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Specifications ( L 2-9, S&) 7, { tL dPk tipz, ✓U� C 171 8Uf10�N0��I 0�3 STRUCTURAL CALCULATIONS 0,04/410 oy FOR OBPI SW 72nd AVE TIGARD, OREGON -- RAMP RETAINING WALL -- tol PROFF /1 ,187 �. w OREGON ✓G(Y 15, ° titi F. NOR°- EXPIRES:12/31/14 Contents Detail A D1 Contact Person: John E Nordling,PE Calculations R1 -R5 NORDLING Proj. No.: 13-232 OBPI STRUCTURAL SW 72ND AVE g ENGINEERS, LLC A.J. WEBER CONSTRUCTION 6775 SW 11 tui.sere 200•I3caver1oo oa.97008 Date: JUN 2013 By: JEN Sheet No.: COVER ri' N Gam. C-Ps ii t Kitt w,Cs,-L 1Ø : • II (-- -t ►,,..sc4 .V)..,c'c,, Frii i .% i,,,) ,›.) Cit.V,,r -4 1 vJA.4L• Tot , / (lk��tv4 Cw•�;I11,-,(4 >.,-.,..Pt^�a acro+ t.,.,:r , 4- l..�, , J` c 9)1>�1.,.. tt w r -"t—q., COI' Dcw{.b _ .C ----____ �J k ` ^tel IW,.►,PRcrz_e, 14 V-1 3 G 2 6,4 I r�•p " �' ! CSG. Z� �.u7K`i " i „ t I i .. 7),_ �i a t` 14.7El% UE1-�s• ( cA._ C ) 77-1 —o G'P"1 . 4 , 6 4. o [' _, -� o .. - =_ 3,J " �ti-1)*4 , °) \LAgq- - k : - � N s, (., t.%t' PRace " ' ` G 1 `i/��` )ftv � 1 0NGt NFER , z, i� ,iceO' GO1s�N 4 0 . 41 . e-�rA‘NsIN4 WML -o ✓ ,y ,5 9''''b \406,4, E. NOR°\'\ I EXPIRES: 12/31/14 I NORDLING Proj. No.: 13-232 _ ni, r STRUCTURAL OBPI SW 72ND AVE ENGINEERS, LLC A.J. WEBER CONSTRUCTION 6775 SW 111th,Suite 200 Beaverton OR,97008 Date: JUN 2013 By: JEN Sheet No.: sc-- Sum 1 C . ', i L K G a ,Ll, t I t �' � 1-.4.t--(:;, t t7Q.. ....i ts Zi u -,� (+��1- U`) • 3-0 �- 4--i �� [, / 1 • . - ' 74—,-=1:`• • 1 �'= = -_-�-- �� (.' n _�is 1t M 41 2. . - ce-x. C -„;;4 ., • • • 1 _ NORDLING Proj. No.: 13-232 STRUCTURAL oBpl SW 72ND AVE L__ J ENGINEERS, LLC A.J. WEBER CONSTRUCTION 6775 SW 111th,Suite 200 I3eaverton OR,97008 Date: JUN 2013 By: JEN Sheet No.: t7-- . Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:07/01113 Page: CANTILEVERED RETAINING WALL DESIGN OBPI • SW 72ND AVENUE (44 G 3 J WALL&FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height = 3.00 ft Axial DL on Stem = 0 plf Lateral Load Acting on Wall Ht.above Soil = 0.50 ft Axial DL on Stem = 0 plf Stem Above Soil = 0.00 psf Toe Width = 0.00 ft '...Eccentricity = 0.00 in Add.'Lateral Load = 0.00 plf Heel Width = 2.25 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 2.25 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 10.00 in Note:Toe Surcharge Resists Overturning Key Depth = 0.00 in Note:Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 1500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 35.0 pcf Load Eccentricity = 0.00 in FtglSoil Friction = 0.30 Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in Slope Press. = 0.0 pcf Ftg.CL to Wall = 0.00 ft Lateral Pressure = 257 # Backfill Slope = 0.0 :1 Vert.Position of Ftg. -Passive Pressure = 63 # Passive Press. = 180.0 pcf ...AbovelBelow:[+I-] = 0.0 ft -Friction = 352 # Soil Density = 120.0 pcf Spread Footing ? No Add'I Force Required = 0.0 # Soil Ht over Toe = 0.