ft Wall Pier Aspect Ratio Adj.Fattor L2 -2'004ft hot - 'COO ft, hot 6.00 ft Pi=ho1/Li-- 1.g0: Nffl L3 /.00'ff. hid Z.S0ft 11b2 2.50ft p2eho2/t7= 3.00 0.667 hen� 9.17 ft 101 7.00,ft 1021 7A0:ftl P3-ha3/L3= 0.86 N/A Lwag 26.33 ft 1.Hold-down forces:H=Vh,,,,ii/L,.,u 1975 lbf 6.Unit shear beside opening 2.Unit sheaf above;+below opening -- V1=(V/L)(L1+T1)/L1=- 498 plf First opening:vat=vh1=H/(hal+hbl)= 623 pif V2=(V/L)(T2+L2+73)/L2= 666 plf Second opening:va2=vb2=H/(ha2+hb2)= 623 plf V3=(V/L)(T4+13)/L3= 383 pif Check Vi*Ll+V2*L2+V3•L3=V? 5670 lbf OK 3.Total boundary force above+below openings First opening:01=vat x(Loll= 4361 lbf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 4361 lbf - R1=V1'L1= 1659 lbf R2=V2•L2= 13311bf 4.Corner forces R3=V3•L3= 26g0 lbf F1=01(L1)/(Li+L2)= 2724 lbf F2=01(12)/(L1+L2)= 1636 lbf g-Difference corner force+resistance F3=02(L2)/(L2+L3)= 969 lbf Ri-Fl= -1065 lbf F4=02(L3)/(L2+L3)= 3392 lbf R2-F2-F3= -1274 lbf R3-F4= -712 Ihf S.Tributary length of openings T1=(Ll•Lo1)/(L1+12)= 4.37 ft 9.Unit shear In corner zones 72=(L2•Lo1)/(L1+1.2)= 2.63 ft vc1=(R1-F1)/L1= -320 plf 73=(L2•Lo2)/(L2+L3)= 1.56 ft vc2=(R2-F2-F3)/L2= -637 pif T4=(L3•Lo2)/(L2+L3)= 5.44 ft vc3=(R3-F4)/L3= -102 pif -.. n vp n o Nllbl +l(Ib)r Check Summar of Shear Values for Two Openings -.... Line 1:vc1(hal+hbl)+Vi(hoi)=H7 -1014 29g9 1975 Ibf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0? 1975 -1014 29g9 0 Line 3:vc2(hal+hb1)+V2(hol)-val(hal+hbl)=0? -2019 3994 1975 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 1975 3994 -2019 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 1975 -322 2297 0 Line 6:vc3(ha2+hb••2)+V3(h02)=H? -322 2297 1975 lbf Design Summary* Req.Sheathing Capacity 998 pif 4-Term Deflection' 0.161 in. 3-Term Deflection 0,200 In. Req.Strap Force 3392 lbf 4-Term Story Drift% 0.007% 3-Term Story Drift% 0.007% Req.HD Force 1975 lbf See Page 2 See Page 3 Req.Shear Wall Anchorage Force 215 pif Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 'The Design Summary assumes that the shear wall is designed as blocked. � �r x Force Transfer Around Openings- Calculiior Ar �1 n,o oP4NNjN,,S .6 �p gin nYt�9.2'Y)4 G`W4LCfY0t¢�14 ttInDW Ci[tf4-��adtA1"44-}r%"a•x.peM✓^11V ev j7 r J r 4 pte+4+ r ;.adap4ei ew+tagy..YeaM�tYu.re6 raNc..Yewu+yorrx 6o x:».• >xa�+^e 6i. ry+; �...,.I K.- . <J t..,. Project Information Code: Date: Designer: Client: Projects.._. -. Wall Line: .... _. - a tt(t) .Lat(it) ti Ir wet L3ffti V b MI 1 II_ 1 1.1._ Shear Wall Calculation Variables V •8252 WI 0pen)ng 3 Opening 2 Ai Method,=Factor M .2b5}h ) � LR 333iG haR OT,Tft hat 0.67 ft Wail Pier;ASpgctRafie3 Ad)factor L2 2.00 ftj lint '-------6.00 If hot 6.00 ft P14fw2/L1= 180 N/A 1-3,, 74/fttj hbl 2.50ft hb2 2.50 ft P2eho2/L2= 3.00 0.667 h.11 9.17ft Lot _ _ 7.0-P Lot 7.DDiil P3=ho3/1.3 0,86 • N/A Lw,li 26.33 ft 1.Hold-down forces:H=Vhw,il/Lw,ll 2874 Ibf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/L1= 725 pif First opening:val=vbl=H/(hal+hbl)= 907 plf V2=(V/L)(T2+L2+T3)/L2= 969 plf Second opening:vat=vb2=H/(ha2+hb2)= 907 pif V3=(V/L)(T4+L3)/L3= 557 plf Check V1"L1+V2•L2+V3•L3=V? 82521bf OK 3.Total boundary force above+below openings First opening:01=val x(Lol)_ 6346 ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 63461bf Rl=V1•L1= 2414 ibf R2=V2•L2= 19381bf 4.Corner forces R3=V3•L3= 39001bf F1=01(L1)/(Ll+L2)= 3965 Ibf F2=01(L2)/(Ll+L2)= 2381 Ibf 8.Difference corner force+resistance F3=02(L2)/(L2+1.3)= 1410 ibf R1-F1= -1551 ibf F4=02(L3)/(L2+L3)= 4936 lbf R2-F2-F3= -18541bf R3-F4= -1036 ibf S.Tributary length of openings Ti=(L1•Lo1)/(L1+L2)= 4.37 ft 9.Unit shear In corner zones T2=(L2"Lo1)/(L1+L2)= 2.63 ft vc1=(R1-F1)/L1= -466 plf T3=(L2•Lo2)/(L2+L3)= 1.56 ft vc2=(R2-F2-F3)/L2= -927 pif T4=(L3"Lo2)/(L2+L3)= 5.44 ft vc3=(R3-F4)/L3= -148 pif ISM" v C. KM 80N Check Summary of Shear Values for Two Opdnlngs Limn 1:vc1(hal+hbl)+V1(ho1)=H? -1476 4350 2874 ibf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0? 2874 -1476 4350 0 line 3:vc2(hal+hbl)+V2(ho1)-val(hal+hbl)=0? -2939 5813 2874 0 Ling 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 2874 5813 -2939 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 2874 -469 3343 0 Line 6:Vt3(Ita2+hb2)+V3(11o2).=H? -469 3343 2874 ibf Design Summary* Req.Sheathing Capacity 1453 plf 4-Term Deflection 0.181 in. 3-Term Deflection 0.200 in. Req.Strap Force 49361bf 4-Term Story Drift% 0.007% 3-Term Story Drift% 0.007% Req.HD Force 2874 ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force 313 pif Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 .The Design Summary assumes that the shear wall is designed as blocked. ,: r 4. Farce Transfer Around Openings Calculator rf iwc oP(f (,vcs ,;,.. s- "-t f Mg t.1..n=br+a.-dri.^hnP'"A:-}r,,.�e+id.=.vwa s-nn. •a,.a-ov..,4,i-. ,H..'<'-4eew...a,rhr.=s 4+e4..ri.i."....cw. i " m cppaigp,,,,sxazw-t l.•sYc<i,:n rtf- ' wlsrAr,.0 u..ra.,e,n+.�d+a«aM.,;mar.rudan ir ..tc+.sn.Sn...-i�-.,A wA MLa#aar. A.4+ t +•Y' i4 1••:-dN Nor e,A,3 +�adt=.