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Home My WebLink AboutCT 13-02; COASTAL 10; PERMANENT SHORING; 2014-06-121• - 4 4 - yr , Tt Design Criteria 1 State of California CALTRANS, TRENCHING AND SHORING MANUAL, 2011 (TSM) - - - - '- -t - Geotechnical Information These calculations are based on the Geotechnical Report issued by Firm Name East County Soils Project Number: 12-1147G1 -. - • -. - 4 - , I Dated: 10-Jan-13 .- Design Parameters: - - - - . Cantilevered Shoring Rctraincd Shoring • . Active Pressure . 35 Calculate Active Pressure N below Excavation? - Passive Pressure - 400 psf/ft - : O.pf/ft Max Passive Pressure -. 0 psf . • - ___________________ ___________________ • .Soil Internal Friction Angle (Ø):.30jdegees . Drilled Pile Diameter (d): varies feet - - .- _1- •- * For the typical spacing of 8 feet on center. Calculated User Input and 2'-0" Diameter Caissons, use an Arching Factor of 3 r and 2'-6" Diameter Caissons, use an Arching Factor of - I and 3' 0" Diameter Caissons, use an Arching Factor of 2.4 [, - - - - -- - - - - - Overstress Factor Short term increases are allowed to allowable stresses (up to 133%) per TSM 5.3 except in the following situations -. 1. Excavations are not temporary (in service m4ore than 90 days) * 2 Dynamic Loadings are present (seismic, pile driving, etc) 3 Excavations are adjacent to railroads ;4. Analysis ofhorizontal struts. 1 Allow Overstress? ,',NO J. Pile Spacing (s) Arching Factor <3*d 3 >3*d 0.08*0 (<3) *minimum surcharge toa depthoflo.o* Minimum Surcharge* loopsf - -- -• . Factor of Safety &8.1 - I Arching per TSM Global Parameters: Active Pressure: 35 Passive Pressure: 400 Max Passive Pressure: 0 Factor Of Safety: 1.5 Seismic Load 13 H Design Parameters: Beam Callouts Design Cut on 5th. (If different from Cut) Surch (psf)surch R1O ' al depth of ext. surch (ft) Exter BEAM Spacing (ft.) Caisson Dia. (ft.) DEPTH RESTRICTIONS (MAX SIZE INCHES) 1 E1-E5 9 100 4.212 2.99997 8 2.5 20 E6 10 100 5.2 3.3333 8 2.5 20 E7-E8 10 100 10 5.2 3.3333 8, 2.5 20 E9 10.5 100 10 5.733 3.499965 8 2.5 20 E10-Ell 12 100 10 7.488 3.99996 8 2.5 20 E12 11.5 100 10 6.877 3.833295 8 2.5 20 E13 12 100 10 7.488 3.99996 8 2.5 20 E14-E15 13.5 100 10 9.477 4.499955 8 2.5 20 E16-E17 14.5 100 10 8.19975 4.833285 6 3 20 E18-E19 12 100 10 5.616 3.99996 6 3 20 E20 13 100 10 6.591 4.33329 6 3 20 E21 13.5 100 10 7.10775 4.499955 6 3 20 E22-E23 14.5 100 10 8.19975 4.833285 6 3 20 E24-E25 16.5 100 10 10.6178 5.499945 6 3 20 E26-E27 17 100 10 11.271 5.66661 6 3 20 E28 18 100 10 12.636 5.99994 6 3 20 E29-E32 18.5 100 10 13.3478 6.166605 6 3 20 E33 7.5 100 10 2.19375 2.499975 6 3 20 - Neglect the top •2 feet of soil Desicin Results - Results for Schedule *all dimensions in feet Callout Beam Size Deflection Req. Moment Embed. (ft.) E1-E5 W18X35 0.18 153.51 12.00 E6 W18X46 0.20 198.55 13.00 E7-E8 W18X46 0.20 198.55 13.00 E9 W18X46 0.25 223.90 13.50 E10-Ell W18X65 0.29 312.40 15.00 E12 W18X60 0.26 280.73 14.50 E13 W18X65 0.29 312.40 15.00 E14-E15 W18X86 0.34 421.55 16.50 E16-E17 W18X71 0.50 364.35 16.00 E18-E19 W18X50 0.33 224.21 13.50 E20 W18X60 0.37 274.84 14.50 E21 W18X65 0.40 302.80 15.00 E22-E23 W18X76 0.44 364.35 16.00 E24-E25 W18X97 0.57 511.87 18.00 E26-E27 W18X106 0.59 554.23 18.50 E28 W18X119 0.66 646.03 19.00 E29-E32 W18X130 0.66 - 695.59 19.50 E33 W18X35 0.07 70.15 9.50 Callout Beam Size Caisson Diameter Cut on Emb. Sched. Total El-ES W18X35 2.5 9.0 14.0 23.0 E6 W18X46 2.5 10.0 15.0 25.0 E7-E8 W18X46 2.5 10.0 15.0 25.0 E9 W18X46 2.5 10.5 15.5 26.0 E1O-El1 W18X65 2.5 12.0 17.0 29.0 E12 W18X60 2.5 11.5 16.5 . 28.0 E13 W18X65 2.5 12.0 17.0 29.0 E14-E15 W18X86 2.5 13.5 18.5 32.0 E16-E17 W18X71 3 14.5 18.0 32.5 E18-E19 W18X50 3 - 12.0 15.5 27.5 E20 W18X60 3 13.0 16.5 29.5 E21 W18X65 3 13.5 17.0 30.5 E22-E23 W18X76 3 14.5 18.0 32.5 E24-E25 W18X97 3 16.5 20.0 36.5 E26-E27 W18X106 3 17.0 20.5 37.5 E28 W18X119 3 18.0 21.0 39.0 E29-E32 W18X130 3 18.5 21.5 40.0 E33 W18X35 3 7.5 11.5 19.0 Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): El-ES Beam Callout: El-ES Wall Height, H: 9 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 0 0 9 0.315 0.035 Active Pressure, 0 3 ; (Sp)(A)(H) = 2.52 kips/ft Active Pressure 2, C 32: (Sp)(A)(DJ = 0.28 D kips/ft Surch. Pressure, o ,: (Su)(Sp) = 0.8 kips/ft Passive Pressure, o P: (Arch)(d)(P)(DJ = 3 D kips/ft Force {ki(:!s} Arm {ft} Pal = n 3 (H)(l/2) = 11.340 X ( 3 Pa2 = r)a(DJ = 0.000 D X ( D/2) Pa3 = o ai(D)(l/2) = 0.000 02 X ( D/3J P, = o,(H) = 8.000 X ( 4 PE= E = 4.212 X ( 6 PP= (1p(D)(l/2J = 1.50 02 X ( D/3J Driving Moment, OM= X003+Y02+ZD+C X0 : 0.00 Y: 0.00 Resisting Moment, RM= (XR)D"3 XR: 0.5 RM with F.0.S. = (XRJD"3 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Depth 9 Starting Pressure 0 35 pcf 400 pcf 0 psf 100 psf 10 ft 4.212 kips 3 ft H,psf Ending Ending Depth Pressure 20.8965 4.758583 I -6 -5 -4 -3 -2 -1 Slope 0.4 0 1 2 ~~-,.-~~~__,.~P.R~SS!:/Bl..~k~sf~-........-~~~~ 0 Moment at U !k·ttl +D) = 34.02 + 11.34 D = 0.00 02 = 0.00 D3 +DJ 8.00 D + 32 +DJ 4.21 D + 25.27213 = 0.50 03 Z: 23.55 C: 91.29 ZR: 0 C: 0 <-Terms divided by -5 --10 .t! :r: !:;: ~ -15 -20 -25 1.5 - V - VV - - )V_ • Calcs for Beam(s):El-ES continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c (XR)DA3 = 0.00 solve for 0 by changing the depth of Embed, 0 Embedment Dpth 9 91371 ft J , Rotaiion Increase perTSM 61118965 ftJ Determine the Depth of Zero Shear Plane: (Substitute Y for- D): - V PA1+PA2Y+PA3V2+PS+PE PpY2 = 000 Plane of Zero Shear is located at 3.96 feet below bottom of excavation - .1. - V VV •. V V V V. . . .: V • - Determine the Maximum Moment at Point of Zero Shear: MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(V3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y3/3)=;:j53 509 k ft V V - '. - - •V Determine the Pile Deflection (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. 2/3 d= 1 67 feet below bottom of excavation Deflection Due To: V Active Pressure 0.0449 in -- -' Solider Beam Selection User Input Beam Uniform Surcharge 00567 in External Surcharge 00739 in Use W18X35 0 Total Deflection 0.1755 in ,. Mpx/O = 165669 k PASS lxx= 510 in A4 Wall Height = 9 ft Required Embed = 12 ft - Total Beam Length 21 ft ,'- 'Bea Caisson Diameter = 25 ft V V - VV - V V ••V• 'V V VVVVV V •V 4 V - - V - - 4 . I -. - VV• V V5V - V - V -- - - -V •V - V •V V _• VVVV •. . V V VV - V V V - . Vt" . V . -. V V .• V - V - V V - •_V VV V V •VV' • •• •V - 0 V V VV .V V V VS VV!'•. - V -V V * .5. V V V •V*V VV *V V : ,c .. V V ,V 5V V . 'V V * •i V •VV VVV VVVI V - V •V .V V •V VVV • -V VVSV - VVV - V V V 4 •V V V V V V V V V Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): E6 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d : Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 0 0.1 -ft ksf Active Pressure, n.: Active Pressure 2, n.2: Surch. Pressure, o ,: Passive Pressure, crP: Pal= n.(H)(l/2) = P.2 = o .(D) = P03 = oai(D)(l/2) = P, = o ,(H) = PE= E = PP= 11p(D)(l/2) = E6 10 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 10 0.35 10 0.1 -ft ksf (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kiQs) 14.000 0.000 0.000 8.000 5.200 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM = (XR)DA3 RM with F.0.S. = (XR)DA3 Slope 0.035 0 kcf Active Un. Surch. Ext. Surch. Units 2.8 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft) X ( 3.333 D X ( D/2) D2 X ( D/3) X ( 5 X 6.667 D2 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Unifor m Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 5,2 kips Depth o f Ext. Surch, De: 3.3333 ft Seismic Pressure, Se: H,psf Resisting Pressures: Starting Depth 10 I -6 I I I l j Starting Pressure 0 -4 Ending Ending Depth Pressure 22.895 5.158006 -2 PRESSURE (ksf .~ ~ Moment at o I k-ttl 0 +D) = 46.67 + 14.00 D = 0.00 D2 = 0.00 03 +D) = 8.00 D + 40 +D) 5.20 D + 34.66684 = 0.50 03 Z: 27.20 C: 121.33 Slope 0.4 ZR: 0 C: 0 <-Terms divided by 2 0 -5 --10 ~ t ~ -15 -20 -25 1.5 -. ?- -- - • a Calcs for Beam(s) E6 continued Set Driving Moment equal to Resisting Moment and (xD)DA3YDA2zDc(xR)DA3 = -0.00 - solve for 0 by changing the depth of Embed, D: - -; • - - Embedrnent Depth 10745ë ft Rotaonai Increase per TSM 6.1: 12.895 Determine the Depth of Zero Shear Plane (Substitute Y for D) PA1+PA2Y+PMY2+Ps+PE-PPY2 = 0.00 Plane of Zero Shear is located at 4.26 feet below bottom of excavation. - Determine the Maximum Moment at Point of Zero Shear: * MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) p(y3/3)=j55 1 kft Determine the Pile Deflection (Use superposition principle) - -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . - - - V • - 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: . . V Active Pressure 0.04i8 in Solider Beam Selection - I User Input Beam- Uniform Surcharge: 0.0661,in External Surcharge 00839 in - Use W18X46 W18X46 Total Deflection 0.1989 in Mpx/Q = 226 214 k' PASS V V V VxxV712inA4 V V Wall Height = 10 ft - RequiredEmbed= 13ft 4 Total Beam Length = 23ftt V V - - - 4 - 5 CãissôñDiametér= -: ' 2;ft V V V -, •V V V V V • V • V V V V a V - V - V - V V V• - V -. V V V V V - V •• •. V' - V - V •V V VV • - -- • •••V - - - V V V • - V .- S V -- - '•Vi V -- •V - - • V V t.V ••1VV - 'V -V • V -• V V • - • V V V Vt VV V V - - - - - V - • VV - - V •V VV.V - V V - V VV V V - S V •V V V V Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): E7-E8 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 0.1 Active Pressure, (1 .: Active Pressure 2, o.2: Surch. Pressure, o,: Passive Pressure, CJ'P: Pa1 = n.(H)(l/2) = P.2 = r).(D) = Pa3 = 0 az(D)(l/2) = P, = o,(H) = PE= E = PP= Oµ(D)(l/2) = E7-E8 10 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 10 0.35 10 0.1 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force {ki~s} 14.000 0.000 0.000 8.000 5.200 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM= (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 0 2.8 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} X ( 3.333 D X ( D/2) D2 X ( D/3) X ( 5 X 6.667 Dz X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: Un i. Surch. Depth: Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Depth 10 [ ! -6 r ' Starting Pressure 0 -4 35 pcf 400 pcf 0 psf 100 psf 10 ft 5.2 kips 3..3333 ft H,psf Ending Ending Depth Pressure 22.895 5.158006 -2 PRESSURE ksf Moment at o (k-tt} 0 +D) = 46.67 + 14.00 D = 0.00 D2 = 0.00 D3 +D) = 8.00 D + 40 +D) 5.20 D + 34.66684 = 0.50 D3 Z: 27.20 C: 121.33 Slope 0.4 ZR: 0 C: 0 <-Terms divided by 1.5 2 0 -5 --10 .::: it c.. ~ -15 -20 -25 - - 1• I ••- S -. • ,• . - 4• Caics for Beam(s): E7-E8 - ' continued - Set Driving Moment equal to Resisting Moment and - (XD)Dd3+YDA2+ZD+C(XR)DA3 = 0.00 . solve for by changing the depth of Embed, D: - - jEmbedP'F'nt Depth::,,10 7458 ft Rotational Increase per TSMGI 1,12 895 ft j Determine the Depth of Zero Shear Plane: (Substitute Y for b): - - - PA1+PA2Y+PMY2+PS+PE-PPY2 = 0.00 Plane of Zero Shear is located at . 