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Specifications (18)
. �- CCORGAN 3 FEL)c'TY 77 Submittal Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 2/6/2019 Improvements 18055.0000 SUBJECT: 316000-01.1 LINAC Auger Cast ` UBMITTAL ID: 316000-01.1 Pile Design - Calcs - Resubmittal TYPE: Submittal TRANSMITTAL ID: 00558 PURPOSE: No Exceptions Taken VIA: Info Exchange SPEC SECTION: 31 60 00 OFFICE COPY FROM NAME COMPANY EMAIL PHONE Camila Narvaez Corgan co ila.Narvaez@corgan 346-201-6206 NAME COMPANY EMAIL PHONE Turner Eric Mishler Construction emishler@tcco.com 503-226-9825 Company Turner Bruce Reid Construction breid@tcco.com Company REMARKS: TERRACON RESPONSE NO EXCEPTIONS TAKEN Based on my review of the calculations, it is our opinion that the geotechnical design parameters used in the analyses are consistent with our recommendations in the Geotechnical Engineering Report. Therefore, from a geotechnical perspective, we recommend acceptance. However, the structural engineer should complete review and acceptance of the submittal • overall. KRIS HAUCK VLMK RESPONSE NO EXCEPTIONS TAKEN See attached reviewed submittal. (VLMK review stamp is on calculation Page 1 of 2 Submittal Transmittal DATE: 2/6/2019 ID: 00558 cover page.) CONTENTS QUANTITY: 1 DATED: 2/4/2019 NUMBER: DESCRIPTION 316000-01.1 LINAC Auger Cast Pile Design - Calcs - Resubmittal.pdf ACTION. REMARKS: COPIES: Dennis Escobar (Corgan) Edgar Gallegos (Corgan) Page 2 of 2 CORGASubmittal Transmittal Corgan 120 East Greenway Plaza Suite 410 Houston TX 77046 United States PROJECT: McK_OR-Tigard CC Tenant DATE SENT: 2/6/2019 Improvements 18055.0000 RETURN BY: 2/18/2019 SUBJECT: 316000-01.1 LINAC Auger Cast SUBMITTAL ID: 316000-01.1 Pile Design - Calcs - Resubmittal TYPE: Submittal TRANSMITTAL ID: 00549 PURPOSE: For Review VIA: Info Exchange SPEC SECTION: 31 60 00 FROM NAME COMPANY EMAIL PHONE Camila Narvaez Corgan co ila.Narvaez@corgan 346-201-6206 tC NAME COMPANY EMAIL- PHONE Trent Nagele VLMK Engineering g + Design trent@vlmk.com (503) 222-4453 PaxtonVLMK Engineering Rothwell + Design paxtonr@vlmk.com Corey Theisen VLMK Engineering coreyt@vlmk.com 971-254-8305 + Design Brian Dubai VLMK Engineering 503.com briand@vlmk222-4453 + Design ( ) REMARKS: Revisions made to 316000-01 submittal as required per Terracon Geotech review. Please review and provide approval stamp asap so that Contractor may submit to the City of Tigard. DESCRIPTION OF CONTENTS QTY DATED TIN F NUMBER NOTES 1 2/4/2019 316000-01.1 LINAC Auger Cast Pile Design - Caics - Resubmittal.pdf COPIES: Dennis Escobar (Corgan) Page 1 of 1 TurnerSubmittal #316000-1 .1 316000 - Special Foundations and Load-Bearing Elements TCCo Portland Project: 181019-Compass Oncology-Westside Cancer Center 1155 SW Morrison St.,Suite 600 12123 SW 69th Ave Portland,Oregon 97205 Portland,Oregon 97223 Phone:(503)226-9825 316000-01.1 LINAC Auger Cast Pile Design - Calcs - Resubmittal SPEC SECTION: 316000-Special Foundations and Load-Bearing SUBMITTAL MANAGER: Eric Mishler(Turner-Portland) Elements STATUS: Open DATE CREATED: 02/4/2019 ISSUE DATE: 02/4/2019 REVISION: 1 RESPONSIBLE DeWitt Construction RECEIVED FROM: Chase Dewitt CONTRACTOR: RECEIVED DATE: 02/4/2019 SUBMIT BY: 02/4/2019 FINAL DUE DATE: 02/18/2019 LOCATION: SUB JOB: COST CODE: APPROVERS: Camila Narvaez(Corgan Architects) BALL IN COURT: Camila Narvaez(Corgan Architects) DISTRIBUTION: Garth Ullakko (DeWitt Construction),Chase Dewitt (DeWitt Construction),Tim Verney (TRV Surveying),John Uhl (Capitol Electric) ,Frank Bruno (American Heating),Scott Partridge (T.Gerding Construction),Patrick Doherty (Weitman Excavation),Scott Unholz (Capitol Electric) DESCRIPTION: Revisions made to 316000-01 submittal as required per Terracon Geotech review.Please review and provide approval stamp asap so that Contractor may submit to the City of Tigard. ATTACHMENTS: SUBMITTAL WORKFLOW NAME SUBMITTER/ SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Camila Narvaez Approver 2/18/2019 Pending BY DATE COPIES TO TCCo Portland Page 1 of 1 Printed On:02/04/2019 02:40 PM Turner 9901 NE 7th Ave. Reviewed by: Eric Mishler cat.: 02/04/2019 ©® Reviewed by Turner for General compliance withith the the Suite B233 contract documents only.This review does not relieve Vancouver,WA 98685 the subcontractor of the responsibility for making the R O G G E N KA M P PO Box 65489 work confrom to the requirements of the contract.The subcontractor is responsible for all dimensions,correct STRUCTURAL_ Vancouver,WA 98665 fabrication and accurate fit with the work of other trades. Submittal Number. 316000-01.1 ENGINEERS Pc 360 574 4000 Memorandum DeWitt Construction;Compass Oncology Tigard;January 31,2019;18549;Page 1 of 1 To: Chase DeWitt From: David A. Roggenkamp, PE, SE Company: DeWitt Construction Date: January 31, 2019 Subject: Augercast Piles RSE Project Name: Compass Oncology Tigard RSE Project Number: 18549 Chase, This augercast pile design memo and calculations are in response to the returned submittal of the augercast pile design memo and calculations dated January 15, 2019. The reviewer has requested to "revise reinforcing lengths considering moment curve for a `free' head condition at the top." In the previous pile design, reinforcing lengths considered the moment curve for a "fixed" head condition. Also, the geotechnical engineer has reviewed and approved the L-Pile geotechnical parameters utilized in the L-Pile analysis as requested in the January 15, 2019, memo. Our review of the augercast piles for the Compass Oncology project is based on: • The geotech report from Terracon, dated October 3, 2018, and the Terracon emails dated October 26, 2018, and January 30, 2019, addressing L-Pile parameters. • The structural drawings dated 10/19/2018, Revision 3, "ISSUED FOR 100% PERMIT" Pile design information (from Drawing SX04-01): • Pile diameter: 24" • Compression: 120 kips • Lateral: 20 kips • Length: 50'-0" Our review indicates that the following pile satisfies the design criteria. Review is based upon the 2014 Oregon Structural Specialty Code. • Grout F'c = 3000 psi • Vertical bars: o Pile cap to minus 16 feet: (8)#7, extend into cap, hook at top layer of reinforcement in pile cap or grade beam o Minus 16 feet to minus 25 feet: (4)#7 (alternate bars from above) r�, • Spiral reinforcement: g ° p o Place 3" clear of pile perimeter ;-4r cs o Pile cap or grade beam to minus 6 feet: #4 at 4" oc, extend spiral IA-0 V �; � up to bottom layer of reinforcement in pile cap or grade beam "; ] 3^E r'" o Along the remainder of vertical rebar length: #4 at 10 1/2" oc • (Detail at top of pile indicated on Drawing SX04-01) r,v /30f Please let us know if we can be of further assistance, 4.Q? Dave 777.7y7747.:7157717 9901 NE 7p'Ave. MOB Suite B233 Vancouver,WA 98685 R OG G E N KA M P POBox 65489 STRUCTURAL Vancouver,WA 98665 ENGINEERS, Pc 360 574 4000 SHEET NUMBER:Cover X REVIEWED REVISE AND RESUBMIT REJECTED MAKE CORRECTIONS NOTED Vendor is entirely responsible for performance of his January 31, 2019 product(s). Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for STRUCTURAL CALCULATIONS review of general conformance with the design RSE project 18549 concept of the project and general compliance with P the information given in the contract documents, The contractor is responsible for:confirming and correlating all quantities and dimensions;selecting Augercast Piles fabrication processes and techniques of construction; coordinating work with that of all other trades;and performing work in a safe and satisfactory manner. Compass Oncology VLMK ENGINEERING+DESIGN Tigard, OR (503)222-4453 Date: 2/06/19 By: tCn For DeWitt Construction Reference Memo dated January 31, 2019 Calculation sheets 1/36 through 36/36, January 31, 2019 • PROff• s hci Gc. tN F /d, //z73 sek` 3 , ' 4. RGGC``b;' �EXi't A%f 3 Jilt: 12/31/ 20 I Turner Reviewed by: Eric Mishler Date: 02/04/2019 Reviewed by Turner for General compliance with the contract documents only. This review does not relieve the subcontractor of the responsibility for making the work confrom to the requirements of the contract. The subcontractor is responsible for all dimensions,correct fabrication and accurate fit with the work of other trades. Submittal Number: 316000-01.1 D©© 360 574 4000 Office R O G G E N KA M P POBox65489 STRUCTURAL Vancouver,WA 98665 ENGINEERS, PC C.0* A-SS ogcot, 61 T t ta:' i) 1 -15 -11 t;i 9 SHEET NUMBER: I OF SCe 2v 4 co SS Lie (-4,0 •k't tea:A,t., c 2.o So' piLe spprctNt > 6,' N; G,-(14‘Jr cFF1rc td P tt,e ANAt1 i(D' C ) 7 et d Avg) (4 d 1 (4) 3oo.) tai t 1 sc;,\ Fitt s 2.00 CMTS C L,PrI J i ret SM tc p l±J 16N CAT IQ ock 1-Lt? BELQ :13,45 C >a-s - d, ,, 3 KS '3, A z if 01 <. I11t O 1k Pn o rA L. Pude t"1 = crio = 2 uK IK teLQ "i2 t /aa�e z(p00 = SO FAIL kd Lf l�, ' VSE- (!v ` '7 IBC 18.10.3.9.1 �Mn = 3 (SART F'c) Sm Sm= 1357 in^3 F'c= 3000 psi ck= 0.9 4Mn= 222978 inlb 3 (SQRT F'c) Sm Mn= 247753 inlb ckMn/c 20.6 ftk Mn/12000 on L-Pile, max moment is Mn/1.4 14.7 ftk 177 ink , /3111i Seismic Design Categories D through F IBC 1810.3.9.4.2 Pile 4) Spirals 24 ACI 21.6.4.3 a) 1/4 x pile 4)= 6 b) 6 x long bar 4= 3.75 for#5 >/=4.5 for#6 and greater c) So=4+(14-hx)/3 2.67 not less tha 0 not greater than 6" ACI 21.6.4.4 ps= 0.12 F'c/Fyt Fyt= 60 F'c= 3 ps= 0.0060 4 0.0080 5 0.0100 6 0.0120 4.5 0.0090 #4 spirals ds= pile 4)-3"-3"-0.500 17.500 Asp=psxsxds/4 F'c= 3 ps= - 0.0060 s= . 