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B15-0274_Shoring Calculation Package_1438723740.pdf
70aAA COGGINS & SONS, INC. - Caisson Drilling, Excavation Shoring,Tieback Anchors DESIGN CALCULATIONS EARTH RETENTION for PROJECT NO.: 5548 165 FOREST RD VAIL, COLORADO Prepared for SHAEFFER HYDE CONSTRUCTION 41011 HIGHWAY 6 AVON, COLORADO 81620 TEL: 970-790-1510 PREPARED BY: .•������` ERICK B. WILKINS, E.I.T. 07� •LcF.. ''�,Y DF ti COGGINS & SONS, INC. 0•-Zs ti vc�'AV4VCHECKED BY: Q' JOHN H. HART, RE., D.GE ••:,c, COGGINS & SONS, INC. %�°C���- DATE: JULY 30, 2015 9512 Titan Park Circle• Littleton, Colorado 80125• (303) 791-9911 • FAX (303) 791-0967 COGGINS & SONS, INC. -, Caisson Drilling, Excavation Shoring, Tieback Anchors DESIGN CALCULATIONS INDEX for PROJECT NO. 5548 PROJECT: 165 FOREST RD ITEM NO. DESCRIPTION PAGES 0 GEOTECHNICAL CONDITIONS S0.0-S0.1 1 L-PILE 5.0 ANALYSIS OF 4.0"O.D.0.330"WALL N-80 PIPE CAPACITY S1.0-S1.2 2 L-PILE 5.0 ANALYSIS OF CANTILEVER PIPE MICROPILE WALL S2.0-S2.7 3 "SNAIL"ANALYSIS OF 32'-0"FT HEIGHT SOIL NAIL WALL,SEVEN ROWS(PERMANENT) S3.0-S3.6 4 "SNAIL"ANALYSIS OF 28'-0"FT HEIGHT SOIL NAIL WALL,SIX ROWS(PERMANENT) S4.0-S4.6 5 "SNAIL"ANALYSIS OF 23'-0"FT HEIGHT SOIL NAIL WALL,FIVE ROWS(PERMANENT) S5.0-S5.6 6 "SNAIL"ANALYSIS OF 22'-0"FT HEIGHT SOIL NAIL WALL,FOUR ROWS(PERMANENT) S6.0-S5.9 7 "SNAIL"ANALYSIS OF 19'-0"FT HEIGHT SOIL NAIL WALL,FOUR ROWS(PERMANENT) S7.0-S7.4 8 "SNAIL"ANALYSIS OF 18'-0"FT HEIGHT SOIL NAIL WALL,THREE ROWS(PERMANENT) S8.0-S8.10 9 "SNAIL"ANALYSIS OF 15'-0"FT HEIGHT SOIL NAIL WALL,THREE ROWS(PERMANENT) S9.0-S9.4 10 "SNAIL"ANALYSIS OF 12'-0"FT HEIGHT SOIL NAIL WALL,THREE ROWS(PERMANENT) _ S10.0-S10.4 11 "SNAIL"ANALYSIS OF 19'-0"FT HEIGHT SOIL NAIL WALL,FOUR ROWS(TEMPORARY) S11.0-S11.4 12 "SNAIL"ANALYSIS OF 16-0"FT HEIGHT SOIL NAIL WALL,THREE ROWS(TEMPORARY) S12.0-S12.4 13 "SNAIL"ANALYSIS OF 14'-0"FT HEIGHT SOIL NAIL WALL,THREE ROWS(TEMPORARY) S13.0-S13.4 14 "SNAIL"ANALYSIS OF 10'-0"FT HEIGHT SOIL NAIL WALL(TEMPORARY) S14.0-S14.4 15 PERMANENT FACING CALCULATION S15.0 16 TEMPORARY FACING CALCULATION S16.0 9512 Titan Park Circle• Littleton, Colorado 80125• (303) 791-9911 • FAX (303) 791-0967 50.0 COGGINS & SONS, INC. Name GRI WILWINS PH. (303)791-9911 FAX(303)791-0967 CAISSON DRILLING PROJECT: ICaS FOREST tap PROJECT NO.: SS' IS EARTH RETENTION TIE BACK ANCHORS SUBJECT: etaTCu-1 M Gat L- DATE: 4I130 IS Ref-H2 TCS CreOTsUANICFlL INN ESTI6-AnON By Ne?\Noat - pAwLAk "eEOTEc4N I CAL QRoiEcr 4k 115 O°14Fi DATED MAN 21 2015 BORING 11 50121N8+ *2 5244 x + ._ v. .... Sit aftycm 5c.a E ircaSt1 11 Loose. b. Mn.d D¢Nfb it N = 2s/12 I. 200= 52. 4" 1-too = 39 82.33 mum 81.32 "p _-/ Suva 2 In vel rat kJN = So/d toan .o Mut D ane. 6228 . � = 12/12 //: 822 .0oa• ¢Qo�. —sum & c"...1,0/ 8222 a N = ►8 / '" sow,45-scovvz.- Sm-st-Of% 1 / B6�.COCY. N = 50/O /1") O.O.ec 82 i 1 8203 L.: W (%) ld (yet.) $ORING 411 SFT 22.5 10 10 FT 8.- 111 TN-S1TU goRit% +a2 3 FT 1.3 118 1-th.FT 11.5 `6=12OQeE so [a 6 NS & SOINS HNC Namec. ...„. PH. (303)791-9911 FAX(303)791-0967 CAISSON DRILLING PROJECT: ICA foravr RD PROJECT NO. 5548 EARTH RETENTION TIE BACK ANCHORS SUBJECT: *teaTeGN-1•11Ge11.• DATE: 24-1"dc21 If IyAse..0 00 ( (acal-I-Lci.a gzPORT) P 1EN GE- IMZEPt (MOTU, 0 k-4 %C- ne-remmANIti- sv-veRiz. scp.stocerv.k. Oso' a, k) coitlk,euvtioN -VV.")vkA tast,o‘Pai o prrs —2..O0 q im€-p PPtcLici,Mett,--ms \NE urn...an-el) ivc,t W N G— NC) De-rutt'MIwg Eeevra-vk v\-03vJ cta:7. Co IA EAwrii kErwraoN). kot 0\1 Sot L VAI,o VA ay. ttleOGGON Pt-103EGTS OW co gE-s-r A slA 6-vs 3'4 ( fl) los& vedv t(fh (Las - WV-VI ( 10 ver,-) 37-N1 -FOR BE-D : 14 ) us ,V,o S111,1S100C-f; (A0.1 Srwl)STOW V; Vti\OV-4 7.01000 VSF TO G•gervreaz. 'T-aAhht 'LO 0 ooD9PSA ¶0 110,6\At)t ). T Plu,ciow--r t•PAICTOR.E-5 ) \Ai CeNtrkii--14.1v4C7-1 kNiu, 3-011\triNO. Use, t. L000 PS . 1 .o &ARA fre. / DkW 6 WAN/ t•dIlCltoPILe vs\ 80K5I PIPE STRENGTH CALC.1p70 LPile Plus for windows, version 2013-07.005 CANT. PIPE PI LE. Analysis of individual Piles and Drilled shafts n subjected to Lateral Loading using the p-y Method 4,0 0.0 • 0.3,®iiWALL Wks( 0 1985-2013 by Ensoft, Inc. All Rights Reserved This copy of LPile is used by: Coggins and Sons 9512 Titan Park Cir, Littleton, co 80125 Serial Number of security Device: 156242187 Littleton, This copy of LPile is licensed for exclusive use by: Coggins & Sons, Inc., use of this program by any entity other than Coggins & sons, Inc., Littleton, is forbidden by the software license agreement. 1 Files used for Analysis Path to file locations: z:\]obs\2015 JOBS\5548 165 FOREST RoAo\Engineering\Calcs\ Name of input data file: 80KSI PIPE STRENGTH CALc.lp7d Name of output report file: 80KSI PIPE STRENGTH CALC.lp7o Name of plot output file: 80K5I PIPE STRENGTH CALC.lp7p Name of runtime messeage file: 80K5I PIPE STRENGTH CALc.lp7r Date and Time of Analysis Date: July 28, 2015 Time: 14:15:39 Problem Title Project Name: 165 FOREST ROAD Job Number: 5548 Client: SHAEFFER HYDE Engineer: ERICK WILKINS Description: DRIVEWAY / GARAGE HP WALL Program options and Settings Engineering units of input Data and computations: - Engineering units are us customary units (pounds, feet, inches) Analysis control options: - Maximum number of iterations allowed = 500 - 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 Computational Options: use unfactored loads in computations (conventional analysis) Compute nonlinear bending properties of pile only use of p-y modification factors for p-y curves not selected 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 Duckling analysis of pile not selected Output Options: - No p-y curves to be computed and reported for user-specified depths - 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 Pile Structural Properties and Geometry Total number of pile sections = 1 Total length of pile = 15.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Page 1 S 1.1 BOKSI PIPE STRENGTH CALC.lp7o Point Depth Pile X Diameter ft in 1 0.00000 4.0000000 2 15.000000 4.0000000 Input Structural Properties: Pile section No. 1: section Type = steel Pipe Pile Section Length = 15.00000 ft Pile Diameter = 4.00000 in 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 = 1 Pile Section No. 1: Dimensions and Properties of Steel Pipe Pile: Length of Section = 15.00000 ft Outer Diameter of Pipe = 4.00000 in Pipe wall Thickness = 0.30000 in Yield Stress of Pipe = 80.00000 ksi Elastic Modulus = 29000. ksi cross-sectional Area = 3.48717 sq. in. Moment of Inertia = 6.00665 inA4 Elastic Bending stiffness = 174193. kip-inA2 Plastic Modulus, z - = 4.11600 inA3 Plastic Moment Capacity = Fy z = 329.28000 in-kip Axial Structural Capacities: Nom. Axial Structural Capacity = Fy As = 278.973 kips Nominal Axial Tensile capacity = -278.973 kips Input Axial Thrust Forces: Number of Axial Thrust Force values determined from Input data = 1 Number Axial Thrust Force kips 1 0.000 Definition of Run Messages: Y = part of pipe section has yielded. Axial Thrust Force = 0.000 kips Bending Bending Bending Depth to max Total Run Curvature moment stiffness N Axis Stress Msg rad/in. in-kip kip-int in ksi ! 0.0000293 5.1058202 174199. 2.0000000 1.6830001 0.0000586 10.2116404 174199. 2.0000000 3.3660003 0.0000879 15.3174605 174199. 2.0000000 5.0490004 0.0001172 20.4232807 174199. 2.0000000 6.7320005 0.0001466 25.5291009 174199. 2.0000000 8.4150007 0.0001759 30.6349211 174199. 2.0000000 10.0980008 0.0002052 35.7407413 174199. 2.0000000 11.7810009 0.0002345 40.8465615 174199. 2.0000000 13.4640011 0.0002638 45.9523816 174199. 2.0000000 15.1470012 0.0002931 51.0582018 174199. 2.0000000 16.8300013 0.0003224 56.1640220 174199. 2.0000000 18.5130015 0.0003517 61.2698422 174199. 2.0000000 20.1960016 0.0003810 66.3756624 174199. 2.0000000 21.8790017 0.0004103 71.4814826 174199. 2.0000000 23.5620019 0.0004397 76.5873027 174199. 2.0000000 25.2450020 0.0004690 81.6931229 174199. 2.0000000 26.9280021 0.0004983 86.7989431 174199. 2.0000000 28.6110022 0.0005276 91.9047633 174199. 2.0000000 30.2940024 0.0005569 97.0105835 174199. 2.0000000 31.9770025 0.0005862 102.1164036 174199. 2.0000000 33.6600026 0.0006155 107.2222238 174199. 2.0000000 35.3430028 0.0006448 112.3280440 174199. 2.0000000 37.0260029 0.0006741 117.4338642 174199. 2.0000000 38.7090030 0.0007034 122.5396844 174199. 2.0000000 40.3920032 0.0007328 127.6455046 174199. 2.0000000 42.0750033 0.0007621 132.7513247 174199. 2.0000000 43.7580034 0.0007914 137.8571449 174199. 2.0000000 45.4410036 0.0008207 142.9629651 174199. 2.0000000 47.1240037 0.0008500 148.0687853 174199. 2.0000000 48.8070038 0.0008793 153.1746055 174199. 2.0000000 50.4900040 0.0009086 158.2804256 174199. 2.0000000 52.1730041 0.0009379 163.3862458 174199. 2.0000000 53.8560042 0.0009672 168.4920660 174199. 2.0000000 55.5390044 Page 2 s'.t 80Ks1 PIPE STRENGTH CALc.lp7o 0.0009966 173.5978862 174199. 2.0000000 57.2220045 0.0010259 178.7037064 174199. 2.0000000 58.9050046 0.0010552 183.8095266 174199. 2.0000000 60.5880048 0.0010845 188.9153467 174199. 2.0000000 62.2710049 0.0011138 194.0211669 174199. 2.0000000 63.9540050 0.0011431 199.1269871 174199. 2.0000000 65.6370052 0.0012017 209.3386275 174199. 2.0000000 69.0030054 0.0012603 219.5502678 174199. 2.0000000 72.3690057 0.0013190 229.7619082 174199. 2.0000000 75.7350059 0.0013776 239.9735486 174199. 2.0000000 79.1010062 0.0014362 249.8571052 173970. 2.0000000 80.0000000 Y 0.0014948 258.7038171 173066. 2.0000000 80.0000000 Y 0.0015534 266.3038393 171428. 2.0000000 80.0000000 V 0.0016121 272.5320061 169057. 2.0000000 80.0000000 V 0.0016707 277.6103244 166165. 2.0000000 80.0000000 Y 0.0017293 281.8594864 162990. 2.0000000 80.0000000 Y 0.0017879 285.5592197 159715. 2.0000000 80.0000000 V 0.0018466 288.7642519 156380. 2.0000000 80.0000000 V 0.0019052 291.5921397 153053. 2.0000000 80.0000000 V 0.0019638 294.1158453 149769. 2.0000000 80.0000000 V 0.0020224 296.3790829 146547. 2.0000000 80.0000000 V 0.0020810 298.4190503 143399. 2.0000000 80.0000000 Y , 0.0021397 300.2677830 140335. 2.0000000 80.0000000 Y 0.0021983 301.9531047 137359. 2.0000000 80.0000000 Y 0.0022569 303.4875002 134471. 2.0000000 80.0000000 Y 0.0023155 304.8713873 131664. 2.0000000 80.0000000 Y 0.0023741 306.1516772 128953. 2.0000000 80.0000000 V 0.0024328 307.3458610 126336. 2.0000000 80.0000000 V 0.0024914 308.4347042 123801. 2.0000000 80.0000000 V 0.0025500 309.4349636 121347. 2.0000000 80.0000000 V 0.0026086 310.3888830 118986. 2.0000000 80.0000000 V 0.0026672 311.2424145 116691. 2.0000000 80.0000000 V 0.0027259 312.0588349 114481. 2.0000000 80.0000000 V 0.0027845 312.8103848 112341. 