4.26 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: MM= PAI(Y+H/3)+PA2(Y /2)PA3(Y /3)+Ps(Y+H/2)+PE(Y+H-DE)-Pp(Y /3)= -5..----. 1. L198.551_k4tJ : I Determine the Pile Deflection: (Use superposition principle) r -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. -- 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: -. - -. • . _______________________________ ______________ Active Pressure: 0.0488 in . -. Solider Beam S&ect:n User Input Brn Uniform Surcharge: 0.0661 in . • . External Surcharge: 0.0839 in • - Use W18X46 . W18X46 Total Deflection: 0.1989 in Mpx/? = 226.214 k - PASS . .- - . ' - Ixx=. 712 in1'4 : • - - -• . Wall Height = •. loft . - . •- - P.equiredEmhd= • • 13 ft - Total Beam Length = 23 ft - . - .. . -• - Caisson Diameter = - 2.5 ft .;. •• - .•'-. .5 --, S • - . _- . - - • - S _5 • -V . ,.- 5, -•••- • - - . . .T - . • •' • . .. - - •• • -V.- - • •-. - - * _ . . -- .5- - I-' - - ,5 - . .--_• . •'•r' • - -. - . -. - -• . -. -5 - _-,. •., - . •• •- -•, .. . ••... f_ -• - Cantilevered Permanent Shorimz Desien -AASHTO Methodoloev Cales of Beam(s): E9 Beam Callout: E9 Wall Height, H: 10.5 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 0 0 10.5 0.3675 0 0.1 0.1 Active Pressure, o.: (Sp)(A}(H) = Active Pressure 2, (1 •2: (Sp)(A)(D) = Surch. Pressure, o,: (Su}(Sp) = Passive Pressure, <,-p: (Arch)(d}(P)(D) = Force (ki~s} P.1 = n .(H}(l/2) = 15.435 P.2 = (J'.(D) = 0.000 Pa3 = o ai(D}(l/2) = 0.000 P, = o5(H) = 8.000 PE= E = 5.733 PP= <'p(D)(l/2) = 1.50 Driving Moment, DM = X0 D3+YD2+ZD+C Resisting Moment, RM = (XR)D113 RM with F.O.S. = (XR)D113 Slope 0.035 0 2.94 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft} X 3.5 D X ( D/2) D2 X ( D/3) X ( 5.5 X 7 D2 X ( D/3) X0 : 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Depth 10.5 ! -6 I r t Starting Pressure 0 -4 35 pcf 400 pcf O psf 100 psf 10 ft 5.733 kips 3.5 ft H,psf Ending Ending Depth Pressure 23.8965 5.358603 -2 PRESSURE ksf Moment at CJ(k-tt'l 0 +D) = 54.02 + 15.44 D = 0.00 D2 = 0.00 D3 +D) = 8.00 D + 44 +D) 5.73 D + 40.1312 = 0.50 D3 Z: 29.17 C: 138.15 Slope 0.4 2 0 -5 -10 ,t! ::x: -15 f--a.. LU 0 -20 ! -25 -30 C: 0 <-Terms divided by 1.5 i I '-4 V • ' - -4 -. - - - V • -. _•V • .9 - V V,• 94 Caics for Beam(s) E9 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+YDA2+ZD+c (XR)DA3 = 0.00 solve for 0 by changing the depth of Embed, D: "• V V V V V V V V [,20% Rota'tional Increas perTSM 6 1 13 3965 ft - V •V V - •V* J9VV_9_ _V tVV rV -- _•_V99j__9_44-___9•___,_4_•9V_•V__4_4_tfl_4V,_9_V_____*9_--_Vfl_Vt 9. . - • - V Determine the Depth of Zero Shear Plane: (Substitute V for D): ' V ' 0.00 Plane of Zero Shear is located at 4.41 feet below bottom of excavation. V Determine the Maximum Moment at Point of Zero Shear: V' 'V V V V - V •• :- V 2 3 3 1V :zVrr-- 94 V V MM =PAl(Y+H/3)+PA2(V /2)+PA3(Y /3)+Ps(Y+H/2)+PE(Y+H-DE)-Pp(Y /3)=2239024k-ft. V V V 4 4 - , V V V VV • - V - - Determine the Pile Deflection (Use superposition principle) .. -Utilize a point of fixity equivalent to 2/3d below bottom of excavation.9 ' V . • V ' V V V V • - 2/3 d= 1.67 feet below b6tto6i of excavation •, V V V Deflection Due To: V V V V: ' V • V :- V Active Pressure 0.0594 in ' * I V . V •,.' •V • SoliderBeamSelection V , 1User input Beam. Uniform Surcharge: .0.0821 in. V V - 94V • .VV9 '9'-V' 99V94 V •.:• 'V, VV& ''" V9, External Surcharge 0.1041 in Use W18X46' 0' Total Deflection 02456 in 94 Mpx/Q =' 226214 k PASS .9 - lxx=. 712 n'4 V , 449 4 Wa!lVHeight=V. 10.5ft V V Required Embed = 13.5 ft .9Total Beam Length = 24 ft ;Caisson Diameter .: V V . V -, V V V - - -, 4•V V - V - V _., V - 'V 4 V V 9 VV V 4 9 4 - V V•V - . - V V - tV: V V . ' V V - 4 * • - V , 4 - 4 V -4 V - ' •'V', • 4, - •V •, • • 4 • V •4 V - . . V 94 V , - - •4. Vt . . . Vt - . -- V • - V • • •- - 4*9 V 9' V V - - V • V : - 4 . V . :.- •- .., V .V -' - - - - Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): ElO-Ell Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, CJ.: Active Pressure 2, c •2: Surch. Pressure, o ,: Passive Pressure, o P: P.1 = n.(H)(l/2) = P.2 =o.(D)= P.3 = oai(D)(l/2) = P, = o ,(H) = Pe= E = Pp= n p(D)(l/2) = ElO-Ell 12 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 12 0.42 0.1 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force {ki12s} 20.160 0.000 0.000 8.000 7.488 1.50 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 0 3.36 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} X 4 D X ( D/2) D2 X ( D/3) X ( 7 X 8 D2 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Starting Depth Pressure 12 0 I -8 -6 35 pcf 400 pcf 0 psf 100 psf 10 ft 7.488 kips 4 ft H,psf Ending Ending Depth Pressure 26.9108 5.96431 Moment at O I k-ttl +D) = 80.64 = 0.00 D2 = 0.00 D3 +D) = 8.00 D +D) 7.49 D = 0.50 D3 Z: 35.65 C: + + + 196.54 20.16 D 56 59.9043 Slope 0.4 ZR: 0 C: 0 <-Terms divided by -5 -10 :E. :i: -15 l:i:: UJ 0 1.5 -20 -25 -30 , Caics for Beam(s): E10-Ell . continued Set Driving Moment eqtial to Resisting Moment and (xD)DA3+yDA2+zo+c(xR)DA3 = 0.00 - solve for 0 by changing the depth of Embed, D: . [20onal Increase perTSM 61 '14 9108 ft j Determine the Depth of Zero Shear Plane: (Substitute Y for D): = 0.00 Plane of Zero Shear is located at 4.87 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: MM= PAI(V+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) Determine the Pile Deflection: (Use superposition principle) - - -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . - 2/3 d= 1.67 feet below bottom of excavation - Deflection Due To: S Active Pressure: 0.0681 in . . Solider Br9m Selection - User Input Beam Uniform Surcharge: 0.0967 in . External Surcharge: 0.1256 in . - . use W18X65 0 Total Deflection: 0.2903 in - Mp 1 = 332.003k - - PASS XX 1070 inA4 -: - - Wall Height = 12 t - • - .Rq'jired En'bed= 15 ft • - - Total Beam Length = 27 ft - • Caisson Diameter = 2.5.,ft - -- - I. - - H - - - - - - - & - - - •..,- Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): El2 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 0 0.1 -ft ksf Active Pressure, c1 a: Active Pressure 2, c a2: Surch. Pressure, o ,: Passive Pressure, c1 P: Pal= 11 3(H)(1/2) = P02 = r, .(D) = P03 = o ai(D)(1/2) = P, = o ,(H) = Pe= E = PP= Cµ(D)(1/2) = E12 11.5 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 11.5 0.4025 10 0.1 -ft ksf (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 18.515 0.000 0.000 8.000 6.877 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D/\3 RM with F.0.S. = (XR)D/\3 Slope 0.035 0 kcf Active Un. Surch. Ext. Surch. Units 3.22 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft} X ( 3.833 X ( D/2) X ( D/3) X ( 6.5 X 7.667 X ( D/3) X0 : 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acf 1ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 6.877 kips Depth o f Ext. Surch, D1:: 3.8333 ft Seismic Pressure, Se: H,psf +D) +D) +D) Resisting Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 11.5 0 25.9044 5.76174 -4 -2 PRESSURE Moment at o !k-ttl 70.97 0.00 D2 = 0.00 D3 = 8.00 D 6.88 D = 0.50 D3 + + + 18.52 D 52 52.72393 Z: 33.39 C: 175.70 Slope 0.4 ZR: 0 C: 0 <-Terms divided by 2 0 -5 -10 ¢: J: -15 !;: w 0 1.5 -20 -25 -30 -4 .4 't -- . . . - . p ' - e - - 4 . ' . . - . ' -: • . '' . , Calcs for Beam(s): E12, ' continued '. - * •' .4 - 4 Set Driving Moment equal to Resisting Moment and - (XD)Dft3+YDA2+ZD+C(XR)DA3 = 0.00 solve for 0 by changing the depth of Embed, D: . . . jbedment Depth 12 0036 20% Rotational Increase per TSM 61 44044 ft _J Determine the Depth of Zero Shear Plane: (Substitute V for D): . ' • •- . 4 . 4 = 0.00 Plane of Zero Shear is located at , 4.72 feet belw l5ottorri of excavation. Determine the Maximum Momentat Point of Zero Shear: MM = PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)-fPs(Y+H/2)+PE(Y+H DE) P(Y3/3)= 280731 k ft "1 Determine the Pile Deflection: (Use superposition principle) Utilize a point of fixity equivalent to 2/3d below bottom of excavation 2/3 d= 1.67 feet below bottom of excavation - - , Deflection Due To: .4 . . Active Pressure i 00622 n 4 . " ' ' '" ;. .44 .4' ' \ ' .44 "4 Solider Beam Selection ......- .4User.Input Beam Uniform Surcharge: • - 0.088 in . . . '-: .4 --- .4. .4 External Surcharge 0.1129 in Use W18X60 0 Total Deflection 0.263 in Mpx/Q i=',.:306:72 k' PASS 'ixx ' 984mM .4 .4 ' ' ' . .4 -c ' ,WalI.Height=- '11.5,ft ':-- Requmred Embed = 14 5 ft - -'4 Total Beam Length'4= 26ft - .4 Caisson Dià meter, ' ,.,'2:5'ft . 4 4- .4 .4 •8 .4 . .4 .4 .- .4 .4 .4-. .4 . . 2' •' -. 4 -. 4. .4,4 ' •- 7' .4 .4 .4 . .4 .4 -.4 .4 - .4 - . .44 .4 .4 .4 - .4 .4. .4 ::• .4 - ." •.-. -.4 .4 , . .4 .. . .4 . . -.4 '.4- .4- . . .4 4. S . - .4 --___;4 •2 •4 -4 .4 .,•,4 . -. . . 4 .. .4 -: Cantilevered Permanent Shorine: Desie:n · AASHTO Methodoloe:v Cales of Beam(s): E13 Beam Callout: E13 Wall Pressures Wall Height, H: 12 ft Act ive Pressure, A: 35 pcf Beam Spacing, Sp: 8 ft Pa ss ive Pressure, P: 400 pcf Caisson Diameter, d: 2.5 ft M ax Passive Pres: O psf Arching, Arch: 3 Unifor m Surcharge, Su: 100 psf Active Pressure No Un beyond Cut Depth? " Extern i. Surch. Depth: 10 ft al Surcharge, E: 7.488 kips Factor Of Saftey: 1.5 Depth o f Ext. Surch, DE: 4 ft Max Beam Depth?: 20 Seismi c Pressure, Se: H,psf Driving Pressures: Resisting Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure Starting Starting Depth Pressure Ending Ending Depth Pressure Slope 0 0 12 0.42 0.035 12 0 26.9108 5.96431 0.4 0 2 0 I ~ ~ 4 ~ i ~~~~~~~~P~R~E~S~SU~R~E::..\:.:k~sf.,_~--.--~--, Active Pressure, er.: (Sp)(A)(H) = 3.36 kips/ft -5 I f Active Pressure 2, 0 .2: (Sp)(A)(D) = 0.28 D kips/ft -10 Surch. Pressure, o ,: (Su)(Sp) = 0.8 kips/ft -Passive Pressure, c1 P: (Arch)(d)(P)(D) = 3 D kips/ft £ :i: -15 .... 0.. UJ 0 -20 I -251 I ' -30, Force {ki~s} Arm {ft} Moment at O ! k-ft} P.1 = n .(H)(l/2) = 20.160 X ( 4 +D) = 80.64 + 20.16 D P.2 =0 .