7.62 4 0.0080 5.71 m 5 0.0100 4.57 X . 6 0.0120 3.81 u E a 4.5 0.0090 5.08 Close pitch spiral in 7 4)from bottom of cap= 168 inches 14.00 feet Close pitch spiral in 3 4)from bottom of cap= 72 inches 6.00 feet Site Class D Remainder of Length 1 12 x long bar 4)= #5 7.5" #6 9" #7 10.5'' #8 12" #9 >12" #10 >12" 2 pile4)/2= 12 3 12 inches 1 (3111c1 t{ ACI 25.4.3 Ldh=[(Fy14) W 41)1(50 X SQRT F'c)] db Fy= 60000 psi 4.1= 1 X= 1 F'c= 3000 psi db= 7/8 inches Ldh= 20 ACI 25.4.4.2 Ld =[(Fy W W)/(20 A SQRT F'c)] db Fy= 60000 psi W= 1 A= 1 F'c= 3000 psi db= 7/8 in Ld= 48 inches t-31-tq icoo 800 0 600 0 400 200.0 00 NVAAn ie=0De wrtX 9 g -200.0 -400.0 0Mn(k-ft) 00 _.00 000 1_,00 2000 2500 3000 Load-Moment Interaction p c 3o) La) 41 Pk , (. k l to ' !Q 2 o is, I, ), quoti4 w '1.- C:1Program Files(x86)1Computers and StructureslCSiCol 91Column1.CDB Page 4 //: X-bar(Right) = 12.00 in X-bar(Left) = 12.00 in Y-bar(Top) = 12.00 in Y-bar(Bot) = 12.00 in Transformed Properties: Base Material = fc' = 3.0 ksi Area, A =452.39 inA2 Inertia, 133 = 1.63E+04 inA4 Inertia, 122 = 1.63E+04 inA4 Inertia, 132 = 0.00E+00 inA4 Radius, r3 = 6.00 in Radius, r2 = 6.00 in Additional Section Properties: Transformed Properties: Base Material =fc' = 3.0 ksi Modulus, S3(Top) = 1,357.2 inA3 Modulus, S3(Bot) = 1,357.2 inA3 Modulus, S2(Left) = 1,357.2 inA3 Modulus, S2(Right) = 1,357.2 inA3 Plastic Modulus, Z3 = 2,392.9 inA3 Plastic Modulus, Z2 =2,392.9 inA3 Torsional, J = 32,572.0 inA4 Shear Area, A3 =406.05 inA2 Shear Area, A2 = 406.05 inA2 Principal Angle = 0.00E+00 Deg Inertia, 133' = 1.63E+04 inA4 Inertia. 122' = 1.63E+04 inA4 C:IProgram Files(x86)1Computers and Structures1CSiCoI 91Columnl.CDB Page 3 iyi } 1 2 -- 24 CCC s.. 12.CCC u.1a 12.000 .. I 1 I -fk' X.� ' . • i• • X , '' r Nr '''..-,5"-,<' ..s7 �. }t„? ,r . v yry all'x • 0 4 ,. 1> x ,'y,.SY r• .>.` )+ ,c 3 N •,"••x ;<,�x} . -= il►:. y` +'•4r .: 3 • Di i'..'"....x*x?''*7?*-'"x'"?..' IV.t.'erit.4K` x...).:;...—„.''''. 7>-->xf '' } fy. l fX _• 741.0. i2' x tt Section Diagram Cross-section Shapes Shape Width Height Conc Fc S/S Curve Rebars in in ksi Circle 24.000 24.000 3.000 ACI-Whitney Rectangular 847 Rebar Properties Sr.No Designation Area Cord-X Cord-Y Fy S/S Curve inA2 in in ksi 1 #7 0.60 20.062 12.000 60.00 Elasto-Plastic 2 #7 0.60 17.701 17.701 60.00 Elasto-Plastic 3 #7 0.60 12.000 20.062 60.00 Elasto-Plastic 4 #7 0.60 6.299 17.701 60.00 Elasto-Plastic 5 #7 0.60 3.938 12.000 60.00 Elasto-Plastic 6 #7 0.60 6.299 6.299 60.00 Elasto-Plastic 7 #7 0.60 12.000 3.938 60.00 Elasto-Plastic 8 #7 0.60 17.701 6.299 60.00 Elasto-Plastic 847 Total Area= 4.80 inA2 Steel Ratio= 1.06 ok Basic Section Properties: Total Width = 24.00 in Total Height = 24.00 in Center, Xo = 0.00 in Center, Yo = 0.00 in C:1Program Files(x86)1Computers and StructureslCSiCol 91Column1.CDB Page 2 4511 r4 Project Information Project Job No Company Designer Remarks Software CSICOL (Version: 9.0 (Rev. 1)) File Name C:\Program Files (x86)\Computers and Structures\CSiCoI 9\Columnl Working Units US (in, kip, k-ft, ksi) Design Code ACI-318-11 Column:Columnl Basic Design Parameters Caption = Columnl Default Concrete Strength, Fc = 3.00 ksi Default Concrete Modulus, Ec = 3200.00 ksi Maximum Concrete Strain = 0.003 in/in Rebar Set =ASTM Default Rebar Yeild Strength, Fy = 60.00 ksi Default Rebar Modulus, Es = 29000.00 ksi Default Cover to Rebars =3.500 in Maximum Steel Strain = Infinity Transverse Rebar Type = Spiral Total Shapes in Section = 1 Consider Slenderness = No C:1Program Files(x86)IComputers and Structures1CSiCol 91Column1.CDB Page 1 900 0 800.0 700.0 �. 600.0 EII 500.0 4000 300.0 200.0 100 0 0.0 .AAngle=45 Deg wrt X -1000 -200 0 0Mn(k-ft) 0 40 0 80 0 120 0 160 0 200 0 2400 Load-Moment Interaction ®ra0 (4) i Ft,ttRi C )( 400 ,�� Ii•C iy C:VProgram Files(x86)1Computers and Structures1CSiCol 91Column1.CDB Page 5 900 0 800.0 7000 a 600.0 600.0 400.0 300.0 200.0 1000 0.0 L. AAngle=0 Deg wrt X - 1 -100 0 -2000Mn(k-ft) 0 0 40.0 800 1200 1600 2000 2400 Load-Moment Interaction C:IProgram Files(x86)IComputers and StructureslCSiCol 91Columnl.CDB Page 4 jl, rt !` r`1 Y-bar(Top) = 12.00 in Y-bar(Bot) = 12.00 in Transformed Properties: Base Material =fc'= 3.0 ksi Area, A =452.39 inA2 Inertia, 133 = 1.63E+04 inA4 Inertia, 122 = 1.63E+04 inA4 Inertia, 132 = 0.00E+00 inA4 Radius, r3 =6.00 in Radius, r2 = 6.00 in Additional Section Properties: Transformed Properties: Base Material =fc' = 3.0 ksi Modulus, S3(Top) = 1,357.2 inA3 Modulus, S3(Bot) = 1,357.2 inA3 Modulus, S2(Left) = 1,357.2 inA3 Modulus, S2(Right) = 1,357.2 inA3 Plastic Modulus, Z3 =2,283.1 inA3 Plastic Modulus, Z2 =2,283.1 inA3 Torsional, J = 32,572.0 inA4 Shear Area, A3 =406.12 inA2 Shear Area, A2 =406.12 inA2 Principal Angle = 0.00E+00 Deg Inertia, 133' = 1.63E+04 inA4 Inertia, 122' = 1.63E+04 inA4 C:1Program Files(x86)1Computers and StructureslCSiCol9lColumn1.CDB Page 3 �4 24.600 .a 12.000 ':+° 12.000 .� '—Astagg:+° 12.000 ,K '7'>,'.7:),Z, 7 X'•••:•:>. o ten-.>,'- t . O f f it x' r,,,, �? i'' y. ."4:4:..ii K r • QO R r>' :, 'S!xKs $i,/:.>' ii♦X .. 4>.10 3 7 a }>." {)c ..xe < . 1.0,0t„;x*610� �'4 `fir, 3 CV :K C>. t' v.XrY♦�T rie ixx.', ` • �{X' j."kr_♦... G- .. .aar♦6.�D9P_' •2 .a s♦.a`iisiO ,Xy 7)*t5 t�f�a X y' .; O X\')//..,(, 7.V FP clrXV? j }`./ ; T, X .X + [T ?}icy+x�• ..)1• i .x>ki• •.•40•.e4‹.:, xx 4, 1 Section Diagram Cross-section Shapes Shape Width Height Conc Fc S/S Curve Rebars in in ksi Circle 24.000 24.000 3.000 ACI-Whitney Rectangular 447 Rebar Properties Sr No Designation Area Cord-X Cord-Y Fy S/S Curve inA2 in in ksi 1 #7 0.60 20.062 12.000 60.00 Elasto-Plastic 2 #7 0.60 12.000 20.062 60.00 Elasto-Plastic 3 #7 0.60 3.938 12.000 60.00 Elasto-Plastic 4 #7 0.60 12.000 3.938 60.00 Elasto-Plastic 447 Total Area= 2.40 inA2 Steel Ratio= 0.53 Basic Section Properties: Total Width = 24.00 in Total Height =24.00 in Center, Xo = 0.00 in Center, Yo = 0.00 in X-bar (Right) = 12.00 in X-bar (Left) = 12.00 in C:Program Files(x86)1Computers and Structures\CS1CoI 91Columnl.CDB Page 2 1 i r'Y / Project Information Project Job No Company Designer Remarks Software CSICOL (Version: 9.0 (Rev. 1)) File Name C:\Program Files (x86)\Computers and Structures\CSiCoI 9\Columnl Working Units US (in, kip, k-ft, ksi) Design Code ACI-318-11 Column:Columnl Basic Design Parameters Caption = Columnl Default Concrete Strength, Fc = 3.00 ksi Default Concrete Modulus, Ec = 3200.00 ksi Maximum Concrete Strain = 0.003 in/in Rebar Set =ASTM Default Rebar Yeild Strength, Fy =60.00 ksi Default Rebar Modulus, Es = 29000.00 ksi Default Cover to Rebars = 3.500 in Maximum Steel Strain = Infinity Transverse Rebar Type = Spiral Total Shapes in Section = 1 Consider Slenderness = No C:IProgram Files (x86)IComputers and StructureslCSiCol 91Column1.CDB Page 1 17L . Lateral Pile Deflection(inches) 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 ........ . — : t — , - i — : - : ..., A - -., - _ Sand 00— • , WI. .. , ,... 1 I - , .0I ..... co —San.100••• v Load Case 1 . . _., ea ,- ev .,-. ... . 4., .... - , A et ., . -.... oft Cla - „ Cr) , I I r•I r T ' 1 I . I ' 4...) , . „ . _ . ... . . 4 . , . cc , , , 1 cr .: • ., 1 ,„ . .ct , , — „ 'I\ Shear Force(kips) -8 -6 -4 -2 0 2 4 6 8 10 12 14 16 18 20 -._- 4:='Ii I ! I , I t . ! I ! 1 ! , 11111 . ! 