�d-s.rt. $ 2 Project Information Code:. Date: Designer: Client: Project _. Wall Line: tifttl to tft MO w Lo2(ttf a Lath) v na Mil IIIIIIIIIIIIIIIIIIIIIIIIIMIINIIIIIIIIIIIIIIMIIIIO Shear Wall Calculation Variables V 3131041 Opening 1 Opening 2 Adj.factor Method=t 2b3fb, _.._'1 Ll - 7a5(t. hat 0.57ft hat 0.67ft Wall Pier Aspect Ratio AA,Factor L2 2.0o ftl holy 6760 ft hot 6.00 ft P1=ho1/t1= .013 N/A L3 7.25ft; hbl., 2507t hb2 2.50 ft P2=ho2/1.2= 3-00. 0.667 hwae 9.17 ft Ln1 7.00ft Lot j 2 tw_ftJ P3eho3/L3e 11113 N/A.. L,,,,ii 3050 ft 1.Hold-down forces:H=Vhw,ii/LL,ii 941 Ibf 6.Unit ahearbesftfeopening 2.Unit shear above+below opening - - V1.=(V/140.I+TI)/11= 180 pit First opening:cal=vb1=H/(hal+hbl)= 297 plf V2=(V/L)(T2+L2+T3)/L2= 258 plf Second opening:va2=vb2=H/(ha2+hb2)= 297 Of V3=(V/L)(T4+1.3)/L3= 180 pif Check V1•1.1+V2•L2+V3•L3=V? 31311bf OK 3.Total boundary force above+below openings First opening:01=va1 x(Lol)_ 2079 ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 2079 ibf Ri=V1•L1 1307 lbf R2=V2•L2= 516ibf 4.Corner forces R3=V3•L3= 1307 lbf Fl=01(L1)/(L1+L2)= 1629 ibf F2=01(L2)/(L1+1.2)= 449 ibf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 4491bf Ri-F1= 322 ibf F4=02(L3)/(L2+L3)= 16291bf R2-F2-F3= -383 ibf R3-F4= -322 Ibf S.Tributary length of openings T3=(L1•Lo1)/(L1+L2)= 5.49 ft 9.Unit shear in corner zones T2=(L2•Lo1)/(L1+L2)= 1.51 ft vcl=(R1-F1)/L1= -44 pif T3=(L2•Lo2)/(L2+L3)= 1.51 ft vc2=(R2-F2•F3)/L2= -191 plf T4=(L3•Lo2)/(L2+L3)= 5.49 ft vc3=(R3-F4)/L3= -44 plf v(114 N b MI 1.611kj v<.. H(Ib) Check Summnaryt of Shear Values for Two Openings Line 1:vcl(ha1+hbl)+V1(hol)=H7 -141 1082 941 lb( Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(hol)=0? 941 -141 1082 0 Line 3:vc2(hal+hb1)+V2(hol)-val(hal+hbl)=0? -607 1548 941 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 941 1548 -607 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 941 -141 1082 0 Line 6:Uc3(ha2+hb2)+V3(ho2)..H? -141 1082 941 ibf Design Summary* Req.Sheathing Capacity 387 pif 4-Term Deflection' 0.124 in. - 3-Term Dof(ectiO4 0.140 in. Req.Strap Force 1629 ibf 4-Term Story Drift% 0.005% 3-Term Story Drift% ;000514 Req.HD Fotce 941 lbf See Page 2 See Page 3 Req.Shear Wall Anchorage Forte 103 plf _. Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 'The Design Summary assumes that the shear wall Is designed as blocked. ,,, - t. _Force Transfer;Around.Openings Calculator "> .`: 'us.I .ue nm.-a cwivlr5lr.+-wrjrr,+!+now,.,,S•-s>,sst•a•,±m».¢yr..d-@:is a..vt.-Jtcd+ war*...... .y n-.w..owekavc..hl« 1 {^: wtwmry,,.n;w<.niirt d.ax . .stays u. +a, .+w wse,a..aw.rq e.,s+HaUr+qt..s. b rtN Mkr-:... Project Information Code: - Date: Designer: _.. - .. Client: Project: Wall Line: _.. eft) 'Leftist _. t.7,gfcy , _fit ,, tufo V(W � F g % g c S t w(rt) Shear Wall Calculation Variables V 751Tibfl Opening 1 Opening 2 Ad),,Factor Method=L 2b I . Li 7254' hal '0.67.ft hat 0.67ft Wall pier Aspect Ratio Ad).facto[ 1:2 2,00 ftl hat 6.00 ft hot 6.00 ft Pl lsr1/L1.= 0.93 N1f 1.31 7.25ft tfbl ,_: 450it hb2 2.50ft P2=ho2/12= 3,00 0.607 hvaj 9.17 ft Lol ' _- 7.O0 ft Li 21, �•,'7.po hj P3403/13. 0,83 N/A L.,Ii 30.50 ft 1.Hold-down forces:H=Vh„ii/Lw,il 22601bf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1.)/L1 433 plf First opening:val.vb1=H/(hal+hbl)= 713 plf V2=(V/L}(T2+L2+T3)/12= 619 plf Second opening:va2=vb2=H/(ha2+hb2)= 713 off V3=(V/L)(T4+L3}/L3= 433 plf Check Vl•Ll+V2•L2+V3*L3=V? 75171bf OK 3.Total boundary force above+below openings --- - First opening:01=val x(Lo1)= 4991 Ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 4991 Ibf R1=V1•1.1= 3139 Ibf R2=V2•L2= 12391bf 4.Corner forces R3=V3*L3= 31391bf Fl=01(L1)/(L1+12)= 3912 Ibf F2=01(L2)/(Ll+L2)= 1079 Ibf 8.Difference corner force+resistance F3=02(L2)/(12+L3)= 1079 Ibf R1-F1= -773 Ibf F4=02(L3)/(L2+L3)= 3912 Ibf R2-F2-F3= -919 Ibf R3-F4= -773 Ibf 5.Tributary length of openings T1=(L1•Lo1)/(L1+L2)= 5.49 ft 9.Unit shear In corner:ones T2=(L2*Lo1)/(L1+L2)= 1,51 ft vcl=(R1-F1)/L1= -107 plf T3=(L2•Lo2)/(L2+L3)= 1.51 ft vc2=(R2-F2-F3)/L2= -460 plf T4=(L3*Lo2)/(L2+L3)= 5.49 ft vc3=(R3-F4)/L3= -107 plf .+ % n w E 8 8 S H(Ib) H(Ib) Check Summary of Shear Values for Two-Openings Line 1:vcl(hal+hbl)+V1(hol)=H? -338 2598 22601bf line2:val(hal+hbl)-vcl(hal+hb1)-V1(ho1)=0? 2260 -338 2598 0 Line 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0? -1457 3717 2260 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 2260 3717 -1457 0 Ural 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 2260 -338 2598 0 One 6:vc3lha2+hh2)+V3(h02).=H? -338 2598 2260 lbf Design Summary* Req.Sheathing Capacity 929 plf 4-Term Deflection 0.124in. 3-Term Deflection 0440In,. Req.Strap Force 3912ib11 4-Term Story Drift% 0.005% 3-Term Story Drift% 0.005% Req.HD force 2360 lb/ See Page 2 See Page 3 Req.Shear Wall Anchorage force 246 pit- Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 *The Design Summary assumes that the shear wall is designed as blocked. ,-fit't, ` ?._,.. a I, _ „ _ Force TransferAroun:d Openings Calculator -, '. - -two OPENINGS . : g„ .„ ., 1 Th"ia .adb'riv#aa"^nar6@t ottdw-. s+<on.+en rar. J:r' .n4"rwo- No»ru r.1.a s..y.,<a�u d+a e.;.n. i.,. .,0 n,.". a,-o.f.kt:..... 3¢...44'RMvm.nin.fr" . 