2.0000000 80.0000000 V 0.0028431 313.5174273 110273. 2.0000000 80.0000000 Y 0.0029017 314.1764066 108272. 2.0000000 80.0000000 V 0.0029603 314.7987085 106339. 2.0000000 80.0000000 V 0.0030190 315.3738388 104464. 2.0000000 80.0000000 Y 0.0030776 315.9328766 102656. 2.0000000 80.0000000 V 0.0031362 316.4322490 100896. 2.0000000 80.0000000 V 0.0031948 316.9316214 99201. 2.0000000 80.0000000 Y 0.0032534 317.3777311 97551. 2.0000000 80.0000000 V I 0.0033121 317.8088563 95955. 2.0000000 80.0000000 V 0.0033707 318.2331683 94412. 2.0000000 80.0000000 V F 0.0034293 318.6030199 92906. 2.0000000 80.0000000 V 0.0034879 318.9728715 91450. 2.0000000 80.0000000 Y 0.0037224 320.2786629 86041. 2.0000000 80.0000000 V 0.0039569 321.3364314 81209. 2.0000000 80.0000000 V 0.0041914 322.2210005 76877. 2.0000000 80.0000000 V 0.0044259 322.9608523 72971. 2.0000000 80.0000000 Y 0.0046603 323.5808355 69433. 2.0000000 80.0000000 V 0.0048948 324.1190810 66217. 2.0000000 80.0000000 V 0.0051293 324.6012052 63284. 2.0000000 80.0000000 V 0.0053638 324.9925921 60590. 2.0000000 80.0000000 V 0.0055983 325.3546799 58117. 2.0000000 80.0000000 V 0.0058328 325.6612865 55833. 2.0000000 80.0000000 V 0.0060672 325.9465277 53722. 2.0000000 80.0000000 V 0.0063017 326.1818103 51761. 2.0000000 80.0000000 Y 0.0065362 326.4170928 49940. 2.0000000 80.0000000 Y 0.0067707 326.6012962 48238. 2.0000000 80.0000000 V 1 0.0070052 326.7774454 46648. 2.0000000 80.0000000 V summary of Results for Nominal (unfactored) moment Capacity for section 1 Load Axial Thrust Nominal mom. Cap. No. kips in-kip 1 0.000 326.8 Note that the values in the above table are not factored by a strength reduction factor for LRFD. The value of the strength reduction factor depends on the provisions of the LRTD code being followed. The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to the LRFD structural design standard being followed. The analysis ended normally. A A = 2'l ll v. n LT .L Mau ('PERM) = 0.66 M„ = R.°\ 14-46 Km, (TEMP) = 0.8 Mn = 21 .8 w-Ft Page 3 57-.0 EMBEDMENT CHECK.Ip]o L96.RM) LPile Plus for windows, Version 2013-07.005 Analysis of individual Piles and Drilled shafts subjected to ndivl Loading Using tie p-y method OT cGt4sj ?RtAMrep.5 it 0 1985-2013 by Ensoft, Inc. / g, All Rights Reserved ®JER%VR ‘‘n®n 13®9(,4` nib ib This copy of LPile is used by: coggins and sons EDRoLK ` ,3130 e4(p CC 400014E 9512 Titan Park cir, Littleton, Co 80125 O16.( bibs) Serial Number of Security Device: 156242187 �V This copy of LPile is licensed for exclusive use by: Coggins & sons, Inc., Littleton, r L q�llilf C ®r�N��,��QC��/to it)of this program by any entity other than Coggins & Sons, Inc., Littleton, ET M J! is forbidden by the software license agreement. • Files Used for Analysis % < 0t.400..5ot*) ® 63ysfi Path to file locations: z:\Jobs\2015 loss\5548 165 FOREST ROAD\Engineering\Calcs\ Name of input data file: EMBEDMENT CHECK.Ip]d Name of output report file: EMBEDMENT CHECK.lp7o ®C E1( ,w Name Of punt etelle: EMBEDMENT CHECK.lp7CRn'1—,k- v"ion € Nam¢ of runtime mes m¢sseage file: EMBEDMENT CHECK.Ip]r ryy C(} p,9 1-1 Date and Time of Analysis Y ® Z.S aft = $.60I,-44 Date: JulyM 29, 2015 Time: 6:40:04 All>o 1''.'i14- Problem Title Project Name: 165 FOREST ROAD lob Number: 5548 Client: sHAEFFER HYDE Engineer: ERICK WILKINS Description: GARAGE MP WALL EMBEDMENT CHECK (PERM) Program options and Settings Engineering units of Input Data and Computations: - Engineering units are us Customary units (pounds, feet, inches) Analysis Control options: - Maximum number of iterations allowed = 500 - 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 computational options: use unfactored loads in computations (conventional analysis) Compute pile response under loading andnonlinear bending properties of pile input) if nonlinear pile properties are use of p-y modification factors for p-y curves not selected 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: - No p-y curves to be computed and reported for user-specified depths - 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 Pile Structural Properties and Geometry Total number of pile sections = 1 Total length of pile = 14.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Page 1 52-.1 I; EMBEDMENT CHECK.Ip7o Point Depth Pile X Diameter ft in 1 0.00000 4.2500000 2 14.000000 4.2500000 Input structural Properties: Pile Section No. 1: section Type = Elastic Pile Cross-sectional shape = circular section Length = 14.00000 ft Top width = 4.25000 in Bottom width = 4.25000 in Top Area = 14.18625 sq. in Bottom Area = 14.18625 sq. in Moment of Inertia at Top = 16.01495 inA4 Moment of Inertia at Bottom = 16.01495 inA4 Elastic Modulus = 10712485. lbs/inA2 Ground slope and Pile Batter Angles Ground slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees 0.000 radians I soil and Rock Layering Information The soil profile is modelled using 2 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 6.00000 ft Effective unit weight at top of layer = 130.00000 pcf Effective unit weight at bottom of layer = 130.00000 pcf undrained cohesion at top of layer = 0.10000 psf undrained cohesion at bottom of layer = 0.10000 psf Friction angle at top of layer = 37.00000 deg. Friction angle at bottom of layer = 37.00000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: internal default values for Epsilon-50 will be computed for this soil layer. NOTE: Internal default values for subgrade k will be computed for this soil layer. Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 6.00000 ft Distance from tap of pile to bottom of layer = 50.00000 ft Effective unit weight at top of layer = 130.00000 pcf Effective unit weight at bottom of layer = 130.00000 pcf undrained cohesion at top of layer = 4000.00000 psf Undrained cohesion at bottom of layer = 4000.00000 psf Epsilon-50 at top of layer = Epsilon-50 at bottom of layer = 0.0000 NOTE: Internal default values for Epsilon-SO will be computed for this soil layer. (Depth of lowest soil layer extends 36.00 ft below pile tip) Summary of soil Properties Layer Layer Effective Undrained Angle of strain Layer soil Type Depth Unit wt. cohesion Friction Factor kpy Num. (p-y curve criteria) ft pcf psf deg. Epsilon 50 pci 1 Cemented Silt 0.00 130.000 0.10000 37.000 default default 6.000 130.000 0.10000 37.000 default default 2 stiff clay w/o Free water 6.000 130.000 4000.000 -- default -- 50.000 130.000 4000.000 -- default -- 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 Page 2 2.2EMS2-2- EMBEDMENT BEDMENT CHECK.1 p7o Load Load condition condition Axial Thrust compute No. Type 1 2 Force, lbs Top y vs. Pile Length 1 1 V = 2580.00000 lbs M = 103200. in-lbs 0.0000000 No v = perpendicular shear force applied to pile head LI = 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 applie to pile head 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 = 1 Pile section No. 1: Moment-curvature properties were derived from elastic section properties 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 = 2580.0 lbs Applied moment at pile head = 103200.0 in-lbs Axial thrust load on pile head = 0.0 lbs Depth Deflect. Bending shear slope Total Bending soil Res. soil spr. Distrib. x y Moment Force s Stress stiffness pEs*h Lat. Load feet inches in-lbs lbs radians psi* lb-inA2 1h/in lb/inch lb/inch 0.00 1.0025 103200. 2580.0000 -0.0397 13693. 1.716E+08 0.000 0.000 0.000 0.140 0.9367 107534. 2574.0161 -0.0386 14269. 1.716E+08 -7.1237 12.7761 0.000 0.280 0.8727 111849. 2554.5707 -0.0376 14841. 1.716E+08 -16.0256 30.8497 0.000 0.420 0.8105 116118. 2519.7120 -0.0364 15407. 1.716E+08 -25.4727 52.7970 0.000 0.560 0.7503 120315. 2469.2788 -0.0353 15964. 1.716E+08 -34.5669 77.4014 0.000 0.700 0.6920 124415. 2403.9177 -0.0341 16508. 1.716E+08 -43.2439 104.9867 0.000 0.840 0.6357 128392. 2324.9085 -0.0328 17036. 1.716E+08 -50.8148 134.2805 0.000 0.980 0.5816 132226. 2233.3485 -0.0316 17545. 1.716E+08 -58.1852 168.0663 0.000 1.120 0.5297 135896. 2128.5459 -0.0303 18032. 1.716E+08 -66.5799 211.1771 0.000 1.260 0.4800 139378. 2008.0296 -0.0289 18494. 1.716E+08 -76.8919 269.1477 0.000 1.400 0.4325 142643. 1870.6164 -0.0275 18927. 1.716E+08 -86.6953 336.7350 0.000 1.540 0.3875 145663. 1712.7597 -0.0261 19328. 1.716E+08 -101.2293 438.9310 0.000 1.680 0.3448 148398. 1529.0754 -0.0247 19691. 1.716E+08 -117.4425 572.2705 0.000 1.820 0.3045 150801. 1316.9432 -0.0232 20010. 1.716E+08 -135.0959 745.2744 0.000 1.960 0.2668 152823. 1073.4693 -0.0217 20278. 1.716E+08 -154.7539 974.5518 0.000 2.100 0.2315 154408. 795.8579 -0.0202 20488. 1.716E+08 -175.7359 1275.1455 0.000 2.240 0.1988 155497. 481.8847 -0.0187 20633. 1.716E+08 -198.0419 1673.3613 0.000 2.380 0.1687 156027. 129.3250 -0.0172 20703. 1.716E+08 -221.6720 2207.7590 0.000 2.520 0.1411 155932. -294.1690 -0.0157 20690. 1.716E+08 -282.4876 3363.3526 0.000 2.660 0.1161 155039. -839.6575 -0.0141 20572. 1.716E+08 -366.9035 5309.6801 0.000 2.800 0.0936 153110. -1532.3454 -0.0126 20316. 1.716E+08 -457.7250 8213.2526 0.000 2.940 0.0737 149890. -2382.2491 -0.0111 19889. 1.716E+08 -554.0650 12633. 0.000 3.080 0.0562 145106. -3403.6073 -0.009693 19254. 1.716E+08 -661.8377 19783. 0.000 3.220 0.0411 138454. -4593.4091 -0.008305 18371. 1.716E+08 -754.5930 30835. 0.000 3.360 0.0283 129672. -5682.5494 -0.006992 17206. 1.716E+08 -542.0026 32175. 0.000 3.500 0.0176 119361. -6433.1095 -0.005773 15838. 1.716E+08 -351.5214 33516. 0.000 3.640 0.008904 108057. -6883.5663 -0.004659 14338. 1.716E+08 -184.7367 34857. 0.000 3.780 0.001965 96232. -7074.3131 -0.003659 12769. 1.716E+08 -42.3429 36197. 0.000 3.920 -0.003390 84287. -7046.2502 -0.002775 11184. 1.716E+08 75.7511 37538. 0.000 4.060 -0.007359 72556. -6839.5649 -0.002007 9627.3921 1.716E+08 170.3028 38879. 0.000 4.200 -0.0101 61306. -6492.7158 -0.001352 8134.6281 1.716E+08 242.6127 40219. 0.000 4.340 -0.0119 50741. -6041.6238 -0.000603 6732.7226 1.716E+08 294.4016 41560. 0.000 4.480 -0,0128 41006. -5519.0638 -0.000354 5441.0705 1.716E+08 327.6937 42900. 0.000 4.620 -0.0131 32197. -4954.2466 4.537E-06 4272.1397 1.716E+08 344.7077 44241. 0.000 4.760 -0.0128 24360. -4372.5729 0.000281 3232.3019 1.716E+08 347.7610 45582. 0.000 4.900 -0.0121 17505. -3795.5373 0.000486 2322.7006 1.716E+08 339.1862 46922. 0.000 5.040 -0.0112 11607. -3240.7592 0.000629 1540.1246 1.716E+08 321.2639 48263. 0.000 5.180 -0.0100 6615.9608 -2722.1152 0.000718 877.8620 1.716E+08 296.1695 49604. 0.000 5.320 -0.008770 2460.7617 -2249.9469 0.000763 326.5148 1.716E+08 265.9357 50944. 0.000 5.460 -0.007468 -943.8606 -1831.3202 0.000770 125.2395 1.716E+08 232.4294 52285. 