11 . I . . i11 ; 1 ; 1 • III 1 ' IIl . I1 ! i . , ,-- 1 N r_.:_ t. -__ _ a _- • I- i , • • NO ` • --- : , -Sand_ 1 , I-- , 1 : o 1 , N 1 , •, r • • , .k H r • eo _ _ _ o Load Case 1 _ -Sand- N L •, , :fte/1 E. s vE , • It NL. : ' C ; r . L oft Cla jit,i r or. M , • cAi ., r F ,I , r , k r . L .. ,p IT 1- ?I 1 too . Bending Moment(in-kips) -100 0 100 200 300 400 500 600 700 800 900 1000 c — --*-r ; . . i r---- I , T;T---- , , ' i I I � 1 00 - • -. Via"' N r i u►cl _ia� i= , L :.10 ___ ; S Ba2S .14; --�_ � Prins P _p ; O0 v Load Case l N I r , { ,o r Soft C18 F r `'FI11It . I : ((,IIS) „ ! i . „ 1<§<1%< 00 1 r , I 4 6/5;7,-1 17 Run 1 Westside Cancer New LPile(USCS units),Ip8o LPile for Windows,Version 2015-08.003 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method ©1985-2015 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: Roggenkamp Structural Engineers, PC Vancouver, WA Serial Number of Security Device: 136151272 This copy of LPile is licensed for exclusive use by: Roggenkamp Structural Engineers, Use of this program by any entity other than Roggenkamp Structural Engineers, is a violation of the software license agreement. Files Used for Analysis Path to file locations: \Users\Dave\Desktop\2018 RSE PROJECTS 2018\18549 DeWitt-Piles-Compass Oncology Tigard\Preliminary\ Name of input data file: Run 1 Westside Cancer New LPile(USCS units),Ip8d Name of output report file: Run 1 Westside Cancer New LPile(USCS units),Ip8o Name of plot output file: Run 1 Westside Cancer New LPile(USCS units),Ip8p Name of runtime message file: Run 1 Westside Cancer New LPile(USCS units),Ip8r --------------------------------- Date and Time of Analysis Date: January 31,2019 Time: 15:11:05 Problem Title Project Name: Compass Oncology Tigard Job Number: Client: Page 1 /! • fl f l Run 1 Westside Cancer New LPile (USCS units),Ip8o Engineer: Description: Program Options and Settings Computational Options: - Use unfactored loads in computations(conventional analysis) Engineering Units Used for Data Input and Computations: -US Customary System Units (pounds,feet, inches) Analysis Control Options: -Maximum number of iterations allowed = 750 -Deflection tolerance for convergence = 1.0000E-05 in -Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: -Static loading specified -Use of p-y modification factors for p-y curves not selected -No distributed lateral loads are entered -Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected -Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: -Output files use decimal points to denote decimal symbols. -Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment(nodal spacing of output points) = 1 -No p-y curves to be computed and reported for user-specified depths - Print using wide report formats Pile Structural Properties and Geometry Total number of pile sections = 3 Total length of pile = 50.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameters used for p-y curve computations are defined using 6 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Point Depth Pile X Diameter Page 2 Run 1 Westside Cancer New LPile (USCS units),Ip8o ft in 1 0.00000 24.00000000 2 9.0000000 24.00000000 3 9.0000000 24.00000000 4 36.0000000 24.00000000 5 36.0000000 24.00000000 6 50.0000000 24.00000000 Input Structural Properties: Pile Section No. 1: Section Type = Drilled Shaft(Bored Pile) Section Length = 9.000000 ft Section Diameter = 24.000000 in Shear Capacity of Section = 0.0000 lbs Pile Section No.2: Section Type = Drilled Shaft(Bored Pile) Section Length = 27.000000 ft Section Diameter = 24.000000 in Shear Capacity of Section = 0.0000 lbs Pile Section No. 3: Section Type =Drilled Shaft(Bored Pile) Section Length = 14.000000 ft Section Diameter = 24.000000 in Shear Capacity of Section = 0.0000 lbs Ground Slope and Pile Batter Angles Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians Soil and Rock Layering Information The soil profile is modelled using 4 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 15.000000 ft Effective unit weight at top of layer = 125.000000 pcf Effective unit weight at bottom of layer = 125.000000 pcf Friction angle at top of layer = 34.000000 deg. Friction angle at bottom of layer = 34.000000 deg. Subgrade k at top of layer = 60.000000 pci Page 3 Ii ?j ,- Run 1 Westside Cancer New LPile(USCS units),Ip8o Subgrade k at bottom of layer = 60.000000 pci Layer 2 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 15.000000 ft Distance from top of pile to bottom of layer = 20.000000 ft Effective unit weight at top of layer = 63.000000 pcf Effective unit weight at bottom of layer = 63.000000 pcf Friction angle at top of layer = 34.000000 deg. Friction angle at bottom of layer = 34.000000 deg. Subgrade k at top of layer = 60.000000 pci Subgrade k at bottom of layer = 60.000000 pci Layer 3 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer = 20.000000 ft Distance from top of pile to bottom of layer = 35.000000 ft Effective unit weight at top of layer = 58.000000 pcf Effective unit weight at bottom of layer = 58.000000 pcf Undrained cohesion at top of layer = 600.000000 psf Undrained cohesion at bottom of layer = 600.000000 psf Epsilon-50 at top of layer = 1.300000 Epsilon-50 at bottom of layer = 1.300000 Layer 4 is stiff clay with water-induced erosion Distance from top of pile to top of layer = 35.000000 ft Distance from top of pile to bottom of layer = 75.000000 ft Effective unit weight at top of layer = 68.000000 pcf Effective unit weight at bottom of layer = 68.000000 pcf Undrained cohesion at top of layer = 3000. psf Undrained cohesion at bottom of layer = 3000. psf Epsilon-50 at top of layer = 0.500000 Epsilon-50 at bottom of layer = 0.500000 Subgrade k at top of layer = 1050. pci Subgrade k at bottom of layer = 1050. pci (Depth of lowest soil layer extends 25.00 ft below pile tip) Summary of Input Soil Properties Layer Soil Type Layer Effective Undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci 1 Sand 0.00 125.0000 -- 34.0000 -- 60.0000 (Reese, et al.) 15.0000 125.0000 -- 34.0000 -- 60.0000 2 Sand 15.0000 63.0000 -- 34.0000 -- 60.0000 (Reese, et al.) 20.0000 63.0000 -- 34.0000 -- 60.0000 3 Soft 20.0000 58.0000 600.0000 -- 1.3000 -- Clay 35.0000 58.0000 600.0000 -- 1.3000 -- 4 Stiff Clay 35.0000 68.0000 3000. -- 0.5000 1050. with Free Water 75.0000 68.0000 3000. - 0.5000 1050. Page 4 Run 1 Westside Cancer New LPile(USCS units),Ip8o Static Loading Type Static loading criteria were used when computing p-y curves for all analyses. Pile-head Loading and Pile-head Fixity Conditions Number of loads specified= 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 V= 20000. lbs M= 0.0000 in-lbs 120000. Yes V= perpendicular shear force applied to pile head M= bending moment applied to pile head y=lateral deflection relative to pile axis S = pile slope relative to original pile batter angle R= rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading. Axial thrust is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Axial thrust force values were determined from pile-head loading conditions Number of Pile Sections Analyzed=3 Pile Section No. 1: Dimensions and Properties of Drilled Shaft(Bored Pile): Length of Section = 9.000000 ft Shaft Diameter = 24.000000in Concrete Cover Thickness = 3.500000in Number of Reinforcing Bars = 8 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 452.389342sq. in. Total Area of Reinforcing Steel = 4.800000sq. in. Area Ratio of Steel Reinforcement = 1.06 percent Edge-to-Edge Bar Spacing = 5.295770in Maximum Concrete Aggregate Size = 0.750000in Ratio of Bar Spacing to Aggregate Size = 7.06 Offset of Center of Rebar Cage from Center of Pile = 0.0000in Axial Structural Capacities: Nom.Axial Structural Capacity=0.85 Fc Ac+ Fy As = 1429.353 kips Tensile Load for Cracking of Concrete = -178.179 kips Nominal Axial Tensile Capacity = -288.000 kips Page 5 / /?1 )1 Run 1 Westside Cancer New LPile(USCS units),Ip8o Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 0.875000 0.600000 8.062500 0.00000 2 0.875000 0.600000 5.701048 5.701048 3 0.875000 0.600000 0.00000 8.062500 4 0.875000 0.600000 -5.701048 5.701048 5 0.875000 0.600000 -8.062500 0.00000 6 0.875000 0.600000 -5.701048 -5.701048 7 0.875000 0.600000 0.00000 -8.062500 8 0.875000 0.600000 5.701048 -5.701048 NOTE:The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero= 5.295770 inches between bars 1 and 2 Spacing to aggregate size ratio= 7.061027 Concrete Properties: Compressive Strength of Concrete = 3000. psi Modulus of Elasticity of Concrete = 3122019. psi Modulus of Rupture of Concrete = -410.791909 psi Compression Strain at Peak Stress = 0.001634 Tensile Strain at Fracture of Concrete = -0.0001160 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1 Number Axial Thrust Force kips 1 120.000 Definitions of Run Messages and Notes: C=concrete in section has cracked in tension. Y=stress in reinforcing steel has reached yield stress. T=ACI 318 criteria for tension-controlled section met. tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z=depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (El) = Computed Bending Moment I Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 120.000 kips Page 6 Run 1 Westside Cancer New LPile(USCS units),Ip8o Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi 0.00000125 76.6240128 61299210. 66.9127486 0.00008364 0.00005364 0.2988225 2.4212371 0.00000250 153.2394899 61295796. 39.4761952 0.00009869 0.00003869 0.3505014 2.8533242 0.00000375 229.8459790 61292261. 30.3394951 0.0001138 0.00002377 0.4017942 3.2863701 0.00000500 306.4389815 61287796. 25.7777594 0.0001289 0.00000889 0.4526975 3.7203751 0.00000625 383.0127019 61282032. 23.0460001 0.0001440 -0.00000596 0.5032079 4.1553375 0.00000750 459.4946937 61265959. 21.2287447 0.0001592 -0.00002078 0.5533100 4.5911520 0.00000875 535.7370239 61227088. 19.9330965 0.0001744 -0.00003559 0.6029729 5.0275733 0.00001000 611.6459538 61164595. 18.9628305 0.0001896 -0.00005037 0.6521744 5.4644209 0.00001125 687.1704905 61081821. 18.2091376 0.0002049 -0.00006515 0.7009004 5.9015812 0.00001250 762.2816100 60982529. 17.6068440 0.0002201 -0.00007991 0.7491417 6.3389810 0.00001375 836.9628409 60870025. 17.1145432 0.0002353 -0.00009468 0.7968925 6.7765741 0.00001500 911.2040159 60746934. 16.7046648 0.0002506 -0.0001094 0.8441488 7.2143292 0.00001625 911.2040159 56074093. 