4n'nnt.NIXL, II n&rn iCTY:a.Y..4 wVi.1 N 1.Y44,1,ea 9.4,,..iM4d1 6xi..r, " ',,Nett.. ' x _._..::'._ - Project information Code: Date: Designer: Client: Project: Wall Line: Will Lopil 1,20 Lo2t((i._ . L01i1}, V(lb 1111111111 Mil 11 L.,..(5U Shear Wall Calculation Variables V 30939�IbF Opening S Opening 2 M.Fader Method . -__-_2bs/h __ _-1 1.1 7.2 ft hal 1),67ft ha2 0.67ft Wall Pie(Aspect Ratio Aetj.lactor L2 200tt1 hot 600ft hot 6,00ft Pl=hal/LI= Min N/A 13 7?5tf hbl 2.50ft hb2 2.50 ft P2=h02/L2 3,00 0.667 hail 9.j7ft Lo1' 7,O0* Loll 7.00ft1 P3=ho3f13= 0.83 N/A L„ml 30.50 ft 1.Hold-down forces:H=Vh,,,11/Lw,0 3289 lbf 6.Unit shear beside opening 2.Unit shear above+below opening V3=(V/l)(U+T3}/11 o 630 pif First opening:vat=vb1=H/(Aa1+)tbl)a_ 1037 pif V2=(V/L)(T2+L2+T3j/L2= 901 pif Second opening:va2=vb2=H/(ha2+hb2)= 1037 pif V3=(V/L)(T4+L3)/L3= 630 plf Check Vl"L1+V2"L2+V3`L3=V? 109391bf OK 3.Total boundary force above+below openings First opening:01=vai x(Lo1)= 7262 ibf 7.Resistance to corner forces Second opening:02=va 2 x(Lo2)= 7262 lbf R1=V1'L1= 4568 lbf R2=V2'12= 1803 ibf 4.Corner forces - R3=V3'L3= 4568 lbf Fl=01(L1)/(L1+L2)= 5692 lbf F2=01(L2)/(L1+1.2)= 1570 lbf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 1570 ibf Rl-F1= 1124Ibf F4=02(L3)/(L2+L3)= 5692 Ibf R2-F2-F3= -1338 lbf R3-F4= -1124 lbf S.Tributary length of openings T1=(L1'Lo1)/(L1+L2)= 5.49 ft 9.Unlit shear in corner zones T2=(1.2"Lo1)/(L1+1.2)= 1.51 ft vc1=(R1-F1)/1.1= -155 plf T3=(L2`Lo2)/(L2+L3)= 1.51 ft vc2=(R2-F2-F3)/L2= -669 pif T4=(L3'Lo2)/(L2+L3)= 5,49 ft vc3=(R3-F4)/L3= -155 pif V 21, 11.11111 N Q .63 A s A AS H(Ib) ... Hllb) Check Sunlrrlary of Shear Valona for Two Operdngs tine'1:vcl(hal+hbl)+V1(hol)=H? -492 3780 0 3289 lbf Line 2:val(hal+hbl)•vc1(hal+hbl)-V1(hol)=07 3289 -492 3780 Line 3:vc2(hal+hb1)+V2(hol)-val(hal+hbl)=0? -2120 5409 3289 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=07 3289 5409 -2120 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=07 3289 -492 3780 0 Line 6:st3p1a2+hb2)+V30o2)=H? -492 3780. 3289 lbf Design Summary* Req.Sheathing Capacity :1352-pif 4-Term Deflection 0.124 in. 3-Term Deflection 0,140 in. Req.Strap Force 5692 ibf 4-Term Story Drift% 0.005% 3-Term Story Drift% 0.005% Req.HDFprce 3289 lbf See Page 2 See Page 3 Req.Shear Wall Anchorage Force 359 pif Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor in SDPWS 4.3.4.2 `The Design Summary assumes that the shear wall is designed as blocked, Force Transfer Around Openings Calculator .. ,,,Alp v r, T`/o OPENINGS a....:; 9k V`� - t'fn[s:.*swk cent rGt^`swti .ti�rx'c'TrFe-•.rho-.n.1 .^rtr.s.l...,-mn..o+ ....al,--).tac .r, ..Sa.,.«tows F;nq!I.cpy�.,a tan,ism,; f '7"•k7 `.7.1.d" 1, iw.e,s,,N i I.,-,, v.r..:as.a.s,Q ....s war.3 l t.,H,.w,,..0,4,-.4.-,K,460 ra Project Information Code:. Designer. Date: Client: Project: Wall Line: , 1.2411 1Lailfti l;.ft ,, t.gi ? ..,_._...y,W.'1,it W fib 111111111111111111 Mill III.1 -_, S Shear Wall Calculation Variables V 57871bf pening 1 Opening 2 1 O Adj.tFrscfnf futtt}!ad=, l?5��2 _) tl 2.75.ft' hal — 0$7.ft ha2 0.67 ft Wall Pier A5PeITRatio Ad).fatter L2 YOO:ft hot 6QOft hot 6.00 ft P1=Frolfll- 2.38 0.977 13 2.75i0, hbl 7.50ft hb2 2.50 ft P2rh02/L2= 3.00 0.875 hu,aa —.9.f.].tt Lol : 7,QQft Lo21 1,00#ts1 P3eho3/L3u. 2.18 0.977 L„,0 2150 ft 1.Hold-down forces:H=VIN.„,i/L,„ii 2468 Ibf 6.Unit shear beside opening 2.Unit shear above+below opening V1=(V/L)(L1+T1)/Li 666p1f First opening:vat=vbl=H/(hal+hbl)= 779 pif V2=(V/L)(T2+L2+T3)/L2= 1062 pif Second opening:va2=vb2=H/(ha2+hb2)= 779 p1f V3=(V/L)(T4+L3)/L3= 666 pif Check Vl•Ll+V2•L2+V3•L3=V? 5787 lbf OK 1 Total boundary force above+below openings First opening:01=val x(Lol)= 5450Ibf 7.Resistance to corner forces Second opening:02=va2 x(Lo2)= 5450 lbf - R1=Vi•L1= - 1831 lbf R2=V2'L2= 2125 Ibf 4.Corner forces R3=V3•L3= 1831 Ibf Ft=01(11)/(L1+L2)= 3155 Ibf F2=01(L2)/(L1+L2)= 2295 lbf 8.Difference corner force+resistance F3=02(L2)/(L2+L3)= 2295Ibf - R1-F1'= -1324 Ibf F4=02(L3)/(12+L3)= 3155 Ibf R2-F2-F3= -2465 Ibf I R3-F4= -1324 Ibf 5.Tributary length of openings T1=(Ll•Lo1)/(LI+L2)= 4.05 ft 9,Unit sheet In comer genes _. T2=(L2•Lol)/(L1+L2)= 2.95 ft vcl=(R1-F1)/L1= -482 pif T3=(12•Lo2)/(L2+L3)= 2.95 ft vc2=(R2-F2-F3)/L2= -1232 pif T4=(L3•Lo2)/(L2+L3)= 4.05 ft vc3=(R3-F4)/L3= -482 pif 11111111111.'. N 4 CI 7 C ` .'e_.' —.— _T—,1-�--.._....—�—t�t—.—.ems-- —..—.4 4—.w- H(Ib) Hob) (Ib Check Summary of Shear Values for Two Openings line 1:vc1(hal+hbl)+V1(hol)=H?- - --- -- - - - -1527 3995 2468 lbf line 2:val(hal+hbl)-vci(hal+hb1)-V1(hol)=0? 2468 -1527 3995 0 tine,3:vc2(hal+hbt)+V2(hol)-vat(hal+hb1)=0? -3907 6375 2468 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=01 2468 6375 -3907 0 Line 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 2468 -1527 3995 t109 6:vc3(tta2+hb2)1 V3(her2)Y H? 0 -- - - -1527 3995 .2468 Ibf Design Summary* Req.Sheathing Capacity 1232 pif 4-Term Doffecttan 0:303in. 3-Term Deflection 0.3161n, Req.Strap Force 3155 Ibf 4-Term Story Drift% 0.011% 3-Term Story Drift% 0.011% Req.HD Force 2468 Ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force 269 pif Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In 5DPW5 4.3.4.2 'The Design Summary assumes that the shear wall is designed as blocked. . i 5; « - xe tiyr . 