(D)= 0.000 D X ( D/2) = 0.00 D2 Pal = o .2(D)(1/2) = 0.000 D2 X ( D/3) = 0.00 03 P, = o ,(H) = 8.000 X ( 7 +D) = 8.00 D + 56 Pe= E = 7.488 X 8 +D) 7.49 D + 59.9043 PP= op(D)(l/2) = 1.50 D2 X ( D/3) = 0.50 D3 Driving Moment, DM = X0 D3+YD2+ZD+C X0: 0.00 Y: 0.00 Z: 35.65 C: 196.54 Resisting Moment, RM = (XR)DA3 XR: 0.5 RM with F.O.S. = (XR)D"3 XR: 0.33 YR: 0 ZR: 0 C: 0 <-Terms divided by 1.5 . I V • 4 V * V . - Calcs for Beam(s) E13 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c (XR)DA3 0.00 solve for 0 by changing the depth of Embed, D: _20% -:- -* ,V ;_ • 8ment Depth:, 'Em"be 12;4256 Roiatio~il Incre ___ ____ 14,§1 Determine the Depth of Zero Shear Plane: (Substitute V forD): PA1+PA2Y+PMY2+PS+PE PpY2 = 0.00 Plane of Zero Shear is located at 4.87 feet below bottom of excavation - ' Determine the Maximum Moment at Point of Zero Shear: MM = PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(V+H/2)+PE(Y+H DE) P(Y/3)=312 4 k ft 7 • 1 Determine the Pile Deflection (Use superposition principle) , Utilize a point of fixity equivalent to 2/3d below bottom of excavation - 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: V• _________________________________ .-: Active Pressure: 0.0681 in. : . Solider Bea Selection m User Input Beam 3in Uniform Surcharge 00967 in . External Surcharge 0.1256 in Use W18X65 '- Total Deflection 02903 in r Vt Mpx/Q = 3A2.003 k PASS lxx= 1070 A4 Wall Height 12 ft Required Embed 15 ft - Total Bear Length = 27 ft Caisson Diameter= 25 ft * I V..- - V V V• V - V _VVJ .VV V *1_V - 'I . - - • - V V V V• -. V - V - ••&V Cantilevered Permanent Shorine: Oesie:n -AASHTO Methodoloe:v Cales of Beam(s): El4-El5 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o a: Active Pressure 2, -:1a2: Surch. Pressure, Os: Passive Pressure, 0 P: Pal= n.(H)(l/2} = P.2 = ().(D) = Pa3 = o ai(D)(l/2) = Ps = o,(H) = PE= E = E14-E15 13.5 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 13.5 0.4725 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 25.515 0.000 0.000 8.000 9.477 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM= (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 3. 78 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft) X 4.5 X ( D/2) X ( D/3) X ( 8.5 X ( 9 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Passi ve Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 9.477 kips Depth o f Ext. Surch, DE: 4.5 ft Seismic Pressure, Se: H,psf Resisting Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 13.5 0 29.9399 6.575943 0.4 -6 -4 -2 0 2 4 0 -8 PRESSURE (!ill,.,._ ____ _ +D) = = = +D} = +D) = Z: 42.99 ZR: 0 Moment at O ! k-ttl 114.82 0.00 D2 0.00 D3 8.00 D 9.48 D 0.50 D3 C: C: + + + 25.52 D 68 85.29343 268.11 0 <-Terms divided by •5 I -10 -;,:--15 t ::x: .... ~ -20 Cl -25 -30 -35 1.5 1.- Calcs for Beam(s):• E14415- continued Set Driving Moment equal to Resisting Moment and (xD)D3+yDA2+zD+cxR)DA3 = 0.00 -solve for 0 by changing the depth of Embed, D:. - Embedment Depth 13 6999 ft 20% Rotatiônal Increase per T5M611 16 4399 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): - 0.00 - Plane of Zero Shear is located at 5.35 feet below bottom of excavation. - * Determine the Maximum Moment at Point of Zero Shear: 3 42MM,<= PAI(Y+H/3)+PA2(Y2/2)-tPA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y/3)=i 553 k ' j - - Determine the Pile Deflection (Use superposition principle) Utilize a point of fixity equivalent to 2/3d below bottom of excavation - - 2/3 d= 1.67 feet below bottom of excavation . Deflection Due To: - .. Active Pressure: - 0.0777 in - - - Solide Beam Selection .User Input Bern Uniform Surcharge: 0.1091 in External Surcharge: - 0.1493 in . Use W18X86 0 Total Deflection: - 0.3361 in - - r1p-../ = 453.739k' PASS - . - ..-. .. 1530 in'4 I - - - '.VjIIHeiIit= 13.5ft ,,-• • - :Required Embec1 -. 16.5 ft • •- • - .- - Fotal Bearri Ler.gth = 30 ft - - • - - Caissàn Diarnter = . - 2.5 ft v - - - - •* — I • ,., - •t - -• e. -. -: - ..- - . -• - - ..• - -- ( i-S . -- *• • - • • • -• - • 1 • • - • • • • - 1 - - - .-• - • -•- -r • - -- -- . -•• - .. - •.'- - -- Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): E16-E17 Beam Callout: E16-E17 Wall Height, H: 14.5 ft Beam Spacing, Sp: 6 ft Caisson Diameter, d: 3 ft Arching, Arch: 2.4 Active Press ure beyond Cut Depth? No Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 0 0 14.5 0.5075 0.035 0 0.1 10 0.1 0 Active Pressure, ci.: (Sp)(A)(H) = 3.045 kips/ft Active Pressure 2, o •2: (Sp)(A)(D) = 0.21 D kips/ft Surch. Pressure, o ,: (Su)(Sp) = 0.6 kips/ft Passive Pressure, P P: (Arch)(d)(P)(D) = 2.88 D kips/ft Force {kiQs} Arm {ft} P.1 = n .(H)(l/2) = 22.076 X ( 4.833 P.2=o .(D)= 0.000 D X ( D/2) P.3 = oai(D)(l/2) = 0.000 D2 X ( D/3) P, = o ,(H) = 6.000 X ( 9.5 PE= E = 8.200 X 9.667 Pp= op(D)(l/2)= 1.44 02 X ( D/3) Driving Moment, DM = X003+YD2+ZD+C X0: 0.00 Y: 0.00 Resisting Moment, RM = (XR)D"3 XR: 0.48 RM with F.O.S. = (XR)D113 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pct Pass ive Pressure, P: 400 pct M ax Passive Pres: 0 psf Unifor m Surcharge, Su: i. Surch. Depth: 100 psf Un 10 ft Extern al Surcharge, E: 8.1998 kips Depth o f Ext. Surch, DE: 4.8333 ft Seismic Pressure, Se: H,psf Resisting Pressures: +D) +D) +O) Starting Depth 14.5 I -s ! l I i l I I I I ' = = = = = Z: 36.28 Starting Pressure 0 -6 -4 Ending Ending Depth Pressure 30.2087 6.283484 -2 0 PRESSURE ksf Moment at a !K-ftl 106.70 + 22.08 D 0.00 D2 0.00 D3 6.00 D + 57 8.20 D + 79.26465 0.48 D3 C: 242.97 Slope 0.4 2 ZR: 0 C: 0 <· Terms divided by 4 0 -5 -10 =-15 :t;:.. ::i: f-~ -20 a -25 -30 -35 1.5 Calcs for Beam(s): E16-E17 - continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c(xR)DA3 = 0.00 solve for 0 by changing the depth of Embed, D; ....____ JErnbedent Depth 13.0906ft [ 20% Rotational Increase per TSMb1 15 7087 ft J Determine the Depth of Zero Shear Plane: (Substitute V for D): = . 0.00 Plane of Zero Shear is located at 5.02 feet below bottom of excavation. - Determine the Maximum Moment at Point of Zero Shear: - - '-. •, - :'. - 2 3 MM= 11 , '• 2 r Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. - . :- - ' 2/3 d= 2 feet belocv bottom of excavation Deflection Due To:'- Active Pressure: 0.1196 in Solider Beam Selection 'iser Input Beam Uniform Surcharge: . 0.1549 in External Surcharge: - 0.221 in * ..- use W18X71 • '0 Total Deflection: .0.4955 in - . r.ipx/c = 364:604 k ..•- PASS lxx = 1170 mM - ' - ?.'.jll Height = - 14.5 ft Requird[rnhed=. - 16 ft ' lotal Beam L'nth 30.5 .. aissor' iameter = 3 it - - - .4 . -- -2- - -- t__• .•. - . . - -- -. -4 - -' _- .- •- . --4.'. . -. -V -. - . - • . .- * - •, - •,! - •, -- .4 ' --V - - •- - - 'V 4.- --V. •• . - - - - Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): E18-E19 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 0 0.1 Active Pressure, n.: Active Pressure 2, (1'.2: Surch. Pressure, o ,: Passive Pressure, fl P: P.1 = '"•(H)(l/2) = P.2 = r) .(D) = P.3 "' o ai(D)(l/2) = P,"' o,(H)= PE= E = PP= cr p(D)(l/2) = E18-E19 12 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 12 0.42 10 0.1 (Sp)(A)(H)"' (Sp)(A)(D)"' (Su)(Sp)"' (Arch)(d)(P)(D)"' Force {kips) 15.120 0.000 0.000 6.000 5.616 1.44 Driving Moment, OM = X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 0 2.52 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm (ft) Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Uniform Surcharge, Su: Un i. Surch. Depth: Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Starting Depth Pressure 12 0 -6 -4 35 pcf 400 pcf 0 psf 100 psf 10 ft 5.616 kips 4 ft H,psf Ending Ending Slope Depth Pressure 25.405 5.361987 0.4 -2 PRESSURE ksf 0 Moment at O I k-ttl X X 4 +D) = 60.48 + 15.12 D D ( 0/2) = ( D/3) = X ( 7 +D) X ( 8 +D) 02 X ( D/3) = X0: 0.00 Y: 0.00 Z: 26.74 XR: 0.48 XR: 0.32 YR: 0 ZR: 0 0.00 02 0.00 D3 6.00 D + 5.62 D + 0.48 03 42 44.92822 C: 147.41 C: 0 <-Terms divided by 2 0 -5 , -10 .;::: :J: -15 .... 0.. w 0 -20 -25 -30 1.5 - Calcs for Beam(s) E18 E19 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c(xR)DA3 = 0.00 solve for 0 b changing the depth of Embed, D:. - - JTmbedment Depth 11.1708 ft 20%R6tati6naU6creaseprIsI111.3405rt J Determine the Depth of Zero Shear Plane: (Substitute V for D): - 0.00 Plane of Zero Shear is located at . 4.31 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: . . MM= P3 2 P 3(Y/3P5(H/2)+PHDE)P,(Y/32 k-ft ...: - Determine the Pile Deflection: (Use superposition principle) -. - - -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. .2/3 d= 2 feet below bottom'of excavation. . Deflection Due To: Active Pressure: 0.0811 in -, .. . . Solider. Beam Selection user Input Bea Uniform Surcharge: 0.1086 in . ,. . . External Surcharge: 0.1394 in -. . x.Use W18X50 W18X50 Total Deflection: 0.3291 in . . . . Mpx/) = 252.162 k PASS lxx= 800in"4 Wall Height = 12 ft Required Enitd = i15 ft - Total Beam Length = 25 5 ft caisson Diameter = . -3,ft S . r -S $ 7 ..t. I . - •. -. •$ - Cantilevered Permanent Shoring Design -AASHTO Methodology Cales of Beam(s): E20 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, n .: Active Pressure 2, c1•2: Surch. Pressure, o ,: Passive Pressure, P p: Pai= n .(H)(l/2) = P.2 = r1 .(D) = P.3 = o ai(D)(l/2) = P,= o ,(H)= Pe= E = Driving Moment, DM = Resisting Moment, RM = E20 13 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 13 0.455 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 17.745 0.000 0.000 6.000 6.591 1.44 X0D3 +YD2 +ZD+C (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 2.73 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm (ft} X ( 4.333 X ( D/2) X ( D/3) X ( 8 X 8.667 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.48 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Passi ve Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 6.591 kips Depth o f Ext. Surch, DE: 4.3333 ft Seismic Pressure, Se: H,psf Resisting Pressures: Starting Starting Ending Ending Slope +D) +D) +D) Depth Pressure Depth Pressure 13 0 27.3226 5.729045 0.4 • Moment at U (k-ttl 76.90 + 0.00 D2 = 0.00 D3 = 6.00 D + 6.59 D + = 0.48 D3 17.75 D 48 57.12229 2 Z: 30.34 C: 182.02 ZR: 0 C: 0 <· Terms divided by 4 0 -5 -10 ¢! :I: -15 I-a.. w 0 -20 -2s ' -30 1.5 - -., • .