15.2050969 0.0002471 -0.0001429 0.8328092 7.1088519 C 0.00001750 911.2040159 52068801. 14.7663104 0.0002584 -0.0001616 0.8675629 7.4330025 C 0.00001875 911.2040159 48597548. 14.3739315 0.0002695 -0.0001805 0.9013390 7.7505751 C 0.00002000 911.2040159 45560201. 14.0218600 0.0002804 -0.0001996 0.9343127 8.0630788 C 0.00002125 911.2040159 42880189. 13.7024159 0.0002912 -0.0002188 0.9664604 8.3701638 C 0.00002250 911.2040159 40497956. 13.4120088 0.0003018 -0.0002382 0.9979200 8.6730358 C 0.00002375 911.2040159 38366485. 13.1464114 0.0003122 -0.0002578 1.0287272 8.9719409 C 0.00002500 911.2040159 36448161. 12.9022818 0.0003226 -0.0002774 1.0589194 9.2671544 C 0.00002625 911.2040159 34712534. 12.6769561 0.0003328 -0.0002972 1.0885364 9.5589829 C 0.00002750 930.6970726 33843530. 12.4682970 0.0003429 -0.0003171 1.1176203 9.8477669 C 0.00002875 949.7999403 33036520. 12.2746533 0.0003529 -0.0003371 1.1462215 10.1339422 C 0.00003000 968.5425128 32284750. 12.0946920 0.0003628 -0.0003572 1.1743928 10.4179821 C 0.00003125 986.8835553 31580274. 11.9262743 0.0003727 -0.0003773 1.2020949 -10.8330639 C 0.00003250 1005. 30920308. 11.7686238 0.0003825 -0.0003975 1.2293845 -11.4149720 C 0.00003375 1023. 30303470. 11.6215191 0.0003922 -0.0004178 1.2563585 -11.9979881 C 0.00003500 1040. 29720321. 11.4822959 0.0004019 -0.0004381 1.2828700 -12.5836695 C 0.00003625 1058. 29172858. 11.3517158 0.0004115 -0.0004585 1.3090826 -13.1703587 C 0.00003750 1075. 28655045. 11.2281029 0.0004211 -0.0004789 1.3349152 -13.7589380 C 0.00003875 1091. 28166325. 11.1114446 0.0004306 -0.0004994 1.3604417 -14.3486640 C 0.00004000 1108. 27702624. 11.0006083 0.0004400 -0.0005200 1.3856126 -14.9400942 C 0.00004125 1125. 27264683. 10.8960693 0.0004495 -0.0005405 1.4105425 -15.5320270 C 0.00004250 1141. 26846392. 10.7958200 0.0004588 -0.0005612 1.4350687 -16.1262517 C 0.00004375 1157. 26451403. 10.7014967 0.0004682 -0.0005818 1.4594270 -16.7202259 C 0.00004500 1173. 26073141. 10.6107163 0.0004775 -0.0006025 1.4833947 -17.3164152 C 0.00004625 1189. 25713378. 10.5244566 0.0004868 -0.0006232 1.5071283 -17.9131225 C 0.00004750 1205. 25372011. 10.4429152 0.0004960 -0.0006440 1.5306964 -18.5095842 C 0.00004875 1221. 25042803. 10.3635857 0.0005052 -0.0006648 1.5538322 -19.1088306 C 0.00005125 1252. 24430759. 10.2168666 0.0005236 -0.0007064 1.5995955 -20.3068319 C 0.00005375 1283. 23866742. 10.0809749 0.0005419 -0.0007481 1.6442487 -21.5092304 C 0.00005625 1313. 23350043. 9.9572068 0.0005601 -0.0007899 1.6881844 -22.7115562 C 0.00005875 1344. 22869388. 9.8411497 0.0005782 -0.0008318 1.7310004 -23.9186910 C 0.00006125 1374. 22426423. 9.7350972 0.0005963 -0.0008737 1.7731823 -25.1248835 C 0.00006375 1403. 22012367. 9.6352719 0.0006142 -0.0009158 1.8143435 -26.3349411 C 0.00006625 1433. 21627424. 9.5430278 0.0006322 -0.0009578 1.8548095 -27.5449077 C 0.00006875 1462. 21268048. 9.4572447 0.0006502 -0.0009998 1.8945350 -28.7553682 C 0.00007125 1491. 20929767. 9.3760253 0.0006680 -0.0010420 1.9333320 -29.9688376 C 0.00007375 1520. 20613180. 9.3007530 0.0006859 -0.0010841 1.9715059 -31.1813642 C 0.00007625 1549. 20315740. 9.2305358 0.0007038 -0.0011262 2.0090033 -32.3936274 C 0.00007875 1578. 20033537. 9.1632702 0.0007216 -0.0011684 2.0455587 -33.6093316 C 0.00008125 1606. 19767588. 9.1005488 0.0007394 -0.0012106 2.0814940 -34.8240818 C 0.00008375 1635. 19516430. 9.0419678 0.0007573 -0.0012527 2.1168058 -36.0378705 C 0.00008625 1663. 19278265. 8.9867173 0.0007751 -0.0012949 2.1514144 -37.2518230 C 0.00008875 1691. 19050954. 8.9335649 0.0007929 -0.0013371 2.1851590 -38.4683871 C 0.00009125 1719. 18835112. 8.8836951 0.0008106 -0.0013794 2.2182823 -39.6839717 C 0.00009375 1747. 18629811. 8.8368483 0.0008285 -0.0014215 2.2507808 -40.8985683 C 0.00009625 1774. 18434222. 8.7927922 0.0008463 -0.0014637 2.2826511 -42.1121686 C 0.00009875 1802. 18247305. 8.7509971 0.0008642 -0.0015058 2.3138340 -43.3256818 C Page 7 Run 1 Westside Cancer New LPile(USCS units),Ip8o 0.0001013 1829. 18067668. 8.7104655 0.0008819 -0.0015481 2.3441848 -44.5415455 C 0.0001038 1857. 17895810. 8.6722274 0.0008997 -0.0015903 2.3739083 -45.7563854 C 0.0001063 1884. 17731174. 8.6361242 0.0009176 -0.0016324 2.4030010 -46.9701920 C 0.0001088 1911. 17573255. 8.6020116 0.0009355 -0.0016745 2.4314590 -48.1829556 C 0.0001113 1938. 17421593. 8.5697585 0.0009534 -0.0017166 2.4592787 -49.3946663 C 0.0001138 1965. 17275766. 8.5392454 0.0009713 -0.0017587 2.4864563 -50.6053141 C 0.0001163 1992. 17135125. 8.5099873 0.0009893 -0.0018007 2.5129233 -51.8161550 C 0.0001188 2019. 16999103. 8.4815631 0.0010072 -0.0018428 2.5386221 -53.0283666 C 0.0001213 2045. 16867914. 8.4546251 0.0010251 -0.0018849 2.5636777 -54.2394741 C 0.0001238 2072. 16741256. 8.4290864 0.0010431 -0.0019269 2.5880863 -55.4494659 C 0.0001263 2098. 16618852. 8.4048670 0.0010611 -0.0019689 2.6118437 -56.6583304 C 0.0001288 2124. 16500449. 8.3818933 0.0010792 -0.0020108 2.6349458 -57.8660556 C 0.0001313 2151. 16385810. 8.3600973 0.0010973 -0.0020527 2.6573884 -59.0726294 C 0.0001338 2177. 16274717. 8.3394162 0.0011154 -0.0020946 2.6791674 -60.0000000 CY 0.0001363 2203. 16166967. 8.3197918 0.0011336 -0.0021364 2.7002783 -60.0000000 CY 0.0001388 2229. 16062372. 8.3011702 0.0011518 -0.0021782 2.7207168 -60.0000000 CY 0.0001413 2254. 15960757. 8.2835015 0.0011700 -0.0022200 2.7404784 -60.0000000 CY 0.0001438 2280. 15861695. 8.2661824 0.0011883 -0.0022617 2.7594754 -60.0000000 CY 0.0001463 2306. 15765257. 8.2496099 0.0012065 -0.0023035 2.7777730 -60.0000000 CY 0.0001488 2331. 15671369. 8.2338887 0.0012248 -0.0023452 2.7953888 -60.0000000 CY 0.0001588 2432. 15318775. 8.1787817 0.0012984 -0.0025116 2.8589364 -60.0000000 CY 0.0001688 2531. 14995901. 8.1343265 0.0013727 -0.0026773 2.9111413 -60.0000000 CY 0.0001788 2612. 14612751. 8.0841116 0.0014450 -0.0028450 2.9504343 -60.0000000 CY 0.0001888 2679. 14195400. 8.0306591 0.0015158 -0.0030142 2.9778323 -60.0000000 CY 0.0001988 2745. 13811554. 7.9842744 0.0015869 -0.0031831 2.9944069 -60.0000000 CY 0.0002088 2806. 13444176. 7.9429544 0.0016581 -0.0033519 2.9999997 -60.0000000 CY 0.0002188 2843. 12994490. 7.8824158 0.0017243 -0.0035257 2.9981533 -60.0000000 CY 0.0002288 2863. 12514582. 7.8134898 0.0017873 -0.0037027 2.9983446 -60.0000000 CY 0.0002388 2882. 12069752. 7.7498250 0.0018503 -0.0038797 2.9980974 -60.0000000 CY 0.0002488 2900. 11657379. 7.6928401 0.0019136 -0.0040564 2.9976351 -60.0000000 CY 0.0002588 2917. 11274261. 7.6423989 0.0019775 -0.0042325 2.9995093 -60.0000000 CY 0.0002688 2934. 10917215. 7.5977582 0.0020419 -0.0044081 2.9998662 -60.0000000 CY 0.0002788 2950. 10583608. 7.5580676 0.0021068 -0.0045832 2.9990870 60.0000000 CY 0.0002888 2966. 10270553. 7.5204742 0.0021715 -0.0047585 2.9970677 60.0000000 CY 0.0002988 2981. 9976875. 7.4870009 0.0022367 -0.0049333 2.9999558 60.0000000 CY 0.0003088 2995. 9700654. 7.4573078 0.0023024 -0.0051076 2.9986177 60.0000000 CY 0.0003188 3009. 9440563. 7.4308091 0.0023686 -0.0052814 2.9982839 60.0000000 CY 0.0003288 3023. 9195019. 7.4073257 0.0024352 -0.0054548 2.9991895 60.0000000 CY 0.0003388 3036. 8962951. 7.3864267 0.0025022 -0.0056278 2.9968960 60.0000000 CY 0.0003488 3049. 8743181. 7.3679219 0.0025696 -0.0058004 2.9992078 60.0000000 CY 0.0003588 3062. 8534810. 7.3515137 0.0026374 -0.0059726 2.9971653 60.0000000 CY 0.0003688 3074. 8336877. 7.3370749 0.0027055 -0.0061445 2.9986803 60.0000000 CY 0.0003788 3086. 8148749. 7.3242765 0.0027741 -0.0063159 2.9991149 60.0000000 CY 0.0003888 3098. 7969424. 7.3126068 0.0028428 -0.0064872 2.9971519 60.0000000 CY 0.0003988 3110. 7798575. 7.3019494 0.0029117 -0.0066583 2.9997842 60.0000000 CY 0.0004088 3121. 7635270. 7.2926289_0.0029809 -0.0068291 2.9952322 60.0000000 CY 0.0004188 3130. 7475266. 7.2811221 0.0030490 -0.0070010 2.9980321 60.0000000 CYT 0.0004288 3139. 7320875. 7.2693825 0.0031167 -0.0071733 2.9999117 60.0000000 CYT 0.0004388 3144. 7166905. 7.2532398 0.0031824 -0.0073476 2.9954406 60.0000000 CYT 0.0004488 3149. 7017549. 7.2363315 0.0032473 -0.0075227 2.9965240 60.0000000 CYT 0.0004588 3151. 6869078. 7.2151170 0.0033099 -0.0077001 2.9989765 60.0000000 CYT 0.0004688 3153. 6725822. 7.1940640 0.0033722 -0.0078778 2.9999709 60.0000000 CYT 0.0004788 3153. 6585734. 7.1715748 0.0034334 -0.0080566 2.9960778 60.0000000 CYT 0.0004888 3153. 6451304. 7.1502744 0.0034947 -0.0082353 2.9937918 60.0000000 CYT 0.0004988 3153. 6322213. 7.1300440 0.0035561 -0.0084139 2.9969015 60.0000000 CYT 0.0005088 3153. 6198143. 7.1108235 0.0036176 -0.0085924 2.9989489 60.0000000 CYT 0.0005188 3153. 6078804. 7.0925579 0.0036793 -0.0087707 2.9999179 60.0000000 CYT 0.0005288 3153. 5963838. 7.0747021 0.0037407 -0.0089493 2.9972291 60.0000000 CYT 0.0005388 3153. 5853141. 7.0561804 0.0038015 -0.0091285 2.9928321 60.0000000 CYT Summary of Results for Nominal (Unfactored)Moment Capacity for Section 1 Page 8 1. i ! Run 1 Westside Cancer New LPile (USCS units),Ip8o Moment values interpolated at maximum compressive strain= 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 120.000 3123.544 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor(phi-factor). In ACI 318,the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops(0.65) or spirals(0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax.Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in^2 1 0.65 3124. 77.999997 2030. 16941577. 1 0.70 3124. 83.999999 2186. 16234372. 1 0.75 3124. 90.000000 2343. 15630972. Pile Section No. 2: Dimensions and Properties of Drilled Shaft(Bored Pile): Length of Section = 27.000000 ft Shaft Diameter = 24.000000in Concrete Cover Thickness = 3.500000in Number of Reinforcing Bars = 4 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 452.389342sq. in. Total Area of Reinforcing Steel = 2.400000sq. in. Area Ratio of Steel Reinforcement = 0.53 percent Edge-to-Edge Bar Spacing = 10.527097in Maximum Concrete Aggregate Size = 0.750000in Ratio of Bar Spacing to Aggregate Size = 14.04 Offset of Center of Rebar Cage from Center of Pile = 0.0000in Axial Structural Capacities: Nom.Axial Structural Capacity=0.85 Fc Ac+ Fy As = 1673.964 kips Tensile Load for Cracking of Concrete = -195.185 kips Nominal Axial Tensile Capacity = -144.000 kips Page 9 Run 1 Westside Cancer New LPile(USCS units),Ip8o Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 0.875000 0.600000 8.062500 0.00000 2 0.875000 0.600000 0.00000 8.062500 3 0.875000 0.600000 -8.062500 0.00000 4 0.875000 0.600000 0.00000 -8.062500 NOTE:The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 10.527097 inches between bars 2 and 3 Spacing to aggregate size ratio= 14.036129 Concrete Properties: Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341638 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings= 1 Number Axial Thrust Force kips 1 120.000 Definitions of Run Messages and Notes: C =concrete in section has cracked in tension. Y= stress in reinforcing steel has reached yield stress. T=ACI 318 criteria for tension-controlled section met,tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section-1-U& Z=depth of tensile zone in concrete section is less than 1.0 percent of section depth. Bending Stiffness(El) = Computed Bending Moment/Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force= 120.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi 0.00000125 85.9620422 68769634. 61.3210030 0.00007665 0.00004665 0.3178756 2.2185364 0.00000250 171.9182622 68767305. 36.6783304 0.00009170 0.00003170 0.3782346 2.6504790 Page 10 Run 1 Westside Cancer New LPile (USCS units),Ip8o 0.00000375 257.8663588 68764362. 28.4720341 0.0001068 0.00001677 0.4382138 3.0832837 0.00000500 343.8022682 68760454. 24.3748326 0.0001219 0.00000187 0.4978102 3.5169507 0.00000625 429.7031181 68752499. 21.9211295 0.0001370 -0.00001299 0.5570174 3.9514547 0.00000750 515.4283808 68723784. 20.2882645 0.0001522 -0.00002784 0.6158057 4.3865975 0.00000875 600.8465144 68668173. 19.1236085 0.0001673 -0.00004267 0.6741446 4.8221657 0.00001000 685.8900131 68589001. 18.2511364 0.0001825 -0.00005749 0.7320153 5.2580296 0.00001125 770.5229854 68490932. 17.5732093 0.0001977 -0.00007230 0.7894064 5.6941096 0.00001250 854.7255496 68378044. 17.0313254 0.0002129 -0.00008711 0.8463107 6.1303555 0.00001375 938.4861174 68253536. 16.5883007 0.0002281 -0.0001019 0.9027233 6.5667349 0.00001500 938.4861174 62565741. 14.9244716 0.0002239 -0.0001361 0.8863851 6.4399452 C 0.00001625 938.4861174 57752992. 14.4415365 0.0002347 -0.0001553 0.9261378 6.7490240 C 0.00001750 938.4861174 53627778. 14.0126973 0.0002452 -0.0001748 0.9646722 7.0505439 C 0.00001875 938.4861174 50052593. 13.6278446 0.0002555 -0.0001945 1.0020554 7.3448905 C 0.00002000 938.4861174 46924306. 13.2808010 0.0002656 -0.0002144 1.0384554 7.6332645 C 0.00002125 938.4861174 44164053. 12.9650144 0.0002755 -0.0002345 1.0738953 7.9157402 C 0.00002250 938.4861174 41710494. 12.6768541 0.0002852 -0.0002548 1.1085166 8.1933473 C 0.00002375 938.4861174 39515205. 12.4123188 0.0002948 -0.0002752 1.1423608 8.4663346 C 0.00002500 938.4861174 37539445. 12.1684184 0.0003042 -0.0002958 1.1754874 8.7351033 C 0.00002625 938.4861174 35751852. 11.9428262 0.0003135 -0.0003165 1.2079632 -9.0871736 C 0.00002750 938.4861174 34126768. 11.7335198 0.0003227 -0.0003373 1.2398421 -9.6868179 C 0.00002875 938.4861174 32642995. 11.5387468 0.0003317 -0.0003583 1.2711686 -10.2895198 C 0.00003000 948.7554146 31625180. 11.3571007 0.0003407 -0.0003793 1.3019921 -10.8949223 C 0.00003125 962.7756843 30808822. 11.1867171 0.0003496 -0.0004004 1.3322866 -11.5032875 C 0.00003250 976.3489141 30041505. 11.0259783 0.0003583 -0.0004217 1.3620225 -12.1149155 C 0.00003375 989.6779919 29323792. 10.8754008 0.0003670 -0.0004430 1.3913901 -12.7282514 C 0.00003500 1003. 28647250. 10.7329189 0.0003757 -0.0004643 1.4202763 -13.3442872 C 0.00003625 1015. 28009418. 10.5980738 0.0003842 -0.0004858 1.4487327 -13.9626248 C 0.00003750 1028. 27409047. 10.4709218 0.0003927 -0.0005073 1.4768676 -14.5823725 C 0.00003875 1040. 26839030. 10.3494378 0.0004010 -0.0005290 1.5045174 -15.2049693 C 0.00004000 1052. 26301655. 10.2348174 0.0004094 -0.0005506 1.5319176 -15.8284118 C 0.00004125 1064. 25790151. 10.1249928 0.0004177 -0.0005723 1.5588727 -16.4544273 C 0.00004250 1075. 25305559. 10.0207376 0.0004259 -0.0005941 1.5855550 -17.0815408 C 0.00004375 1087. 24845219. 9.9213599 0.0004341 -0.0006159 1.6119358 -17.7100245 C 0.00004500 1098. 24405366. 9.8257643 0.0004422 -0.0006378 1.6379168 -18.3407775 C 0.00004625 1109. 23989018. 9.7354678 0.0004503 -0.0006597 1.6637753 -18.9713537 C 0.00004750 1120. 23588714. 9.6476899 0.0004583 -0.0006817 1.6891495 -19.6050071 C 0.00004875 1131. 23207520. 9.5640392 0.0004662 -0.0007038 1.7143267 -20.2391894 C 0.00005125 1153. 22494821. 9.4068602 0.0004821 -0.0007479 1.7639229 -21.5107039 C 0.00005375 1174. 21841752. 9.2620763 0.0004978 -0.0007922 1.8125999 -22.7856884 C 0.00005625 1195. 21237997. 9.1266214 0.0005134 -0.0008366 1.8601233 -24.0664490 C 0.00005875 1215. 20683420, 9.0023431 0.0005289 -0.0008811 1.9070616 -25.3478079 C 0.00006125 1235. 20165775. 8.8844136 0.0005442 -0.0009258 1.9527738 -26.6359107 C 0.00006375 1255. 19687925. 8.7759879 0.0005595 -0.0009705 1.9980300 -27.9235422 C 0.00006625 1275. 19240104. 8.6728281 0.0005746 -0.0010154 2.0422069 -29.2167791 C 0.00006875 1294. 18823316. 8.5769020 0.0005897 -0.0010603 2.0858368 -30.5105514 C 0.00007125 1313. 18433282. 8.4867205 0.0006047 -0.0011053 2.1287710 -31.8063636 C 0.00007375 1332. 18065976. 8.4008130 0.0006196 -0.0011504 2.1708291 -33.1061109 C 0.00007625 1351. 17722249. 8.3208050 0.0006345 -0.0011955 2.2124667 -34.4052696 C 0.00007875 1370. 17397959. 8.2447289 0.0006493 -0.0012407 2.2533715 -35.7070502 C 0.00008125 1389. 17091030. 8.1719926 0.0006640 -0.0012860 2.2935009 -37.0119922 C 0.00008375 1407. 16801980. 8.1038368 0.0006787 -0.0013313 2.3332185 -38.3163561 C 0.00008625 1426. 16529246. 8.0398583 0.0006934 -0.0013766 2.3725213 -39.6201541 C 0.00008875 1444. 16268371. 7.9771107 0.0007080 -0.0014220 2.4107920 -40.9300611 C 0.00009125 1462. 16021398. 7.9180167 0.0007225 -0.0014675 2.4486593 -42.2393980 C 0.00009375 1480. 15787214. 7.8622851 0.0007371 -0.0015129 2.4861215 -43.5481621 C 0.00009625 1498. 15564818. 7.8096549 0.0007517 -0.0015583 2.5231771 -44.8563504 C 0.00009875 1516. 15351438. 7.7580781 0.0007661 -0.0016039 2.5593684 -46.1691537 C 0.0001013 1534. 15147823. 7.7088281 0.0007805 -0.0016495 2.5950548 -47.4826031 C 0.0001038 1551. 14953685. 7.6621415 0.0007949 -0.0016951 2.6303425 -48.7954816 C 0.0001063 1569. 14768353. 7.6178381 0.0008094 -0.0017406 2.6652299 -50.1077860 C 0.0001088 1587. 14591216. 7.5757547 0.0008239 -0.0017861 2.6997154 -51.4195132 C 0.0001113 1604. 14420705. 7.5345937 0.0008382 -0.0018318 2.7334922 -52.7343668 C 0.0001138 1622. 14256759. 7.4947047 0.0008525 -0.0018775 2.7666806 -54.0509927 C Page 11 Run 1 Westside Cancer New LPile (USCS units),IpBo 0.0001163 1639. 14099571. 7.4567023 0.0008668 -0.0019232 2.7994746 -55.3670420 C 0.0001188 1656. 13948714. 7.4204685 0.0008812 -0.0019688 2.8318726 -56.6825113 C 0.0001213 1674. 13803792. 7.3858947 0.0008955 -0.0020145 2.8638728 -57.9973973 C 0.0001238 1691, 13664446. 7.3528814 0.0009099 -0.0020601 2.8954737 -59.3116966 C 0.0001263 1708. 13530341. 7.3213367 0.0009243 -0.0021057 2.9266736 -60.0000000 CY 0.0001288 1725. 13400116. 7.2897357 0.0009386 -0.0021514 2.9570693 -60.0000000 CY 0.0001313 1742. 13274549. 7.2594299 0.0009528 -0.0021972 2.9870540 -60.0000000 CY 0.0001338 1759. 13153424. 7.2304105 0.0009671 -0.0022429 3.0166445 -60.0000000 CY 0.0001363 1776. 13036494. 7.2026076 0.0009814 -0.0022886 3.0458391 -60.0000000 CY 0.0001388 1793. 12923531. 7.1759564 0.0009957 -0.0023343 3.0746363 -60.0000000 CY 0.0001413 1810. 12814324. 7.1503968 0.0010100 -0.0023800 3.1030342 -60.0000000 CY 0.0001438 1827. 12708673. 7.1258726 0.0010243 -0.0024257 3.1310311 -60.0000000 CY 0.0001463 1844. 12606395. 7.1023318 0.0010387 -0.0024713 3.1586254 -60.0000000 CY 0.0001488 1860. 12507311. 7.0797111 0.0010531 -0.0025169 3.1858112 -60.0000000 CY 0.0001588 1922. 12108496. 