'PT L-,t :: e3u�L ' �5 2E VOKHDIr-de_ — -F----- - , - - - - . ttuida-,....fi t.(,.- 2-,,-).! -3-(7• t338 212 I L 4 1 1 1 _. I " C; 35q �s'Js) 0 eY ux4crl�o t1 , H 1 op a 1 .0 4 ?.:" ;tV V'e. `ex` apes. V. -9L 1 :' i , 1 c� i HAYDEN BY DATE 3 1 ENGINEERS REV_ DATE STRUCTuRaG I etvfL JOB NO 503) 968-9994 p (503) 968-8444 f SHEET OF Level Total Shear(Ibs)(EQ)(ASD) Total Shear(Ibs)(Wind)(ASO) unit shear(EQ) unit shear(wind) Vroof(EQ-Add)Vroof(Wind-Add) 5th 7830 4824 333 205 7400 4318 4th 8432 5487 238 155 3rd 8902 5993 251 169 2nd 9212 6500 260 183 1st 9376 7152 516 394 level segment FTAO pier sum h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 5th 35.50 28.50 10.25 49450 80258 8 51670 18 2 22685 136 376 136 376 23.50 3.25 15679 25448 8 7179 18 2 9941 230 427 230 427 4th 35.50 28.50 9.2 40525 62281 8 46377 30 9 170134 -2518 -3735 -2382 -3359 0.00 9.2 0 0 8 0 30 9 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 3rd 35.50 28.50 9.2 44265 65752 8 46377 30 9 170134 -2412 -3637 -4794 -6996 0.00 92 0 0 8 0 30 9 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 2nd 35.50 28.50 9.2 48005 68041 8 46377 30 9 170134 -2307 -3572 -7101 -10568 0.00 92 0 0 8 0 30 9 0 #DrV/0! #DIV/0! #DIV/0! #DIV/0! 1st 0.00 9.2 0 0 8 0 30 9 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 18.17 9.2 65802 86258 8 12149 30 9 44570 1749 1938 #DIV/0! #DIV/0! ) i ) Farce Transfer A,rc�unr�.C?Openings Calculator ' ml,: x t �. f ;-00� (DIVE OPEN it4 `:t. - c_..,: tr 041-....a„s!r 0.ow."4 -.3e Wt407 P.*.,,, i wgn.. .a„.,-z1.w o-.°ax.a.,•s.,0.a .I,.6tein —awa 5e+. I,pw+w n.ers,..1 M, wo« .. k1+fFY'3••he4a ww.f a,.+ x raft.rsru.i.It.....i o«aiav „e .t.a..w.w�q d.4y.. :Fb.we.'wnM-.'VC 4. e...41,41 m.....' Project Information Code: Date: Designer: Client: Project: Wall Line: _t t(fil,_ .. gal it) 3211 i 2- F Lww(ftl Shear Wall Calculation Variables V 76301bf ,Onailing 1 Ad,(.Factor Method=1 L25-0:125ftyb3 t a__,io 33 jtf' hal 1 75 ft Wot(Pier Aspect Ratio Adj.Factor 11 4817ft1 hot 6.00ft Plshai/1.le 0.68 DIA' hwm, 10.25 ft hhl 2,50[t P2=(1o2)L2= 0.33. N/A Lwau 35.50 ft tut 7.00.ft 1.Hold-down forces:H=Vh,,,,ii/L,,,ii 2261 lbf 6.Unit shear beside Opening. Vl=(V/L)(L1+T1}/L1= 275 p1f i 2.Unit Shear eboye 4 bOJOW opening V2=(V/L)(12+L2)/L2= 275 plf First opening:val=vbl=H/(hal+hbl)= 532 pif Check Vl`L1+V2`L2=V7 7830 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)_ 3724 Ibf R1=Vl`L1= 2838 lbf R2=V2`12= 4992 Ibf 4.Corner forces F1=O1(L1)/(L1+L2)= 13501bf 8.Difference corner force+resistance F2=01(L2)/)L1+12)= 2374 lbf R1-Fl= 1488 Ibf R2-F2= 2618 lbf S.Tributary length of openings Ti=(Ll`Lo1)/(L1+L2)= 2.54 ft 9.Unit shear In corner zones T2=(L2`Lo1)/)L1+L2)= 4.46 ft -vc1=(R1-F )/L1= 144 p)f vc2=(R2-F2)/L2= 144 pif v(lb) i II M a Check'Summan/of Shear Values for One Opening Line 1:vci(halthhl)sVljh0114i7„ 612 1648 2261 Ibf Line 2:val(hal+hbl)-vcl(hal+hb1)-Vl(hol)=07 2261 612 1648 0 Line 3:va1(hal+hbl)-vc2(hal+hbl)-V1(hol)=07 2261 612 1648 0 Line 4:ec1(iiat hbi)+V1(hoSj=HT 612 1648 2261 lbf Design Summary's Req.sheathing Capacity 532 pif 4-Term Deflection 3-Term Defiectten Req.Strap Force `2374 lbf 4-Term Story Drift% 3-Term Story Drift% Req.HD Force(Fij 2261 Ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force(v,„,;} 221 pi( °The Design Summary assumes that the shear wall is designed as blocked. ° &� r Force Transfer Around Openings Calculator � oot QPEivihlf £.,f p*' to.trw.,.-o*. , 'P ++..,,evt *.a+sws,,,,,,•ac 'sw w.....• ,.�r» as w,b..0,v.;b•.,.-.,,a.. . .s -v r-.• a,......m. e4.em ez..,at,rwrnt✓ice..•.rt x we ,.w v+•itf,.•s tr.+ ..a..r*+An t+ wns. .t,. •�°4 harhrow.M.a�c.e—•ry-z.ia...rsaw kd+ Project Information Code: Designer::.. Date:. . Client _.. ..... Project: Wall line: tlifti Lnifftl -Wit) 1111111111 .2 i E. 4.wlft) Shear Wall Calculation Variables V 8432Ibt( Opehingl Adj.Factor'Method.)L25-o.125h/bs n 9 17 ft hal t Walt Piet Aspect Ratio Ad),Fetter 11 10,33'it hal 069.f L2 1817,ft� hal 6 00:$, Pi=ha1/Ll= D,S$ N/A hWe 2S6(t P2;1102/1.20. 0.33 N/A m 35.50 ft (.03 7.00 ft 1.Hold-down forces:H=Vhwie/lwaii 2178 Ibf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 296 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 296 plf First opening:vat=vb1=H/(hal+hbl)_ 687 plf Check V1"1.1+V2*L2=V? 8432 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lo1)= 4810 lbf R1=V1•L1= 3056 lbf R2=V2•L2= 5376Ibf 4.Corner forces Fl=01(L1)/(L1+L2)_ 1743Ibf 8.Difference corner force+resistance F2=01(L2)/(L1+L2)= 3066Ibf R1-F1= 1313 lbf R2-F2= 2309 Ibf 5.Tributary length of openings T1=(L1•1.o1)/(Ll+L2) 2.54 ft 9.Unit shear In corner zones T2=(12•Lo1)/(L1+L2)= 4.46 ft vc1=(R1-F1)/L1= 127 plf vc2=(R2-F2)/1.2= 127 Of V ilia 8 8 8 Check Summary of Shear Values for One Opening line 1:vc1(hal+hbl)+V1(hoi)=H? 403 1775 2178 IV Line 2:vat(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0? 2178 403 1775 0 Line 3:val(hal+hbl)-vc2(hal+hb1)-V1(hoi)=0? 