0.000 5.600 -0.006182 -3692.4741 -1470.3125 0.000747 489.9489 1.716E+08 197.3417 53626. 0.000 5.740 -0.004957 -5884.1105 -1168.3067 0.000700 780.7539 1.716E+06 162.1890 54966. 0.000 5.880 -0.003829 -7617.9847 -924.2746 0.000634 1010.8190 1.716E+08 128.3254 56307. 0.000 6.020 -0.002826 -8989.6733 -610.3278 0.000553 1192.8263 1.716E+08 245.4208 145913. 0.000 6.160 -0.001971 -9668.6861 -211.3846 0.000462 1282.9235 1.716E+08 229.5116 195674. 0.000 6.300 -0.001274 -9699.9254 157.0354 0.000367 1287.0686 1.716E+08 209.0835 275627. 0.000 6.440 -0.000738 -9141.0473 485.8711 0.000275 1212.9119 1.716E+08 182.3876 415268. 0.000 6.580 -0.000352 -8067.3984 766.3813 0.000190 1070.4511 1.716E+08 151.5531 723925. 0.000 6.720 -9.827E-05 -6566.0060 986.2582 0.000119 871.2335 1.716E+08 110.2051 1884069. 0.000 6.860 4.715E-05 -4753.5707 1029.3234 6.328E-05 630.7442 1.716E+08 -58.9370 2100000. 0.000 7.000 0.000114 -3107.4792 883.7052 2.479E-05 412.3268 1.716E+08 -114.4181 1680783. 0.000 7.140 0.000130 -1784.3212 688.2617 8.426E-07 236.7589 1.716E+08 -118.2528 1522830. 0.000 7.280 0.000117 -794.9198 492.2216 -1.179E-05 105.4767 1.716E+08 -115.1283 1650362. 0.000 7.420 9.086E-05 -130.4566 304.7675 -1.632E-05 17.3101 1.716E+08 -108.0314 1997575. 0.000 7.560 6.237E-05 229.0989 148.5315 -1.583E-05 30.3988 1.716E+08 -77.9638 2100000. 0.000 7.700 3.765E-05 368.6092 43.5046 -1.291E-05 48.9102 1.716E+08 -47.0682 2100000. 0.000 7.840 1.900E-05 375.2743 -15.9850 -9.265E-06 49.7946 1.716E+08 -23.7528 2100000. 0.000 7.980 6.524E-06 314.8996 -42.7871 -5.886E-06 41.7836 1.716E+08 -8.1545 2100000. 0.000 8.120 -7.744E-07 231.5095 -48.8239 -3.211E-06 30.7187 1.716E+08 0.9680 2100000. 0.000 8.260 -4.264E-06 150.8515 -43.5338 -1.336E-06 20.0163 1.716E+08 5.3297 2100000. 0.000 8.400 -5.271E-06 85.2360 -33.5218 -1.825E-07 11.3098 1.716E+08 6.5893 2100000. 0.000 8.540 -4.877E-06 38.2181 -22.8662 4.220E-07 5.0711 1.716E+08 6.0960 2100000. 0.000 Page 3 S 2.'3 EMBEDMENT CHECK.lp7o 8.680 -3.853E-06 8.4057 -13.6993 6.503E-07 1.1153 1.716E+08 4.8169 2100000. 0.000 8.820 -2.692E-06 -7.8116 -6.8267 6.532E-07 1.0365 1.716E+08 3.3648 2100000. 0.000 8.960 -1.659E-06 -14.5319 -2.2585 5.438E-07 1.9282 1.716E+08 2.0735 2100000. 0.000 9.100 -8.647E-07 -15.4001 0.3912 3.972E-07 2.0434 1.716E+08 1.0809 2100000. 0.000 9.240 -3.240E-07 -13.2176 1.6394 2.571E-07 1.7538 1.716E+08 0.4051 2100000. 0.000 • 9.380 -8.012E-10 -9.8918 1.9805 1.440E-07 1.3125 1.716E+08 0.001001 2100000. 0.000 9.520 1.597E-07 -6.5632 1.8136 6.340E-08 0.8709 1.716E+08 -0.1996 2100000. 0.000 9.660 2.122E-07 -3.7981 1.4231 1.267E-08 0.5040 1.716E+08 -0.2653 2100000. 0.000 9.800 2.023E-07 -1.7817 0.9878 -1.465E-08 0.2364 1.716E+08 -0.2529 2100000. 0.000 9.940 1.630E-07 -0.4790 0.6043 -2.572E-08 0.0636 1.716E+08 -0.2038 2100000. 0.000 10.080 1.159E-07 0.2486 0.3114 -2.684E-08 0.0330 1.716E+08 -0.1448 2100000. 0.000 10.220 7.282E-08 0.5674 0.1133 -2.285E-08 0.0753 1.716E+08 -0.0910 2100000. 0.000 10.360 3.911E-08 0.6293 -0.004233 -1.699E-08 0.0835 1.716E+08 -0.0489 2100000. 0.000 10.500 1.574E-08 0.5532 -0.0618 -1.120E-08 0.0734 1.716E+08 -0.0197 2100000. 0.000 10.640 1.479E-09 0.4216 -0.0799 -6.426E-09 0.0559 1.716E+08 -0.001848 2100000. 0.000 10.780 -5.849E-09 0.2847 -0.0753 -2.967E-09 0.0378 1.716E+08 0.007311 2100000. 0.000 10.920 -8.491E-09 0.1685 -0.0603 -7.479E-10 0.0224 1.716E+08 0.0106 2100000. 0.000 11.060 -8.362E-09 0.0823 -0.0426 4.801E-10 0.0109 1.716E+08 0.0105 2100000. 0.000 11.200 -6.878E-09 0.0255 -0.0266 1.008E-09 0.003386 1.716E+08 0.008598 2100000. 0.000 11.340 -4.975E-09 -0.006969 -0.0141 1.099E-09 0.000925 1.716E+08 0.006219 2100000. 0.000 11.480 -3.187E-09 -0.0219 -0.005544 9.573E-10 0.002907 1.716E+08 0.003983 2100000. 0.000 11.620 -1.759E-09 -0.0256 -0.000352 7.247E-10 0.003397 1.716E+08 0.002198 2100000. 0.000 11.760 -7.517E-10 -0.0231 0.002284 4.863E-10 0.003063 1.716E+08 0.000940 2100000. 0.000 11.900 -1.246E-10 -0.0179 0.003205 2.856E-10 0.002378 1.716E+08 0.000156 2100000. 0.000 12.040 2.077E-10 -0.0123 0.003117 1.375E-10 0.001635 1.716E+08 -0.000260 2100000. 0.000 12.180 3.373E-10 -0.007449 0.002545 4.069E-11 0.000988 1.716E+08 -0.000422 2100000. 0.000 12.320 3.444E-10 -0.003769 0.001829 -1.424E-11 0.000500 1.716E+08 -0.000431 2100000. 0.000 12.460 2.895E-10 -0.001303 0.001163 -3.907E-11 0.000173 1.716E+08 -0.000362 2100000. 0.000 12.600 2.132E-10 0.000141 0.000636 -4.476E-11 1.866E-05 1.716E+08 -0.000266 2100000. 0.000 12.740 1.391E-10 0.000832 0.000266 -4.000E-11 0.000110 1.716E+08 -0.000174 2100000. 0.000 12.880 7.876E-11 0.001034 3.699E-05 -3.086E-11 0.000137 1.716E+08 -9.845E-05 2100000. 0.000 13.020 3.542E-11 0.000957 -8.290E-05 -2.112E-11 0.000127 1.716E+08 -4.427E-05 2100000. 0.000 13.160 7.815E-12 0.000755 -0.000128 -1.273E-11 0.000100 1.716E+08 -9.769E-06 2100000. 0.000 13.300 -7.367E-12 0.000526 -0.000129 -6.463E-12 6.975E-05 1.716E+08 9.209E-06 2100000. 0.000 13.440 -1.390E-11 0.000322 -0.000106 -2.311E-12 4.277E-05 1.716E+08 1.738E-05 2100000. 0.000 13.580 -1.513E-11 0.000168 -7.595E-05 0.000 2.230E-05 1.716E+08 1.892E-05 2100000. 0.000 13.720 -1.360E-11 6.718E-05 -4.578E-05 1.242E-12 8.915E-06 1.716E+08 1.700E-05 2100000. 0.000 13.860 -1.096E-11 1.426E-05 -2.000E-05 1.641E-12 1.892E-06 1.716E+08 1.370E-05 2100000. 0.000 14.000 -8.084E-12 0.000 0.000 1.711E-12 0.000 1.716E+08 1.011E-05 1050000. 0.000 The above values of total stress are combined axial and bending stresses. Output summary for Load Case No. 1: Pile-head deflection = 1.0025194 inches computed slope at pile head = -0.0396632 radians Maximum bending moment = 156027. inch-lbs Maximum shear force = -7074.3131108 lbs Depth of maximum bending moment = 2.3800000 feet below pile head Depth of maximum shear force = 3.78000000 feet below pile head Number of iterations = Number of zero deflection points = 7 Summary of vile Response(s) Definitions of rile-head Loading Conditions: Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbs Load Type 2: Load 1 = shear, lbs, and Load 2 = slope, radians Load Type 3: Load 1 = shear, lbs, and Load 2 = Rotational stiffness, in-lbs/radian Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = slope, radians Pile-head Pile-head Maximum Maximum Load Load condition 1 condition 2 Axial pile-head Moment shear rile-head case Type V(lbs) or in-lb, rad., Loading Deflection in Pile in Pile Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians 1 1 v = 2580.0000 m = 103200. 0.0000000 1.00251941 156027. -7074.3131 -0.03966321 The analysis ended normally. (peRM) M 13.0 - t L- fri„„ = I-4r.°1w•e1- :. DV- Page 4 51.4 EMBEDMENT CHECK.lp7o trgp^,�� LPile plus for windows, Version 2013-07.005 Y1 Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading using the p-y Method '(�` p� p.® PARA Y➢ ® 1985-2013 by Ensoft, Inc. (sE®• al-NICett- PARAMetERS All Rights Reserved O'E%BV ROGN : '=13C4cc 49=3}° This copy of LPile is used by: Coggins and Sons �g s 9512 Titan Park cir, Littleton, CO 80125 �y 'pgOc1C �C=(3®@e (r w 40000s+ serial Number of security Device: 156242187 Ir 1 This copy of LPile is licensed for exclusive use by: Coggins & Sons, Inc., Littleton, 0.9 `tlib5 Use of this program by any entity other than Coggins & Sons, Inc., Littleton, J� is forbidden by the software license agreement. 1;,,`iFk ® 0.24°1(130 cc-11We)=384 Files Used for Analysis %a 0.1.41(2.500,0= 3h Path to file locations: z:\Jobs\2015 JOBS\5548 165 FOREST ROAD\Engineering\talcs\ `_ Name of input data file: EMBEDMENT CHECK.lp7d Name of output report file: EMBEDMENT CHECK.1p70 Name of plot output file: EMBEDMENT CHECK.lp7p Name of runtime messeage file: EMBEDMENT CHECK.lp7r QEccwvat y ion E 14v aki:17" mate and Time of Analysis y®3.6®vs. Wt.%aB mate: July 29, 2015 Time: 6:45:34 sat � . Problem Title •. ott. Project Name: 165 FOREST ROAD Job Number: 5548 Client: SHAEFFER HYDE Engineer: ERICK WILKINS Description: GARAGE MP WALL EMBEDMENT CHECK (TEMP) program options and settings Engineering units of Input Data and computations: - Engineering units are US customary Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - 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 computational options: Use unfactored loads in computations (conventional analysis) Compute pile response under loading and nonlinear bending properties of pile (only if nonlinear pile properties are input) use of p-y modification factors for p_y curves not selected 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: - No p-y curves to be computed and reported for user-specified depths - 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 Pile structural Properties and Geometry Total number of pile sections = 1 Total length of pile = 12.00 ft Depth of ground surface below top of pile = 0.00 ft Pile diameter values used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. Page 1 St's EMBEDMENT CHECK.1 p7o Point Depth Pile X Diameter ft in 1 0.00000 4.2500000 2 12.000000 4.2500000 Input structural Properties: Pile section No. 1: Section Type = Elastic Pile cross-sectional shape = circular section Length = 12.00000 ft Top Width = 4.25000 in Bottom width = 4.25000 in Top Area = 14.18625 sq. in Bottom Area = 14.18625 Sq. in moment of inertia at Top = 16.01495 inA4 Moment of Inertia at Bottom = 16.01495 inA4 Elastic Modulus = 10712485. lbs/inA2 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 2 layers Layer 1 is cemented silt with cohesion and friction Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 4.00000 ft Effective unit weight at top of layer = 130.00000 pcf Effective unit weight at bottom of layer = 130.00000 pcf undrained cohesion at top of layer = 0.10000 psf Undrained cohesion at bottom of layer = 0.10000 psf Friction angle at top of layer = 37.00000 deg. Friction angle at bottom of layer = 37.00000 deg. Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 subgrade k at top of layer = 0.0000 pci subgrade k at bottom of layer = 0.0000 pci NOTE: Internal default values for Epsilon-50 will be computed for this soil layer. NOTE: Internal default values for subgrade k will be computed for this soil layer. Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 4.00000 ft Distance from top of pile to bottom of layer = 50.00000 ft I Effective unit weight at top of layer = 130.00000 pcf Effective unit weight at bottom of layer = 130.00000 pcf Undrained cohesion at top of layer = 4000.00000 psf undrained cohesion at bottom of layer = 4000.00000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000 NOTE: Internal default values for Epsilon-50 will be computed for this soil layer. (Depth of lowest soil layer extends 38.00 ft below pile tip) summary of Soil Properties Layer Layer Effective Undrained Angle of strain Layer soil Type Depth unit wt. cohesion Friction Factor kpy Num. (p-y curve Criteria) ft pcf psf deg. Epsilon 50 pci 1 Cemented silt 0.00 130.000 0.10000 37.000 default default 4.000 130.000 0.10000 37.000 default default 2 stiff clay w/o Free water 4.000 130.000 4000.000 -- default -- 50.000 130.000 4000.000 -- default - Loading Type static loading criteria were used when computing p-y curves for all analyses. Pile-head Loading and Pile-head Fixity conditions I'I Number of loads specified = 1 Page 2 at.G EMBEDMENT CHECK.1p70 Load Load condition condition Axial Thrust compute No. Type 1 2 Force, lbs Top y vs. Pile Length 1 1 v = 3600.00000 lbs M = 129600. in-lbs 0.0000000 No v = perpendicular shear force applied to pile head N = bending moment applied to pile head y = lateral deflection relative to pile axis s = pile slope relative to original pile batter angle 8 = rotational stiffness applie to pile head 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 = 1 Pile section No. 1: Moment-curvature properties were derived from elastic section properties 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 = 3600.0 lbs Applied moment at pile head = 129600.0 in-lbs Axial thrust load on pile head = 0.0 lbs Depth Deflect. moment shear slope tresl Bending Soil Res. Soil spr. Distrib. x y n- bs Force i stress stiffness p bLat.in inch feet inches in-lbslbs lbs radians psi* 16-i M2 lb/in lb/inch lb/inch 0.00 1.7265 129600. 3600.0000 -0.0602 17196. 1.716E+08 0.000 0.000 0.000 0.120 1.6406 134784. 3595.7051 -0.0591 17884. 1.716E+08 -5.9652 5.2358 0.000 0.240 1.5563 139956. 3581.7761 -0.0580 18571. 1.716E+08 -13.3807 12.3810 0.000 0.360 1.4737 145100. 3556.7309 -0.0568 19253. 1.716E+08 -21.4042 20.9155 0.000 0.480 1.3928 150199. 3520.1350 -0.0555 19930. 1.716E+08 -29.4234 30.4209 0.000 0.600 1.3137 155238. 3472.1735 -0.0542 20598. 1.716E+08 -37.1899 40.7644 0.000 0.720 1.2366 160199. 3413.4252 -0.0529 21257. 1.716E+08 -44.4048 51.7106 0.000 0.840 1.1613 165068. 3344.8672 -0.0516 21903. 1.716E+08 -50.8147 63.0089 0.000 0.960 1.0881 169832. 3267.1653 -0.0502 22535. 1.716E+08 -57.1047 75.5749 0.000 1.080 1.0169 174478. 3180.2723 -0.0487 23151. 1.716E+08 -63.5799 90.0356 0.000 1.200 0.9478 178991. 3082.2818 -0.0472 23750. 1.716E+08 -72.5179 110.1778 0.000 1.320 0.8809 183355. 2971.6250 -0.0457 24329. 1.716E+08 -81.1721 132.6952 0.000 1.440 0.8162 187550. 2848.1730 -0.0441 24886. 1.716E+08 -90.2890 159.3002 0.000 1.560 0.7537 191557. 2708.6580 -0.0426 25417. 1.716E+08 -103.4818 197.7007 0.000 1.680 0.6936 195350. 2549.5928 -0.0409 25921. 1.716E+08 -117.4421 243.8201 0.000 1.800 0.6359 198900. 2369.7098 -0.0393 26392. 1.716E+08 -132.3954 299.8327 0.000 1.920 0.5805 202175. 2167.1038 -0.0376 26826. 1.716E+08 -149.0018 369.6193 0.000 2.040 0.5276 205141. 1939.8843 -0.0359 27220. 1.716E+08 -166.5809 454.6703 0.000 2.160 0.4772 207762. 1686.6504 -0.0342 27568. 1.716E+08 -185.1328 558.7155 0.000 2.280 0.4292 209999. 1406.0013 -0.0324 27864. 1.716E+08 -204.6575 686.5967 0.000 2.400 0.3838 211811. 1096.5364 -0.0306 28105. 1.716E+08 -225.1549 844.6727 0.000 2.520 0.3410 213157. 756.8548 -0.0288 28283. 1.716E+08 -246.6251 1041.4027 0.000 2.640 0.3008 213991. 385.5557 -0.0271 28394. 1.716E+08 -269.0681 1288.2047 0.000 2.760 0.2631 214267. -18.7618 -0.0253 28431. 1.716E+08 -292.4839 1600.7458 0.000 2.880 0.2280 213937. -457.4985 -0.0235 28387. 1.716E+08 -316.8726 2000.9330 0.000 3.000 0.1956 212950. -932.0552 -0.0217 28256. 1.716E+08 -342.2341 2520.0734 0.000 3.120 0.1656 211253. -1443.8331 -0.0199 28031. 1.716E+08 -368.5685 3204.0675 0.000 3.240 0.1383 208792. -2042.0670 -0.0181 27704. 1.716E+08 -462.3118 4814.1017 0.000 3.360 0.1135 205372. -2791.9231 -0.0164 27250. 1.716E+08 -579.1550 7350.9203 0.000 3.480 0.0911 200751. -3712.7282 -0.0147 26637. 1.716E+08 -699.7410 11061. 0.000 3.600 0.0712 194679. -4809.1529 -0.0130 25832. 1.716E+08 -823.0710 16652. 0.000 3.720 0.0536 186900. -6094.6214 -0.0114 24800. 1.716E+08 -962.3019 25852. 0.000 3.840 0.0383 177126. -7390.8858 -0.009891 23503. 1.716E+08 -838.0652 31519. 0.000 3.960 0.0251 165615. -8402.4746 -0.008453 21975. 1.716E+08 -566.9193 32504. 0.000 4.080 0.0139 152927. -8979.4714 -0.007116 20292. 1.716E+08 -234.4652 24211. 0.000 4.200 0.004622 139754. -9280.3992 -0.005888 18544. 1.716E+08 -183.4900 57162. 0.000 4.320 -0.003011 126200. -9290.2976 -0.004771 16745. 1.716E+08 169.7423 81177. 0.000 4.440 -0.009119 112998. -9002.0808 -0.003768 14994. 1.716E+08 230.5588 36407. 0.000 4.560 -0.0139 100274. -8646.4847 -0.002872 13305. 1.716E+08 263.3247 27355. 0.000 4.680 -0.0174 88096. -8250.6576 -0.002082 11689. 1.716E+08 286.4352 23716. 0.000 4.800 -0.0199 76512. -7825.4798 -0.001391 10152. 1.716E+08 304.0895 22052. 0.000 4.920 -0.0214 65559. -7377.5930 -0.000795 8698.8599 1.716E+08 317.9755 21398. 0.000 5.040 -0.0221 55264. -6911.8129 -0.000288 7332.9568 1.716E+08 328.9414 21388. 0.000 5.160 -0.0222 45652. -6431.9979 0.000136 6057.5596 1.716E+08 337.4682 21863. 0.000 5.280 -0.0218 36740. -5941.4495 0.000482 4875.0144 1.716E+08 343.8491 22759. 0.000 5.400 -0.0208 28541. -5443.1235 0.000755 3787.0768 1.716E+08 348.2703 24064. 0.000 5.520 -0.0196 21064. -4939.7554 0.000964 2794.9634 1.716E+08 350.8521 25803. 0.000 5.640 -0.0181 14315. -4433.9385 0.001112 1899.3843 1.716E+08 351.6714 28033. 0.000 5.760 -0.0164 8294.3521 -3928.1772 0.001207 1100.5652 1.716E+08 350.7747 30843. 0.000 5.880 -0.0146 3001.4602 -3424.9256 0.001254 398.2593 1.716E+08 348.1859 34369. 0.000 6.000 -0.0128 -1569.4336 -2926.6162 0.001260 208.2458 1.716E+08 343.9105 38799. 0.000 6.120 -0.0110 -5427.1946 -2435.6848 0.001231 720.1264 1.716E+08 337.9387 44407. 0.000 6.240 -0.009218 -8584.2058 -1954.5922 0.001172 1139.0255 1.716E+08 330.2454 51587. 0.000 6.360 -0.007582 11056. -1485.8475 0.001090 1467.0599 1.716E+08 320.7889 60923. 0.000 6.480 -0.006080 12863. -1032.4077 0.000989 1706.8316 1.716E+08 308.9886 73186. 0.000 6.600 -0.004733 14030. -600.9681 0.000877 1861.5872 1.716E+08 290.2331 88311. 0.000 6.720 -0.003555 14594. -197.4569 0.000756 1936.4873 1.716E+08 270.1991 109448. 0.000 6.840 -0.002554 14598. 176.1911 0.000634 1937.0439 1.716E+08 248.7563 140262. 0.000 6.960 -0.001729 14087. 517.7637 0.000514 1869.1571 1.716E+08 225.6500 187915. 0.000 7.080 -0.001075 13107. 824.4884 0.000399 1739.1842 1.716E+08 200.3566 268449. 0.000 7.200 -0.000579 11712. 1092.3211 0.000295 1554.0847 1.716E+08 171.6332 427054. 0.000 7.320 -0.000224 -9961.3861 1313.4026 0.000204 1321.7615 1.716E+08 135.4244 869434. 0.000 Page 3 SIL.1- , EMBEDMENT CHECK.1p7o 7.440 9.743E-06 -7929.6783 1402.1394 0.000129 1052.1772 1.716E+0168+0 8 -12.1789 1800000. 0.000 7.560 0.000148 -5923.2246 1305.5075 7.171E-05 785.9438 1.716E+08 -122.0321 1187829. 0.000 7.680 0.000215 -4169.8167 1121.2232 2.875E-05 553.2868 1.716E+08 -133.9184 898855. 0.000 7.800 0.000231 -2694.1019 926.6089 -5.384E-08 357.4764 1.716E+08 -136.3793 851091. 0.000 7.920 0.000214 -1501.1831 732.0111 -1.766E-05 199.1898 1.716E+08 -133.8954 899351. 0.000 8.040 0.000180 -585.9100 543.3392 -2.642E-05 77.7435 1.716E+08 -128.1489 1025852. 0.000 8.160 0.000138 63.6337 364.6739 -2.861E-05 8.4435 1.716E+08 -119.9974 1249441. 0.000 8.280 9.748E-05 464.3508 199.1110 -2.640E-05 61.6140 1.716E+08 -109.9511 1624179. 0.000 8.400 6.228E-05 637.0734 63.8949 -2.177E-05 84.5323 1.716E+08 -77.8491 1800000. 0.000 8.520 3.478E-05 648.3680 -23.4548 -1.638E-05 86.0310 1.716E+08 -43.4699 1800000. 0.000 8.640 1.511E-05 569.5235 -68.3515 -1.127E-05 75.5692 1.716E+08 -18.8865 1800000. 0.000 8.760 2.326E-06 451.5158 -84.0433 -6.982E-06 59.9110 1.716E+08 -2.9077 1800000. 0.000 8.880 -5.000E-06 327.4788 -81.6373 -3.713E-06 43.4527 1.716E+08 6.2494 1800000. 0.000 9.000 -8.367E-06 216.4005 -69.6073 -1.430E-06 28.7139 1.716E+08 10.4588 1800000. 0.000 9.120 -9.119E-06 127.0097 -53.8699 1.084E-08 16.8527 1.716E+08 11.3988 1800000. 0.000 9.240 -8.336E-06 61.2554 -38.1605 8.009E-07 8.1279 1.716E+08 10.4198 1800000. 0.000 9.360 -6.812E-06 17.1075 -24.5272 1.130E-06 2.2700 1.716E+08 8.5154 1800000. 0.000 9.480 -5.082E-06 -9.3828 -13.8223 1.162E-06 1.2450 1.716E+08 6.3525 1800000. 0.000 9.600 -3.465E-06 -22.7007 -6.1300 1.028E-06 3.0121 1.716E+08 4.3313 1800000. 0.000 9.720 -2.123E-06 -27.0372 -1.1012 8.189E-07 3.5875 1.716E+08 2.6531 1800000. 0.000 9.840 -1.107E-06 -25.8722 1.8051 5.968E-07 3.4329 1.716E+08 1.3835 1800000. 0.000 9.960 -4.037E-07 -21.8384 3.1646 3.966E-07 2.8977 1.716E+08 0.5047 1800000. 0.000 10.080 3.536E-08 -16.7582 3.4961 2.346E-07 2.2236 1.716E+08 -0.0442 1800000. 0.000 10.200 2.719E-07 -11.7696 3.2196 1.149E-07 1.5617 1.716E+08 -0.3399 1800000. 0.000 10.320 3.662E-07 -7.4858 2.6453 3.405E-08 0.9933 1.716E+08 -0.4577 1800000. 0.000 10.440 3.700E-07 -4.1510 1.9828 -1.479E-08 0.5508 1.716E+08 -0.4624 1800000. 0.000 10.560 3.236E-07 -1.7752 1.3587 -3.966E-08 0.2356 1.716E+08 -0.4045 1800000. 0.000 10.680 2.557E-07 -0.2381 0.8373 -4.811E-08 0.0316 1.716E+08 -0.3197 1800000. 0.000 10.800 1.850E-07 0.6361 0.4406 -4.644E-08 0.0844 1.716E+08 -0.2313 1800000. 0.000 10.920 1.220E-07 1.0307 0.1642 -3.944E-08 0.1368 1.716E+08 -0.1525 1800000. 0.000 11.040 7.144E-08 1.1090 -0.009894 -3.046E-08 0.1472 1.716E+08 -0.0893 1800000. 0.000 11.160 3.428E-08 1.0022 -0.1050 -2.160E-08 0.1330 1.716E+08 -0.0429 1800000. 0.000 ' 11.280 9.234E-09 0.8065 -0.1442 -1.401E-08 0.1070 1.716E+08 -0.0115 1800000. 0.000 11.400 -6.067E-09 0.5869 -0.1471 -8.163E-09 0.0779 1.716E+08 0.007583 1800000. 0.000 11.520 -1.427E-08 0.3829 -0.1288 -4.093E-09 0.0508 1.716E+08 0.0178 1800000. 0.000 11.640 -1.785E-08 0.2160 -0.0998 -1.579E-09 0.0287 1.716E+08 0.0223 1800000. 0.000 11.760 -1.882E-08 0.0954 -0.0668 -2.719E-10 0.0127 1.716E+08 0.0235 1800000. 0.000 11.880 -1.864E-08 0.0235 -0.0331 2.273E-10 0.003124 1.716E+08 0.0233 1800000. 0.000 12.000 -1.817E-08 0.000 0.000 3.261E-10 0.000 1.716E+08 0.0227 900000. 0.000 " The above values of total stress are combined axial and bending stresses. Output summary for Load Case No. 1: Pile-head deflection = 1.7265283 inches Computed slope at pile head = -0.0602261 radians Maximum bending moment = 214267. inch-lbs Maximum shear force = -9290.2975625 lbs Depth of maximum bending moment = 2.7600000 feet below pile head Depth of maximum shear force = 4.3200000 feet below pile head Number of iterations = 49 Number of zero deflection points = 5 summary of pile Response(s) Definitions of Pile-head Loading conditions: Load Type 1: Load 1 = shear, lbs, and Load 2 = Moment, in-lbs Load type 2: Load 1 = shear, lbs, and Load 2 = slope, radians Load Type 3: Load 1 = shear, lbs, and Load 2 = Rotational stiffness, in-lbs/radian I Load Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type 5: Load 1 = Top Deflection, inches, and Load 2 = slope, radians Pile-head Pile-head Maximum Maximum Load Load condition 1 condition 2 axial Pile-head Moment shear pile-head case Type v(lbs) or in-lb, rad., Loading Deflection in Pile in Pile Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians 1 1 V = 3600.0000 M = 129600. 