- - 4 - - Calcs for Beam(s) E20 - continued Set Driving Moment equal to Resisting Moment and • (xD)DA3+YDA2+zD+c(xR)oA3 = 0.00 solve for 0 by changing the depth of Embed, D: nbedmnt e Depth 11 9355 ft I 20% Rotat,aHncrease per TSM 61 14 3226 ft Determine the Depth of Zero Shear Plane: (Substitute V for D) - = 0.00 Plane of Zero Shear is located at 4.59 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear:' MM= PAI(Y /3)+PA2(Y/2)A3(Y/3)+PS(Y1/2)+PE(Y+ )p(Y/3)-j74.842 k-ft . - - - Determine the Pile Deflection: (Use superposition principle) . • .. . -. . -• -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . • . • - 2/3 d= 2 feet below bottor of excavation • • . Deflection Due To: . Active Pressure: -- 0.091 in - - - ... . . - - -•1 • Solider Beam Selection User Input Beam,.I Uniform Surcharge: 0.1211 in External Surcharge: 0.1615 in : -. -- -. Use W18X60 W18X60 Total Deflection: - 0.3736 in ivlp.S. = 306. 72, k PASS -- - - .Ixx= 984in1'4 . -. -- - • Wall Height •••• 13 : Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): E21 Beam Callout: E21 Wall Height, H: 13.5 ft Beam Spacing, Sp: 6 ft Caisson Diameter, d: 3 ft Arching, Arch: 2.4 Active Pressure beyond Cut Depth? No Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 0 0 13.S 0.4725 0.035 0 0.1 0 Active Pressure, er.: {Sp)(A)(H) = 2.835 kips/ft Active Pressure 2, cr.2: (Sp)(A)(D) = 0.21 D kips/ft Surch. Pressure, o ,: (Su)(Sp) = 0.6 kips/ft Passive Pressure, Cl P: (Arch)(d){P){D) = 2.88 D kips/ft Force {ki12s} Arm {ft} Pai= (1.(H)(l/2) = 19.136 X 4.5 P.2=o .{D)= 0.000 D X { D/2) P.3 = o ai(D){l/2) = 0.000 D2 X ( D/3) P, = n ,{H) = 6.000 X ( 8.5 PE= E = 7.108 X 9 PP= <i p(D)(l/2) = 1.44 D2 X { D/3) Driving Moment, DM = X0D3+YD2+ZD+C X0: 0.00 Y: 0.00 Resisting Moment, RM = {XR)DA3 XR: 0.48 RM with F.0.S. = (XR)DA3 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: O psf Uniform Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 7.1078 kips Depth o f Ext. Surch, DE: 4.5 ft Seismic Pressure, Se: H,psf Resisting Pressures: I ' +D) +D) +D) Starting Depth 13.S -8 ~ I = = = = = Z: 32.24 Starting Pressure Ending Ending Depth Pressure 0 28.2834 5.913351 -6 -4 -2 0 PRESSURE ksf l Moment at U 11<-ttl 86.11 + 19.14 D 0.00 D2 0.00 D3 6.00 D + 51 7.11 D + 63.97007 0.48 D3 C: 201.08 Slope 0.4 2 ZR: 0 C: 0 <-Terms divided by 4 0 -5 -10 ~ :i: -15 .... 0.. UJ 0 -20 -25 -30 1.5 5- - . Caics for Beam(s): E21 continued - Set Driving Moment equl to Resisting Moment and (Xo)DA3DA2+ZD+C(XR)DA3 0.00 -• solve for 0 by changing the depth of Embed, D: ent Depth 123195 ft °RotionaIlncreaperTSM6 114 7834 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): 2 21 - 0.00 Plane of Zero Shear is located at 4.73 feet below bottoth of excavation: - -S Determine the Maximum Moment at Point of Zero Shear: - .- - MMpj<= - . Determine the Pile Deflection (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. .- - . 2/3 d= 2 feet below bottom of excavation . : -- - Deflection Due To-- Active Pressure: 0.0976 in --.:-i-: .- -. t Solider Beam-Selection . User Input Be.am Uniform Surcharge: 0.1289 in External Surcharge 0.1756 in Use W18X65 W18X65 Total Deflection 0.4021 in Mpx/C) = 332.003 k PASS Ixx= 1070 A4 Wall Height = '13.5 ft - Required Ethbed = 15 ft - ""Total .5 . - . .•.,s..5•.__SS.5_ Beam Length = 28 51ft - Caisson Diamter="" 3 ft - . • - . . - * . )5 S .. - • - -. - .• - p... ... t' - S - . S - - -. 5___ 5 H' . - -. ., • . •5 S - -. - .5- .4•• -. - . p4 - p V - P -. - a. . . .. .. _.• ;. V -. s - ZI . -. • r . -. . S • . - - - -. . S - - t • -'S . l_ •. .. - I - . .5., .. . p • . p -- S - S .• ,p4pP. S - . . Cantilevered Permanent Shoring Design -AASHTO Methodology Cales of Beam{s): E22-E23 Beam Callout: E22-E23 Wall Height, H: 14.5 ft Beam Spacing, Sp: 6 ft Caisson Diameter, d: 3 ft Arching, Arch: 2.4 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 0 0 14.5 0.5075 0.035 0 0.1 10 0.1 0 Active Pressure, <1a: (Sp)(A)(H) = 3.045 kips/ft Active Pressure 2, o ai: (Sp)(A)(D) = 0.21 D kips/ft Surch. Pressure, o ,: (Su)(Sp) = 0.6 kips/ft Passive Pressure, o P: (Arch)(d)(P)(D) = 2.88 D kips/ft Force {ki~s} Arm {ft} Pal= n a(H)(l/2) = 22.076 X ( 4.833 P.2=0.(D)= 0.000 D X ( D/2) Pa3 = o .2(D)(l/2) = 0.000 D2 X ( D/3) P, = o,(H) = 6.000 X ( 9.5 PE= E = 8.200 X ( 9.667 PP= ('p(D)(l/2) = 1.44 D2 X ( D/3) Driving Moment, OM= X0D3+YD2+ZD+C X0: 0.00 Y: 0.00 Resisting Moment, RM = (XR)D"3 XR: 0.48 RM with F.O.S. = (XR)D"3 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su : i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, De: Seismic Pressure, Se: Resisting Pressures: 35 pcf 400 pcf 0 psf 100 psf 10 ft 8.1998 kips 4.8333 ft H,psf Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 14.5 0 30.2087 6.283484 0.4 -8 -6 -4 -2 0 2 PRESSURE ksf I Moment'at O (k-ttl +D) = 106.70 + 22.08 D = 0.00 D2 = 0.00 D3 +D) = 6.00 D + 57 +D) 8.20 D + 79.26465 = 0.48 D3 Z: 36.28 C: 242.97 ZR: 0 C: O <· Terms divided by 4 -0 -5 -10 ;:--15 ~ :I: .... fr; -20 (!l -25 -30 -35 1.5 Caics for Beam(s) E22 E23 icontinued Set Driving Moment qual to Resisting Moment and (xD)DA3+yDA2+zD+cxR)DA3 0.00 solve for by changing the depth of Embed, 0:, EiIedmen(Depth 13 0906 ft ' 20% Rotational Increase per TSM 6 1 15 7087 ft - Determine the Depth of Zero Shear Plane (Substitute Y for D) = 0.00 Plane of Zero Shear is located at 5.02 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: - .. MM = PAI(Y+H/3)+PAZ(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) __________ 1- . • - 4 * Determine the Pile Deflection: (Use superposition principle) . • - -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . - -. • . 2/3 d= 2 feet belov bottom of excavation - Deflection Due To: -. •, - - - Active Pressure 0.1052 in Solider Beam Selection User Input Beam Uniform Surcharge 0.1363 in External Surcharge 0.1945 in , Use W18X76 . W18X76 Total Deflection 0.4359 in Mpx/Q = 40652 k' PASS lxx= 1330 in'4 Wall Height = -145 ft Required Embed = 16 ft - Total Beam Length 4 . - . -4 -:;-.3-ft , -- - .---. • - . - --4 1 4 -- 4 c * * 4 1 . .-• . .... -* . - - --4. • .• • - ..- -I - .- .- -4 -- •- ---4- - - - •.• .-'- . . . * - - _ -. - . • - - -• - .• Cantilevered Permanent Shorim~ Desie:n -AASHTO Methodoloe:v Cales of Beam(s}: E24-E25 Beam Callout: E24-E25 Wall Pressures Wall Height, H: 16.5 ft Acti ve Pressure, A: 35 pcf Beam Spacing, Sp: 6 ft Passi ve Pressure, P: 400 pcf Caisson Diameter, d: 3 ft M ax Passive Pres: 0 psf Arching, Arch: 2.4 Uniform Surcharge, Su: 100 psf Active Pressure No Uni beyond Cut Depth? Extern . Surch. Depth: 10 ft al Surcharge, E: 10.618 kips Factor Of Saftey: 1.5 Depth o f Ext. Surch, De: 5.4999 ft Max Beam Depth?: 20 Seismic Pressure, Se: H,psf Driving Pressures: Resisting Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure Starting Starting Depth Pressure Ending Ending Slope Depth Pressure 0 0 16.5 0.5775 0.035 16.5 0 34.0733 7.029335 0.4 0 0.1 0 -8 -6 -4 -2 0 2 4 PRESSURE ksf 0 -5 Active Pressure, o .: (Sp)(A)(H) = 3.465 kips/ft -10 Active Pressure 2, (1 •2: (Sp)(A)(D) = 0.21 D kips/ft Surch. Pressure, o ,: (Su)(Sp) = 0.6 kips/ft -15 Passive Pressure, <l'p: (Arch)(d)(P)(D) = 2.88 D kips/ft ¢'. :t: -20 ~ 0.. w a -25 -30 -35 -40 Force {kii:1s} Arm {ft} Moment at O lk-ttl P.1 = n .(H)(l/2) = 28.586 X 5.5 +D) = 157.22 + 28.59 D P02 =00(D)= 0.000 D X ( D/2) = 0.00 D2 Pal= Oa2(D)(1/2) = 0.000 D2 X ( D/3) 0.00 D3 P, = o ,(H) = 6.000 X ( 11.5 +D) = 6.00 D + 69 PE= E = 10.618 X ( 11 +D) 10.62 D + 116.7958 PP= (ip(D)(l/2) = 1.44 D2 X ( D/3) = 0.48 D3 Driving Moment, DM = XoD3+YD2+ZD+C X0: 0.00 Y: 0.00 Z: 45.20 C: 343.02 Resisting Moment, RM = (XR)D"3 XR: 0.48 RM with F.O.S. = (XR)D"3 XR: 0.32 YR: 0 ZR: 0 C: 0 <-Terms divided by 1.5 - - . 'V . i. S V •,., - . 4-.- -. - 5 S.. ,SS ,.. 5'. V. - • - $ .- V.. .. 5- - : • -- -• V . ,• . * - I Calcs for Beam(s) E24 E25 continued Set Driving Moment equal to Resisting Moment and (XD)DA3+yDA2.fZD+C.(XR)DA3 solve for 0 by changing the depth of Embed, 0: j Embedment Depth 14 6444 ft Ji 20% Rotational lncrease'per4TSM 6 1 17 5733t ft Determine the Depth of Zero Shear Plane: (Substitute V for 0): . . . = 0.00 Plane of Zero Shear is located at 5.60 feet below bottom of excavation. . .5 ,- - 5V •. 5, '. V.- - - .' Determine the Maximum Moment at Point of Zero Shear: MM= PAI(Y+H/3)+PAZ(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y/3)=511'867*kft -Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. - •'• - . . S - -. 2/3 d= 2 feet below bottom of excavation Deflection Due To: Active Pressure 0.1369 in Solider Beam Selection ' User Input Beam, Uniform Surcharge 0.1675 in External Surcharge 0.2648 in UseW18X97 0 Total Deflection 0.5692 in Mpx/Q = 526 281 k' PASS lxx='- _175.0 -in Wall Height 165 ft Required Embed = 18 ft -.- -V.-- 'Toal Beam Length = 34,5 ft '-Caisson Diametr - - V • -: - S V -. - * - • - - -V.- V1 S * •'•• . - ,,VV - S. - - V -: '. 4. . .- tV -- ,: . V. - •VSV . ••..1 -- -- -V 4 - , . .•,, . V - V - . .. . V - - . V.- - •3V - . - . . - S S • - V V V •'%-• V . .-, - V - ,•, :-- V• • S. V - 1 - . •-: 'i -- .5 I • . • •, •'V • 4 S--V V. _5 - .. . . S - Cantilevered Permanent Shorin2 Desiizn -AASHTO Methodoloizv Cales of Beam(s): E26-E27 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, CJ .: Active Pressure 2, 0 32: Surch. Pressure, o ,: Passive Pressure, (1 P: Pa1 = n.(H)(l/2) = P.2 =rJ .(D)= Pa3 = oai(D)(l/2) = P, = o,(H) = PE= E = E26-E27 17 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 17 0.595 (Sp){A)(H) = (Sp)(A)(D) = (Su}(Sp) = (Arch)(d)(P)(D) = Force (kips) 30.345 0.000 0.000 6.000 11.271 1.44 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM= (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 3.57 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm (ft} X ( 5.667 X ( D/2) X ( D/3) X ( 12 X ( 11.33 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.48 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Uniform Surcharge, Su : Un i. Surch. Depth: Extern al Surcharge, E: Depth o f Ext. Surch, De: Seismic Pressure, Se: Resisting Pressures: Starting Depth 17 Starting Pressure 0 35 pcf 400 pcf O psf 100 psf 10 ft 11.271 kips 5.6666 ft H,psf Ending Ending Depth Pressure 35.0422 7.216862 -8 -6 -4 -2 0 .--------"-P"""RESSURE (ksf Moment at o [k-ttl Slope 0.4 2 4 -----0 -5 -10 -15 ~ :c -20 .... 0.. UJ o -25 -30 -35 -40 +D) = 171.96 + 30.35 D 0.00 02 = 0.00 03 +D) = 6.00 D +D) 11.27 D = 0.48 03 Z: 47.62 C: ZR: 0 C: + + 72 127.7386 371.69 0 <· Terms divided by 1.5 p 2 • I - - ..... . A IV Caics for Beam(s) E26427 ' continued Set Driving Moment equal to Resisting Moment and (xD)0A3+yDA2+zo+c (XR)DA3 = .. 0 00 solve for oby changing the depth ofEmbed, 0 - - - - - jEmbedment Depth 15 0351 ft -' S - F - 20 RotatonalIncease per TSM 6.1: 18.0422,ft — •••_ ..