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Specifications (A - oo/5- Ccec( 3b 5w72 ' RECEIVED AUG 1 2013 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR SERVPRO OF TIGARD TUALATIN OREGON BUSINESS PARK I 16480 SW 72nd AVE TIGARD, OR 97224 R�CcjVD JUL 2 5 -- 2013 NEW RAMP -- a‘il fUgt tO PROire 12,1;7 . OREGO , ✓O „y 15, ( tiN F. NORM EXPIRES: 12/31/14 `A Contents • Details A-B D1 -D2 Contact Person: John E Nordling,PE Retaining Wall R1 -R5 • NORDLING Proj. No.: 13-267 STRUCTURAL TIGARD TUALATIN UALATIN ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200 Beaverton OR,97008 Date: JUL 2013 By: JEN Sheet No.: COVER I INTERSTATE 5 6 A\ .. 04. 6..., n \' . ��° • ir -�.._'`. ,... EXT/290E /.O fa , °ti �r •l1v 10 SA fM fq-, 1 i • Li a OREGON ' •� i {'.. - - - - 2 �� - r _ BUSINESS PARKI �_ �11 12 16 Ey rri.r� \� \� I SUBJECT PARK MAP z e • 112,, simawuiiimli nmm i6i1W1imoui muioimdi I it • _71L. Lf n— i1 .,----- ----•,.. ......� � ` -- --,---_--- - ----- --- - - --..,r--- `` .,___, el PLAN - BUILDING #2 z-qpi ,�ED PROFFs45, ANG J NE- .. �'i 2,187 1 vl Il dr tr I OREGON 67 v0 ✓G( ' 1 5, , 5' \,- 6. A ,,,, . NORo\--\ I EXPIRES: 12/31/14 I I I NORDLING Proj. No.: 13-267 SERVPRO STRUCTURAL TIGARD TUALATIN c' e$V1 ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200 Beaverton OR,97008 Date: JUL 2013 By: JEN Sheet No.: DI • • V 1 12'PAINTED PIPE RAILING a p I'D=3,000 Fy=60,000 u� S 4'CDrvc sue n .. . . HEAVY S'OON,F SH COMPACTED 3/4 - 4-0l�r am tG` ^' LINE OF FOOTING 6EVOno1..:,?-'..F/y 4cyF y bb 7, ✓� __..1� W. 1)z CLEAR TOP)�1 s{y c . iL .h - .Plr, = 'h �= ' 7 3 33 � 't a _ :3nrglIF,EA < Z 9,0° \ EXISTING ASPHALT o y �'.1 ,,y °^21 P4 • 15_0' . . . . . . . . . . 24•_0• TIE NEW WALL TO EXISTING BUILDING WITH *4 X 1'-6'@ HORIZ REINF-DRILL/EPDXY 3' SIMPSON'SET EPDXY 1 OFFSET NEW WALL 2'FROM - - - EDGE OF DOOR OPENING - ,..-P .. I I W INSTALL 3'6'HIGH HAND RAIL ON TOP OF RETAINING WALL- I H<3H'-0' I 2'-6' ATTACH WITH WELD PLATES 3'-0'<H<5-6' 3'-6' 4°CONC.SLAB W/#4 @ 24'O.C.E.W. ,,, _h -HEAVY BROOM FINISH 1'CHAMFER-BOTH SIDES Q 54 CONTINUOUS TOP OF WALL- F.D ..-IN • #4 @ 16'VERT CENTERED - INWALL WRH6°HOOK till ..� '�1.+i3�- .".4 @ 16'HORIZ- '''n.S<y ', '.7y. �'T.i _ COMPACTED 3/4- - s �T G 1,y CRUSHED ROCK FILL - `FP.ir. n�g9 #4x I:9 @15'0.C. / Ila F.F9'o t„--A-k•-2.-a .>-.5-- 7a,-.- (3)#4 CONTINUOUS©FOOTING • - -`� 4:`,-.. .-.4--2-:-11-) En.`!„ ' • .3g''7 EXIST.ASPHALT PAVING 04 x18'REBAR @24'O.C.- .. . . . ORIVEI2'IMOEY.I6TASPHALT two 1,,, tp PROFF� ,!i c\� ANG1N6- lil✓ ,�. 12 1 OREGON to _.. . \1.. . .. ... ... . .. . .. - _ ,...„2, 4 0 Y75, ,9 F. NOR9\- 1 I EXPIRES:12/31/14 Proj. No.: 13-267 I 1 NORDLING 4t1 ( SERVPRO STRUCTURAL TIGARD TUALATIN ENGINEERS, LLC PAC TRUST 6775 SW 111th,suite 200•Beaverton OR,97008 Date:JUL 2013 By:JEN Sheet No.: 2 Z • • 1l a.P.WED PRE RAILING - R- b •L I.6=3000 Fy=60,000 I. 4.CONIC sue _ q HEAVY S.00>.i ROSH `$ws C CONAPACTE01a CRUSHED ROCK RLL yKt• 4j�H h - 1_ .C.Gl • L L rvE OF Poo-NG sEvor+o • - P b • - c +X^ C 5 E' 's_ ' Z f Ck 3i�� -z-• i-r - r ',,,▪`GTS 7. '++e'r; i 4@2<•OC.EW. -r .2._-� Sh< 1 iye 1� ▪x ..-▪ .s ,a Y..e_g,rte 4 3 ---g. .'1,. ..} A c.;CLEAR TOP) �r ' �'S �� 33-r.• 4^ - .,Jb35t��3 -.