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Specifications 'ivy r Luau I`IVIIULlI`IU JIisUt.,IUIi /L tlVhIIVttl(J No•Z31's P. % /I1 1 6 2 Ceo La 72_ ne t \1e_ gZ RECEIVED NOV 04 2008 STRUCTURAL CALCULA.Ti m� DIV FOR AM S OIL OREGON BUSINESS PARK I 16260 SW 72nd AVENUE PORTLAND, OR 97224 -- RAMP / STAIR -- ,*p PRO'? 12,187 , Ar ' ♦REGON � r 16, � 0 4 � . NOR EXPIRES:12 / 31 / 0 `." City of Tigard A• 'live. Plans B ,'� g I �Lli�!k Date= 6Z-CD D QJ 72, +32 OFFICE COPY Contents Details A- B DI - D 1 Contact Person: John E Nordling, PE Calculations C 1 - C7 NORDLING Proj. No.: 08 -336 STRUCTURAL EXTERIOR RAMP j ENGINEERS, LLC PAC TRUST 6775 SW 111th, Suite 200 • Beaverton OR. 97008 Date: NOV 2008 By: TEN Sheet No.: COVER • ��� IWI WL ! I1u J I fvU1.iI U(1HL CJ' . l I ttNJ No .2329 P. 3/11 I / 4 5,0.0. uu -a s24' 0/c EACH tUAY rrirD DEPTH) TIE TO WALL O i _. _ . I I 5EE O B II I II 1 B $IM I I wog O O I I TYP J I I I O II II i 8 II II ( j II �! II EXISTING_, rCa 3.000 psi t I DOCK RAMP Fy, 60,000 p+ I j VERIFY SUITABLE COMPACTED BASE, 1.1 • REPORT CONFLICTS TO ENGINEER. I II tl II i I I I I ` S I �r Ap PROf /' / 12,187 i 4 I , ■— r 11 JREGON i ,:: 4 ' � ✓L y 1 5 . or RAMP / ST PLAN 0 N , . Noao dh 1 EXPIRES: 12/ 31/0: jr �� NORDLING Proj. No.: 08-336 STRUCTURAL AMSOII. C EXTERIOR RAMP ENGINEERS, LLC PAC TRUST 6775 SW 111th. Suite 200 . Beaverton OR, 97008 Date: NOV 2008 By: JEN Sheet No.: D1 ' I`i0v. 4. LUUO O.461'M NUfit/L1N J1NULIUNRL tNUINttNJ NO•L;L;i • 4 /11 1 ■ DA 4 `411' .. Ail # d- wow, Q aa..;n,' wr4w0? • Pm ...n.4. 4- : • Q . Sit s4-A'Se'w: : _ �a' - - *4 QlZ e...‘)... 4's30 C.Et:(.1btk. 114vt : • : •: :1711.Ar S11 t.'i,►.1 ByrTs C) \ - : : . N • - - : l .r --la- • .: 3 Art-‘' .? : . Air 0: : : . 3 .. i \ : . lit 6 .i '....) : . ' i ktun (Sv vrArgvt. N • artroes (11. (a; ;,,,,,to �R�D PROfF /, t. W FL I. • : . : 12,18 CM 1 el 1) OREGON A : .) \ Q 1STISi :aC�ntri rs i t ..,E ALL:., : . • V ° yti <r t5.. ,o e. NoFa ' NOBB Proj. No.: 08 -3361 STRYJCTIT EXTERIO R AMP ! „,z ?-'` L LLC PAC TRUST ENGINEERS, UST 6775 SW 111 h, Suite 200 • Beaverton OR, 87008 Date: NOV 2008 By: JEN Sheet No.: Pt Nov. 4. 2008 5:48PM NORDLING STRUCTURAL ENGINEERS NO.LiL.i V :ill I , . //�� �P . f .- - --- -. j-f . . �Z� �' �'�, L31J;L-SLA 4 • •• • ; 3 . ✓ �:�- : - ; :o i • . 3 [ . z�: (1)..,--. . . -';" •....> . . ( 1 S.,vsefgvt _ `_ �.� : Gres — � �.. w= War (4 • fi c• - ic -- A 0.10.3 kJ., 4-.K. : : : : . : : . 5 - Q.)∎. - 9S--;■ 0 tw c-uk : : • STf t 1.5 2- : -,: : \-.3 • 4 -- v Jo .30 . .. 1.,.