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REVIEWED Additional Structural Calculations
Equilibria STRUCTURAL ENGINEERING 9999 Harbour Place Suite 107, Mukilteo, WA 98275 Ph: 360.386.9476 Email: email@equilibria-engineering.com www.equilibria-engineering.com August 17, 2020 City of Edmonds Building Division Attention: Donovan Akau Subject: Pickering Townhomes Building Department Project number: BLD2020-0388 Project No: E1396 Dear Donovan Akau: This letter is in response to the Correction Notice #1 prepared by your office, with regards to the structural correction items only. 1.) We have provided a no -heel retaining wall detail. It is our understanding that the adjacent lot where the grade differential exists is a grassy lawn area with no vehicle surcharge. We have designed for a typical 40 psf surcharge for the retaining wall. If there are any questions regarding this, or if we may be of further assistance, please contact this office. Sincerely, Equ' � ria J Le' inee�J Engineering, Inc PS ist, P.E., S.E. 08/17/2020 LIN PO e 7- JASON LINDQUIST, P.E., S.E. Jason Lindquist, P.E., S.E. 4.75ft Retaining Wall at 24 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI Detail Concrete f'c = 2500 psi z Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft3 in �o z #5 @ 18 in (S&T) m #5@12in z in of 0 6Toe Bars: #5 @ 12 in �--3.67 ft f x -3.67 ft-1 4.34 ft-1 Check Summary Ratio Check Provided Required Combination _ - Stability Checks ----- �/ 0.867 Overturning 1.73 1.50 1.OD + 1.OL+ 1.OH 0.908 Sliding 1.10 1.00 1.OD + 1.OL + 1.OH 0.582 Bearing Pressure 2500 psf 1454 psf 1.OD + 1.OL + 1.OH 0.915 Bearing Eccentricity 11.9 in 13.01 in 1.OD + 1.OL + 1.OH ----- Toe Checks ----- v/ 0.266 Shear 6.02 k/ft 1.6 k/ft 1.4D v/ 0.463 Moment 8.82 ft-k/ft 4.08 ft-k/ft 1.2D + 1.6L+ 1.6H 0.196 Min Strain 0.0204 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.03 in' 0 in' 1.2D + 1.6L + 1.6H 1.000 Development 6 in 6 in 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.000 Shear 3.84 Wft 0 Wft 1.2D + 1.61L + 1.6H -0.000 Moment 1.6 ft-k/ft -0 ft-k/ft 1.2D + 1.61L + 1.6H ----- Stem Checks ----- �/ 0.665 Moment 7.43 ft-k/ft 4.94 ft.k/ft 1.2D + 1.61L+ 1.6H 0.375 Shear 5.12 k/ft 1.92 k/ft 1.2D + 1.61L + 1.6H 0.237 Max Steel 0.0169 0.0040 1.2D + 1.61L + 1.6H V 0.000 Min Steel 0.03 in2fin 0 in2fin 1.2D + 1.61L+ 1.6H 0.998 Base Development 7 in 6.98 in 1.2D + 1.61L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.61L + 1.6H V 1.000 Horz Bar Spacing 18 in 18 in 1.2D + 1.61L + 1.6H Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat... No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT Yes Use Vert. Comp. for Sliding Yes Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom Yes Use Toe Passive Pressure for Bearing Yes Required F.S. for OT 1.50 Required F.S. for Sliding 1.00 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 2500 psf Req'd Bearing Location Middle half Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 Ib/ft3 QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 1 of 2 Monday 08/17/20 3:34 PM Jason Lindquist, P.E., S.E. 4.75ft Retaining Wall at 24 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI �,uuus Loading Options/Assumptions 40 psf 4 Passive pressure neglects top 1 ft of soil. y= 120 Ib/ft3 Lo 1'EFP = 40 Ib/ft3 � V N N ,y= 120lb/ft3 'YEFP = 200 Ib/ft3 Load Combinations IBC 2015 (Strength) 1.2D + 1.61- + 1.61-1 1.2D + 1.61- + 0.91-1 1.2D + 0.51- + 1.61-1 1.2D+0.51-+0.91-1 1.2D + 1.61-1 1.213 + 0.91-1 0.9D + 1.61-1 0.9D + 0.91-1 1.4D QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 2 of 2 Monday 08/17/20 3:34 PM Jason Lindquist, P.E., S.E. 4.75ft Retaining Wall at 12 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI Detail Concrete