2178 403 1775 0 Line 4:vc2(halthb1)+V2)hot)=if7 403 1775 2178 lbf Design Summary* Req.Sheathing Capacity 687 plf 4-Term OefotUon 3-Term DefleCtioh Req.Strap Force 3066Ibf 4-Term Story Driftli 3-Term Story Drift% Req.HD Force(HI 2178 lbf See Page 2 See Page 3 Req.Shear Wall Anchorage Force(vv,r,,) 238 plf .The Design Summary assumes that the shear wall is designed as blocked. ' Force Transfer Around Openings Colculotar TAlosibyAla �Jlv .t_tP NifdG, , ;� .:" �.. •t'a". tTe ix•r..:.,w�wdw••:. e,.rtm.�d.1 r.,. ric ti� �b 'r.a a..aa Fdvntp..t. d :. 1 .,,.iy..,ay' eC�.sw n...ssw..n.A Jar f .x�.ty,yeap, +«.f, ••a?ahN".a•f�3.444,44,..4.6 tr.il+`t+.N. uo4,,�rr—a.(vyyulct<ia.c-.. Project Information Code: Designer: Date: Client: Wall Line: _.. 111ps) Solitt) , txfft} MN 1 L.,..aift) Shear Wall Calculation Variables 'V7t 89D21bq Opening Adj.Factor ivrethod=jf1.25•3.125h/be) I,1? 10. hal, 0.67jft Wail Pier Aspect Ratio Ad).Nap(1.21 ` e.17ftI hol 6.Co'ft P1L.h01/tl= 038 N/A h.as 9.17 f1 hbl _:740 if P2=110,21t 03g. N/A LH 35.50 ft Lol 700;it 1.Hold-down forces:H=Vhw,i/L,,,,ii 2299 Ibf 6.Unit shear beside opening Vi=(V/L)(L1+Ti)/L1= 312 plf 2.Unit shear above+below opening V2=(V/L)(72+L2)/L2= 312 plf First opening:val=vbl=H/(hal+hbl)_ 725 plf Check V1*L1+V2*L2=V7 8902 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=vat x(Lol)= 5078 lbf ill=Vl*L1= 3227 lbf R2=V2•L2= 56751bf 4.Corner forces Fl=O1(L1)/(LS+L2)=..... 18401hf 8.Difference corner force+resistance F2=O1(L2)/(L1+1.2)= 3237 Ibf R1-F1= 1386 Ibf R2-F2= 2438 Ibf 5.Tributary length of openings T1=(L1•1.ol)/(L1+L2)= 2.54 ft 9.Unit Acerb)comer zones T2=(L2*Lo1)/(L1+L2)= 4.46 ft vci=.(R1-F1)/L1= 134 p)f vc2=(R2-F2)/L2= 134 plf V.(Ibi ... w NM ' NM Hllbi H(Ib) Check 5umma y of Shear Values for One Opening Line 1:vc1(itai+hb1)+V1(ho =ff7 425 1874 2299 ILO Line 2: 2299 425 1874 0 tine 3:vat(hai+hbl)-vc2(hal+hbi)-V1(ho1)=07 2299 425 1874 0 Line 4:vc2(hal+h41)9V2(haT)=H7 425 1874 2299 Ibf Design Summary* Req.Sheathing Capacity 775:plfl W 4-Term Deflection 3-Term Deflection_ Req.Strap Force 32.37fbf 4-Term Story Drift% 1 3-Term Story Drift% Req.l'$0 force pi) 2299,RAf See Page 2 See Page 3 Req.Shear Wall Anchorage force time.) 251;p)t. *The Design Summary assumes that the shear wall is designed as blocked. M 3 —. �� !� Force Transfer Around Openings Calculator = n.ij... "s S_^ ,.....•.+)wer�.,ingtt.w.v ... v+d a.P,r ka>>a.-aRa.I.a...ae.L5 at+... 4..... ,...,-,.ra.y.�-n w..a :war.�.t,4v (i M a. ! 3 cm ..Sotto,.e. a 4,r nmm.,.4..y-wx.4A1.1',,.:..�.h.w'wM .t�a..,a1.e4.bw.�S .,4.A+Mrn. Project Information Code: - Drsfgnet Date: Client:Project: Wall Line: LIR) Loth!) . tllfD_.. VV IIb) ti Ii ----- -- Shear Wall Calculation Variables VI 9212 ibij Opening I .Add.Factor Method=(1,25.0.12Sti/h8 Li. t$337t ha3 b.s7ft Wall Pier AFpett Ratio Adj.Fagot L2 18.17-ft hol 6.00ft Pl:(s /L1= 0.58 N/A hw:n 9.17 ft ht?3 IV*t P2 ho2/12= 0,33 N/A Lwaa 35.50ft to - 7,O0ft - - 1.Hold-down forces:H=Vh.,,,i,/L.,,,,i 23801bf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 323 plf 2.Unit shear above+below opening V2=(V/L)(T2+1.2)/1.2= 323 plf First opening:val=vb1=ffithel+bbli= 751 plf Check V19L1+V2'1_2=V? 92121bf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=va1 x(101): 5255 lbf R1=V1•L1= 3339 lbf R2=V2•L2= 58731bf 4.Corner forces - -- F1=01(L1)/(11+12)= 19051bf 8.Difference corner force+resistance F2=Ol(1.2)/(11+12)= 33501bf R1-F1= 1434 lbf S.Tributarylength of openings . R2-F2` 25231bf T1=(Li•Lo1)/(L1+L2)= 2.54 ft 9.Unit shear In corner zones T2=(L2•1o1)/(L1+L2)= 4.46 ft vcl=(Ri-F1)/L1= 139 plf vc2=(R2-F2)/L2= 139 plf v(Ibt IIIIIIIII 7 ; m a 3 7 H(Ib) H(Ib).. Check Summary of Shear Values for One Opening; Una 1:vtitha 1+hb3)+v1(ho3j:l-i?` Lbte;2:val(hal+hbl)-vci(hai+hhl)-V1(hoi)=0? 440 1939 2380 lbf 440 1939 0 Line.3:va1(hal+hbl)-vc2(hal+hbl)-V1(hol)=07 2380 440 1939 i}rte 4:vt2(halfhbl)V(i?oi)xli 2380 ? 0 440. 1939 2380 Ibf Design Summary'' Req.Sheathing Capacity 751 plf 4-Term Deflection 3-Term Defection Req.Strap Force 3350 Ibf 4-Term Story Drift% 3-Term Story Drift% Req.HD Force(Ft) 2380 lbf See Page 2 See Page 3 I Req.Shear Wall Anchorage Force(v.,,,) 259 plf. .The Design Summary assumes that the shear wall Is designed as blocked. Level Total Shear(lbs)(EQ)(ASD) Total Shear(Ibs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 4403 3410 85 66 4th 10570 8047 205 156 3rd 15382 11592 299 225 2nd 18554 15137 360 294 1st 20229 18682 613 566 le5thvel segment h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum Twind-asd Sum T e asd 51.50 12 40925 52836 8 127308 18 ( q ) ( ) ( q- ) 2 47741 -1245 -2033 -1245 -2033 4th 51.50 9,2 74034 97240 8 97603 30 2 79568 -627 -1208 -1871 -3241 3rd 51,50 9.2 106646 141511 8 97603 30 2 79568 7 -348 -1865 -3590 2nd 51.50 9.2 139259 170697 8 97603 30 2 79568 640 218 -1225 -3371 1st 33.00 9.2 171871 186109 8 40075 30 2 32670 3886 3656 2661 284 3 3 3 LCVCI I ORB onear(Ios)(r U)(ASu) I otal Shear Obs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 7627 5907 347 269 4th 18308 13939 832 634 3rd 26643 20079 1211 913 2nd 32138 26219 1461 1192 1st 35040 32359 1593 1471 level segment h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL F(oor/Roof Trib Floor/roof RM T(wind-asd) T 22.00 12 70888 91520 8 23232 18 (eg2853 Sum T(wind-asd) Sum T(eq-asd) 0.00 12 0 0 8 0 18 2 8712 2351 2853 2351 2853 0 #DN/0! #DN/0! #DIV/0! #DIVIO! 