-o ` (1- : e l NORDLING Proj. No.: 08 -336 AMSOIL flit5V STRUCTURAL EXTERIOR RAMP ENGINEERS, LLC PAC TTtWST 6715 SW 111t6. Suite 200 • Beaverton OR 97008 Date: NOV 2008 By: 1EN Sheet No.: i • “,. • i. cvuu o. I' rLLinu JIr1Ul,lUNHL ti' ii`Jttlil No. nn P. 6/11 Norating Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11104108 Page: CANTILEVERED RETAINING WALL DESIGN AMSOIL -1'' 5' RETAINING WALL ` WALL & FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height - 4.67 ft Axial DL on Stem - 0 pif Lateral Load Acting on ' Wall Ht. above Soil 0.00 ft Axial DL on Stem - 0 pif Stem Above Soil = 0.00 psf Toe Width - 0.00 ft ....Eccentricity - 0.00 in Add Lateral Load - 0.00 plf Heel Width - 3.00 ft Surcharge over Toe - 0.0 psf Dist to Load Start - 0.00 ft Total Footing Width = 3.00 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 11 SLIDING CHECK Active Lateral = 30.0 pcf Load Eccentricity - 0 - 00 in Ftg/Soil 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 - 454 # Backfill Slope - 0.0 :1 Vert. Position of Ftg. - Passive Pressure = 61 # Passive Press. = 175.0 pcf ...AbovelBelow:( +I1 - 0.0 It Friction 638 # Soil Density - 120.0 pcf Spread Footing 7 No Addl Force Required - 0.0 # Soil Ht over Toe - 0.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1320.8 psf Soil Press. Mult. Toe Heel f'c 2500 psi Pressure © Heel - 96.7 psf By ACI Eq 9 -1 - 1849 135 psf Fy - 60000 psi Allowable Press. - 1500 psf Mu- Upward - 0 1911 ft-# Min. As Percent = 0.0012 Ecc. of resultant - 5.18 in Mu- Downward - 0 2999 ft -11 Omit SP Under Heel 7 No Max. Shear @ Toe - 0.00 psi Mu•Design o 0 .1088 ft.# - Toe Heel Max. Shear @ Heel = .6.01 psi Ona•Way Shear: # 4 @ 0.00 22.22 in olc Allow. Ftg Shear = 85.00 psi Actual 0.0 6.0 psi # 5 © 0.00 34.44 in olc Factors of Safety: Allowable - 0.0 85.0 psi # 6 @ 0.00 48,00 in olc Overturning - 3.73 :1 Cover over Rebar - 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.54 :1 'd' = 6.50 7.50 in # 8 @ 0.00 48.00 in olc Ru - Mulbd"2 - 0.0 21.5 psi # 9 @ 0.00 48.00 in olc SUMMARY OF FORCES & MOMENTS Overturning Moments Resisting Moments Origin of Force... {I ft ft.# 11 ft ft - # Active Sail Press_ - 454.3 1.83 8314 0 0 0 Sail over Heel - 0 0 0 1401.0 1.75 2451.8 Soil over Toe - -10.4 0.28 -2.9 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 Averaged Stem Wts. - 0 0 0 350.3 0.25 - 87.6 Added Lateral Load - 0.0 0.00 0.0 0 0 0 Footing Weight - 0 0 0 375.0 1.50 562.5 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 - 443.911 830.5 ft-# 2126.2 # 3101.8 ft-# Resisting Totals Used For Soil Pressure 2126.21 3101.8 ft -# (Vert. Component of Active Pressure Removed) (continued on next page....) CZ. • 17UV • 4. CURS 0.4y1-'M 11UIiUL I IVha J 1 Ul 1 UIi/ L tlThI l`IttRJ N0 • Z.in P. 1/1 I Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11104108 Page: CANTILEVERED RETAINING WALL DESIGN AMSOIL N f� ` u.A RETAINING WALL 11 � ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 6.00in Concrete wl # 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 2.6 < - Mn - 2487.6ft -# Vu = 0.12 < = Vn = 85.00psi