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 992.7 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 50.7 psf By ACI Eq 9-1 = 1390 71 psf Fy = 60000 psi Allowable Press. = 1500 psf Mu-Upward = 0 632 ft-11 Min.As Percent = 0.0012 Ecc.of resultant = 4.06 in Mu-Downward = 0 1040 ft-# Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu-Design = 0 -408 ft-# Toe Heel Max.Shear @ Heel = -3.48 psi One-Way Shear: # 4 @ 0.00 22.22 in olc Allow.Ftg Shear = 93.11 psi Actual = 0.0 3.5 psi # 5 @ 0.00 34.44 in olc Factors of Safety: Allowable = 0.0 93.1 psi # 6 @ 0.00 48.00 in olc Overturning = 3.84 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.61 :1 'd' = 6.50 7.50 in # 8 @ 0.00 48.00 in olc Ru = Mulbd"2 = 0.0 8.1 psi # 9 @ 0.00 48.00 in olc SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-# # ft ft-# Active Soil Press. = 257.2 1.28 328.6 0 0 0 Soil over Heel = 0 0 0 630.0 1.38 866.3 Soil over Toe = -12.2 0.28 -3.4 0.0 0.00 0.0 Sloped Soil @ Heel = 0 0 0 0.0 0.00 0.0 Adjacent Ftg.Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe = 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 0.0 0.00 0.0 Load @ Proj.Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 262.5 0.25 65.6 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 281.2 1.13 316.4 Key Weight = 0 0 0 0.0 0.00 0.0 Vertical Component of Active Pressure = 0 0 0 0.0 0.00 0.0 Totals = 245.0 # 325.2 ft-11 1173.7 # 1248.3 ft-# Resisting Totals Used For Soil Pressure 1173.7 # 1248.3 ft-# (Vert.Component of Active Pressure Removed) (continued on next page....) • V4.4B2(c) 1983-95 ENERCALC Bruce W.Kenny, KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:07101/13 Page: CANTILEVERED RETAINING WALL DESIGN t � OBPI - SW 72ND AVENUE f� 3-0 1 continued) STEM SUMMARY Top Stem: From 2.00 ft to Top of Wall 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.0in Mu = 9.9 <= Mn = 1925.4ft-# Vu = 0.46 <= Vn = 93.11psi Interaction Value = 0.005 Second Stem From 1.50ft to 2.00ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.Din Mu = 33.5 <= Mn = 1925.4ft-# Vu = 1.29 <= Vn = 93.11psi Interaction Value = 0.017 Third Stem From 1.00ft to 1.50ft 6.00in Concrete w/#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 12.0in Mu = 79.3 <= Mn = 1925.4ft-# • Vu = 2.53 <= Vn = 93.11psi Interaction Value = 0.041 Fourth Stem From 0.50ft to 1.00ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.0in Mu = 154.9 <= Mn = 1925.4ft-# Vu = 4.18 <= Vn = 93.11psi Interaction Value = 0.080 Bottom Stem From 0.00ft to 0.50ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 6.0in Mu = 267.8 <= Mn = 1925.4ft-# Vu = 6.25 <= Vn = 93.11psi Interaction Value = 0.139 V4.4B2(c)1983.95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:07101113 Page: CANTILEVERED RETAINING WALL DESIGN OBPI • SW 72ND AVENUE 3‘_p G V L c-(o WALL&FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height = 4.50 ft Axial DL on Stem = 0 plf Lateral Load Acting on Wall Ht.above Soil = 0.50 ft Axial DL on Stem = 0 plf Stem Above Soil = 0.00 psf Toe Width = 0.00 ft ....Eccentricity = 0.00 in Add'I Lateral Load = 0.00 plf Heel Width = 3.50 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 3.50 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 10.00 in Note:Toe Surcharge Resists Overturning Key Depth = 0.00 in Note:Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 1500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 35.0 pcf Load Eccentricity = 0.00 in FtglSoil Friction = 0.30 Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in Slope Press. = 0.0 pcf Ftg.CL to Wall = 0.00 ft Lateral Pressure = 498 II Backfill Slope = 0.0 :1 Vert.Position of Ftg. •Passive Pressure = 63# Passive Press. = 180.0 pcf ...AbovelBelow:[+I-1 = 0.0 ft -Friction = 730 # Soil Density = 120.0 pcf Spread Footing ? No Add'I Force Required = 0.0 # Soil Ht over Toe = 0.