4th 22.00 9.2 128238 168433 8 17811 30 18 130680 0.001779 1581 4130 4435 9.2 0 0 $ a 30 18 0 #DIV/0! #DN/o! #D1V/01 #DIV/0! 3rd 22.00 9.2 184727 245117 8 17811 30 18 130680 4347 5067 0.00 9.2 0 0 8 0 30 18 8477 9502 0 #DN/0! #DIV/0! #DIV/0! #DN/0! 2nd 22.00 9.2 241216 295671 8 17811 30 18 130680 6915 7365 0.00 9.2 0 0 8 0 30 18 0 #DIV/0! 15392 16867 #DV/0! #DN/0! #DIV/0! 1st 22.00 9.2 297705 322368 8 17811 30 18 9482 8578 0.00 92 0 0 8; 0 30 18 1306800 #DIV/0! #DIV/0! 24874 25445 #DIV/0. #DIV/0! Level I oral near(lbs)(EQ)(ASD) Total Shear(lbs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 7627 5907 347 269 4th 18308 13939 832 634 3rd 26643 20079 1211 913 2nd 32138 26219 1461 1192 1st 35040 32359 1298 1198 level segment h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T wind-as T(eq-asd) Sum Twind-asd Sum T(eq-asd)22.00 12 70888 91520 8 23232 18 2 (wind-asd) ) (wind-asd) 0.00 12 0 0 8 0 18 2 87100 2351#DIV//0! #D2853 2351 2853 N/0! #DIV/0! #DIV/0! 4th 22.00 9.2 128238 168433 8 17811 30 18 130680 1779 1581 4130 4435 0.00 92 :0 0 8 0 30 18 0 #DIV/0! #DIV/0! #DN/0! #D1V/0! 3rd 22.00 9.2 184727 245117 8 17811 30 18 130680 4347 5067 0.00 92 0 0 8 0 30 18 0 #DIV/0! #DIV/0! #DIIV/0! #DIV/0! 2nd 22.00 9.2 241216 295671 8 17811 30 18 130680 6915 7365 0.00 9.2 0 0 8 0 30 18 0 #DN/0. #DN/0. #15392 16867#DIV/0!#DIV/0!�I 0. 1st 27.00 92 297705 322368 8 26827 30 18 196830 6056 4484 21448 21351 0.00 9.2 0 0 8 0 30 18 0 #DIV/0! #DIV/0! #DNIO! #DIV/0! 3 oiai anear pos)(IU)(A U) I otai shear(lbs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 3971 3075 180 140 4th 9531 7257 433 330 3rd 13871 10454 630 475 2nd 16732 13650 761 620 1st 18242 16847 995 919 Level segment h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 5th 22.00 12 36905 47647 8 23232 18 2 0 8712 806. 859 806 859 0 0 0.00 12 0 #DIV/0! #DIV/01 #DIV/0! #DIV/01 4th 22.00 9.2 66763 87690 8 17811 30 10 72600 569 287 1375 1146 0.00 9.2 0 0 8 0 30 10 0 #DIV/0! #DIV/01 #DIV/0! #DIV/01 3rd 22.00 9.2 96172 127612 8 17811 30 10 72600 1906 2102 3281 3248 0.00 9.2 0 0 8 0 30 10 0 #DIV/0! #DIV/01 #DIV/0! #DIV/0.! 2nd 22.00 9.2 125581 153932 8 17811 30 10 72600 3242 3298 6523 6546 0.00 9.2 0 0 8 0 30 10 0 #DIV/01 #DIV/0! #DIV/0! #DIV/0! 1st 18.33 9.2 154991 167831 8 12364 30 10 50398 6401 6074 12925 12621 0.00 9.2 0 0 8 0 30 10 0 #DIV/0! #DIV/01 #DIV/01 #DIV/0! 3 3 Lavoi I(ld,onear nos)ttU)lASU) I oral Shear(Ibs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 4335 2710 140 87 4th 10406 6395 336 206 3rd 15144 9212 489 297 2nd 18268 12028 589 388 1st 19917 15874 642 512 level segment h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 5th 31.00 12 32521 52021 8 46128 18 2 17298 -179 -163 -179 -163 0.00 12 0 0 8 0 18 2 0 #DN/0! #DN/0! #DN/0! #DN/0! 4th 31.00 9,2 S81131 95739 8 35365 30 2 28830 655 1225 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! 477 1061 #DN/0! #DN/0! 3rd 31.00 92 84746 139327 8 35365 30 2 28830 1491 2631 1968 3692 0.00 92 0 0 8 0 30 2 0 #01V/0! #DIV/0! #DN/01 #DN/0! 2nd 31.00 9,2 110661 168062 8 35365 30 2 28830 2327 3558 4295 7250 0.00 9,2 0 0 8 0 30 2 0 #DN/0! #DIV/0! #DN/0! #DIV/04 1st 31.00 9,2 146043 183237 8 35365 30 2 28830 3469 4047 7764 11297 0.00 9.2 0 0 8 0 30 2 0 #DN/0! #DIV/0! #DIV/0! #DIV/0! 3 i j' 7i , -- I , . �yl 1 f-TA0i ! } [ ( uwNNnal.c: Qt3 ; I).Ae _,.,5-rr . r149 1 _ I _ _ _ __ ._., _ __, ,,„._ ,_ i , kt.„.101,4 . I: ) ..6,-, • s M I 4 't,,z 14 2'{± ' t \) -- '(. '0)1 -6‘ 'z,.. .1-.'"*")A.Kt. o e 1°I 't s��up.i 3 I 1:. 1 I 'tic: t 1$fi No A b no .as..... ') P 57.0v+1 e- � G ,)(-. , '4,-:. : )t.,5.)�,� 4 4 ,t, 1 1 1 h, ! 1 `uit 1,14 . 41 rti srr,,e,..- :,`gib r 3 HAYDENBY DATE ENGINEERSREV DATE STRUCTuBA"t ctvl JOB NO 03) 968-9994 p (503) 968-8444 f SHEET OF \ ,c)-) —I '67 1 ZS7 6,, )-'>---.—* 7 6 I. t 1 1 \fri.: (, t3 1.5\? I - ;141\= r7'1 +4 41:- •leicz lifil ! lic, .7%.f) , D 0 ‘ iv /; , t i 43,\= 1Z>� �I i 1lw.%‘ I3?car Alei MO•ilvti Ai -i( E U , t r I . -v/ .1.J( 6 k, 44 . 1,4‘,14. 1 1 i 1 i I I s 1 1 L _ _ __ 3 HAYDEN BY DATE EENFGINEERS REV DATE srauGrur x I CIVIL JOB NO ,03)968-9994 p (503) 968-8444 f SHEET OF ) Grdd-221 Level Total Shear(lbs)(EQ)(ASD) Total Shear(Ibs)(Wind)(ASD) unit shear(EQ) unit shear(wind) 5th 3588 2132 350 208 4th 8613 5030 650 380 r 3rd 12535 7245 946 547 c 2nd 15120 9461 1163 728 1st 16485 12705 1076 829 level segment FTAO pier sums h OTM(wind-asd) OTM(eq-asd) Wall DL Wall RM Floor/Roof DL Floor/Roof Trib Floor/roof RM T(wind-asd) T(eq-asd) Sum T(wind-asd) Sum T(eq-asd) 5th 19.00 5.00 13,5 14037 23629 8 19494 18 14 45486 -1313 -1834 -1313 -1834 5.25 5.25 13.5 14739 24811 8 1488 18 14 3473 2240 3875 2240 3875 4th 19.00 5.00 9.2 17461 29903 8 13285 30 2 10830 157 432 -1156 -1403 5.25 5.25 9.2 18334 31398 8 1014 30 2 827 3282 5665 5522 9540 3.00 3.00 9.2 10477 17942 8 331 30 2 270 3372 5800 3372 5800 3rd 19.00 5.00 9.2 25152 43517 8 13285 30 2 10830 562 1148 -593 -255 5.25 5.25 9.2 26410 45693 8 1014 30 2 827 4820 8388 10342 17928 3,00 3.00 9.2 15091 26110 8 331 30 2 270 4910 8523 8282 14323 2nd 19.00 5.00 9.2 33476 53502 8 13285 30 2 10830 1000 1674 407 1419 22.00 8.00 9.2 53561 85603 8 17811 30 2 14520 1553 2568 11895 20497 0.00 0.00 9.2 0 0 8 0 30 2 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1st 16.66 6.66 9.2 50813 65933 8 10214 30 2 8327 2382 2956 2789 4375 18.33 8.66 9.2 66073 85732 8 12364 30 2 10080 2870 3575 14765 24072 ..Z> It? z-_____ )4 t q l br( , rr) 5 4- ( 14 25 X3� _ ^er env "-)- ( z" ) ON __. _ Force Transfer Around Openings Calculator ff +� M* 1144-.