0.0000000 1.72652833 214267. -9290.2976 -0.06022614 The analysis ended normally. (TEMP) M = IR-.61k-E‘ L Man Z1.$ w-cot WA Page 4 S3.0 SN1 - 5t� 1 �-1 A � x 4 4 4. �.mm N 0 M C pp V NO E 11%11,4 L M V Irl w E X N3 • .'I .1 \ e .14 N II T 4J 4 O L O U +' m LL E E C I m � m mM 0 53 .1 File: H 32 FT, 7 ROWS, 20' LONG #8, PERM 5N °1- SNty *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 11:46:01 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 32.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 60.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 9.0 50.0 9.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. File: H 32 FT, 7 ROWS, 20' LONG i8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 7 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 4 .0 1.00 1.00 2 20.0 15.0 4.0 1.00 1.00 3 20.0 15.0 4.0 1.00 1.00 4 20.0 15.0 4 .0 1.00 1.00 5 20.0 15.0 4 .0 1.00 1.00 6 20.0 15.0 5.0 1.00 1.00 7 20.0 15.0 4 .0 1.00 1.00 53 .3. File: H 32 FT, 7 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 3.035 6.0 72.6 20.1 89. 9 12.8 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi. (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.517 12.0 59.0 18.7 81.5 16.2 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) 1 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.304 18.0 53.1 24 .0 74 .3 13.3 Reinf. Stress at Level 1 = 20.812 Ksi (Pullout controls. . . ) 2 = 26.817 Ksi (Pullout controls. . . ) 3 = 39.193 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) 53.9 File: H 32 FT, 7 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 2.089 24 .0 43.6 23.2 65.8 17 .5 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 6.392 Ksi (Pullout controls. . . ) 3 = 16.814 Ksi (Pullout controls. . . ) li 4 = 35. 627 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 1. 998 30.0 41.6 24 . 1 53.1 20.0 Reinf. Stress at Level 1 = 0.000 Ksi. 2 = 0.000 Ksi 3 = 11. 651 Ksi (Pullout controls. . . ) 4 = 31.497 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 6 2.008 36.0 41.6 48.2 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 11.651 Ksi (Pullout controls. . . ) 4 = 31.497 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) 93 .5 File: H 32 FT, 7 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL 'POE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) li NODE 7 2.049 42.0 37.3 52.8 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.000 Ksi 4 = 21.709 Ksi (Pullout controls. . . ) 5 = 44.002 Ksi (Pullout controls. . . ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FAC'POR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.131 48.0 33.7 57.7 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.000 Ksi 4 = 12. 622 Ksi (Pullout controls. . . ) 5 = 37.187 Ksi (Pullout controls. . . ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2.226 54.0 30.7 62.8 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.000 Ksi 4 = 4 .165 Ksi (Pullout controls. . . ) 5 = 30.843 Ksi (Pullout controls. . . ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) 53.4 File: H 32 FT, 7 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.345 60.0 28.1 68.0 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.000 Ksi 4 = 0.000 Ksi 5 = 24. 924 Ksi (Pullout controls. . . ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 45.000 Ksi (Yield Stress controls. ) * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 0.000 Kips/level * ******************************************************************** SN,O 5 N 8 w 0 N n ,A m z � w V•Amm c m m g gig a n e xwmm a w 1 UP m b W �i N N r+bA�m 14(4 IN▪N S u{N ws 4 Lamm �mm N �{N •A INN g � V w � y MN • • • MN f7 = M = S _ R _ C _ Ci) _ • • w • m = 1 • � r6 • MOM 11 CCO II N v 0) N O ' L tiO pm O r N � 3 S ffi C S4.1 File: 11 28 FT, 6 ROWS, 20' LONG #k8, PERM SW& *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 11:54:15 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 28.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 20.0 15.0 Second Slope from 1st slope. = 0.0 60.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 8.0 50.0 8.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 2 S4 7- File: H 28 FT, 6 ROWS, 20' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT I The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 7 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement - 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 3.0 1.00 1.00 2 20.0 15.0 4 .0 1.00 1.00 3 20.0 15.0 4.0 1.00 1.00 4 20.0 15.0 4 .0 1.00 1 .00 5 20.0 15.0 4.0 1.00 1.00 6 20.0 15.0 5.0 1.00 1.00 7 0.0 0.0 0.0 0.00 0.00 54.3 Fi].e: H 28 FT, 6 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 3.058 6.0 63. 6 6.7 82.9 24 .3 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45. 000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.515 12.0 57 . 0 15. 4 79.5 19. 8 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45. 000 Ksi (Yield Stress controls. ) 3 = 45. 000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.234 18.0 52.7 20.8 71. 9 17 .4 Reinf. Stress at Level 1 = 29.857 Ksi (Pullout controls. . . ) 2 = 36.740 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi SH,LI File: H 28 FT, 6 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 2.022 24 .0 44 .6 23. 6 66.5 18 .1 Reinf. Stress at Level 1 = 5.666 Ksi (Pullout controls. . . ) 2 = 14 .760 Ksi (Pullout controls. . . ) 3 = 33.069 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 5 1. 912 30.0 42.6 24.5 54 . 1 20.5 Reinf. Stress at Level 1 = 0.000 Ksi 2 9.443 Ksi (Pullout controls. . . ) 3 = 28.764 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 1.894 36.0 34 .6 17.5 47.0 31.7 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 14.530 Ksi (Pullout controls. . . ) 4 = 33.008 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi 54,5 File: H 28 FT, 6 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1. 941 42.0 38.3 53.5 89. 9 0.0 Reinf. Stress at Level 1 = 0. 000 Ksi 2 = 0.000 Ksi 3 = 18.549 Ksi (Pullout controls. . . ) 4 = 40.274 Ksi (Pullout controls. . . ) 5 = 45.000 I<si (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.004 48.0 34. 6 58.3 89. 9 0.0 Reinf. Stress at Level 1. = 0.000 Ksi 2 = 0.000 Ksi 3 = 9.047 Ksi (Pullout controls. . . ) 4 = 33.008 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (£t) (deg) (ft) (deg) (ft) NODE 9 2.082 54.0 31.5 63.4 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi. 3 = 0.187 Ksi (Pullout controls. . . ) 4 = 26.233 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi (Yield Stress controls. ) 7 = 0.000 I<si File: H 28 FT, 6 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.201 60.0 28. 9 68.5 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.000 Ksi 4 = 19. 900 Ksi (Pullout controls. . . ) 5 = 45.000 Ksi (Yield Stress controls. ) 6 = 45.000 Ksi. (Yield Stress controls. ) 7 = 0.000 Ksi * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 0.000 Kips/level ******************************************************************** 55.0 SNco- s l\n- r P. N m ? w wmm NGNN n C Ter �Wqm m�l iV H P. y = y g CD INN = =• MN ti MN C � 121 N. _ M = W = w • i . = r ri u N 0 10 N 4- 0 11 L Y O ci 0 .11 m 0 W E S EcT1 G I 7 SSA File: H 23 FT, 5 ROWS, 20' LONG $8, PERM 61%.16-S U I. * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 11:59:03 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 23.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 36.0 17 .0 Second Slope from 1st slope. = 0.0 60.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #k1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 4.0 50.0 4.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 3 55.2- File: 5.2File: H 23 FT, 5 ROWS, 20' LONG d#8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 5 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 3.0 1.00 1.00 2 20.0 15.0 4.0 1.00 1.00 3 20.0 15.0 4.0 1.00 1.00 4 20.0 15.0 4.0 1.00 1.00 5 20.0 15.0 4 .0 1.00 1.00 SS.; File: H 23 FT, 5 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.682 6.0 56.7 6.5 83.7 22.0 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.169 12.0 52. 9 11. 9 77 .8 22 .7 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 1. 925 18.0 55.7 16.0 65. 6 21.7 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) SS.4 File: H 23 FT, 5 ROWS, 20' LONG i8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 1.828 24 .0 47 .7 17 .8 58.8 23.1 Reinf. Stress at Level 1 = 31.267 Ksi (Pullout controls. . . ) 2 = 43.736 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 1.767 30.0 41.3 20.0 52.8 24 .8 Reinf. Stress at Level 1 = 14 .722 Ksi (Pullout controls. . . ) 2 = 30.868 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 1.755 36.0 34 .5 17.5 46. 9 31. 6 ISI Reinf. Stress at Level 1 = 1.429 Ksi (Pullout controls. . . ) 2 = 18.599 Ksi (Pullout controls. . . ) 3 = 38.782 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) File: H 23 FT, 5 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 7 1.81.2 42.0 30.5 19.5 42.5 34 .2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 6.698 Ksi (Pullout controls. . . ) 3 30.522 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 1.893 48.0 34 .5 58.2 89.9 0. 0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 14 .749 Ksi (Pullout controls. . . ) 3 = 38.782 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 1. 978 54 .0 31.4 63.3 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 6.396 Ksi (Pullout controls. . . ) 3 = 32.517 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) S5.6 File: H 23 FT, 5 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.079 60.0 28.8 68.5 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 26.663 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) 5 = 45.000 Ksi (Yield Stress controls. ) * For Factor of Safety = 1. 