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1203.9 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 186.1 psf By ACI Eq 9.1 = 1685 260 psf Fy = 60000 psi Allowable Press. = 1500 psf Mu-Upward = 0 3004 ft-# Min.As Percent = 0.0012 - Ecc.of resultant = 5.13 in Mu-Downward = 0 4190 ft-# Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu•Design = 0 -1185 ft-11 Toe Heel Max.Shear @ Heel = -4.94 psi One-Way Shear: # 4 @ 0.00 22.22 in olc Allow.Ftg Shear = 93.11 psi Actual = 0.0 4.9 psi # 5 @ 0.00 34.44 in olc Factors of Safety: Allowable = 0.0 93.1 psi # 6 @ 0.00 48.00 in o/c Overturning = 4.65 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.59 :1 'd' = 6.50 7.50 in II 8 @ 0.00 48.00 in olc Ru = Mulbd"2 = 0.0 23.4 psi # 9 @ 0.00 48.00 in olc SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-11 # ft ft-# Active Soil Press. = 497.8 1.78 884.9 0 0 0 Soil over Heel = 0 0 0 1620.0 2.00 3240.0 Soil over Toe = -12.2 0.28 -3.4 0.0 0.00 0.0 Sloped Soil @ Heel = 0 0 0 0.0 0.00 0.0 Adjacent Ftg.Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe = 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 0.0 0.00 0.0 Load @ Proj.Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 375.0 0.25 93.8 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 437.5 1.75 765.6 Key Weight = 0 0 0 0.0 0.00 0.0 Vertical Component of Active Pressure = 0 0 0 0.0 0.00 0.0 Totals = 485.6# 881.6 ft-11 2432.5 # 4099.4 ft-# Resisting Totals Used For Soil Pressure 2432.5 # 4099.4 ft-# (Vert.Component of Active Pressure Removed) (continued on next page....) tZ.CI V4.4B2(c) 1983.95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 Date:07101113 Page: CANTILEVERED RETAINING WALL DESIGN 0BPI SW 72ND AVENUE 2 f �, (4 L Adr Grow 10° ( continued) STEM SUMMARY Top Stem: From 2.00 ft to Top of Wall 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.0in Mu = 154.9 <= Mn = 1925.4ft-# Vu = 4.18 <= Vn = 93.11 psi Interaction Value = 0.080 Second Stem From 1.50ft to 2.00ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 12.0in Mu = 267.8 <= Mn = 1925.4ft-# Vu = 6.25 <= Vn = 93.11psi Interaction Value = 0.139 Third Stem From 1.00ft to 1.50ft 6.00in Concrete WI#4 @ 16.00in,d= 3.00in f'c= 3000.Opsi,Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 12.0in Mu = 425.2 <= Mn = 1925.4ft-# Vu = 8.73 <= Vn = 93.11 psi Interaction Value = 0.221 Fourth Stem From 0.50ft to 1.00ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 12.0in Mu = 634.7 <= Mn = 1925.4ft-# Vu = 11.62 <= Vn = 93.11 psi Interaction Value = 0.330 Bottom Stem From O.00ft to 0.50ft 6.00in Concrete wl#4 @ 16.00in,d= 3.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 75.00psf,Bar Embed= 6.0in Mu = 903.7 <= Mn = 1925.4ft-# Vu = 14.93 <= Vn = 93.11 psi Interaction Value = 0.469 cLS V4.4B2(c) 1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A