Interaction Value = 0.001 • Second Stem From 3.00ft to 4.00ft 6.00in Concrete wl # 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 39.6 < - Mn - 2487.6ft -# Vu - 1.43 < = Vn - 85.0(lpsi Interaction Value - 0.016 Third Stem From 2.00ft to 3.00ft 6.00in Concrete wl # 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.0in Mu = 161.8 < - Mn - 2487.6ft 4 Vu - 4.15 < - Vn - 85.00psi Interaction Value - 0.065 Fourth Stem From 1.O0ft to 2.00ft 6.00in Concrete wl 1/ 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.= 75.00psf, Bar Embed- 12.0in Mu = 420.2 < - Mn - 2487.6ft -# Vu o 8.28 < - Vn - 85.00psi Interaction Value - 0.169 Bottom Stem From 0.00ft to 1.00ft 6.00in Concrete w1# 4 @ 12.00in, d- 3.00in Sc- ' 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 6.0in Mu - 865.7 < - Mn - 2487.61t4 Vu - 13.84 < ' Vn - 85.00psi Interaction Value - 0.348 CI) • I`IOV. 4. LUUJ O.401'M NUKUL.11111 JIKUGIUKHL tNIaIPILLKJ 1 \10.L3ZU P. 1/11 Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11104/08 Page: CANTILEVERED RETAINING WALL DESIGN AMSOIL S Fra 1U RETAINING WALL WALL & FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height - 3.67 ft Axial DL on Stem - 0 pif Lateral Load Acting on Wall Ht. above Soil - 0.00 It Axial DL on Stem - 0 pif Stem Above Soil - 0.00 psf Toe Width - 0.00 ft ....Eccentricity = 0.00 in Add'I Lateral Load - 0.00 p11 Heel Width = 2.25 ft Surcharge over Toe - 0.0 psf Dist to Load Start = 0.00 It 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 Oepth - 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 g • SLIDING CHECK Active Lateral - 30.0 pcf Load Eccentricity - 0.00 in FtglSoil Friction - 0.30 Max Press. = 0.0 pcf Footing Width - 0.00 It Soil to Neglect - 0.00 in Slope Press. - 0.0 pcf Ftg. CL to Well = 0.00 ft Lateral Pressure - 304 # Backfill Slope - 0.0 :1 Vert. Position of Ftg. - Passive Pressure - 61 # Passive Press. y 175.0 pcf ...Above /Below:[ +11 - 0.0 ft Friction - 398 # 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 - 1184.7 psf Soil Press. Mult. Toe Heel f'c - 2500 psi Pressure @ Heel - 0.0 psf By ACI Eq 9 -1 - 1659 0 psf Fy = 60000 psi Allowable Press. - 1500 psf Mu- Upward - 0 651 ft -# Min. As Percent 0.0012 Ecc_ of resultant = 4.54 in Mu- Downward - 0 1212 ft -#1 Omit SP Under Heel 7 No Max. Shear @ Toe - 0.00 psi Mu•Design - 0 -562 ft-#I Toe Heel - Max. Shear @ Heel - -4.78 pi One-Way Shear: # 4 @ 0.00 22.22 in olc Allow. Ftg Shear - 85.00 psi Actual - 0.0 4.8 psi k 5 @ 0.00 34.44 in olc Factors of Safety: Allowable - 0.0 85.0 psi # 6 @ 0.00 48.00 in olc Overturning - 3.18 :1 Cover over Reber - 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 11.1 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. - 304.2 1.50 456.6 0 0 0 Soil over Heel - 0 0 0 7.70.7 1.38 1059.7 Soil over Toe - -10.4 