-,g5:�. ..: ecc.c" ._. _ 9'A' L \ EXISTING ASPHALT "' 19 e� III4 S f N, 18'-01 24'_0• TIE NEW WALL TO EXISTING BUILDING WITH #4 X1-6.@ HORIZ REINF-DRILL/EPDXY 3' SIMPSON'SEX EPDXY - - OFFSET NEW WALL 2'FROM- EDGE OF DOOR OPENING ` _ - H 1 W INSTALL 36'HIGH HAND RAIL H 53'-0' I 2'-6' ON TOP OF RETAINING WALL- ATTACH WITH WELD PLATES 3'-014H<4'-6'I 3'-6' 4'CONC.SLAB W/04 @ 24'0.E.W. -HEAVY BROOM FINISH 1'CHAMFER-BOTH SIDES U #4 CONTINUOUS TOP OF WALL— LO • r-IN, - - #4 @ 16'VERT CENTERED - IN WALL WITH 6'HOOK 4 g.. '.4 @ 16'HORIZ- 111314 r�' �'-2 �k '^'�..r.... ( COMPACTED 3/4- - n F CRUSHED ROCK FILL `�.+J'f _ )3 'j.•fF-'3 d i #4x Im @16'O.C. a r'.+.a z . . "•:;357-__,.,-•`174') (3)#4 CONTINUOUS @FOOTING O z'�. EXIST.ASPHALT PAVING- `// 04 x 18'REBAR@24'0.C.- C `N "�irwl ...._... DRIVE 12'INTO EXIST ASPHALT min NORDLING Proj. No.: 13-267 SERVPRO STRUCTURAL TIGARD TUALATIN . (71 ENGINEERS, LLC PAC TRUST 6775 SW 111th,Suite 200'Beaverton OR,97008 Date: JUL 2013 By:JEN Sheet No.: (7---1 Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 • Page: CANTILEVERED RETAINING WALL DESIGN • DAVIS INDUSTRAIL PARK g -� f 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'I 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 ...AbovelBelovv:[+I-1 = 0.0 ft -Friction = 360 # 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 = 1022.5 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 45.2 psf By ACI Eq 9.1 = 1432 63 psf Fy = 60000 psi Allowable Press. = 1500 psf Mu-Upward = 0 482 ft-# Min.As Percent = 0.0012 Ecc.of resultant = 4.12 in Mu-Downward = 0 851 ft-11 Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu-Design = 0 -369 ft-# Toe Heel Max.Shear @ Heel = -3.45 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 = 3.89 :1 Cover over Reber = 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.64 :1 'd' = 6.50 7.50 in # 8 @ 0.00 48.00 in olc Ru = Mulbd"2 = 0.0 7.3 psi # 9 @ 0.00 48.00 in olc SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-# # ft ft-11 Active Soil Press. = 257.2 1.28 328.6 0 0 0 Soil over Heel = 0 0 0 570.0 1.46 831.3 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 0 350.0 0.33 116.7 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-# 1201.2 # 1264.3 ft-# Resisting Totals Used For Soil Pressure 1201.2 # 1264.3 ft-# (Vert.Component of Active Pressure Removed) (continued on next page R2. V4.4B2(c) 1983.95 ENERCALC Bruce W. Kenny, KW060914SI Nordling Structural 67f55 SW 111th #200Engineers, LLC • Beaverton, OR 97008 Page: • CANTILEVERED RETAINING WALL DESIGN 1 ,x, DAVIS INDUSTRAIL PARK V 0 ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 0.0 <= Mn = 3423.0ft-# Vu = 0.00 <= Vn = 93.11 psi Interaction Value = 0.000 Second Stem From 3.00ft to 4.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 0.0 <= Mn = 3423.0ft-# Vu = 0.00 <= Vn = 93.11 psi Interaction Value = 0.000 Third Stem From 2.00ft to 3.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 9.9 <= Mn = 3423.Oft•# Vu = 0.28 <= Vn = 93.11 psi Interaction Value = 0.003 • Fourth Stem From 1.00ft to 2.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi, Fy= 60000.Opsi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 79.3 <= Mn = 3423.Dft•# Vu = 1.72 <= Vn = 93.11 psi Interaction Value = 0.023 Bottom Stem From 0.00ft to 1.