f'c = 2500 psi in� Rebar Fy = 60000 psi + �8 I Unit Weight = 150 Ib/ft3 #5 @ 18 in (S&T) cq r; n #5 @ 12 in -- in N O 8 in 3.67 ft- b Toe Bars: #5 @ 12 in 3.67 ft-1 4.34 ft- Check Summary Ratio Check Provided Required Combination - Stability Checks ----- _ �/ 0.787 Overturning 1.91 1.50 1.OD + 1.OL+ 1.OH 0.985 Sliding 1.02 1.00 1.OD + 1.OL + 1.OH 0.423 Bearing Pressure 2500 psf 1056 psf 1.OD + 1.OL + 1.OH 0.796 Bearing Eccentricity 10.35 in 13.01 in 1.OD + 1.OL + 1.OH ----- Toe Checks ----- v/ 0.219 Shear 6.02 k/ft 1.32 k/ft 1.4D v/ 0.359 Moment 8.82 ft-k/ft 3.17 ft-k/ft 1.2D + 1.6L+ 1.6H 0.196 Min Strain 0.0204 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.03 in' 0 in' 1.2D + 1.6L + 1.6H 1.000 Development 6 in 6 in 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.000 Shear 3.84 Wft 0 Wft 1.2D + 1.61L + 1.6H -0.000 Moment 1.6 ft-k/ft -0 ft-k/ft 1.2D + 1.61L + 1.6H ----- Stem Checks ----- �/ 0.455 Moment 7.43 ft-k/ft 3.38 ft-k/ft 1.2D + 1.61L+ 1.6H 0.291 Shear 5.12 k/ft 1.49 k/ft 1.2D + 1.61L + 1.6H 0.237 Max Steel 0.0169 0.0040 1.2D + 1.61L + 1.6H V 0.000 Min Steel 0.03 in2fin 0 in2fin 1.2D + 1.61L+ 1.6H v/ 0.857 Base Development 7 in 6 in 1.2D + 1.61L + 1.6H V 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.61L + 1.6H V/ 1.000 Horz Bar Spacing 18 in 18 in 1.2D + 1.61L + 1.6H Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat... No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT Yes Use Vert. Comp. for Sliding Yes Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing Yes Required F.S. for OT 1.50 Required F.S. for Sliding 1.00 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 2500 psf Req'd Bearing Location Middle half Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 Ib/ft3 QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 1 of 2 Monday 08/17/20 3:35 PM Jason Lindquist, P.E., S.E. 4.75ft Retaining Wall at 12 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI �,uuus Loading Options/Assumptions 40 psf 4 Passive pressure neglects top 1 ft of soil. i y= 120 Ib/ft3 yEFP = 40 Ib/ft3 M N M (D y= 120 Ib/ft3 'YEFP = 200 Ib/ft3 Load Combinations IBC 2015 (Strength) 1.2D + 1.61- + 1.61-1 1.2D + 1.61- + 0.91-1 1.2D + 0.51- + 1.61-1 1.2D+0.51-+0.91-1 1.2D + 1.61-1 1.213 + 0.91-1 0.9D + 1.61-1 0.9D + 0.91-1 1.4D QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 2 of 2 Monday 08/17/20 3:35 PM Jason Lindquist, P.E., S.E. 2.75ft Retaining Wall at 24 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI Detail �--2ft---� [--2.67 ft� Check Summary Concrete f'c = 2500 psi Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft3 #5 @ 18 in (S&T) #5@18in Toe Bars: #5 @ 18 in Ratio Check Provided Required Combination ----- Stability Checks ----- _ �/ 0.948 Overturning 1.58 1.50 1.OD + 1.OL+ 1.OH 0.737 Sliding 1.36 1.00 1.OD + 1.OL + 1.OH 0.595 Bearing Pressure 2500 psf 1487 psf 1.OD + 1.OL + 1.OH 0.948 Bearing Eccentricity 7.58 in 8 in 1.OD + 1.OL + 1.OH ----- Toe Checks ----- v/ 0.179 Shear 6.02 k/ft 1.08 k/ft 1.4D v/ 0.229 Moment 5.99 ft.k/ft 1.37 ft.k/ft 1.2D + 1.6L+ 1.6H 0.125 Min Strain 0.0321 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.02 in' 0 in' 1.2D + 1.6L + 1.6H 1.000 Development 6 in 6 in 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.000 Shear 3.84 k/ft 0 k/ft 1.2D + 1.61L + 1.6H -0.000 Moment 1.6 ft-k/ft -0 ft-k/ft 1.2D + 1.61L+ 1.6H ----- Stem Checks ----- �/ 0.397 Moment 5.06 ft-k/ft 2.01 ft.k/ft 1.2D + 1.61L+ 1.6H 0.206 Shear 5.12 k/ft 1.05 k/ft 1.2D + 1.61L + 1.6H 0.149 Max Steel 0.0268 0.0040 1.2D + 1.61L + 1.6H V 0.000 Min Steel 0.02 in2fin 0 in2fin 1.2D + 1.61L+ 1.6H v/ 0.857 Base Development 7 in 6 in 1.2D + 1.61L + 1.6H �/ 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.61L + 1.6H V 1.000 