6.9886096 0.0011094 -0.0027006 3.2878916 -60.0000000 CY 0.0001688 1954. 11577715. 6.8805473 0.0011611 -0.0028889 3.3753109 -60.0000000 CY 0.0001788 1982. 11085937. 6.7799505 0.0012119 -0.0030781 3.4557145 -60.0000000 CY 0.0001888 2009. 10643180. 6.6893240 0.0012626 -0.0032674 3.5303926 -60.0000000 CY 0.0001988 2036. 10243374. 6.6092133 0.0013136 -0.0034564 3.5999349 -60.0000000 CY 0.0002088 2062. 9878197. 6.5341824 0.0013640 -0.0036460 3.6632408 -60.0000000 CY 0.0002188 2088. 9544699. 6.4667887 0.0014146 -0.0038354 3.7212884 -60.0000000 CY 0.0002288 2113. 9238958. 6.4065666 0.0014655 -0.0040245 3.7741438 -60.0000000 CY 0.0002388 2139. 8957243. 6.3521384 0.0015166 -0.0042134 3.8216074 -60.0000000 CY 0.0002488 2163. 8695676. 6.3004046 0.0015672 -0.0044028 3.8631509 -60.0000000 CY 0.0002588 2187. 8453073. 6.2538918 0.0016182 -0.0045918 3.8994085 -60.0000000 CY 0.0002688 2211. 8227282. 6.2120515 0.0016695 -0.0047805 3.9302792 -60.0000000 CY 0.0002788 2235. 8016457. 6.1744164 0.0017211 -0.0049689 3.9556575 -60.0000000 CY 0.0002888 2258. 7819007. 6.1405858 0.0017731 -0.0051569 3.9754327 -60.0000000 CY 0.0002988 2280. 7633357. 6.1094512 0.0018252 -0.0053448 3.9894391 -60.0000000 CY 0.0003088 2303. 7458180. 6.0800759 0.0018772 -0.0055328 3.9976111 -60.0000000 CY 0.0003188 2325. 7292818. 6.0537883 0.0019296 -0.0057204 3.9983935 -60.0000000 CY 0.0003288 2346. 7134697. 6.0296129 0.0019822 -0.0059078 3.9994366 -60.0000000 CY 0.0003388 2363. 6976750. 6.0037888 0.0020338 -0.0060962 3.9965074 -60.0000000 CY 0.0003488 2375. 6811020. 5.9714294 0.0020825 -0.0062875 3.9998104 -60.0000000 CY 0.0003588 2382. 6639322. 5.9331841 0.0021285 -0.0064815 3.9960745 60.0000000 CY 0.0003688 2385. 6468917. 5.8930366 0.0021731 -0.0066769 3.9994072 60.0000000 CY 0.0003788 2388. 6303831. 5.8513968 0.0022162 -0.0068738 3.9963018 60.0000000 CY 0.0003888 2389. 6146479. 5.8113056 0.0022591 -0.0070709 3.9975191 60.0000000 CY 0.0003988 2391. 5996822. 5.7737330 0.0023023 -0.0072677 3.9997589 60.0000000 CY 0.0004088 2393. 5854189. 5.7386638 0.0023457 -0.0074643 3.9943698 60.0000000 CY 0.0004188 2394. 5718123. 5.7058484 0.0023893 -0.0076607 3.9972234 60.0000000 CY 0.0004288 2396. 5588245. 5.6749966 0.0024332 -0.0078568 3.9995913 60.0000000 CY 0.0004388 2397. 5464064. 5.6460947 0.0024772 -0.0080528 3.9962994 60.0000000 CY 0.0004488 2398. 5344590. 5.6164101 0.0025204 -0.0082496 3.9951093 60.0000000 CY 0.0004588 2399. 5230059. 5.5876395 0.0025633 -0.0084467 3.9983257 60.0000000 CY 0.0004688 2400. 5120313. 5.560441-3-0.0026065 -0.0086435 3.9998624 60.0000000 CY 0.0004788 2401. 5014969. 5.5349034 0.0026498 -0.0088402 3.9947597 60.0000000 CY 0.0004888 2402. 4913802. 5.5108251 0.0026934 -0.0090366 3.9940737 60.0000000 CY 0.0004988 2402. 4816614. 5.4879967 0.0027371 -0.0092329 3.9975290 60.0000000 CY 0.0005088 2403. 4723170. 5.4663493 0.0027810 -0.0094290 3.9995035 60.0000000 CY 0.0005188 2403. 4633227. 5.4458768 0.0028250 -0.0096250 3.9984237 60.0000000 CY 0.0005288 2404. 4546523. 5.4266678 0.0028694 -0.0098206 3.9901774 60.0000000 CY 0.0005388 2404. 4462980. 5.4084024 0.0029138 -0.0100162 3.9942456 60.0000000 CY 0.0005488 2405. 4382226. 5.3896646 0.0029576 -0.0102124 3.9973944 60.0000000 CY 0.0006088 2405. 3951268. 5.2885484 0.0032194 -0.0113906 3.9966218 60.0000000 CYT 0.0006688 2405. 3596761. 5.2126655 0.0034860 -0.0125640 3.9917719 60.0000000 CYT 0.0007288 2405. 3300630. 5.1538428 0.0037559 -0.0137341 3.9896092 60.0000000 CYT 0.0007888 2405. 3049552. 5.1345400 0.0040499 -0.0148801 3.9997996 60.0000000 CYT Summary of Results for Nominal (Unfactored) Moment Capacity for Section 2 Page 12 ::///1 Run 1 Westside Cancer New LPile(USCS units),Ip8o Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 120.000 2404.842 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor(phi-factor). In ACI 318,the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops(0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax.Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in^2 1 0.65 2405. 77.999997 1563. 14831102. 1 0.70 2405. 83.999999 1683. 13725670. 1 0.75 2405. 90.000000 1804. 12855668. Pile Section No. 3: Dimensions and Properties of Drilled Shaft(Bored Pile): Length of Section = 14.000000 ft Shaft Diameter = 24.000000in Concrete Cover Thickness = 3.500000in Number of Reinforcing Bars = 4 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 452.389342sq. in. Total Area of Reinforcing Steel = 0.440000sq. in. Area Ratio of Steel Reinforcement = 0.10 percent Edge-to-Edge Bar Spacing = 11.380650in Maximum Concrete Aggregate Size = 0.750000in Ratio of Bar Spacing to Aggregate Size = 15.17 Offset of Center of Rebar Cage from Center of Pile = 0.0000in Axial Structural Capacities: Nom.Axial Structural Capacity=0.85 Fc Ac+ Fy As = 1563.028 kips Tensile Load for Cracking of Concrete = -189.442 kips Nominal Axial Tensile Capacity = -26.400 kips Reinforcing Bar Dimensions and Positions Used in Computations: Page 13 ifiq Run 1 Westside Cancer New LPile (USCS units),Ip8o Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 0.375000 0.110000 8.312500 0.00000 2 0.375000 0.110000 0.00000 8.312500 3 0.375000 0.110000 -8.312500 0.00000 4 0.375000 0.110000 0.00000 -8.312500 NOTE:The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero= 11.380650 inches between bars 2 and 3 Spacing to aggregate size ratio= 15.174200 Concrete Properties: Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341638 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings= 1 Number Axial Thrust Force kips 1 120.000 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y=stress in reinforcing steel has reached yield stress. T=ACI 318 criteria for tension-controlled section met,tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z=depth of tensile zone in concrete section is less than 10 percent-of- section depth. Bending Stiffness (El) =Computed Bending Moment/Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force= 120.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi 0.00000125 83.9286612 67142929. 62.6072374 0.00007826 0.00004826 0.3244150 2.2651624 0.00000250 167.8528539 67141142. 37.3220074 0.00009331 0.00003331 0.3847259 2.6971455 0.00000375 251.7686360 67138303. 28.9017713 0.0001084 0.00001838 0.4446604 3.1300176 Page 14 '13/1/5 3 r Run 1 Westside Cancer New LPile (USCS units),Ip8o 0.00000500 335.6718012 67134360. 24.6977844 0.0001235 0.00000349 0.5042155 3.5637788 0.00000625 419.5462178 67127395. 22.1802074 0.0001386 -0.00001137 0.5633858 3.9984126 0.00000750 503.2659430 67102126. 20.5050106 0.0001538 -0.00002621 0.6221443 4.4337398 0.00000875 586.6923568 67050555. 19.3102838 0.0001690 -0.00004104 0.6804585 4.8695345 0.00001000 669.7511043 66975110. 18.4153581 0.0001842 -0.00005585 0.7383077 5.3056539 0.00001125 752.4029133 66880259. 17.7200323 0.0001994 -0.00007065 0.7956795 5.7420106 0.00001250 834.6259718 66770078. 17.1642751 0.0002146 -0.00008545 0.8525659 6.1785498 0.00001375 916.4074902 66647817. 16.7099321 0.0002298 -0.0001002 0.9089617 6.6152355 0.00001500 997.7396432 66515976. 16.3315944 0.0002450 -0.0001150 0.9648633 7.0520436 0.00001625 997.7396432 61399363. 14.5353145 0.0002362 -0.0001538 0.9318009 6.7932170 C 0.00001750 997.7396432 57013694. 14.0900604 0.0002466 -0.0001734 0.9696720 7.0898054 C 0.00001875 997.7396432 53212781. 13.6899412 0.0002567 -0.0001933 1.0063289 7.3786554 C 0.00002000 997.7396432 49886982. 13.3285109 0.0002666 -0.0002134 1.0419366 7.6609363 C 0.00002125 997.7396432 46952454. 12.9981306 0.0002762 -0.0002338 1.0764475 7.9361478 C 0.00002250 997.7396432 44343984. 12.6958678 0.0002857 -0.0002543 1.1100591 8.2057537 C 0.00002375 997.7396432 42010090. 12.4177611 0.0002949 -0.0002751 1.1428242 8.4700829 C 0.00002500 997.7396432 39909586. 12.1605209 0.0003040 -0.0002960 1.1747837 8.7293776 C 0.00002625 997.7396432 38009129. 11.9216287 0.0003129 -0.0003171 1.2059912 -9.1033102 C 0.00002750 997.7396432 36281442. 11.6989979 0.0003217 -0.0003383 1,2364964 -9.7143492 C 0.00002875 997.7396432 34703988. 11.4908460 0,0003304 -0.0003596 1.2663423 -10.3294571 C 0.00003000 997.7396432 33257988. 11.2957971 0.0003389 -0.0003811 1.2955823 -10.9482565 C 0.00003125 997.7396432 31927669. 11.1127674 0.0003473 -0.0004027 1.3242765 -11.5703044 C 0.00003250 997.7396432 30699681. 10.9402677 0.0003556 -0.0004244 1.3524196 -12.1956976 C 0.00003375 997.7396432 29562656. 10.7764327 0.0003637 -0.0004463 1.3799375 -12.8251165 C 0.00003500 997.7396432 28506847. 10.6221244 0.0003718 -0.0004682 1.4070516 -13.4567437 C 0.00003625 997.7396432 27523852. 10.4757757 0.0003797 -0.0004903 1.4336944 -14.0911907 C 0.00003750 997.7396432 26606390. 10.3360411 0.0003876 -0.0005124 1.4598013 -14.7290553 C 0.00003875 997.7396432 25748120. 10.2043888 0.0003954 -0.0005346 1.4856532 -15.3679679 C 0.00004000 997.7396432 24943491. 10.0770752 0.0004031 -0.0005569 1.5108523 -16.0113929 C 0.00004125 997.7396432 24187628. 9.9574038 0.0004107 -0.0005793 1.5359145 -16.6549056 C 0.00004250 997.7396432 23476227. 9.8410459 0.0004182 -0.0006018 1.5603253 -17.3030108 C 0.00004375 997.7396432 22805478. 