•%S••.•_. ---.--.-------.---. 44••.,a. Determine the Depth of Zero Shear Plane: (Substitute V for D): . PA1+PA2Y+PA3Y2+Ps+PE PpY2 = 0.00 Plane of Zero Shear is located at 5 75 feet below bottom of excavation - A - .. . Determine the Maximum Moment at Point of Zero Shear: r -------- .: U' I MM = PAI(Y+H/3)+PA2(Y /2)+PA3(Y /3)+Ps(Y+H/2)+PE(Y+H DE) P(V3 /:)= 3kft Determine the Pile Deflection (Use superposition principle) Utilize a point of fixity equivalent to 2/3d below bottom of excavation 'i'. -. '• 2/3 d= 2 feet below bottom of excavation Deflection Due To: - •- _________________________________ _______________ Active Pressure: -. 0.1422 in ::. - •• * - - - • . Soli der Beam Selection . . . User-Input-Beam - Uniform Surcharge: -, in .0.1712 External Surcharge: 0.2778 in . . Use W18X106 .. 0 . Total Deflection: 0.5912 in . 1 Mpx/ = 574185k -. PASS - - I 4+ s F' lxx= 1910 InA4 + . ++ - - -: -Wall Heighf= - 17 ft - •-1 - Required Embed 18.5 ft Total Beam Length 35.5 ft Caissá Diameter - s .. . - -- + •,• ,•' • * • : r - - . .5 -•- . • -. -.+ -.'- -•. .:'- _•5 5 .•S • . - -•- ' I -' •_ - 'A '•" + + ' • j. . •' S. • F 5• ''. - ' -. 4 , -_- p -. 4 •4; • -S * -F -' •- -' _ • - . ,- . - - . . . -• . . . - 5 .....-. . •. F,- . 4 - . 4- r - - - . . . . * - -, 4-: • . -S . _ . . • • • . • - . • - F. .• . . . + 4,. . +- •.• -: • - . - •--+ •4 ',.'. . + - - - - '• . •, - ++ . . + - . - •• + 4' '• . . - .5_•._ 4• -••, S.5 • •• • -. a- , F.. :--. - ? •, •p - -. . . + Cantilevered Permanent Shoring Design -AASHTO Methodology Cales of Beam(s): E28 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, n.: Active Pressure 2, o.2: Surch . Pressure, 0 5: Passive Pressure, <, P: P.1 = n .(H)(l/2) = P.2 = n .(D) = P.3 = o .2(D)(1/2) = P5 = 0 5(H) = PE= E = Pµ = (.1µ(0)(1/2) = E28 18 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 18 0.63 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force {kips) 34.020 0.000 0.000 6.000 12.636 1.44 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM "' (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 3. 78 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm {ft) X 6 X ( D/2) X ( D/3) X ( 13 X 12 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.48 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 12.636 kips Depth o f Ext. Surch, DE: 5.9999 ft Seismic Pressure, Se: H,psf +D) +D) +D) Resisting Pressures: Starting Depth 18 Starting Pressure 0 Ending Ending Depth Pressure 36.9827 7.593067 ; -10 -8 -6 -4 -2 0 ~--.------'PRE~URE {ksf I Moment at O jk-ttl = 204.12 + = 0.00 D2 = 0.00 D3 = 6.00 D + 12.64 D + = 0.48 D3 34.02 D 78 151.6328 Z: 52.66 C: 433.75 Slope 0.4 2 ZR: 0 C: 0 <-Terms divided by 4 0 -5 -10 -15 .; ~ I :t: -20' !i: t.U O -25 -35 -40 1.5 Calcs for Beam(s) E28 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+YDA2+zD+c (XR)DA3 = 0.00 solve for by changing the depth of Embed, D: J Embedmnt Depth 15 8189 ft 20%Ratiora Increase perTSM 61189827 ft Determine the Depth of Zero Shear Plane (Substitute V for D) - = 0.00 Plane of Zero Shear is located 'at. 6.05 fet below bottom of excavation. p Determine the Maximum Moment at Point of Zero Shear MM= . . . - Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . 2/3 d= 2 feet below bottom of excavation . Deflection Due To: Active Pressure 0.158 in Solider Beam Selection User Input Beams Uniform Surcharge: 0.1837 in External Surcharge 0.3145 in Use W18X119 0 Total Deflection —.0.6561 In Mpx/O = 654.025Y. - PASS - lxx=- • 2190 A4 WallHeight= 18ft Required Embed = 19 ft Total Beam Length = 37 ft Caisson Diameter 3 ft - S J- I- .-- -.---• -.- -- -.- 4 - • 1 - P * .- - - - - I •, - -. -. -..- - -- • - .. .-.*.•. --V. -- - - 0 _. 4 - • --I - -. - Cantilevered Permanent Shorin2 Desien -AASHTO Methodoloev Cales of Beam(s): E29-E32 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o a: Active Pressure 2, (la2: Surch. Pressure, Os: Passive Pressure, 11 P: Pal= •'.ia(H)(l/2) = P.2 =n .(D)= Pal= CJ.i(D)(l/2) = Ps = Os(H) = PE= E = E29-E32 18.5 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 18.5 0.6475 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 35.936 0.000 0.000 6.000 13.348 1.44 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM= (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 3.885 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm (ft) X ( 6.167 X ( D/2) X ( D/3) X ( 13.5 X ( 12.33 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.48 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 13.348 kips Depth o f Ext. Surch, De: 6.1666 ft Seismic Pressu re, Se: H,psf +D) +D) +D) Resisting Pressures: Starting Depth 18.5 -10 -8 Starting Pressure 0 -6 Ending Ending Depth Pressure 37.9543 7.781709 -4 -2 0 ,----.------'PRESSURE (ksf). Moment at u !k-ttl = 221.61 + = 0.00 02 = 0.00 03 = 6.00 D + 13.35 D + = 0.48 03 35.94 D 81 164.6231 Z: 55.28 C: 467.23 Slope 0.4 2 ZR: 0 C: 0 <-Terms divided by 4 -0 -5 -10 -15 ¢: :t: -20 I-0.. LU 0 -25 -30 -35 -40 1.5 9 .4 ..1 V. - VV• •jV - . .4 - . 4 1 Caics for Beam(s) E29 E32 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zo+c (XR)0A3 = 0.00 solve forO by changing the depth of Embed, D: Determine the Depth of Zero Shear Plane: (Substitute V for D): PA1+PA2Y+PA3Y2+PS+PE-PPY2 = 0.00 Plane of Zero Shear is located at 6.20 feet below bottom of excavation. • V Determine the Maximum Moment at Point of Zero Shear: . MM= - . V - 4-; .• . V V Determine the Pile Deflection: (Use superposition principle) Utilize a point of fixity equivalent to 2/3d below bottom of excavation 2/3 d= 2 feet below bottom of excavation Deflection Due To: V V V V V Active Pressure 0.158 in Solider Beam Selection User Input Beam Uniform Surcharge: 0.1804 in !..V ... V ..:VV , V External Surcharge 03174 in Use W18X130 Total Deflection 0.6558 in Mpx/Q = 723 886 k PASS 4 1V 4 lxx=-. 2460 nM Wall Height = 185 ft Required Embed = . 19 5 ft - Total Beam Length = 38 ft 4 V'4 Caisn Diameter = 3 so ft V ' V - - .. . * V • - - . - V - V • • •$V - V V - • V - •V * V V V V - V - V V - V.V V 4V4 - • V V -- - •V - fl V - 4 4V V - •V • V V V V - - V V . . V • •. - * / - ; : • V ,• V -V •_4V • - . •V • V V • - V V - -. V4VV , V •V - - . •,_; 4. V A - V • V • - . - .- V. Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s}: E33 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, n 3; Active Pressure 2, 0 32: Surch. Pressure, o 5: Passive Pressure, <1 P: Pat = (i .(H)(l/2) = Pa2 = ,') a(D) = Pa3 = o •2(D)(1/2) = Ps = o s(H) = Pe = E = E33 7.5 ft 6 ft 3 ft 2.4 No 1.5 20 Ending Ending Depth Pressure 7.5 0.2625 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 5.906 0.000 0.000 6.000 2.194 1.44 Driving Moment, DM = X0 D3+Y02+ZD+C Resisting Moment, RM = (XR)D ... 3 RM with F.O.S. = (XR)DA3 Slope 0.035 1.575 kips/ft 0.21 D kips/ft 0.6 kips/ft 2.88 D kips/ft Arm (ft} X 2.5 X ( D/2) X ( D/3) X ( 2.5 X ( 5 X ( 0/3) X0: 0.00 Y: 0.00 XR: 0.48 XR: 0.32 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Passi ve Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 2.1938 kips Depth o f Ext. Surch, DE: 2.5 ft Seismic Pressure, Se: H,psf Resisting Pressures: +D) +D) +D) Starting Depth 7.5 -4 = = = = = Z: 14.10 Starting Pressure 0 Ending Ending Depth Pressure 16.8289 3.731553 -3 -2 -1 0 PRESSURE (ksf · Moment at O !k-ttf 14.77 0.00 D2 0.00 D3 6.00 D 2.19 D 0.48 D3 C: + + + 40.73 5.91 D 15 10.9688 Slope 0.4 1 ZR: 0 C: 0 <-Terms divided by 2 0 -2 -4 -6 --,i::'. -8 I :I: !t -10 w 0 1.5 -12 -14 -16 -18 S S ••4 - .5.. -- - . • . .' a - • r * S.-- S. - Calcs for Beam(s): E33 -S .5 5• -S-•... .4_i - .- continued Set Driving Moment equal to Resisting Moment and (XD)DA3+YDA2+ZD+C (XR)DA3 = 0.00 1 solve for 0 by changing the depth of Embed, D: - * Embedment Depth 7 77407 ft 20% Rotational Increase perTS'M,6. 1 9.328W ft Determine the Depth of Zero Shear Plane (Substitute V for D) * = 0.00 Plane of Zero Shear is located at 3.13 feet below bottomof excavation. Determine the Maximum Moment at Point of Zero Shear MM<= PAI(Y+H/3)+PAZ(Y2/2)+PA3(V3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y/3)=i '5-J Determine the Pile Deflection (Use superposition principle) Utilize a point of fixity equivalent to 2/3d below bottom of excavation 14 2/3 d= 2 feet below bottom of excavation Deflection Due To Active Pressure 0.021 in * - Sohder Beam Selection User Input Beam Uniform Surcharge -0.0213 in External Surcharge 00293 in Use W18X35 W18X35 Total Deflection 0.0716 in Mpx/Q = 165 669 k' PASS 5- lxx= 510 in4 sWall Height = 7 5 ft I Required Embed= 951ft 45 Tota Ca l Beath Length 17 ft 5-isson Diameter i3 ft S •-• - ,.:. • .5- .. -, . - 5--. - 5' •. 4.. 5- . - . - 4$. .'_ -. S - -- - A S_i S ."- 5- •. a S -- . • . . - --S . - 4. 5. 5- - . . . .5 . 4- .• -. • -. 5- -. . - - - . -. 5- • • •-- • - - .5 - 1-. -• a •• - .5- -- .. . - • - . -_ . - . . S •! .5-- - .45 -. ?5 4 -- S S -- -• a. Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): Wl Beam Callout: Wl Wall Height, H: 7 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 0 0 7 0.245 0 0.1 10 0.1 --ft ksf ft ksf Active Pressure, c1 a: (Sp)(A)(H) = Active Pressure 2, o 32: (Sp)(A)(D) = Surch. Pressure, n 5: (Su)(Sp) = Passive Pressure, 11 P: (Arch)(d)(P)(D) = Force {ki12sl Pal = (•3(H)(1/2) = 6.860 P.2 =n .(D)= 0.000 Pa3 = o ai(D)(l/2) = 0.000 P5 = 0 5(H) = 8.000 Pe= E = 2.548 PP= (, p(D)(l/2) = 1.50 Driving Moment, OM = X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D"3 RM with F.O.S. = (XR)D"3 Slope 0.035 0 kcf Active Un. Surch. Ext. Surch. Units 1.96 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ftl X ( 2.333 D X ( D/2) D2 X ( 0/3) X ( 2 X ( 4.667 D2 X ( 0/3) Xo: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Uniform Surcharge, Su: Uni . Surch. Depth: Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Depth 7 -5 -4 Starting Pressure 0 -3 35 pd 400 pd 0 psf 100 psf 10 ft 2.548 kips 2.3333 ft H,psf Ending Ending Depth Pressure 16.908 3.963218 0 Moment at o I k-tt! +D) = 16.01 + 6.86 D = 0.00 D2 = 0.00 03 +D) = 8.00 D + 16 +D) 2.55 D + 11.89073 = 0.50 03 Z: 17.41 C: 43.90 Slope 0.4 1 ZR: 0 C: 0 <-Terms divided by 2 0 -2 -4 -6 -¢! -8 :I: t -10 w 0 -12 -14 -16 -18 1.5 • .. - . . Vt V. V V - ..V V V .. - .