0 * Maximum Average Reinforcement Working Force: * 2.954 Kips/level * ******************************************************************** 1 56.0 cN 1 S S)J16 MEt'Ho 0. m — N ^•A66 M O y 2 w ti ti .a F 1 S H • • 'S. VJ N u U v U) V) 0 L U li _ E E C F • 4A 5 6.1 File: H 22 FT, 4 ROWS, 20' LONG #8, PERM SN1S-SN%6 MEf joDA *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER • DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 12:18:11 * *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 22.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 0. 0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 16.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft Begin Second Surcharge - Distance from toe = 16.0 ft End Second Surcharge - Distance from toe = 44.0 ft Loading Intensity - Begin = 1550.0 psf/ft Loading Intensity - End = 1550.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 10.0 60.0 10.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. . A SG.t. File: H 22 FT, 4 ROWS, 20' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 4 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 6.0 1.00 1.00 2 20.0 15.0 3.0 1.00 1.00 3 20.0 15.0 3.0 1. 00 1.00 4 20.0 15.0 5.0 1 . 00 1.00 !� S G.3 File: H 22 FT, 4 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (£t) (deg) (ft) (deg) (ft) Toe 4.460 6.0 61.4 7.5 81.1 15. 6 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 4 .313 12.0 47 .7 8. 9 68.7 16.5 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 3.889 18.0 50.7 28.4 89. 9 0.0 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 3.155 24 .0 28.8 13.7 52.1 19.5 Reinf. Stress at Level 1 = 19.123 Ksi (Pullout controls. . . ) 2 = 30.222 Ksi (Pullout controls. . . ) 3 = 41.322 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE 1,,1 SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2.851 30.0 23.7 16.4 45.8 21.5 Reinf. Stress at Level 1 = 0. 931 Ksi (Pullout controls. . . ) 2 = 14.232 Ksi (Pullout controls. . . ) 3 = 29.807 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 2.776 36. 0 17 .0 15. 1 39.2 27.9 S 6.41 'i Reinf. Stress at Level 1 = 0.000 Ksi. 2 = 3.096 Ksi (Pullout controls. . . ) 3 = 18. 999 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2.807 42. 0 27. 6 47.4 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 16. 641 Ksi (Pullout controls. . . ) 3 = 38.389 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 3. 046 48.0 24. 6 52.8 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 8. 145 Ksi (Pullout controls. . . ) 3 = 31.853 Ksi. (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 3.364 54.0 22.2 58.3 89.9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.398 Ksi. (Pullout controls. . . ) 3 = 25.894 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) N0DE10 3.741 60.0 20.1 63.9 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 20.438 Ksi. (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 0.000 Kips/level * S6.5 5KI1S-51\116 me-m-oo W 019 s „ss N Fri N t4 M N V TIN rN N N • C fn m • In — N — u N v- N 0 O O m It E elD E a C N � m P 56.6 File: H 22 FT, 4 ROWS, 20' LONG #8, PERM SP1)S-S,J16 mEmoflg *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 07-29-2015 Time: 12:19:48 * *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 22.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 16.0 Second Slope from 1st slope. = 90.0 10.0 Third Slope from 2nd slope. = 0.0 44.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. - 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 16.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft Begin Second Surcharge - Distance from toe = 16.0 ft End Second Surcharge - Distance from toe = 44.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 10.0 60.0 10.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 46 File: H 22 FT, 4 ROWS, 20' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 4 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Leve]. Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 6.0 1.00 1.00 2 20.0 15.0 3.0 1.00 1.00 3 20.0 15.0 3.0 1.00 1.00 4 20.0 15.0 5.0 1.00 1.00 546.8 File: H 22 FT, 4 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 4 .460 6.0 61.4 7.5 81.1 15. 6 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi. (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 4.313 12.0 47.7 8. 9 68.7 16.5 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 3. 990 18.0 51.2 28.7 89. 9 9.6 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 3. 187 24.0 48.8 25.5 60.6 14 .7 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2. 903 30.0 40.5 19.7 52.0 24 .4 Reinf. Stress at Level 1 = 28. 980 Ksi (Pullout controls. . . ) 2 = 44.336 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) !, MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE !i SAFETY BEHIND PLANE PLANE !, FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 SC)91 2. 678 36.0 24 .0 15.8 49.8 33.5 99 Reinf. Stress at Level 1. = 5.552 Ksi (Pullout controls. . . ) 2 = 17.402 Ksi (Pullout controls. . . ) 3 = 30.313 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2.589 42.0 20. 9 18.0 45.5 35. 9 Reinf. Stress at Level. 1 = 0.000 Ksi 2 = 5.074 Ksi (Pullout controls. . . ) 3 = 22.429 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2. 653 48. 0 24 .0 15.8 37.3 42.2 Reinf. Stress at Level 1 = 0.000 Ksi. 2 = 12. 951 Ksi (Pullout controls. . . ) 3 = 30.313 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2.713 54.0 21.6 17.4 34 .1 45.7 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 4 .180 Ksi (Pullout controls. . . ) 3 = 24 .312 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.835 60.0 19. 6 19.1 31.4 49.2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 18.827 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 0.000 Kips/level * � S.1.,o SN7.J6-5N 32 P4 X " m .7;V...4,4 NN m c U v 9 N w m R a i y y UPmC „ a U BHN •A ; m N EN (�7 C C T v 4- 4- 0 - 4O L Y O _ m N H E E S E E w° a C 5A", 1 File: H 19 FT, 4 ROWS, 20' LONG #8, PERM 51424--514331. *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 07-29-2015 Time: 12:28:49 * *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 19.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 10.0 19.0 Second Slope from 1st slope. = 90.0 4.0 Third Slope from 2nd slope. = 0.0 41.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 19.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft Begin Second Surcharge - Distance from toe = 19. 0 ft End Second Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 0.0 60.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. File: H 19 FT, 4 ROWS, 20' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 4 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 4.0 1.00 1.00 2 20.0 15.0 4.0 1.00 1.00 3 20.0 15.0 4.0 1.00 1.00 4 20.0 15.0 4 .0 1.00 1.00 S1-.3 File: H 19 FT, 4 ROWS, 20' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.218 6.0 59.1 7. 0 80.3 14 .2 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.349 12.0 41.3 3.2 63.2 21 .3 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.592 18.0 50.9 28. 6 89. 9 0.0 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH li (ft) (deg) (ft) (deg) (ft) NODE 4 2 .328 24.0 39.4 12.4 52.0 23.4 Reinf. Stress at Level 1 = 38. 937 Ksi (Pullout controls. . . ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 5 2.165 30.0 23.7 19.7 56. 9 22.0 Reinf. Stress at Level 1 = 0.283 Ksi (Pullout controls. . . ) 2 = 21.488 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 SR- 2.095 36. 0 23.7 19.7 45. 6 25.7 _F Reinf. Stress at Level 1 = 0.000 Ksi 2 = 21.488 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2.148 42. 0 25.2 18. 6 36.1 31.2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 25.282 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.200 48.0 10.4 14 .6 35.2 41.1 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 1. 600 Ksi (Pullout controls. . . ) 3 = 25.210 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2.320 54 .0 9.2 16. 4 32.1 44 . 6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 17.711 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE i SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.474 60.0 12.4 12.3 26.2 53.5 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 3.131 Ksi (Pullout controls. . . ) 3 = 33.297 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) * For Factor of Safety — 1.0 * Maximum Average Reinforcement Working Force: * 13.539 Kips/level ******************************************************************** S 0 5 N 11.^ 14‘611-1-*U A W V 4 w a, m ,19 �C V' y�cNiN eiW ^ c ti.ss a � 7, ac"ens 51,F R M '-I `\ �) o — N —_ II — T N 4- O 0 +1 m u IL E S s : n E w C � p N m p1N z `16 6 58.1 File: H 18 FT, 3 ROWS, 18' LONG #8, PERM 51.11`4--SN'LA- MC 1-1'om *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 07-29-2015 Time: 12:38:16 * Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 18.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 0.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 16.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft Begin Second Surcharge - Distance from toe = 16.0 ft End Second Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 1550.0 psf/ft Loading Intensity - End = 1550.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37 .0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 40'00.0 22.0 0.0 1.0 60.0 1.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. GA File: H 18 FT, 3 ROWS, 18' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 18.0 15.0 6.0 1.00 1.00 2 18 .0 15.0 4.0 1 .00 1.00 3 18.0 15.0 4 .0 1.00 1.00 58.'3 File: H 18 FT, 3 ROWS, 18' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) Toe 2.464 6. 0 56.3 6.5 79.2 12.8 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2. 631 12.0 56.3 21. 6 89.9 0.0 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45. 000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.572 18.0 39.8 14 . 1 51.3 11.5 Reinf. Stress at Level 1 = 37.403 Ksi (Pullout controls. . . ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) , MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE I SAFETY BEHIND PLANE PLANE I FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 4 2 .143 24.0 23.2 18.3 56.3 13.0 Reinf. Stress at Level 1 = 2.398 Ksi (Pullout controls. . . ) 2 = 33.869 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2.141 30.0 19.8 15. 9 40.0 19.6 !Reinf. Stress at Level 1 = 0.329 Ksi (Pullout controls. . . ) 2 = 26. 671 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH I (ft) (deg) (ft) (deg) (ft) I NODE 6 2.309 36.0 14 .0 14 .8 33.7 26.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 13.817 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) SVA MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2. 506 42.0 12.1 17.2 29.7 29.