9.7314769 0.0004258 -0.0006242 1.5846348 -17.9509386 C 0.00004500 997.7396432 22171992. 9.6247889 0.0004331 -0.0006469 1.6083494 -18.6030505 C 0.00004625 997.7396432 21572749. 9.5236000 0.0004405 -0.0006695 1.6319067 -19.2555214 C 0.00004750 997.7396432 21005045. 9.4259002 0.0004477 -0.0006923 1.6550640 -19.9105225 C 0.00004875 1002. 20545191. 9.3317726 0.0004549 -0.0007151 1.6778811 -20.5675563 C 0.00005125 1013. 19763064. 9.1544140 0.0004692 -0.0007608 1.7227084 -21.8859023 C 0.00005375 1024. 19045396. 8.9903475 0.0004832 -0.0008068 1.7665528 -23.2092457 C 0.00005625 1034. 18379549. 8.8355792 0.0004970 -0.0008530 1.8090378 -24.5412113 C 0.00005875 1044. 17764826. 8.6915859 0.0005106 -0.0008994 1.8506772 -25.8772605 C 0.00006125 1053. 17194481. 8.5567722 0.0005241 -0.0009459 1.8914314 -27.2178833 C 0.00006375 1062. 16661945. 8.4290552 0.0005374 -0.0009926 1.9311195 -28.5649344 C 0.00006625 1071. 16166764. 8.3097853 0.0005505 -0.0010395 1.9701920 -29.9142748 C 0.00006875 1079. 15701478. 8.1958275 0.0005635 -0.0010865 2.0082002 -31.2703192 C 0.00007125 1088. 15266614. 8.0888684 0.0005763 -0.0011337 2.0456385 -32.6284255 C 0.00007375 1096. 14857498. 7.9870270 0.0005890 -0.0011810 2.0822594 -33.9910959 C 0.00007625 1103. 14471847. 7.8899477 0.0006016 -0.0012284 2.1181090 -35.3580030 C 0.00007875 1111. 14110452. 7.7992082 0.0006142 -0.0012758 2.1536602 -36.7245079 C 0.00008125 1118. 13765537. 7.7101390 0.0006264 -0.0013236 2.1879649 -38.1002348 C 0.00008375 1126. 13441060. 7.6265777 0.0006387 -0.0013713 2.2219929 -39.4754992 C 0.00008625 1133. 13134488. 7.5474363 0.0006510 -0.0014190 2.2555960 -40.8518247 C 0.00008875 1140. 12841096. 7.4697293 0.0006629 -0.0014671 2.2881338 -42.2359339 C 0.00009125 1146. 12563648. 7.3964466 0.0006749 -0.0015151 2.3204071 -43.6196029 C 0.00009375 1153. 12300869. 7.3272345 0.0006869 -0.0015631 2.3524146 -45.0028308 C 0.00009625 1160. 12048145. 7.2586653 0.0006986 -0.0016114 2.3833479 -46.3943010 C 0.00009875 1166. 11807697. 7.1933481 0.0007103 -0.0016597 2.4139303 -47.7863992 C 0.0001013 1172. 11579013. 7.1313994 0.0007221 -0.0017079 2.4442589 -49.1780782 C 0.0001038 1179. 11360824. 7.0721608 0.0007337 -0.0017563 2.4742199 -50.5705858 C 0.0001063 1185. 11150055. 7.0131068 0.0007451 -0.0018049 2.5031721 -51.9711145 C 0.0001088 1191, 10948882. 6.9568945 0.0007566 -0.0018534 2.5318823 -53.3712437 C 0.0001113 1197. 10756659. 6.9033327 0.0007680 -0.0019020 2.5603496 -54.7709725 C 0.0001138 1203. 10572793. 6.8522470 0.0007794 -0.0019506 2.5885731 -56.1702999 C 0.0001163 1208. 10394822. 6.8013271 0.0007907 -0.0019993 2.6159281 -57.5764761 C Page 15 Run 1 Westside Cancer New LPile (USCS units),Ip8o 0.0001188 1214. 10223647. 6.7519728 0.0008018 -0.0020482 2.6428458 -58.9846434 C 0.0001213 1220. 10059452. 6.7047623 0.0008130 -0.0020970 2.6695314 -60.0000000 CY 0.0001238 1225. 9901815. 6.6595661 0.0008241 -0.0021459 2.6959839 -60.0000000 CY 0.0001263 1231. 9750344. 6.6162647 0.0008353 -0.0021947 2.7222026 -60.0000000 CY 0.0001288 1236. 9603438. 6.5731801 0.0008463 -0.0022437 2.7477075 -60.0000000 CY 0.0001313 1242. 9461294. 6.5308635 0.0008572 -0.0022928 2.7726861 -60.0000000 CY 0.0001338 1247. 9324398. 6.4902232 0.0008681 -0.0023419 2.7974424 -60.0000000 CY 0.0001363 1252. 9192461. 6.4511672 0.0008790 -0.0023910 2.8219755 -60.0000000 CY 0.0001388 1258. 9065214. 6.4136099 0.0008899 -0.0024401 2.8462847 -60.0000000 CY 0.0001413 1263. 8942408. 6.3774722 0.0009008 -0.0024892 2.8703691 -60.0000000 CY 0.0001438 1268. 8823022. 6.3415417 0.0009116 -0.0025384 2.8938630 -60.0000000 CY 0.0001463 1273, 8706149. 6.3056763 0.0009222 -0.0025878 2.9167345 -60.0000000 CY 0.0001488 1277. 8587032. 6.2699391 0.0009327 -0.0026373 2.9390171 -60.0000000 CY 0.0001588 1289. 8121302. 6.1339575 0.0009738 -0.0028362 3.0244062 -60.0000000 CY 0.0001688 1300. 7705094. 6.0077045 0.0010138 -0.0030362 3.1040513 -60.0000000 CY 0.0001788 1311. 7334365. 5.8957032 0.0010539 -0.0032361 3.1803485 -60.0000000 CY 0.0001888 1321. 6998907. 5.7901983 0.0010929 -0.0034371 3.2513919 -60.0000000 CY 0.0001988 1331. 6696180. 5.6951104 0.0011319 -0.0036381 3.3191459 -60.0000000 CY 0.0002088 1340. 6420880. 5.6075256 0.0011706 -0.0038394 3.3831278 -60.0000000 CY 0.0002188 1349. 6168461, 5.5246771 0.0012085 -0.0040415 3.4428214 -60.0000000 CY 0.0002288 1358. 5937761. 5.4498004 0.0012466 -0.0042434 3.4997277 -60.0000000 CY 0.0002388 1367. 5725415. 5.3803132 0.0012845 -0.0044455 3.5532706 -60.0000000 CY 0.0002488 1375. 5528252. 5.3130760 0.0013216 -0.0046484 3.6026752 -60.0000000 CY 0.0002588 1383. 5346041. 5.2516676 0.0013589 -0.0048511 3.6493907 -60.0000000 CY 0.0002688 1391. 5177107. 5.1954454 0.0013963 -0.0050537 3.6933801 -60.0000000 CY 0.0002788 1399. 5019518. 5.1423038 0.0014334 -0.0052566 3.7341314 -60.0000000 CY 0.0002888 1407. 4871587. 5.0902542 0.0014698 -0.0054602 3.7712207 -60.0000000 CY 0.0002988 1413. 4729161. 5.0398566 0.0015057 -0.0056643 3.8050127 -60.0000000 CY 0.0003088 1416. 4587220. 4.9882503 0.0015401 -0.0058699 3.8349180 -60.0000000 CY 0.0003188 1419. 4451867. 4.9390798 0.0015743 -0.0060757 3.8621339 -60.0000000 CY 0.0003288 1421. 4323735. 4.8904136 0.0016077 -0.0062823 3.8863159 -60.0000000 CY 0.0003388 1424. 4202465. 4.8430745 0.0016406 -0.0064894 3.9078312 -60.0000000 CY 0.0003488 1426. 4088029. 4.7988699 0.0016736 -0.0066964 3.9271753 -60.0000000 CY 0.0003588 1428. 3979853. 4.7575423 0.0017068 -0.0069032 3.9443177 -60.0000000 CY 0.0003688 1430. 3877425. 4.7188625 0.0017401 -0.0071099 3.9592273 -60.0000000 CY 0.0003788 1432. 3780286. 4.6826255 0.0017735 -0.0073165 3.9718722 -60.0000000 CY 0.0003888 1433. 3687127. 4.6447163 0.0018056 -0.0075244 3.9817853 -60.0000000 CY 0.0003988 1435. 3598473. 4.6087661 0.0018377 -0.0077323 3.9895580 -60.0000000 CY 0.0004088 1436. 3514060. 4.5749386 0.0018700 -0.0079400 3.9952041 -60.0000000 CY 0.0004188 1438. 3433584. 4.5430865 0.0019024 -0.0081476 3.9986925 -60.0000000 CY 0.0004288 1439. 3356765. 4.5130768 0.0019350 -0.0083550 3.9999916 -60.0000000 CY 0.0004388 1441. 3283307. 4.4848819 0.0019677 -0.0085623 3.9934244 -60.0000000 CY 0.0004488 1442. 3213033. 4.4582804 0.0020007 -0.0087693 3.9974989 -60.0000000 CY 0.0004588 1443. 3145570. 4.4321695 0.0020333 -0.0089767 3.9996291 -60.0000000 CY 0.0004688 1444. 3080460. 4.4050267 0.0020649 -0.0091851 3.9969164 -60.0000000 CY 0.0004788 1445. 3017966. 4.3794213 0.0020966 -0.0093934 3.9933565 -60.0000000 CY 0.0004888 1446. 2957974. 4,3551299 0.0021286 -0.0096014 3.9970815 60.0000000 CY 0.0004988 1447. 2900333. 4.3320775 0.0021606 -0.0098094 3.9993031 60.0000000 CY 0.0005088 1447. 2844899. 4.3102062 0.0021928 -0.0100172 3.9995935 60.0000000 CY 0.0005188 1448. 2791482. 4.2896336 0.0022252 -0.0102248 3.9913071 60.0000000 CY 0.0005288 1449. 2740043. 4.2700616 0.0022578 -0.0104322 3.9940703 60.0000000 CY 0.0005388 1449. 2690470. 4.2514378 0.0022905 -0.0106395 3.9973709 60.0000000 CY 0.0005488 1450. 2642662. 4.2337137 0.0023233 -0.0108467 3.9993540 60.0000000 CY 0.0006088 1453. 2386703. 4.1343238 0.0025168 -0.0120932 3.9991834 60.0000000 CY 0.0006688 1455. 2175088. 4.0545367 0.0027115 -0.0133385 3.9962766 60.0000000 CY 0.0007288 1456. 1997550. 3.9932624 0.0029101 -0.0145799 3.9856368 60.0000000 CY 0.0007888 1456. 1846282. 3.9419595 0.0031092 -0.0158208 3.9999368 60.0000000 CYT 0.0008488 1456. 1715764. 3.8955146 0.0033063 -0.0170637 3.9869591 60.0000000 CYT 0.0009088 1456. 1602481. 3.8578476 0.0035058 -0.0183042 3.9997049 60.0000000 CYT 0.0009688 1456. 1503231. 3.8283168 0.0037087 -0.0195413 3.9753379 60.0000000 CYT 0.0010288 1456. 1415557. 3.8451397 0.0039557 -0.0207343 3.9990393 60.0000000 CYT Page 16 01//41 33 Run 1 Westside Cancer New LPile(USCS units),Ip8o Summary of Results for Nominal (Unfactored) Moment Capacity for Section 3 Moment values interpolated at maximum compressive strain=0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 1 120.000 1455.958 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor(phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops(0.65) or spirals(0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in^2 1 0.65 1456. 77.999997 946.372791 66599243. 1 0.70 1456. 83.999999 1019. 19344791. 1 0.75 1456. 90.000000 1092. 15050527. Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 Pile-head conditions are Shear and Moment(Loading Type 1) Shear force at pile head = 20000.0 lbs Applied moment at pile head = 0.0 in-lbs Axial thrust load on pile head = 120000.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in-IbA2 lb/inch lb/inch lb/inch 0.00 0.2264 -2.84E-07 20000. -0.00250 0.00 6.13E+10 0.00 0.00 0.00 0.5000 0.2114 121797. 19795. -0.00249 0.00 6.13E+10 -68.4846 1944. 0.00 1.0000 0.1965 241120. 19165. -0.00247 0.00 6.13E+10 -141.4724 4320. 0.00 1.5000 0.1817 355333. 18151. -0.00244 0.00 6.13E+10 -196.2653 6480. 0.00 2.0000 0.1672 462456. 16840. -0.00240 0.00 6.13E+10 -240.7298 8640. 0.00 2.5000 0.1529 560879. 15293. -0.00235 0.00 6.12E+10 -275.2048 10800. 0.00 3.0000 0.1389 649356. 13567. -0.00229 0.00 6.11E+10 -300.1095 12960. 