•V - V. - •V t V - r V - * Calcs for Beam(s): Wi continued . Set Driving Moment equal to Resisting Moment and (XD)DA3+YDA2+ZD+C (XR)DA3 = 0.00 - V solve for 0 by changing the depth of Embed, D: V V V rEmbedment Depth 8 2567 ft - {VV__VV__ - •VVVVVJ 20% Rotation Increase perTSM 61990804 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): 0.00 Plane of Zero Shear is located at - V 3.41 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: V • V V V MM= PAl(Y-i-H/3)+PAZ(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) p(y3/3)= 4328 - V - . • V -. - I V.V -- - V V - Determine the Pile Deflection (Use superposition principle) - - Utilize a point of fixity equivalent to 2/3d below bottom of excavation 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: Active Pressure 0.0171 in Solider Beam Selection User Input Beam Uniform Surcharge 00154 in External Surcharge 00252 in Use W18X35 W18X35 -- Total Deflection 00577 in Mpx/C) = 165.669 k' PASS V lxx = , 510 inA4 Wall Height = 7 ft Required Embed = 10 ft TotalBeam Length = 17 ft Caisson Diameter = 2 5ft V V -. •V*V V SV - V V •• V.- V ..V 4.V V * V V.:V - V • V V * - • • V -. V -S V V V V V V • . V * V V --V. - • . 4- V V V_ VV V . ., V •V ... . V - ••,, - V - V • • V V.V V . I -V - - . V V V - • V V V V V• V V• .. - . - V •VV V V V V* .. * 3_ -- V V V V V• - VV V VV - -V VV V Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): W2-W3 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 0 0.1 Active Pressure, <' a: Active Pressure 2, lT a2: Surch. Pressure, o ,: Passive Pressure, o P: Pal= n 0(H)(1/2) = P02 ='1 .(D)= P.3 = o ai(D)(l/2} = P, = o ,(H} = Pe= E = PP= op(D}(l/2) = W2-W3 12.5 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 12.5 0.4375 0.1 (Sp){A)(H} = (Sp)(A){D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 21.875 0.000 0.000 8.000 8.125 1.50 Driving Moment, OM = X0 D3+YD2+ZD+C Resisting Moment, RM= (XR}D"3 RM with F.O.S. = (XR}D/\3 Slope 0.035 0 3.5 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft) Wall Pressures Acti ve Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se : Resisting Pressures: Starting Depth 12.5 -8 Starting Pressure 0 -6 -4 35 pcf 400 pcf 0 psf 100 psf 10 ft 8 .125 kips 4.1666 ft H,psf Ending Ending Depth Pressure 27.9189 6.167543 Moment at O (k-ttl Slope 0.4 2 X ( 4.167 +D} 91.15 + 21.88 D D D2 X X X X X Xo: 0.00 XR: 0.5 XR: 0.33 ( D/2) ( D/3) ( 7.5 8.333 ( D/3) Y: 0.00 YR: 0 = = +D) +D} = Z: 38.00 ZR: 0 0.00 D2 0.00 D3 8.00 D + 8.13 D + 0.50 D3 60 67.70867 C: 218.85 C: 0 <-Terms divided by 4 0 -5 -10 -~ :i: -15 f--a. UJ 0 -20 -25 -30 1.5 S .-. -. S ••, 45 * 45 S 4. * - , - .., .-- 5 . .--';--r- .-;• -<• . . -• ... r - -.5.. -5 - S - - 4 • . 'S .. Calcs for Beam(s) W2 W3 continued 5, .5 Set Driving Moment equal to Resisting Moment and (xo)DA3+yDA2+zD+c (xR)DA3 = 0.00 solve for 0 by changing the depth of Embed, 0: ., - - . -• - '. - - .-• Embedment Depth .-.- ---.--- 12.849 ft j - [ 20% Ro2njlncr ease per TSM61 15'4189 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): PA1+P42Y+PP3Y2+Ps+PE pPy2 =, 000 Plane of Zero Shear is located at 5.03 feet below bottom of excavation -. . •- - . - • -•.._ . ' •• - : -- Determine the Maximum Moment at Point of Zero Shear: MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(V3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y/3)=53kft Determine the Pile Deflection (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. .5 5. 5 -. - 2/3 d= 1.67 feet below bottom of excavation 4. '• Deflection Due To: - - . . . -, Active Pressure: - 0.0737 in . ....... •• . .. + Solider Beam Selection User Input Beam. Uniform Surcharge 0.1046 in ç External Surcharge: - 0.1379 in Use W18X71 Total Deflection 0.3163 in ..i . Mpx/O = '364.604 k PASS Ixx= 1170 in'4 Wall Height = 12.S ft Required Embed = 15.5 ft - Total Beam Length = 28 ft Caisson Diameter = 2.5 ft : I . -- ' . • •_+5_ - - -- 4 C •+ 4 5 . S - . . . •' - S - - 5? - - I- - * • - 5 _•5 5_. - - - I. - - _5 - S • • .... - • . +5 ., S S - S S - 5 5 - - V • _ r . . • 'S • -, . • - * S. • - .5.. - S . -- S -.:t• - - . 5'. 454, 5--- 515 S - - -.5 - 5 S ...-S 5. -- .-. +. S . - . -• . -• .. S .5 5. 'S • 1 S5 5 555 •. • .--'S -, 5 S - . .5. 5__'•'• .5 -. 5_ . - S. - • - . 4 - " - . .5' ", . • -T ' _*_ - S. • 4 - . -. • 5 -.. ._* -S. ' . 5. S.-.,. - •5_ - - - .5 '55 -. 5 S S ..•s. . -. . 5 5 .5 - .5 -• 5,-S Cantilevered Permanent Shorin2 Desien -AASHTO Methodoloev Cales of Beam(s): W4-WS Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d : Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, c1a: Active Pressure 2, t1 •2: Surch. Pressure, o ,: Passive Pressure, c1 P: P.1 = n .(H)(l/2) = P02 =o.(D)= Pal = 0 02(0)(1/2) = P, = o,(H) = Pe= E = W4-WS 11 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 11 0.385 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 16.940 0.000 0.000 8.000 6.292 1.50 Driving Moment, OM = X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D"3 RM with F.0.5. = (XR)D"3 Slope 0.035 3.08 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft) X ( 3.667 X ( D/2) X ( D/3) X ( 6 X 7.333 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 6.292 kips Depth o f Ext. Surch, DE: 3 .6666 ft Seismic Pressure, Se: H,psf Resisting Pressures: Starting Depth 11 -6 Starting Pressure 0 -4 Ending Ending Depth Pressure 24.8996 5.559836 -2 0 Slope 0.4 2 ------,---...... P-RESSURE.~ ...... -----, 0 +D) = = = +D) = +D) = Z: 31.23 ZR: 0 Moment at O !k-ttl 62.11 0.00 02 0.00 03 8.00 D 6.29 D a.so 03 C: C: + + + 16.94 D 48 46.14156 156.25 0 <-Terms divided by -5 -10 i :i:: -15 t-0.. UJ 0 -20 -25 -30 1.5 Calcs for Beam(s) W4-W5 continued Set Driving Moment equal to Resisting Moment and (XD)D3+YDA2+ZD+C(XR)DA3 = - -. 0.00 - solve for 0 by changing the depth of Embed, D: -. Jiedment Dep:h: :.11.583 ft - [ °!ncp i____13 8996 tt -- Determine the Depth of Zero Shear Plane: (Substitute V for D): . = 0.00 Plane of Zero Shear is located at 4.56 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: MM PAl(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) Pp(Y3/3)=L51 263 kftJ Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation.- . 2/3 d="1.67 feet below bottom of excavation . S . - Deflection Due To: S ... . . Active Pressure: 0.0638 in .' - . Solider Beam Selection ,User- Input Brn- Uniform Surcharge: 0.0895 in . . External Surcharge: 0.1139 in : - . IJ:c W18X50 - 0 Total Deflection: 0.2672 in - -. . %Mpx/l = 252.162 V PASS - lxx= . 800 in4 . - Y'" Height -. 11 - Required Embed Total Beam Length - -2 ft Caison Diameter,—= 2.5 ft -- - ••5'__•_ .. -. S :. • S 45; S •• -- . : . - . • -. _ S .. - -- 5' - S • S - . •. - k . . .--_.-S s- - S - - - - -. '-. -- ••• * I. - - - -. - S . :-' - - • - - •.• . . - - - - - . S - . - •• - ---n: - Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): W6 Beam Callout: W6 Wall Height, H: 10 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 0 0 10 0.35 0 0.1 10 --ft ksf ft ksf Active Pressure, er.: (5p)(A)(H) = Active Pressure 2, Cl •2: (Sp)(A)(D) = Surch. Pressure, o ,: (Su)(Sp) = Passive Pressure, ri P: (Arch)(d)(P)(D) = Force {kii;isl P.1 = n.(H)(l/2) = 14.000 P.2 =().(0)= 0.000 P a3 = o ai(D)(l/2) = 0.000 P, = o,(H) = 8.000 Pe= E = 5.200 PP= o p(D)(l/2) = 1.50 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D/\3 RM with F.O.S. = (XR)D/\3 Slope 0.035 0 kcf Active Un. Surch. Ext. Surch. Units 2.8 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} X ( 3.333 D X ( D/2) D2 X ( D/3) X ( 5 X 6.667 D2 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: Pass ive Pressure, P: M ax Passive Pres: Unifor m Surcharge, Su: i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, DE: Seismic Pressure, Se: Resisting Pressures: Starting Depth 10 I -6 Starting Pressure 0 -4 35 pcf 400 pcf 0 psf 100 psf 10 ft 5.2 kips 3.3333 ft H,psf Ending Ending Depth Pressure 22.895 5.158006 -2 PRESSURE (Jill Moment at O lk-ttl 0 +DJ = 46.67 + 14.00 D = 0.00 02 0.00 D3 +D) = 8.00 D + 40 +D) 5.20 D + 34.66684 = 0.50 D3 Z: 27.20 C: 121.33 Slope 0.4 ZR: 0 C: O <-Terms divided by 2 0 -5 --10 ¢! :I: l-a. ):5 ·15 -20 -25 1.5 - - 4 / - .9. - - - *4 _- • 8 Caics for Beam(s) W6 continued -' • . -. .. - 4: ._7.- Set Driving Moment equal to Resisting Moment and (x DI) DA3 ;YD A2+zD+c (XR)DA3 = 0.00 solve for 0 by changing the depth of Embed, D -: --- •:. Determine the Depth of Zero Shear Plane (Substitute V for D) -. 0.00 Plane of Zero Shear is located at 4.26 feet below bottom of excavation: Determine the Maximum Moment at Point of Zero Shear: - .- • MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) p(v3/3)=j8 551 ICft 7j .. *- Determine the Pile Deflection: (Use superposition principle) .• -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. • 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: -. • • Active Pressure 0.0488 in - - Solider Beam Selection User Input Beam 4 Uniform Surcharge: - 0.0661 in External Surcharge 0.0839 in Use W18X46 W18X46 Total Deflection 0.1989 in Mpx/Q = 226 214 k PASS I - -- - - jxx=' 712 in-4" - . Wall Height = 10 ft Required Embed = 13 ft 4 Total Beam Length = 23 ft Caisson Diameter = 2 5cft - . - -a- * - -4 - . - . a - •. - --+- - + - - -•. - -a- e -> *_+ 4 -. . - •• - '4 - - 44 4 I ' - - - - - 4 +..' -:-+ - ., - . -V-. • 4- .4 '•_ .--- --4 +, I - -4. - - * -. • - - h - ' - * - j •I ++ - .. -. - . - ..- . :4 4 4- 4 "S -- - Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): W7 Beam Callout: W7 Wall Height, H: 9 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure beyond Cut Depth? No Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 0 0 9 0.315 0.035 0.1 10 0 Active Pressure, o .: (Sp)(A)(H) = 2.52 kips/ft Active Pressure 2, o •2: (Sp)(A)(D) = 0.28 D kips/ft Surch. Pressure, o ,: {Su)(Sp) = 0.8 kips/ft Passive Pressure, n P: {Arch)(d){P){D) = 3 D kips/ft Force {ki~s} Arm {ft} P.1 = c;.{H)(l/2) = 11.340 X { 3 P.2 =n .{D)= 0.000 D X { D/2) P.3 = o.2{D)(l/2) = 0.000 D2 X { D/3) P,= o,{H)= 8.000 X ( 4 PE= E = 4.212 X { 6 PP= c p{D){l/2) = 1.50 D2 X { D/3) Driving Moment, DM = X0D3+YD2+ZD+C X0: 0.00 Y: 0.00 Resisting Moment, RM = {XR)D"3 XR: 0.5 RM with F.O.S. = {XR)D"3 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: Pass ive Pressure, P: M ax Passive Pres : Unifor m Surcharge, Su : i. Surch. Depth: Un Extern al Surcharge, E: Depth o f Ext. Surch, De: Seismic Pressure, Se: Resisting Pressures: Starting Depth 9 Starting Pressure 0 .4 35 pcf 400 pcf 0 psf 100 psf 10 ft 4.212 kips 3 ft H,psf Ending Ending Slope Depth Pressure 20.8965 4.758583 0.4 -3 -2 -1 0 1 2 f -6 -5 f : PRESSURE (ksf) ___ _...,. __ 0 -5 l --10 ¢'. ::I: f--0... ~ -15 -201 -25 Moment at O (k-ttl +D) = 34.02 + 11.34 D = 0.00 D2 = 0.00 D3 +D) 8.00 D + 32 +D) 4.21 D + 25.27213 = 0.50 D3 Z: 23.55 C: 91.29 ZR: 0 C: 0 <-Terms divided by 1.5 I .