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 4.576 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.741 48.0 20. 6 51.3 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 28.376 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2. 974 54 .0 18.4 56. 9 89.9 0. 0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 23. 428 I<si. (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE10 3.211 60.0 16.7 62. 6 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 18. 946 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) * For Factor. of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 6.305 Kips/level * ******************************************************************** S 8.S St4 -SN2q-• MGT .0 C b 9 �n r ' mb9 F tw b V HN 0. ri K) \ C rl N • r 03 C) m 0 4- 0 o U =LL � E E C 4,3 E 68 SSA File: H 18 FT, 3 ROWS, 18' LONG #8, PERMSNI-.-5N2 .. METOD 9 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * * DIVISION OF MATERIALS AND FOUNDATIONS * * Office of Roadway Geotechnical Engineering * * Date: 07-29-2015 Time: 12:39:23 * *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 18.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 16.0 Second Slope from 1st slope. = 90.0 10.0 Third Slope from 2nd slope. = 0.0 44.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 16.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft Begin Second Surcharge - Distance from toe = 16.0 ft End Second Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 2 130.0 0.0 4000.0 22.0 0.0 1.0 60.0 1.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. File: H 18 FT, 3 ROWS, 18' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 18.0 15.0 6.0 1 .00 1.00 2 18.0 15.0 4 .0 1.00 1.00 3 18.0 15.0 4 .0 1.00 1.00 58,° File: H 18 FT, 3 ROWS, 18' LONG F8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2. 464 6.0 56.3 6.5 79.2 12. 8 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2. 631 12.0 56.3 21.6 89.9 0.0 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.522 18.0 47.4 26.6 89.9 8.4 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 2.010 24 .0 45.0 23.8 57.3 13.3 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (£t) (deg) (ft) (deg) (ft) NODE 5 1.881 30.0 36.7 18.7 48.2 22.5 Reinf. Stress at Level 1 = 31. 909 Ksi (Pullout controls. . . ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 1.874 36.0 21.3 15.5 46.0 31 .1 Reinf. Stress at Level 1 = 5. 964 Ksi. (Pullout controls. . . ) 2 = 29.887 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) SEI. ID MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1. 937 42.0 18.4 17.7 41.6 33.7 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 23.428 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 2.001 48. 0 21. 3 15.5 33.7 40.4 Reinf. Stress at Level 1 - 1.534 Ksi (Pullout controls. . . ) 2 = 29.887 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE 1 SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 2. 125 54 .0 19.1 17.1 30.7 43. 9 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 24 .964 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 2.299 60.0 17.3 18. 9 28.1 47.6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 20.497 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 6.305 Kips/level ******************************************************************** sn.o SN 33 m rl % Y c.Nm N C m O m LI NPV Z �0 T W M P O Wm C N • i VrerA [wm U G„ • � A y C � • • • ■ • • co) U •• • • • •U U• • • • • • • • • • • • • • • N N u 4- - 4- 0 0 0 m U lto _ E G Em Sq,1 File: H 15 FT, 3 ROWS, 20' LONG #8, PERM SN33 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 12:48:55 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 15.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 42.3 5.5 Second Slope from 1st slope. = 0.0 45.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 60.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 4 File: H 15 FT, 3 ROWS, 20' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6. 0 ft Yield Stress of Reinforcement = 45. 0 ksi Diameter. of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 20.0 15.0 3.0 1.00 1.00 2 20.0 15.0 4 .5 1.00 1.00 3 20.0 15.0 4 .5 1.00 1.00 s`1.1 File: H 15 FT, 3 ROWS, 20' LONG #8, PERM 1 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.046 6.0 46.1 2. 6 76.0 17 .3 Reinf. Stress at Level. 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.137 12.0 37.9 3.0 60.3 19.4 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.492 18.0 27.5 4 .1 49.5 22.2 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 2. 925 24.0 31. 9 14 .1 43.1 16.4 Reinf. Stress at Level 1 = 35.784 Ksi (Pullout controls. . . ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) I MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 5 2. 979 30.0 17.3 12. 6 39.7 23.4 Reinf. Stress at Level 1 = 15.664 Ksi (Pullout controls. . . ) 2 = 39.163 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH I (ft) (deg) (ft) (deg) (ft) NODE 6 3.028 36.0 14 .6 14 . 9 34 .7 26.3 Reinf. Stress at Level 1 = 1.933 Ksi (Pullout controls. . . ) i. 2 = 29.305 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) Satti MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 F 3.162 42.0 16.5 13.1 27.0 33.0 Reinf. Stress at Level 1 = 2.480 Ksi (Pullout controls. . . ) 2 = 35.728 Ksi. (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 3.390 48.0 0.0 4.8 23.4 47 . 1 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 32.443 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi. (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 3.608 54 .0 6. 6 16.3 24 .0 41.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 7 .525 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 3.794 60.0 5.9 18.1 21.8 45.2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.643 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * * 14 .197 Kips/level * ******************************************************************** S Io, 0 Slq -sNyl c M Vw0 *1 q m 0 9 y W ! `" N a a va w N m 4`" 81;CW U M C .N C N tt - II (0 Cl)0 0 U o E 5 ° E a c ri Sic' .) File: H 12 FT, 3 ROWS, 15' LONG #8, PERM SN38-5N4 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * * Date: 07-29-2015 Time: 12:54:49 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 12.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 0.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0,0 ft End Surcharge - Distance from toe = 50.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION *1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37 .0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 15 S+o.2. File: H 12 FT, 3 ROWS, 15' LONG #8, PERM WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6. 0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 35.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 15.0 15.0 3.0 1.00 1.00 2 15.0 15.0 3.0 1. 00 1.00 3 15.0 15.0 3.0 1.00 1.00 I1 IC).3 File: H 12 FT, 3 ROWS, 15' LONG #8, PERM MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 3. 642 6.0 15.9 4.4 80.5 10. 9 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 6.480 12.0 0.0 8. 4 73.3 12.5 Reinf. Stress at Level 1 = 24.191 Ksi (Pullout controls. . . ) 2 = 28.972 Ksi (Pullout controls. . . ) 3 = 33.754 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 3 4 .145 18.0 0.0 10.8 59.0 14 .0 Reinf. Stress at Level 1 = 3.057 Ksi (Pullout controls. . . ) 2 = 11.957 Ksi (Pullout controls. . . ) 3 = 20.858 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 3.703 24.0 0.0 9. 6 39.8 18.7 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 10.196 Ksi (Pullout controls. . . ) 3 = 25.831 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 3.803 30.0 0.0 12. 0 33.7 21. 6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 18.899 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 3.816 36.0 0.0 10.8 25.5 27. 9 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 20.354 Ksi (Pullout controls. . . ) SI 04 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 4. 453 42. 0 0.0 12. 6 22.2 31.8 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 18.899 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 4.734 48.0 0.0 9. 6 17.4 40.2 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 23.831 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 5.113 54.0 0.0 10.8 15.5 44.8 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 20.056 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) i NODE10 5.801 60.0 0.0 12.0 14.0 49.5 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 18.899 Ksi (Pullout controls. . . ) * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 7 .339 Kips/level ******************************************************************** Sal. o SN S M M 41j. 1J M w „•r19 0 o N N w9 (G a U 6 Y9m C9 w 44, U 4.4 CD IMI CI C •N A y � = 11111 II T v m v- 0 0 rom E x a C N m N 511. 1 File: H 19 FT, 4 ROWS, 15' LONG #8, TEMP sm; *************************************************** • CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 13:15:30 Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 19.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 18.0 38.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. _- 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 50.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. • 9 fl,' File: H 19 FT, 4 ROWS, 15' LONG #8, TEMP WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 4 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 33.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 15.0 15.0 3.0 1.00 1.00 2 15.0 15.0 4 .0 1.00 1.00 3 15.0 15.0 4 .0 1.00 1.00 4 15.0 15.0 4 .0 1.00 1.00 X16.3 File: H 19 FT, 4 ROWS, 15' LONG #8, TEMP MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.117 6.0 60.2 7.2 80.7 14.9 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 1. 953 12.0 47.5 12.4 75.3 14.2 Reinf. Stress at Level 1 = 28.498 Ksi (Pullout controls. . . ) 2 = 34 .119 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 1.679 18.0 24.7 5. 9 60. 6 25.7 Reinf. Stress at Level 1 = 18.260 Ksi (Pullout controls. . . ) 2 = 29.498 Ksi (Pullout controls. . . ) 3 = 40.736 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 1.475 24 .0 29.2 11.0 56.1 25.8 Reinf. Stress at Level 1 = 1.700 Ksi (Pullout controls. . . ) 2 = 14 .769 Ksi (Pullout controls. . . ) 3 = 27 .838 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 1.444 30.0 35.7 14 .8 48.2 27 .0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 13.621 Ksi (Pullout controls. . . ) 3 = 36.622 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 SI‘,9 1. 454 36.0 32. 6 17.1 44. 