0.00 3.5000 0.1254 726982. 11719. -0.00223 0.00 6.10E+10 -315.9325 15120. 0.00 4.0000 0.1122 793184. 9801. -0.00215 0.00 6.09E+10 -323.2206 17280. 0.00 Page 17 Run 1 Westside Cancer New LPile (USCS units),Ip8o 4.5000 0.09956 847694. 7864. -0.00207 0.00 6.09E+10 -322.5657 19440. 0.00 5.0000 0.08739 890531. 5952. -0.00198 0.00 6.08E+10 -314.5924 21600. 0.00 5.5000 0.07574 921979- 4109. -0.00186 0.00 3.43E+10 -299.9450 23760. 0.00 6.0000 0.06507 942513. 2366. -0.00169 0.00 3.33E+10 -281.0900 25920. 0.00 6.5000 0.05541 952806. 744.3895 -0.00152 0.00 3.29E+10 -259.3115 28080. 0.00 7.0000 0.04679 953639. -741.0395 -0.00135 0.00 3.29E+10 -235.8315 30240. 0.00 7.5000 0.03922 945857. -2084. -0.00118 0.00 3.32E+10 -211.7866 32400. 0.00 8.0000 0.03267 930327. -3284. -0.00101 0.00 3.39E+10 -188.1977 34560. 0.00 8.5000 0.02712 907903. -4346. -8.71E-04 0.00 4.94E+10 -165.9488 36720. 0.00 9.0000 0.02222 879426. -5276. -7.72E-04 0.00 6.08E+10 -143.9895 38880. 0.00 9.5000 0.01785 845702. -6074. -6.92E-04 0.00 6.84E+10 -122.0676 41040. 0.00 10.0000 0.01392 807531. -6741. -6.19E-04 0.00 6.84E+10 -100.2013 43200. 0.00 10.5000 0.01041 765701. -7278. -5.51E-04 0.00 6.85E+10 -78.7172 45360. 0,00 11.0000 0.00731 720990. -7688. -4.85E-04 0.00 6.85E+10 -57.8971 47520. 0.00 11.5000 0.00459 674148. -7975. -4.24E-04 0.00 6.86E+10 -37.9789 49680. 0.00 12.0000 0.00222 625897. -8147. -3.68E-04 0.00 6.86E+10 -19.1565 51840. 0.00 12.5000 1.76E-04 576917, -8209. -3.15E-04 0.00 6.87E+10 -1.5823 54000. 0.00 13.0000 -0.00156 527844. -8170. -2.67E-04 0.00 6.87E+10 14.6313 56160. 0.00 13.5000 -0.00303 479264. -8038. -2.23E-04 0.00 6.87E+10 29.4089 58320. 0.00 14.0000 -0.00424 431712. -7821. -1.83E-04 0.00 6.88E+10 42.7094 60480. 0.00 14.5000 -0.00522 385672. -7530. -1.47E-04 0.00 6.88E+10 54.5220 62640. 0.00 15.0000 -0.00601 341569. -7172. -1.16E-04 0.00 6.88E+10 64.7991 64736. 0.00 15.5000 -0.00661 299778. -6756. -8.77E-05 0.00 6.88E+10 73.7022 66896. 0.00 16.0000 -0.00706 260622. -6291. -6.32E-05 0.00 6.88E+10 81.2342 69056. 0.00 16.5000 -0.00737 224373. -5785. -4.21E-05 0.00 6.88E+10 87.4691 71216. 0.00 17.0000 -0.00756 191260. -5245. -2.39E-05 0.00 6.88E+10 92.4915 73376. 0.00 17.5000 -0.00766 161464. -4679. -8.56E-06 0.00 6.88E+10 96.3929 75536. 0.00 18.0000 -0.00767 135128. -4092. 4.38E-06 0.00 6.88E+10 99.2672 77696. 0.00 18.5000 -0.00760 112357. -3490. 1.52E-05 0.00 6.88E+10 101.2065 79856. 0.00 19.0000 -0.00748 93222. -2880. 2.41E-05 0.00 6.88E+10 102.2975 82016. 0.00 19.5000 -0.00731 77765. -2265. 3.16E-05 0.00 6.88E+10 102.6170 84176. 0.00 20.0000 -0.00710 65997. -1896. 3.79E-05 0.00 6.88E+10 20.2480 17100. 0.00 20.5000 -0.00686 54953. -1776. 4.31E-05 0.00 6.88E+10 20.0131 17504. 0.00 21.0000 -0.00659 44627. -1656. 4.75E-05 0.00 6.88E+10 19.7438 17985. 0.00 21.5000 -0.00629 35008. -1539. 5.10E-05 0.00 6.88E+10 19.4429 18546. 0.00 22.0000 -0.00598 26087. -1423. 5.36E-05 0.00 6.88E+10 19.1129 19193. 0.00 22.5000 -0.00565 17853. -1310. 5.55E-05 0.00 6.88E+10 18.7559 19930. 0.00 23.0000 -0.00531 10293. -1198. 5.68E-05 0.00 6.88E+10 18.3741 20768. 0.00 23.5000 -0.00497 3393. -1089. 5.74E-05 0.00 6.88E+10 17.9691 21714. 0.00 24.0000 -0.00462 -2859. -982.5950 5.74E-05 0.00 6.88E+10 17.5428 22783. 0.00 24.5000 -0.00428 -8481. -878.6767 5.69E-05 0.00 6.88E+10 17.0966 23988. 0.00 25.0000 -0.00394 -13486. -777.4904 5.59E-05 0.00 6.88E+10 16.6322 25346. 0.00 25.5000 -0.00361 -17891. -679.1418 5.46E-05 0.00 6.88E+10 16.1507 26880. 0.00 26.0000 -0.00328 -21714. -583.7288 5.28E-05 0.00 6.88E+10 15.6536 28615. 0.00 26.5000 -0.00297 -24972. -491.3417 5.08E-05 0.00 6.88E+10 15.1421 30582. 0.00 27.0000 -0.00267 -27683. -402.0636 4.85E-05 0.00- 6.88E+10 14 6173 32817. 0.00 27.5000 -0.00239 -29866. -315.9706 4.60E-05 0.00 6.88E+10 14.0804 35368. 0.00 28.0000 -0.00212 -31541. -233.1324 4.33E-05 0.00 6.88E+10 13.5324 38291. 0.00 28.5000 -0.00187 -32726. -153.6124 4.05E-05 0.00 6.88E+10 12.9743 41657. 0.00 29.0000 -0.00163 -33443. -77.4682 3.76E-05 0.00 6.88E+10 12.4071 45554. 0.00 29.5000 -0.00142 -33710. -4.7524 3.47E-05 0.00 6.88E+10 11.8315 50094. 0.00 30.0000 -0.00122 -33550. 64.4872 3.18E-05 0.00 6.88E+10 11.2483 55424. 0.00 30.5000 -0.00104 -32982. 130.2063 2.89E-05 0.00 6.88E+10 10.6580 61735. 0.00 31.0000 -8.71E-04 -32029. 192.3628 2.60E-05 0.00 6.88E+10 10.0608 69284. 0.00 31.5000 -7.23E-04 -30711. 231.5372 2.33E-05 0.00 6.88E+10 2.9973 24859. 0.00 32.0000 -5.92E-04 -29284. 247.8838 2.07E-05 0.00 6.88E+10 2.4515 24859. 0.00 32.5000 -4.75E-04 -27766. 261.1461 1.82E-05 0.00 6.88E+10 1.9692 24859. 0.00 33.0000 -3.73E-04 -26176. 271.6951 1.58E-05 0.00 6.88E+10 1.5471 24859. 0.00 33.5000 -2.85E-04 -24529. 279.8820 1.36E-05 0.00 6.88E+10 1.1818 24859. 0.00 34.0000 -2.10E-04 -22837. 286.0366 1.16E-05 0.00 6.88E+10 0.8697 24859. 0.00 34.5000 -1.47E-04 -21113. 290.4672 9.64E-06 0.00 6.88E+10 0.6071 24859. 0.00 35.0000 -9.42E-05 -19366. 302.6290 7.88E-06 0.00 6.88E+10 3.4468 219508. 0.00 35.5000 -5.20E-05 -17493. 330.1530 6.27E-06 0.00 6.88E+10 5.7279 660554. 0.00 Page 18 Run 1 Westside Cancer New LPile (USCS units),Ip8o 36.0000 -1.90E-05 -15413. 357.7229 4.83E-06 0.00 6.88E+10 3.4621 1093409. 0.00 36.5000 5.96E-06 -13207. 362.2999 3.57E-06 0.00 6.71E+10 -1.9365 1948462. 0.00 37.0000 2.38E-05 -11070. 344.8630 2.49E-06 0.00 6.71E+10 -3.8758 975346. 0.00 37.5000 3.58E-05 -9072. 318.9885 1.59E-06 0.00 6.71E+10 -4.7490 796205. 0.00 38.0000 4.29E-05 -7245. 289.1482 8.56E-07 0.00 6.71E+10 -5.1978 727523. 0.00 38.5000 4.61E-05 -5604. 257.3902 2.82E-07 0.00 6.71E+10 -5.3882 701853. 0.00 39.0000 4.63E-05 -4157. 225.0273 -1.54E-07 0.00 6.71E+10 -5.3994 700416. 0.00 39.5000 4.42E-05 -2903. 192.9912 -4.69E-07 0.00 6.71E+10 -5.2792 716384. 0.00 40.0000 4.06E-05 -1840. 161.9730 -6.81E-07 0.00 6.71E+10 -5.0602 747416. 0.00 40.5000 3.60E-05 -958.6493 132.4935 -8.06E-07 0.00 6.71E+10 -4.7664 793504. 0.00 41.0000 3.09E-05 -248.8715 104.9444 -8.60E-07 0.00 6.71E+10 -4.4167 856346. 0.00 41.5000 2.57E-05 301.9224 79.6154 -8.58E-07 0.00 6.71E+10 -4.0263 939379. 0.00 42.0000 2.07E-05 707.7487 56.7123 -8.13E-07 0.00 6.71E+10 -3.6080 1048309. 0.00 42.5000 1.60E-05 983.6404 36.3714 -7.37E-07 0.00 6.71E+10 -3.1723 1192326. 0.00 43.0000 1.18E-05 1145. 18.6708 -6.42E-07 0.00 6.71E+10 -2.7279 1386599. 0.00 43.5000 8.26E-06 1209. 3.6420 -5.37E-07 0.00 6.71E+10 -2.2817 1657764. 0.00 44.0000 5.36E-06 1190. -8.7184 -4.30E-07 0.00 6.71E+10 -1.8384 2057600. 0.00 44.5000 3.10E-06 1105. -18.4285 -3.27E-07 0.00 6.71E+10 -1.3983 2705349. 0.00 45.0000 1.43E-06 969.0722 -25.4759 -2.35E-07 0.00 6.71E+10 -0.9508 3978906. 0.00 45.5000 2.86E-07 799.2392 -29.6029 -1.56E-07 0.00 6.71E+10 -0.4248 8911437. 0.00 46.0000 -4.33E-07 614.0611 -29.3099 -9.24E-08 0.00 6.71E+10 0.5225 7236239. 0.00 46.5000 -8.23E-07 447.6532 -25.5814 -4.50E-08 0.00 6.71E+10 0.7204 5250088. 0.00 47.0000 -9.73E-07 307.1491 -21.0706 -1.13E-08 0.00 6.71E+10 0.7833 4828773. 0.00 47.5000 -9.59E-07 194.8226 -16.3887 1.12E-08 0.00 6.71E+10 0.7773 4865719. 0.00 48.0000 -8.39E-07 110.4681 -11.8744 2.48E-08 0.00 6.71E+10 0.7274 5199651. 0.00 48.5000 -6.61E-07 52.2945 -7.7554 3.21E-08 0.00 6.71E+10 0.6456 5859409. 0.00 49.0000 -4.55E-07 17.3575 -4.2126 3.52E-08 0.00 6.71E+10 0.5354 7065562. 0.00 49.5000 -2.39E-07 1.6927 -1.4421 3.60E-08 0.00 6.71E+10 0.3881 9747076. 0.00 50.0000 -2.23E-08 0.00 0.00 3.61E-08 0.00 6.71E+10 0.09259 1.25E+07 0.00 *This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = 0.22636904 inches Computed slope at pile head = -0.00249592 radians Maximum bending moment = 953639. inch-lbs Maximum shear force = 20000. lbs Depth of maximum bending moment = 7.00000000 feet below pile head Depth of maximum shear force = 0.000000 feet below pile head Number of iterations = 36 Number of zero deflection points= 4 Pile-head Deflection vs. Pile Length for Load Case 1 Boundary Condition Type 1, Shear and Moment Shear = 20000. lbs Moment = 0. in-lbs Axial Load= 120000, lbs Pile Pile Head Maximum Maximum Page 19 WO 7 x lab Run 1 Westside Cancer New LPile (USCS units),Ip8o Length Deflection Moment Shear feet inches In-lbs lbs 50.00000 0.22636904 953639. 20000. 47.50000 0.22446511 956755. 20000. 45.00000 0.22534154 954935. 20000. 42.50000 0.22583316 954542. 20000. 40.00000 0.22546333 954514. 20000. 37.50000 0.22539524 954343. 20000. 35.00000 0.22514198 954362. 20000. 32.50000 0.22539666 954103. 20000. Summary of Pile-head Responses for Conventional Analyses Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear,V, lbs, and Load 2=Moment, M, in-lbs Load Type 2: Load 1 = Shear, V, lbs, and Load 2= Slope, S, radians Load Type 3: Load 1 = Shear,V, lbs, and Load 2= Rot. Stiffness, R, in-lbs/rad. Load Type 4: Load 1 =Top Deflection,y, inches,and Load 2= Moment, M, in-lbs Load Type 5: Load 1 =Top Deflection, y, inches, and Load 2= Slope, S, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs 1 V, lb 20000. M, in-lb 0.00 120000. 0.2264 -0.00250 20000. 953639. Maximum pile-head deflection = 0.226369043 inches Maximum pile-head rotation = -0.002495922 radians The analysis ended normally. Page 20