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Mu = 267.8 <= Mn = 3423.0ft-# Vu = 4.41 <= Vn = 93.11psi Interaction Value = 0.078 • • V4.4B2(c) 1983.95 ENERCALC Bruce W. Kenny, KW060914SL Nordling Structural Engineers, LLC 67-/S SW 111th #200 - Beaverton, OR 97008 Page: CANTILEVERED RETAINING WALL DESIGN kA DAVIS INDUSTRAIL PARK V o.- G 4 � ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete wl#4 @ 12.00in,d=4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 1.2 <= Mn = 3423.0ft-# Vu = 0.02 <= Vn = 93.11 psi Interaction Value = 0.000 Second Stem From 3.00ft to 4.00ft 8.00in Concrete wI#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 33.5 <= Mn = 3423.0ft-# Vu = 0.84 <= Vn = 93.11 psi Interaction Value = 0.010 Third Stem From 2.00ft to 3.00ft 8.00in Concrete wl#4 @ 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf,Bar Embed= 12.0in Mu = 154.9 <= Mn = 3423.0ft-# • Vu = 2.91 <= Vn = 93.11psi Interaction Value = 0.045 Fourth Stem From 1.00ft to 2.00ft 8.00in Concrete wI#4 @ 12.00in,d= 4.0Din f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 425.2 <= Mn = 3423.0ft-# Vu = 6.22 <= Vn = 93.11psi Interaction Value = 0.124 • Bottom Stem From 0.00ft to 1.00ft 8.00in Concrete wI#4© 12.00in,d= 4.00in f'c= 3000.0psi,Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Mu = 903.7 <= Mn = 3423.Oft-# Vu = 10.76 <= Vn = 93.11 psi Interaction Value = 0.264 1Z4- V4.4B2(c) 1983-95 ENERCALC Bruce W. Kenny, KW060914SL Nordling Structural Engineers, LLC 6715 SW 111th #200 . Beaverton, OR 97008 Page: ' CANTILEVERED RETAINING WALL DESIGN DAVIS INDUSTRAIL PARK S• ` 4:-; C (4 ' 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 = 3.25 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 3.25 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 = 498 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. -Passive Pressure = 63 # Passive Press. = 180.0 pcf ...AbovelBelow:[+I-] = 0.0 ft -Friction = 690 # 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 = 1311.6 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 104.6 psf By ACI Eq 9.1 = 1836 146 psf Fy = 60000 psi Allowable Press. = 1500 psf Mu-Upward = 0 1983 ft-# Min.As Percent = 0.0012 Ecc.of resultant = 5.54 in Mu-Downward = 0 3107 ft-# Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu-Design = 0 -1124 ft-# Toe Heel Max.Shear @ Heel = -5.99 psi One-Way Shear: # 4 @ 0.00 22.22 in olc • Allow.Ftg Shear = 93.11 psi Actual = 0.0 6.0 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 = 4.04 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.51 :1 'd' = 6.50 7.50 in # 8 @ 0.00 48.00 in olc Ru = Mulbd"2 = 0.0 22.2 psi # 9 @ 0.00 48.00 in olc SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft-11 # ft ft-1 Active Soil Press. = 497.8 1.78 884.9 0 0 0 Soil over Heel = 0 0 0 1395.0 1.96 2731.9 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 0 500.0 0.33 166.7 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 406.2 1.63 660.2 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-# 2301.2 # 3558.7 ft-11 . Resisting Totals Used For Soil Pressure 2301.2# 3558.7 ft-# (Vert. Component of Active Pressure Removed) • (continued on next page. (412 V4.4B2(c) 1983-95 ENERCALC Bruce W. Kenny, KW060914SL