Horz Bar Spacing 18 in 18 in 1.2D + 1.61L + 1.6H Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat... No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT Yes Use Vert. Comp. for Sliding Yes Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom Yes Use Toe Passive Pressure for Bearing Yes Required F.S. for OT 1.50 Required F.S. for Sliding 1.00 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 2500 psf Req'd Bearing Location Middle half Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 Ib/ft3 QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 1 of 2 Monday 08/17/20 3:36 PM Jason Lindquist, P.E., S.E. 2.75ft Retaining Wall at 24 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI �,uuua Loading Options/Assumptions 40 psf 4 Passive pressure neglects top 1 ft of soil. �n 10 y= 120 Ib/ft3 yEFP = 40 Ib/ft3 N � � N N � N i -y= 120 Ib/ft3 '1EFP = 200 Ib/ft3 Load Combinations IBC 2015 (Strength) 1.2D + 1.61- + 1.61-1 1.2D + 1.61- + 0.91-1 1.2D + 0.51- + 1.61-1 1.2D+0.51-+0.91-1 1.2D + 1.61-1 1.213 + 0.91-1 0.9D + 1.61-1 0.9D + 0.91-1 1.4D QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 2 of 2 Monday 08/17/20 3:36 PM Jason Lindquist, P.E., S.E. 2.75ft Retaining Wall at 12 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI Detail Concrete f'c = 2500 psi Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft3 #5 @ 18 in (S&T) z x � #5@18in cq vi T in N Toe Bars: #5 @ 18 in �--2.67 ft--� - Check Summary Ratio Check Provided Required Combination - Stability Checks ----- _ �/ 0.832 Overturning 1.80 1.50 1.OD + 1.OL+ 1.OH 0.929 Sliding 1.08 1.00 1.OD + 1.OL + 1.OH 0.435 Bearing Pressure 2500 psf 1086 psf 1.OD + 1.OL + 1.OH 0.847 Bearing Eccentricity 6.78 in 8 in 1.OD + 1.OL + 1.OH ----- Toe Checks ----- v/ 0.138 Shear 6.02 k/ft 0.83 k/ft 1.4D v/ 0.175 Moment 5.99 ft-k/ft 1.05 ft-k/ft 1.2D + 1.6L+ 1.6H 0.125 Min Strain 0.0321 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.02 in' 0 in' 1.2D + 1.6L + 1.6H 1.000 Development 6 in 6 in 1.2D + 1.6L + 1.6H ----- Heel Checks ----- ,/ 0.000 Shear 3.84 Wft 0 Wft 1.2D + 1.61L + 1.6H V/ -0.000 Moment 1.6 ft-k/ft -0 ft-k/ft 1.2D + 1.61L + 1.6H ----- Stem Checks ----- �/ 0.234 Moment 5.06 ft-k/ft 1.19 ft.k/ft 1.2D + 1.61L+ 1.6H 0.145 Shear 5.12 k/ft 0.74 k/ft 1.2D + 1.61L + 1.6H 0.149 Max Steel 0.0268 0.0040 1.2D + 1.61L + 1.6H v 0.000 Min Steel 0.02 in2fin 0 in2fin 1.2D + 1.61L+ 1.6H 0.857 Base Development 7 in 6 in 1.2D + 1.61L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.61L + 1.6H 1.000 Horz Bar Spacing 18 in 18 in 1.2D + 1.61L + 1.6H Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat... No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT Yes Use Vert. Comp. for Sliding Yes Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom Yes Use Toe Passive Pressure for Bearing Yes Required F.S. for OT 1.50 Required F.S. for Sliding 1.00 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 2500 psf Req'd Bearing Location Middle half Wall Friction Angle 25° Friction Coefficent 0.35 Soil Reaction Modulus 172800 Ib/ft3 QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 1 of 2 Monday 08/17/20 3:36 PM Jason Lindquist, P.E., S.E. 2.75ft Retaining Wall at 12 inch planter Job # E1396 EQUILIBRIA STRUCTURAL ENGINEEI �,uuus Loading Options/Assumptions 40 psf 4 Passive pressure neglects top 1 ft of soil. i� fo Y= 120 Ib/ft3 � YEFP = 40 Ib/ft3 N � M + N M N � N T Y= 120lb/ft3 YEFP = 200 Ib/ft3 Load Combinations IBC 2015 (Strength) 1.2D + 1.61- + 1.61-1 1.2D + 1.61- + 0.91-1 1.2D + 0.51- + 1.61-1 1.2D+0.51-+0.91-1 1.2D + 1.61-1 1.213 + 0.91-1 0.9D + 1.61-1 0.9D + 0.91-1 1.4D QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Edmonds Tow ... \E1396 Retaining Wall.rwd Page 2 of 2 Monday 08/17/20 3:36 PM