♦ ,rAlcir..,cr=rh +e.,3 Jw«+xYc^+,n l`.1.0 0...,Ke,itr.., ¢a d...tl L ,.is ,,, i,4 axr y...t.4.. b *wry•,,..,MO....INMLa,.......r4 w}.aiM+:Sr jai'.....;44 00 ,t. .n..7:1.4 aA. max• t t fax Project Information Code: Date: Designer. - _ Client: _ Project: Wall Line: t:.4ft) Lai id' ali V1I� 1 : E- lf =I iir. lf 2 Lw.a(ft) Shear Wall Calculation Variables V 17581131' Opening Adj,Factor Method=1 2bs/h-:. Ll i 2.5(2ft hal 230:ft Wall?}lerAspettRattu Adj,Factor L2I 250 ft hot &so tt, P1=hoi/L1= 3.40 0.588 hw,iw 13.50 ft hbl 2.5O f1- P2=ho2/L2= 3.40 0.588 Lwall 19.00 ft Lol -14;opkt 1.Hold-down forces:H=Vhw,11/Lw,a 12491bf 6.Unit shear beside opening V1=tWt.)(Lli T1)/11= 352 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 352 plf First opening:vat=vbl=H/(hal+hbl)= 250 plf Check V1*L1+V2*L2=V? 1758 lbf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lol)= 34971bf R1=V1*L1= 879 lbf R2=V2*L2= 879lbf 4.Corner forces. Fl=01(L1)/(L1+12)= 1749 Ibf 8.Difference corner force+resistance F2=O1(L2)/(Ll+L2)= 1749 lbf Ri-F1= 870 lbf R2-F2= -870 lbf S.Tributary length of openings T1=(L1*Lo1)/(LI+12)= 7.00 ft 9.Unit shear In corner zones T2=(L2•Lo1)/(L1+12)= 7.00 ft vcl=(R1-F1)/L1= -348 plf vc2=(R2-F2)/L2= -348 plf '. N f 7 = Hilbl v`",„ H(Ib)� Check Summary of Shear Values for One Opening Lint 1:vci(hal+hbl)+V1(hol)=H? -1739 2989 1249 Ibf li Line 2:val(hal+hb1)-vc1(hal+hbl)-V1(hol)=0? 1249 -1739 2989 0 Line 3:vat(hal+hbl)-vc2(hai+hb1)-V1(hol)=0? 1249 -1739 2989 0 Line 4:vc2(hal+fibl)+V2(M0i)4l? -1739 2989 1249 lbf Design Summary* Req.Sheathing Capacity 598 plf t 4-Term Deflection 3-Term Cie-No.10n( Req.Strap Force 1749 Ibf 4-Term Story Drift% 3-Term StoryDrift Ff Req.HD Force(H) 1249 lbf See Paget See Page 3 1 Req.Shear Wall Anchorage Force(vm„) 93 plf Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 *The Design Summary assumes that the shear wall Is designed as blocked. Force Transfer Around Openings Calculator ApiA ONO C7PCffihfC + .t. _,p�+g lha tnt•va+Av vw7cs>•.c�ff .. ., . enw+tF }tm./.bs<4ar ,:... .7lrs qe 1........,- r Project fnformatton Code: Date:. Designer: _. Client: Pmje<t: Wall Line:. I:1irt) Witt)' L011 I t w(l+) Shear Wall Calculation Variables V 32731bfJ °pehing 1 At.factor Method=f' 2bd_/h t1 2.50 141 0.07 ft Well pier Aspect Ratio Adj.Factor 42 240 It hol 6.00"ft Pl4o1/41e 2.40 0.833 hmij 9.17ft hhi 2'.SOft P21)o2/LZ= 2.40 0,883 Lwaa 19.00 ft Lai .714.001t 1.Hold-down forces:H=Vhwai/Lwall 1580 lbf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 655 plf 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 655 plf First opening:vat=vb1=H/(hal+hbl)= 498 plf Check V1"L1+V2•L2=V? 3273 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Loll= 69761bf R1=V11L1 1637 lbf R2=V2`L2= 1637 Ibf 4.Corner forces Fl=01(L1)/(L1+L2)= 3488 Ibf 8.Difference corner force+resistance F2=O1(L2)/(Ll+L2)= 3488 Ibf R1-F1= -1852 Ibf R2-F2= -1852 Ibf S.Tributary length of openings T1=(L1"Lo1)/(L1+L2)= 7.00 ft 9.Unit shear in corner zones T2=(L2•Lol)/(Ll+L2)= 7.00ft vc1=(R1-F1)/L1 -741 plf vc2=(R2-F2)/L2= -741 plf V(lb) g 7 Check Summary of Shear Values for One Opening. -. -... --..... _ Line 1:vc1(hal+hbl)+V1(hol)=H7 -2348 3928 1580 lbf Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(hol)=0? 1580 -2348 3928 0 Line 3:val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 1580 -2348 3928 0 Line 4:vc2(ha.1+-itlt1J+V2fho1)=H2; _._ -2348 3928 1580 Ibf Design Summary* Req.Sheathing Capacity 786 plf 4-Term Deflection 3-Term Deflection Req.Strap Force 3488 Ibf 4-Term Story Drift 56 3-Term Story Drift 36 Req.HD Force(H) 1580 Ibf See Page 2 See Page 3 Req.Shear Wail Anchorage Force(vm„) 172 plf Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 .The Design Summary assumes that the shear wall is designed as blocked. Force Transfer Around Openings Calculator �r ) I of c OPCnair iC , rl r¢^ % W .yni •�p.(Y' CI t nr a.1. ,.wFna.6R«+.U** , S agrah y r1w yr- I -.,!..n Project Information Code: Date .._.. Designer: Client:' Project: Wall Line: v Obi 1111111111111111 11111111 c' F2 1 Miftl Shear Wall Calculation VbfeS V: :47631bf Opening 1 pd).Factor Method Li+,_., ISO ft, hal O$7ft Wall Pier Aspect Ratio Arlf,Factor L21, ...230 ftl hol 6.90 ft Pleho1/L1= 2.40 0.833 hwaa 9.17 ft hbl :: 250,ft P2=ho2/L2= 2.40 0.833 Lw,e 19.00 ft Lot 14A3 ft 1.Hold-down forces:H=Vhwe1j/Lwaii 22991bf 6.Unit shear beside opening V1=(V/L)(L1+T1)/11= 953 pif 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 953 pif First opening:val=vbl=H/(hal+hbi)= 725 pif Check V1•L1+V2•L2=V? 4763 Ibf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lolj= 10152 ibf R3=V1•L1= 2382 ibf R2=V2•L2= 23821bf 4.Corner forces Fl=01(L1)/(L1+L2)= 5076 ibf 8.Difference corner force+resistance F2=01(1.2)/(Ll+L2)= 5076 ibf R1-F1= -2695 ibf R2-F2= -2695Ibf S.Tributary length of openings T1=(Ll•Lol)/(L1+L2)_.... 