• - - - '- -- . • Calcs for Beam(s) Wi continued Set Driving Moment equal to Resisting Moment and.(XD)0A3+YDA2+ZD+c (XR)DA3 = 0.00 solve for 0 by changing the depth of Embed, D: EmbedmentDepth 991371ft - [2O%RotaonaUncreaseperT5M61 118965 ft : Determine the Depth of Zero Shear Plane: (Substitute V for D): - - = 0.00 Plane of Zero Shear is located at 3.96 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear . MM= PAl(H/3) A2(1'/2)+PA3(1'/3) S(Y+H/2)-i-PE(Y+ )(Y/3)-153.9 ft Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity, equivalent to 2/3d below bottom of excavation ' - 2/3 d= 1.67 feet below bottom of excavation - Deflection Due To: - Active Pressure: 0.0449 in - : - - - - Solider Bern selection user input Beam Uniform Surcharge: -: ,0.0567 in External Surcharge: 0.0739 in - - (.i€ W18X35 011 Total Deflection: L 0.1755 in -r. = 165.669:k"' . PASS - - - = I 510.in1'4 - • . S WallHeight Required Embed = 12 ft - Total Beam Length = S 21 ft. Caisson Diameter ,= 2.5 ft - -4 •- -S t - • 5• - - - j._• S :--. .' • . 5-. -• - . - - • 1 - •• . - • •• • .5-S - ••• - .. ••. :- - •5 Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): W8-W9 Beam Callout: Wall Height, H: Beam Spacing, Sp: Ca isson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o .: Active Pressure 2, c.2: Surch. Pressure, o ,: Passive Pressure, fl P: Pal = n.{H){l/2) = P.2 =0 .{D)= Pa3 = o.2{D)(1/2) = P, = o,{H) = Pe= E = W8-W9 8 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 8 0.28 {Sp)(A)(H) = {Sp){A){D) = {Su){Sp) = {Arch)(d)(P){D) = Force {kips) 8.960 0.000 0.000 8.000 3.328 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM= {XR)D"3 RM with F.O.S. = {XR)D"3 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Unifor m Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 3.328 kips Depth o f Ext. Surch, DE: 2.6666 ft Seismi c Pressure, Se: H,psf Resisting Pressures: Slope Slope Starting Starting Depth Pressure Ending Ending Depth Pressure 0.035 8 0 18.9021 4.36086 0.4 -5 -4 -3 ·2 ·1 0 1 _______ ....,P..:..,RESSURE ksf 1 2.24 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} Moment at O (k-ttl X { 2.667 +DJ 23.89 + 8.96 D X { D/2) X { D/3) X { 3 X 5.333 X { D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 = +D) +D) = Z: 20.29 ZR: 0 0.00 D2 0.00 D3 8.00 D + 3.33 D + a.so D3 24 17.74942 C: 65.64 C: 0 <· Terms divided by 2 0 -2 .4 -6 I I -·8 .i :I: -10, I-0... ~ -12! ·14 -16 -18 I -20 1.5 .. - . . . . . S. 4.- - .24 - '• - - 4 Calcs for Beam(s) WS W9 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c(xR)DA3 = - 0.00 - solve for 0 by changing the depth of Embed, D: - - - Jmbedment Depth 9 08512 ft otational_Increase per TSM_6.1:____10.90214ft . --4. • Determine theDepthof Zero Shear Plane: (Substitute V forD): - - = 0.00 Plane of Zero Shear is loèated at 3.68 fet belo bottom of excavation. DeterminetheMaximumMomentatPointof Zero Shear: : MM= PAi(Y+H/3)A2(Y/2)A3(Y/3)+PS(Y+H/2)+l'E(Y+DHPP/3)=L.115.385kft.t . .• . - Determine the Pile Deflection: (Use superposition princiDle) ::- - -. - •. -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. 2/3 d= 1.67 feet below bottom of excavation • . - DeflectionDue To: - * - . : • . - Active Pressure: .. 0.0284 in -oli - . dr B-:rn Selection -User, Input Bzim Uniform Surcharge: 0.0317 in .- External Surcharge: 0.0445in . . . Use W18X35 W18X35 Total Deflection: - 0.1045 in 165.669 k"'; PASS -. Ixx= 510 in 1'4 Wall Height = 8 ft P lured Embed = 11 ft lut31 Beam Length = 19 .ft- -. Cais.on Diameter = 2 5 ft .4 - .• .- • 4.. 4 4.. .4. ,.. .4. • . - .4. . • - -. _ . . . . . -. . . .4.. - • -4.... 4.J 4.' - T -. . . . . - -• - .- .4. :. •- . . 4.. . . _•'. . •. -• . 4 •.4 4. - -. -.4. 9 - * 4 - 4 - 4.. -- •. .4 r,_4 . . . .4 Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): W8-W9 Beam Callout: Wall Height, H: Beam Spacing, Sp: Ca isson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o .: Active Pressure 2, c.2: Surch. Pressure, o ,: Passive Pressure, fl P: Pal = n.{H){l/2) = P.2 =0 .{D)= Pa3 = o.2{D)(1/2) = P, = o,{H) = Pe= E = W8-W9 8 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 8 0.28 {Sp)(A)(H) = {Sp){A){D) = {Su){Sp) = {Arch)(d)(P){D) = Force {kips) 8.960 0.000 0.000 8.000 3.328 1.50 Driving Moment, DM = X0D3+YD2+ZD+C Resisting Moment, RM= {XR)D"3 RM with F.O.S. = {XR)D"3 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Unifor m Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 3.328 kips Depth o f Ext. Surch, DE: 2.6666 ft Seismi c Pressure, Se: H,psf Resisting Pressures: Slope Slope Starting Starting Depth Pressure Ending Ending Depth Pressure 0.035 8 0 18.9021 4.36086 0.4 -5 -4 -3 ·2 ·1 0 1 _______ ....,P..:..,RESSURE ksf 1 2.24 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} Moment at O (k-ttl X { 2.667 +DJ 23.89 + 8.96 D X { D/2) X { D/3) X { 3 X 5.333 X { D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 = +D) +D) = Z: 20.29 ZR: 0 0.00 D2 0.00 D3 8.00 D + 3.33 D + a.so D3 24 17.74942 C: 65.64 C: 0 <· Terms divided by 2 0 -2 .4 -6 I I -·8 .i :I: -10, I-0... ~ -12! ·14 -16 -18 I -20 1.5 . .. S - t - •.- - .' - - 4-,'- •- - - :- •. •.;• -.---, 4 -.5-. 4 . , •,••. ''I F] 4*.; FF - . - - - Calcs for Beam(s) W10 Wil cortunued C Set Driving Moment equal to Resisting Moment and (xo)DA3+yDA2+zD+c (XR)DA3 = 0.00 for by the depth Embed 0 solve .0 changing of 9.9,137i ft rincrease Determine the Depth of Zero Shear Plane (Substitute Y for 0) = 0.00 Plane of Zero Shear is located at - 3.96 feet below bottom of excavation: - S -4- - - - 4. • 4 • .. L -, - Determine the Maximum Moment at Point of Zero Shear: MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) P(Y3/3)='] Determine the Pile Deflection (Use superposition Principle) - Utilize a point of fixity equivalent to 2/3d below bottom of excavation t - 2/3 d= 1.67 feet below bttom of excavation Deflection Due To: Active Pressure 00449 in Solider Beam Selection User Input Beam Uniform Surcharge: 0.0567 in -. - . .-- -- - -: _______________,•;• External Surcharge 00739 in Use W18X35 -0 Total Deflection 0.1755 in - Mpx/Cl = 165 669 k' PASS lxx = 510 in4 .. Wall Height.=-.Z" Required Embed = ' 12 ft T en otal Beam Lgth Caisson Diameter , 2 5 ft 4 - . -F ••. - - * 4 -F., - --F • • ' -. F - • - :- • -. , r • ... - . - - - . ., . . . - , • _4__ $ - •44 .4 .4 -- , 4 . . - - . -' - - -F- •.. - - -4 .. - - - - , . - ,., • F F Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s): Wl2 Beam Callout: W12 Wall Height, H: 8.5 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure No beyond Cut Depth? Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 0 0 8.5 0.2975 0 10 0.1 -Emmi ft ksf ft ksf Active Pressure, o.: {Sp)(A)(H) = Active Pressure 2, c1.2: (Sp)(A){D) = Surch. Pressure, C's: (Su)(Sp) = Passive Pressure, fl'p: (Arch)(d){P)(O) = Force (ki12s} P.1 = n.(H)(l/2) = 10.115 P.2 = r1 .(O) = 0.000 Pa3 = o .2(D)(l/2) = 0.000 P5 = 0 5(H) = 8.000 PE= E = 3.757 PP= <' p(D){l/2) = 1.50 Driving Moment, DM = X003+Y02+ZO+C Resisting Moment, RM = (XR)D"3 RM with F.O.S. = (XR)0"3 Slope 0.035 0 kcf Active Un. Surch. Ext. Surch. Units 2.38 kips/ft 0.28 0 kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft} X ( 2.833 0 X ( 0/2) D2 X ( 0/3) X ( 3.5 X 5.667 D2 X ( 0/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Unifor m Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 3.757 kips Depth o f Ext. Surch, De: 2.8333 ft Seismi c Pressure, Se: H,psf Resisting Pressures: I I +O) +D) +D) Starting Depth 8.5 -5 I = = = Z: 21.87 .4 Starting Pressure 0 -3 Ending Ending Depth Pressure 19.8989 4.559575 ·2 -1 0 PRESSURE ksf · Moment at U (k-ttl 28.66 + 10.12 0 0.00 02 0.00 D3 8.00 D + 28 3.76 D + 21.28977 0.50 D3 C: 77.95 Slope 0.4 1 ZR: 0 C: 0 <-Terms divided by 2 0 -5 --10' ¢: :r: I-0.. ~ ·15, -20 -2s: 1.5 4. - '4 l. :;. S . .. -• Caics for Beam(s): W12. . continued; 4 Set Driving Moment equal to Resisting Moment and ' (XD)DA+YDA2+ZD+C(XR)DA3 = 0.00 solve for Oby changing the depth of Embed, D: -. - jTmbedment Deth 499l2ft RotationaHncreaseperTSM6.1: 11.3989 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): . = 0.00 Plane of Zero Shear is located at 3.82 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: . M= PAI(Y+H/3)+PA2(Y2/2)-fPA3(Y3/3)+Ps(Y+I-$/2)-FPE(Y+H DE) Determine the Pile Deflection: (Use superposition principle) . -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. 2/3 d= 1.67 feet below bottom of excavation - . - Deflection Due To: Active Pressure: 0.0359 in . . . - . . - . . oIid•r Be3rn Se ection, L.J'-?r Input Beam Uniform Surcharge: 0.043 in - .. External Surcharge: 0.0577 in Use W18X35 - W18X35 Total Deflection: 0.1366 in . . Mpx/' =--165.669W - -. PASS cO inA4 - . - Wall Height=- S. . - . - -Required Embed = 11.5 ft - - 'Total Beam Length = 20 f . ft Caisson Diarneter 2.5 . -I - 14 - Cantilevered Permanent Shorine Desien -AASHTO Methodoloev Cales of Beam(s): W13 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, O'a: Active Pressure 2, cra2: Surch. Pressure, o,: Passive Pressure, f1 P: P.1 = n.(H)(l/2) = P.2 =o.(D)= Pa3 = o •2(D)(l/2) = P, = o ,(H) = Pe= E = PP= c:ip(D)(l/2) = W13 8 ft 8 ft 2.5 ft 3 " No 1.5 20 Ending Ending Depth Pressure 8 0.28 (Sp}(A)(H) = (Sp)(A)(D) = {Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 8.960 0.000 0.000 8.000 3.328 1.50 Driving Moment, DM = X0 D3+YD2+ZD+C Resisting Moment, RM = (XR)D"'3 RM with F.O.S. = (XR)D"'3 Slope 0.035 2.24 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft) X ( 2.667 X ( D/2) X ( D/3) X ( 3 X ( 5.333 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pd M ax Passive Pres: 0 psf Unifor m Surcharge, Su : 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 3.328 kips Depth o f Ext. Surch, DE: 2.6666 ft Seismi c Pressure, Se: H,psf Resisting Pressures: Starting Starting Ending Ending Slope Depth Pressure Depth Pressure 8 0 18.9021 4.36086 0.4 -5 -4 -3 -2 -1 0 1 2 PRESSURE (ksfl__..---.-~ 0 +D) = = +D) = +D) = Z: 20.29 ZR: 0 1 j I l 1 I Moment at o (k-ttl 23.89 + 0.00 D2 0.00 D3 8.00 D + 3.33 D + 0.50 D3 l 8.96 D 24 17.74942 ~ C: 65.64 C: 0 <-Terms divided by -2 -4 -6 --8 ~ :I: -10 t;: ~ -12 -14 -16 -18 -20 1.5 L -: .- Caics for Beam(s): W13 continued .. . Set Driving Moment equal to Resisting Moment and (xD)DA+yDA2+ZD+c(xR)DA3 = solve for 0 by changing the depth of Embed, D: . Embedment DepthS 9.08512 ft 20% RotationaHncrease per TSM t' 1 10.9021 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): - - PAl+PA2Y+PY 2 +PS+PE-PPY 2 = 0.00 Plane of Zero Shear is located at . 