0.28 -2.9 0.0 0.00 0.0 Sloped Soil @ Heel - 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 To - 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 Stern Wts. - 0 0 0 275.3 0.25 68.8 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 - 293.8 a 453.7 ft -# 1327.2 # 1444.9 ft # Resisting Totals Used For Soil Pressure 1327.2 # 1444.9 ft - (Vert. Component of Active Pressure Removed) (continued on next page....) G4- • Nov. 4. 2UIM NUHULINIi SIHUUIUHAL ENUINLLHS N0. 32 'I /II Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11104108 Page: CANTILEVERED RETAINING WALL DESIGN l AMSOIL 74 hii RETAINING WALL ( continued) STEM SUMMARY Top Stem: From 3.00 ft to Top of Wall 6.00in Concrete wl 1 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 2.6 < - Mn ® 2487.6tt4 Vu - 0.12 < - Vn - 85.00psi Interaction Value - 0.001 Second Stem From 2.00ft to 3.00ft 6.00in Concrete wl f/ 4 @ 12.00in, d- 3.00in Cc- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu = 39.6 < = Mn = 2487.6ft.# Vu - 1.43 < - Vn - 85.00psi Interaction Value - 0.016 Third Stem From 1.O0ft to 2.00ft 6.00in Concrete wl # 4 @ 12.00in, d- 3.0Oin f'c= 2500.0psi, Fy= 60000.0psi Wall Wt.= 75.00psf, Bar Embed= 12.0in Mu - 161.8 < - Mn - 2487.61t•# Vu - 4.15 < - Vn - 85.00psi Interaction Value = 0.065 Fourth Stem From 0.50ft to 1.O0ft 6.00in Concrete wl # 4 @ 12.00in, d- 3.00in f'c= 2500.0psi, Fy= 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 270.8 < - Mn - 2487.6ft -# Vu - 6.04 < - Vn - 85.00psi Interaction Value - 0.109 Bottom Stem From 0.00ft to 0.50ft 6.00in Concrete wl # 4 @ 12:OOin, d= 3.00in 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 6.0in Mu - 420.2 < - Mn - 2487.6ft4 Vu - 8.28 < - Vn - 85.00psi Interaction Value - 0.169 NOV • • 4 • ZIJUb O :4y1-M PIUKUL 1 Nli J I KUU I UKAL tPlli l PlttKJ II L • 1 ! I I . Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11104108 Page: CANTILEVERED RETAINING WALL DESIGN AMSOIL kngl N7 RETAINING WALL ( continued) STEM SUMMARY Top Stem: From 3.00 ft to Top of Wall 6.00in Concrete wl # 4 @ 12.00in, d= 3.00in f'c- 2500.0psi, Fy- 60000.0psi • Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 0.0 < - Mn - 2487.6ft -!t Vu - 0.00 < - Vn = 85.00psi Interaction Value = 0-000 Second Stem From 2.00ft to 3.00ft 6.00in Concrete wI # 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 2.6 < - Mn - 2487.6ft -# Vu - 0.12 < = Vn = 85,000 Interaction Value - 0 -001 Third Stem From 1.00ft to 2.00ft 6.00in Concrete w/ U 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu - 39.6 < = Mn = 2487.6ft•# Vu = 1.43 < - Vn = B5-00psi Interaction Value - 0.016 Fourth Stem From 0.50ft to 1.00ft 6.00in Concrete wI 11 4 @ 12.00in, d- 3.00in f'c- 2500.0psi, Fy- 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 12.0in Mu = 86.9 < = Mn - 2487.6ft•# Vu = 2.61 < - Vn - 85.O0psi Interaction Value - 0.035 Bottom Stem From 0.00ft to 0.50ft 6.00in Concrete wl 114 @ 12.00in, d- 3.00in Yc. 2500.0psi, Fy = 60000.0psi Wall Wt.