7.00 ft 9.Unit shear in corner zones T2=(L2•Lol)/(Ll+L2)= 7.00 ft vc1=.(R1-F1)/L1= -1078 pif vc2=(R2-F2)/L2= -1078 pif V(lb) N d 6 7 Check summary of Shear Values for One Opening tine 1:vc1(hal+hb1)+V1(hol)=H? -3417 5716 2299 lbf line n:vat(hal+hbl)-vc1(hal+hbl)-V1(hol)=0? 2299 -3417 5716 0 line 3:val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 2299 -3417 5716 0 Line 4:vt2(halthb1}+V2(ho1)=F(? -3417 5716 2299 ibf Design Summary* _- - Req.Sheathing Capacity 1143 Of _-- 4-Term Deflection 3-Term Deflection" Req.Strap Force 5076 ibf. 4-Term Story Drift% 3-Term Story Drift 94. Req.HD Force(H) ....2299 ibf See Page 2 See Page 3 Req.Shear Wall Anchorage Force(v,,,,,) 251 pif f Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor in SDPWS 4.3.4.2 'The Design Summary assumes that the shear wall is designed as blocked, 1 Force Transfer Around Openings Calculator A4 oJtNr„OPENING .,. n=4...s...�ir s.4.@r.t,sr&))... s.!.I .u. n#a:-+01.10-. 1,, _.S..n_.-.s#e$', . i A'`..........4-6..”0 i-.. ✓" . rn g.s. ...w.{atoms-A .rro.vx..uF:hx.....a w.fv .enw w8,m,'.-v✓w.1:.4wk to.a.sa......J..n.e a+•. hw.loot ro oot,eti* »_.-,+ Project information Code: Date:, Designer: Client: Wall Line: LJ(f1) Le It t2} . IIIIIIIIIII 1 E 1 NMI E 1-.....(ft) Shear Wall Calculation Variables V 5400 ibf Opening 1 Aril Fad Method='1.25.f1.325i1/01 11 2.6 ft ha • O.f'!ft Wall Pier Aspeet3tatdo .-Adj.fatItir L2 ... 2. hat 6.00.ft Pi ini/L1 2.40 050 hw,u 9.17 ft hbl 2.50 ft Pa fip2/L2= 140 0.9Sb Lw,il 19.00 ft Lol lomik 1.Hold-down forces:H=Vhw,,/Lw,ii 2606 ibf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 1080 pif. 1 Z.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 1080 plf First opening:val=vbl=HJ(hal+hbl)= 822 pif CheckVl`L1+V2•L2=V7 5400 lbf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lo1)= 11510 Ibf R1=V1'L1= 2700 Ibf R2=V2•L2= 27001bf 4.Corner forces F1=01(L1)/(1+L2)= 5755 Ibf -8.Difference corner force+resistance F2=01(L21/(L1+L2)= 5755 Ibf R1-F1= -3055 ibf R2-F2= -30551bf S.Tributary length of openings -- -- - T1=(L1•Lo1)/(L1+L2).=. 7.00 ft 3r llaSiteatin.cornertoned T2=(L2•Lo1)/(L1+L2)= 7.00 ft vc1=(R1-F1)/L1 -1222 pif vc2=(R2-F2)/L2= -1222 pif Vpa 12a 1.11111 ROM 4". sipb)i Check Susmnniy of Shear Values for One Opening Line 1:vci(hal4lib1,14,Vitha3)aF{,t -3874 6480 2606 Ibf time 2:vul(hal+hbl)-vcl(hal+hbl)-V1(hol)=07 2606 -3874 6480 0 Linn 3:va1(hal+hbl)-vc2(hal+hbl)-V1(hol)=07 2606 -3874 6480 0 Lisle;4:'va2(hai+fabl)+V2(hdl)=fig -3874 6480 2606 ibf Design Summary* Req.Sheathing Capacity '1222 plf `- 4-Term Deflection 0.540 M. - 3-Term Deflection 'O 534 fn. ...... Req.Strap force 5755 Ibf ` 4-Term Story Drift id 0.020% 3-Term Story Drift% 0.019% Req.HD Force(H) 26061bf ,� - See Page 2 See Page 3 Req.Shear Wall Anchorage Force(v,„,,,) 284 pif Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 "The Design Summary assumes that the shear wall is designed as blocked. IForce Transfer Around Openings Calculator ' t;F+r .-)to c,t,ENIf,,G ., n.Ix,.;.......,..d trr .ta.,..roa ....,ro..cc.4am..".to...e®..1...4ttth4.;i s..e.s-...r......�.a.«.,v...r.-ffi1,1...:.s.d. ;�,1e" .4...y.A+m,�^"Ni0.0-, '4ma.-v Yi+.«tv.+.^w,. Ny-^vmN.1or.mtr.v.t h.-oN.s.W.mcv✓..,.-a-.frt.r.TiN Cs/ d.,�.. i ,., " _ _ - 1. Project Information Code: _.. _. _.. Date: Designer: Client Project Wall Line: Witt Wilt}: it{ff} V lib) �_ ... 1 F. i 2 4..rittl Shear Wall Calculation Variables V' '9720 ibf Openings Adj Factor Method= 1.75 D:125t1Jbs i L3 6,00 ft hal 4 67,ft Wail Pier Aspect Ratte Adj.,Factor L2 2.00 ft hoi -COO ft Pi=i o1/ti= 1.00 N/A: hwat 9,17 ft hill ISO t' px= /L2 3.Od 0.875. Lwan 22.00 ft. toi _144uft 1.Hold-down forces:H=Vhwaii/Lw,,, 4051 ibf 6.Unit shear beside opening V1=(V/L)(L1+T1)/L1= 1215p1f 2.Unit shear above+below opening V2=(V/L)(T2+L2)/L2= 1215 pif First opening:vat=vb1=H/(has+hbl)= 1278 pif Check V1*L1+V2*L2=V? 97201hf OK 3.Total boundary force above+below openings 7.Resistance to corner forces First opening:01=val x(Lo1)= 17893 ibf R1=V1*L1= 7290 Ibf R2=V2"L2= 24301bf 4.Corner forces Fl=01(L1)/(L1+L2)= 134201bf S.Difference corner force+resistance F2=01(L2)/(L1+L2)= 4473 ibf R1-F1= -6130 ibf R2-F2= -2043 ibf 5.Tributary length of openings Ti=(Ll*Lo1)/(L1+L2)= 10.50 ft 9.Unit shear In corner zones T2=(L2"Lo1)/(L1+1.2)= 3.50 ft vc1=(R1-F1)/L1= -1022 pif vc2=(R2-F2)/L2= -1022 pif a1111111111111 H(Ibj �..d,. H(I—b—)1 Check 5tlmmaty of Shear Values for One Opening ,Line 1:vc1(hal+hbl)+V1(ho1)=H7 -3239 7290 4051 ibf Line 2:val(has+hb1)-vc1(hal+hbl)-V1(ho1)=07 4051 -3239 7290 0 Line 3:val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 4051 -3239 7290 0 Line 4:vc2thalihb2j+V2)holj=H? -3239 7290 4051 Ibf Design Summary* Req.Sheathing Capacity 3389pii 4-Term Defiettlon 0564 in, 3-Term Deflection 0,536 in- Req.Strap Force 13420 ibf 4-Term Story Drift% 0.021% 3-Term Story Drift% t1.taa%r Req.fill Force{Hi 4051 jbf See Page 2 See Page 3 Req.Shear Wall Anchorage Force{vn,p;) 442 pit Req.Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 'The Design Summary assumes that the shear wall is designed as blocked.