3.68 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear MM= PAI(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE)115.3854 Determine the Pile Deflection: (Use superposition principle) a point of fixity equivalent to 2/3d below bottom of excavation. - . 2/3 d= 1.67 feet below bottornofexcavation - - Deflection Due To: Active Pressure: 0.0284 in . . .. . Solider Beam Selectic'r User Input l3rn Uniform Surcharge: 0.0317 in . . -. External Surcharge: 0.0445 in . Use W18X35 "'WA X85 * Total Deflection: 0.1045 in S -Mpx/L= 165.669'k'' . PASS . . . 4 x 510 ind4 - - - . •. . : Wall Height = . S • - - S . . Required Embed = •. lift :• Total Bea Length = - 19 ft m . . - • • Caisson Diameter = 2.5 ft . S - . - SI 5 5 - . . . • . - - 4 - _#•_ - - S .. -• 45 • • - - -- S • * 5- t- , - - - . *4 - - .5 5 • • Cantilevered Permanent Shorine: Desie:n -AASHTO Methodoloe:v Cales of Beam(s}: W14 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o.: Active Pressure 2, o •2: Surch. Pressure, o s: Passive Pressure, (1 P: P01 = n .(H)(l/2) = P02 =r;0(D)= P.3 = o ai(D)(l/2) = Ps = Os(H) = PE= E = PP= n µ(D)(l/2) = W14 8 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 8 0.28 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips} 8.960 0.000 0.000 8.000 3.328 1.50 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM = (XR)D"3 RM with F.O.S. = {XR)D"3 Slope 0.035 2.24 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft} X ( 2.667 X ( D/2) X ( D/3) X ( 3 X 5.333 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Passi ve Pressure, P: 400 pcf M ax Passive Pres: O psf Uniform Surcharge, Su: 100 psf Uni . Surch. Depth: 10 ft Extern al Surcharge, E: 3.328 kips Depth o f Ext. Surch, DE: 2.6666 ft Seismic Pressure, Se: H,psf Resisting Pressures: Starting Starting Ending Ending +D) +D) +D) Depth Pressure Depth Pressure I -5 8 0 18.9021 4.36086 .4 = = = = .3 -2 -1 0 TSSURl~f I l I f Moment at o !k~ttl 23.89 + 0.00 02 0.00 03 8.00 D + 3.33 D + 0.50 D3 8.96 D 24 17.74942 Z: 20.29 C: 65.64 Slope 0.4 1 ZR: 0 C: 0 <-Terms divided by 2 0 ·2 -4 -6 --8 ~ :i: -10 .... a.. ~ -12 -14 -16 -18 ·20 1.5 Cales for Beam(s): Set Driving Moment equal to Resisting Moment and solve for O by changing the depth of Embed, D: continued (XD)DA3+YDA2+ZD+C-(XR)DA3 = 0.00 Embedment Depth: 9.08512 ft 20% Rotational Increase per TSM 6.1: 10.9021 ft Determine the Depth of Zero Shear Plane: (Substitute Y for D): 2 2 PA1+PA2Y+PA3Y +P5+Pe-PpY = 0.00 Plane of Zero Shear is located at 3.68 feet below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: M MAX= P A1(Y+H/3)+P dY2/2)+P A3(Y3 /3)+Ps(Y+H/2)+PE(Y+H-DE)-Pp(Y3 /3)= 115.385 k-ft Determine the Pile Deflection: (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. 2/3 d= 1.67 feet below bottom of excavation Deflection Due To: Active Pressure: Uniform Surcharge: External Surcharge: Total Deflection: 0.0284 in 0.0317 in 0.0445 in 0.1045 in Solider Beatn Selection Use W18X35 Mpx/0 = 165.669 k' lxx = 510 inA4 Wall Height= 8 ft Required Embed = 11 ft Total Beam Length = 19 ft Caisson Diameter = 2.5 ft User Input Beam W18X35 PASS Cantilevered Permanent Shorimz Desien -AASHTO Methodoloev Cales of Beam(s): W15-W18 Beam Callout: W15-W18 Wall Height, H: 7 ft Beam Spacing, Sp: 8 ft Caisson Diameter, d: 2.5 ft Arching, Arch: 3 Active Pressure beyond Cut Depth? No Factor Of Saftey: 1.5 Max Beam Depth?: 20 Driving Pressures: Starting Starting Ending Ending Depth Pressure Depth Pressure 0 0 7 0.245 0 10 0.1 Active Pressure, n .: (Sp)(A)(H} = Active Pressure 2, o •2: (Sp)(A}(O) = Surch. Pressure, o,: (Su)(Sp) = Passive Pressure, 11P: (Arch)(d}(P)(D} = Force {ki12s} P.1 = n .(H)(l/2) = 6.860 P.2 = o .(O) = 0.000 Pa3 = o .2(0)(1/2) = 0.000 P, = o,(H) = 8.000 PE= E = 2.548 PP= o µ(0)(1/2) = 1.50 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM = (XR}0"3 RM with F.O.S. = (XR)0"3 Slope 0.035 0 1.96 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm {ft} X ( 2.333 D X ( D/2) D2 X ( D/3) X ( 2 X 4.667 D2 X ( D/3) X0: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Act ive Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: 0 psf Unifor m Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 2.548 kips Depth o f Ext. Surch, DE: 2.3333 ft Seismi c Pressure, Se: H,psf Resisting Pressures: Starting Depth Starting Pressure Ending Ending Depth Pressure 7 0 16.908 3.963218 ; -5 -4 -3 ' ~ ' Moment at () ! k-ttl +O} 16.01 + 6.86 D = 0.00 02 = 0.00 03 +D) = 8.00 D + 16 +O} 2.55 D + 11.89073 = 0.50 03 Z: 17.41 C: 43.90 Slope 0.4 l 1 2 0 -2 -4 -6 ¢! -8 ;:: o.. -10 w 0 -12 -14 -16 -18 C: 0 <-Terms divided by 1.5 - - - • . . - -4 Calcs for Beam(s) W15 W18 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yDA2+zD+c(xR)DA3 =. 0.00 solve fo 0 by changing the depth of Embed, D: - . - - r ----- Embedment Depth 8 2567 ft 20% Rotational I ncreaseperTSM61 9 90804 ft Determine the Depth of Zero Shear Plane: (Substitute Y for D): - - PA1+PA2Y+PMY2+PS+PE PY2 = 0.00 Plane of Zero Shear is located at 3 41 feet below bottom of excavation Determine the Maximum Moment at Point of Zero Shear: - MM= PA1(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) Pp(V3/3)=4328kft '] 4 - Determine the Pile Deflection (Use superposition principle) - -. - Utilize a point of fixity equivalent to 2/3d below bottom of excavation 2/3 d= 1.67 feet below bottom of excavationc 1 Deflection Due To: Active Pressure 0.0171 in Solider Beam Selection User Input Beam Uniform Surcharge: 00154 in External Surcharge 0.0252 in Use W18X35 W18X35 Total Deflection 0.0577 in Mpx/C) = 165.669,k PASS lxx 510 in'4 Wall Hight = 7 ft Required Embed = 10 ft - Total Beam Length = 17 ft Caisson Diameter = 2 5 ft 4 .- - -. (- - •., .- ..- - - . v -- -- .-• - -.- -- -.-- .-- I- -- - - .• - - - -- .- - --:-- .. -.- Cantilevered Permanent Shorin2 Desi2n -AASHTO Methodolo2v Cales of Beam(s): W19 Beam Callout: Wall Height, H: Beam Spacing, Sp: Caisson Diameter, d: Arching, Arch: Active Pressure beyond Cut Depth? Factor Of Saftey: Max Beam Depth?: Driving Pressures: Starting Starting Depth Pressure 0 0 Active Pressure, o .: Active Pressure 2, <1 •2: Surch. Pressure, o ,: Passive Pressure, o P: P.1 = n.(H)(l/2) = P.2 =o .(D)= Pa3 = o .2(D)(1/2) = P, = o ,(H) = PE= E = PP= (1p(D)(1/2) = W19 5 ft 8 ft 2.5 ft 3 No 1.5 20 Ending Ending Depth Pressure 5 0.175 (Sp)(A)(H) = (Sp)(A)(D) = (Su)(Sp) = (Arch)(d)(P)(D) = Force (kips) 3.500 0.000 0.000 8.000 1.300 1.50 Driving Moment, OM= X0D3+YD2+ZD+C Resisting Moment, RM= (XR)D113 RM with F.O.S. = (XR)D"3 Slope 0.035 1.4 kips/ft 0.28 D kips/ft 0.8 kips/ft 3 D kips/ft Arm (ft) X ( 1.667 X ( D/2) X ( D/3) X ( 0 X 3.333 X ( D/3) Xo: 0.00 Y: 0.00 XR: 0.5 XR: 0.33 YR: 0 Wall Pressures Acti ve Pressure, A: 35 pcf Pass ive Pressure, P: 400 pcf M ax Passive Pres: O psf Uniform Surcharge, Su: 100 psf Un i. Surch. Depth: 10 ft Extern al Surcharge, E: 1.3 kips Depth o f Ext. Surch, DE: 1.6667 ft Seismic Pressure, Se: H,psf Resisting Pressures: +D) +D) +D) Starting Depth 5 -4 = = = Z: 12.80 Starting Pressure Ending Ending Depth Pressure 0 12.8733 3.149332 -3 -2 -1 PRESSURE (ksf Moment at O !k-ttl 5.83 0.00 D2 0.00 D3 8.00 D 1.30 D 0.50 D3 C: + + + 10.17 3.50 D 0 4.333355 Slope 0.4 a ZR: 0 C: 0 <-Terms divided by 1 a -2 -4 ~ -6 t :r ..... fu -8 0 -10 -12 -14 1.5 '5 St -- I- 1 Caics for Beam(s) W19 continued Set Driving Moment equal to Resisting Moment and (xD)DA3+yoA2+zD+c(xR)DA3 = 0.00 solve for 0 by changing the depth of Embed, 0: ibednent Depth 6 56111 ft RotaonaHncrease per TSM 61787333 ft Determine the Depth of Zero Shear Plane: (Substitute V for D): PA1+PA2Y+PA3Y2+PS+PE-PPY2 = 0.00 Plane of Zero Shear is located at 2.92 feat below bottom of excavation. Determine the Maximum Moment at Point of Zero Shear: - - - MM = PAl(Y+H/3)+PA2(Y2/2)+PA3(Y3/3)+Ps(Y+H/2)+PE(Y+H DE) Pp(Y/3)=IO2 kft •1 -•- _5•... Determine the Pile Deflection (Use superposition principle) -Utilize a point of fixity equivalent to 2/3d below bottom of excavation. . - . . .. 2/3 d= 1.67 feet below bottom of excavation - . •. 4 . - - - . 5- St . - - 4 Deflection Due To: Active Pressure ,. 0.005 in - - - S .,Solider113eamSelection:< User Input Beam Uniform Surcharge: -• 0.0014 in -. - .S 1 External Surcharge 0.0063 in - Use .5W18X35 W18X35 Total Deflection 0.0128 in Mpx/Q = 165 669 k PASS ._,IxX,.7 - 510 ihA4 - S •\ - . Wall Height = -. 5 ft 15 - RequiredErnbed= 8ft * Total Beam Length = . 13 ft .Caisson Diameter 2 5 ft .. S - - Sr - - ... - . - S . -5, t -. ••I. -. 5,. . - ., .: 14 - - S • - - 55 .5•_ -. . S 5 • - - - ,5 - - -- ...- - • : - . 4' • - .' 5 . • '• .5 •' ,s - '_ - -5 . I . .- _ . • - - 5 - - . . I •,• -. __5_ 1 - 5 - • • -• -•' -. - -. .-.- 1t\ - •. . - r • •- • - .fl - - . . • '. . -. - - -. • . •. a — L-. 4. 1-4 Lateral Earth Pressure on Lagéing Design Spreadsheet 1- Project Coastal 10 Permanent Shoring rzrrm r, JIill1 iti Project # A15.0000 ,'IIIllI Date 3/12/2014 f qH ir -• Definition of Variables Driving Pressure * soidtcr D f.. \12Height of Silo (ft.) - vøii uniform d13t. Surcharge (pf) lagging clear span (ft) . Vte 43 octivc crth prcurc coefficient 424 unit weight of soil (pcf) & intcrnal anglc of friction (deg) E.F.P. r - • 1equivalent fluid pressure (pcf) • j__• • 1-' WIAT tJlateral "I c - surcharge (psf) .- - • a 21.38812 cross section area of silo = 1/87112. . • - W 32349 53 weight of soil silo = aD7 - -, T 19.30105 shear strength of soil zKatan(co) . •. . . - -. • I •. - -. - -,. .5 The vertical force of the soil silo is given by D1 S F =W+wa—f—rldz 1) - The angle of.the bottom of the wedge relative to the horizontal would be 45+(ço/2) according to Rankine methods. (conservatively approximate this an to 45degrees for ease of integration.) The horizontal pressure, P, on the lagging at a depth of D+1/2 can be shown as: • - • 1.• • -: •. - 2 2a () After intergrating (1) and inserting into equation (2), lateral pressure at D+1/2:'4 - P=Ka [.L+W+YD_L(Kntan((P)D2 )] Determine the mximum pressure on the lagging by taking the partial derivative of the horizontal . • pressure (equation 3) with respect to Depth and setting the result equal to zero-.'• • . •• I • - 1- 1— D] D L I J Solving for D gives the height where the max pressure occurs 1- = - - 11.56647 ft . (5) 4Ka tafl((p) .. & .-:-'- •-.. • . •