- 75.00psf, Bar Embed- 6.0in Mu - 161.8 < - Mn - 2487.6ft-# Vu - 4.15 < - Vn - 85.O0psi Interaction Value - 0.065 • 610 • NOV. 4. ZUU6 O:4yF'M NUKULINU JIKUUIUKPL tNlilNtthb NO•L.?Z" F. 11i 11 Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11/04108 Page: CANTILEVERED RETAINING WALL DESIGN AMSOIL 2 ttl RETAINING WALL WALL & FOOTING DATA - • VERTICAL LOADS LATERAL LOADS - - Retained Height - 2.67 it Axial DL on Stem - 0 plf Lateral Load Acting on Wall Ht. above Soil 0.00 ft Axial DL on Stem - 0 plf Stern Above Soil - 0.00 psf Toe Width - 0.00 ft ....Eccentricity - 0.00 in Add Lateral Load 0.00 plf Heel Width - 1.50 ft Surcharge over Toe - 0.0 psf Dist to Load Start - 0.00 ft Total Footing Width - 1.50 ft Surcharge over Heel - 0.0 psf Dist to Load End - 0.00 It 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 - 30.0 pct Load Eccentricity - 0.00 in FtglSoil Friction = 0.31 Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect - 0.00 in Slope Press. - 0.0 poi Ftg. CL to Wall - 0.00 It Lateral Pressure - 184 # Backfill Slope - 0.0 :1 Vert. Position of Ftg. Passive Pressure = 61 # Passive Press. = 175.0 pct ...AbovelSelow:( +I -) _ 0.0 ft - Friction - 220 ft 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 = 1118.1 psf Soil Press. Mutt. Toe Heel f'c = 2500 psi Pressure @ Heel - 0.0 psf By ACI Eq 9.1 - 1565 0 psf Fy - 60000 psi Allowable Press. - 1500 psf Mu- Upward - 0 93 ft-# Min. As Percent - 0.0012 Ecc. of resultant - 3.93 in Mu- Downward - 0 312 ft -;f Omit SP Under Heel ? No Max. Shear @ To - 0.00 psi Mu- Design - 0 -219 ft•# Toe Heel Max. Shear @ Heel = .2.46 psi One-Way Shear: # 4 @ 0.00 22.22 in olc Allow. Ftg Shear - 85,00 psi Actual - 0.0 2.5 psi ;Y 5 @ 0.00 34.44 in olc Factors of Safety: Allowable - 0.0 85.0 psi # 6 @ 0.00 48.00 in olc - - Overturning - 2.41 :1 Cover over Reber - 3.50 2.50 in # 7 @ 0.00 48.00 in olc Sliding = 1.52 :1 'd' _ = 6.50 7.50 in # 8 @ 0.00 48.00 in olc Ru - Mulbd "2 - 0.0 4.3 psi # 9 @ 0.00 48.00 in olc _ SUMMARY OF FORCES & MOMENTS Overturning Moments Resisting Moments Origin of Force... !t ft 114 # ft ft•# Active Soil Press. = 184.1 1.17 215.0 0 0 0 Soil over Heel - 0 0 0 320.4 1.00 320.4 Soil over Toe - -10.4 0.28 -2.9 0.0 0.00 0.0 Sloped Soil @ Heel f 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 0 200.3 0.25 50.1 Added Lateral Load - 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 187.5 0.75 140.6 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 - 173.7 # 212.1 ft -N 708.1 # 511.1 ft.# Resisting Totals Used For Sail Pressure 708.1 # 511.1 ft•# (Vert. Component of Active Pressure Removed) (continued on next page....) C.1