9 30.5 Reinf. Stress at Level 1 = 0.000 Ksi I 2 = 7.263 Ksi (Pullout controls. . . ) 3 = 32.562 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1.498 42. 0 28.8 19.2 40.5 33.1 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 26.953 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 1.595 48.0 32. 6 57.0 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 7.342 Ksi (Pullout controls. . . ) 3 = 32. 615 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 9 1. 690 54.0 29.7 62.1 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.898 Ksi (Pullout controls. . . ) 3 = 28.318 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 1.823 60.0 27.1 67.4 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 24.317 Ksi (Pullout controls. . . ) 4 = 45.000 Ksi (Yield Stress controls. ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 15.012 Kips/level ******************************************************************** S SN3-sNy • 2 X <i.AO 0 tVV b N mPN W m C wm Lwm V m - • 1.1 • iMi 'y rJ � = G � m O O 0 coE m a 6 pi ry S►2-.1 File: H 16 FT, 3 ROWS, 15' LONG #8, TEMP S i 3-SWl1 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 13:12:37 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 16.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 18.0 45.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 45.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. File: H 16 FT, 3 ROWS, 15' LONG $8, TEMP WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 33.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 15.0 15.0 3.0 1.00 1.00 2 15.0 15.0 5.0 1.00 1.00 3 15.0 15.0 5.0 1.00 1.00 S 12.3 File: H 16 FT, 3 ROWS, 15' LONG 1,(8, TEMP MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.178 6.0 44. 9 2.5 75.4 16.7 Reinf. Stress at Level 1 = 45.000 Ksi (Yield Stress controls. ) 2 = 45.000 Ksi (Yield Stress controls. ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (£t) (deg) (ft) (deg) (ft) NODE 2 2. 030 12.0 39.7 9. 4 71.0 14 .7 Reinf. Stress at Level 1 = 32.599 Ksi (Pullout controls. . . ) 2 = 41.652 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 3 1.889 18.0 31.3 8.4 58.3 20.5 Reinf. Stress at Level 1 = 21.446 Ksi (Pullout controls. . . ) 2 = 36.659 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 4 1. 687 24.0 26.4 10.7 52.9 23. 9 Reinf. Stress at Level 1 = 7. 600 Ksi (Pullout controls. . . ) 2 = 25.649 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 1. 616 30.0 29.8 10.4 44.4 29.4 Reinf. Stress at Level 1 = 6.506 Ksi (Pullout controls. . . ) 2 = 29.486 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 1. 624 36.0 27.2 12. 1 41.3 33. 6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 24 .357 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) Sl2- MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 1. 651 42.0 25.2 13.9 38.9 37.8 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 20. 987 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 8 1.703 48.0 31. 9 56. 6 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 31.625 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 1.822 54.0 29.0 61.7 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 27.284 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 1. 952 60.0 26.5 67 .0 89. 9 0.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 23.246 Ksi (Pullout controls. . . ) 3 = 45.000 Ksi (Yield Stress controls. ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 14.447 Kips/level ******************************************************************** SN SK-SN 35 a z w 2 V•nm H m m NPN W 2 c b C V a N N Vim CI �+Ota NI; W N •M •N C N N 4- 0 L 0 V ✓ m N E E E c • 1I St3.1 File: H 14 FT, 3 ROWS, 10' LONG #8, TEMP SI431A-St+135 *************************************************** * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 13:22:49 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 14.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 0.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 50.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. �1 513 .2 File: H 14 FT, 3 ROWS, 10' LONG #8, TEMP WATER SURFACE NO Water Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 3 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45.0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 33.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 10.0 15.0 3.0 1.00 1.00 2 10.0 15.0 4 .0 1.00 1.00 3 10.0 15.0 4.0 1.00 1.00 Sfl.3 File: H 14 FT, 3 ROWS, 10' LONG 48, TEMP MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.439 6.0 21.3 3.9 79.2 12.8 Reinf. Stress at Level 1 = 25.795 Ksi (Pullout controls. . . ) 2 = 29.956 Ksi (Pullout controls. . . ) 3 = 34.117 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 1.849 12. 0 16.3 5.0 60.3 14 .5 Reinf. Stress at Level 1 = 4.243 Ksi (Pullout controls. . . ) 2 = 15.620 Ksi (Pullout controls. . . ) 3 = 26.997 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (£t) (deg) (ft) (deg) (ft) NODE 3 1.754 18.0 14.5 5. 6 45.0 17.8 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 5. 647 Ksi (Pullout controls. . . ) 3 = 23.753 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 4 1. 900 24 .0 16.3 5.0 33.3 23.0 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 1.100 Ksi (Pullout controls. . . ) 3 = 25. 941 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 2.258 30.0 13.1 6.2 27 .7 27.1 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 21.091 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 6 2.566 36.0 11.0 7.3 23.6 31.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 18.202 Ksi (Pullout controls. . . ) S\'3 MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 7 2. 828 42.0 0.0 8.4 22. 6 36.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 0.946 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 3.150 48.0 0.0 4.8 18.0 45.4 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 11.275 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (£t) NODE 9 3.454 54 .0 0.0 5.4 16.1 50. 6 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 8 .414 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 3.756 60.0 0.0 6.0 14.5 55.8 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi 3 = 5.845 Ksi (Pullout controls. . . ) ******************************************************************** * For Factor of Safety = 1.0 * Maximum Average Reinforcement Working Force: * 9.750 Kips/level * ******************************************************************** ii S14 .0 II SN 1-5 N 2SN36-SN 34 W u b. o O m PN N 2 m N b m OC G N d W N h MNm H �y N ri •N m N I II W I N lL r E E 74 F 12 514.1 File: H 10 FT, 2 ROWS, 10' LONG #8, TEMP SNI-5N2 SN36-SN3I• * CALIFORNIA DEPARTMENT OF TRANSPORTATION * ENGINEERING SERVICE CENTER * DIVISION OF MATERIALS AND FOUNDATIONS * Office of Roadway Geotechnical Engineering * Date: 07-29-2015 Time: 13:2859 *************************************************** Project Identification - 165 FOREST RD WALL GEOMETRY Vertical Wall Height = 10.0 ft Wall Batter = 0.0 degree Angle Length (Deg) (Feet) First Slope from Wallcrest. = 0.0 0.0 Second Slope from 1st slope. = 0.0 0.0 Third Slope from 2nd slope. = 0.0 0.0 Fourth Slope from 3rd slope. = 0.0 0.0 Fifth Slope from 3rd slope. = 0.0 0.0 Sixth Slope from 3rd slope. = 0.0 0.0 Seventh Slope Angle. = 0.0 SLOPE BELOW THE WALL There is NO SLOPE BELOW THE TOE of the wall SURCHARGE THE SURCHARGES IMPOSED ON THE SYSTEM ARE: Begin Surcharge - Distance from toe = 0.0 ft End Surcharge - Distance from toe = 50.0 ft Loading Intensity - Begin = 250.0 psf/ft Loading Intensity - End = 250.0 psf/ft OPTION #1 Factored Punching shear, Bond & Yield Stress are used. SOIL PARAMETERS Unit Friction Cohesion Bond* Coordinates of Boundary Soil Weight Angle Intercept Stress XS1 YS1 XS2 YS2 Layer (Pcf) (Degree) (Psf) (Psi) (ft) (ft) (ft) (ft) 1 130.0 37.0 0.0 22.0 0.0 0.0 0.0 0.0 * Bond Stress also depends on BSF Factor in Option #5 when enabled. 51 ,2 File: H 10 FT, 2 ROWS, 10' LONG #8, TEMP WATER SURFACE NO Water. Table defined for this problem. SEARCH LIMIT The Search Limit is from 0.0 to 60.0 ft You have chosen NOT TO LIMIT the search of failure planes to specific nodes. REINFORCEMENT PARAMETERS Number of Reinforcement Levels = 2 Horizontal Spacing = 6.0 ft Yield Stress of Reinforcement = 45. 0 ksi Diameter of Grouted Hole = 5.3 in Punching Shear = 33.0 kips (Varying Reinforcement Parameters) Vertical Bar Level Length Inclination Spacing Diameter Bond Stress (ft) (degrees) (ft) (in) Factor 1 10.0 15.0 4 .0 1.00 1.00 2 10.0 15.0 3.0 1.00 1.00 1 SPA‘ 1 File: H 10 FT, 2 ROWS, 10' LONG #8, TEMP ! MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) Toe 2.767 6.0 29.1 4.1 73.3 8.4 Reinf. Stress at Level 1 = 29. 940 Ksi (Pullout controls. . . ) 2 = 34 .721 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 2 2.557 12.0 7.9 7 .3 61. 9 10.2 Reinf. Stress at Level 1 = 5.890 Ksi (Pullout controls. . . ) 2 = 13.926 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 3 2.388 18.0 7 .9 7.3 39.8 14 .1 1 Reinf. Stress at Level 1 = 0.000 Ksi 1 2 = 13.746 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (£t) (deg) (ft) NODE 4 2.730 24.0 7 .9 7.3 28.2 19.1 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 13. 610 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 5 3.036 30.0 0.0 9.0 25.5 23.3 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi '1 i MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (IL) (deg) (ft) NODE 6 3.461 36.0 0.0 7 .2 19.1 30.5 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 4 .125 Ksi (Pullout controls. . . ) MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) StU4.NODE 7 ` �' 3.756 42.0 0.0 8.4 16.6 35. 1 Reinf. Stress at Level 1 = 0.000 Hsi 2 = 0.000 Ksi i MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 8 4.253 48.0 0.0 9.6 14. 6 39.7 Reinf. Stress at Level 1 = 0.000 Ksi ; 2 = 0.000 Ksi MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE 9 4 .801 54 .0 0.0 10.8 13.0 44.3 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 0.000 Ksi j i MINIMUM DISTANCE LOWER FAILURE UPPER FAILURE SAFETY BEHIND PLANE PLANE FACTOR WALL TOE ANGLE LENGTH ANGLE LENGTH (ft) (deg) (ft) (deg) (ft) NODE10 5.198 60.0 0.0 6.0 10.5 54. 9 Reinf. Stress at Level 1 = 0.000 Ksi 2 = 3.367 Ksi (Pullout controls. . . ) ******************************************************************** * For Factor of Safety = 1.0 * * Maximum Average Reinforcement Working Force: * * 7. 614 Kips/level * ******************************************************************** I S15,0 y, 165 FOREST RD (PERM) FLEXURE STRENGTH VERTICAL SPACING (ft) 5.0 HOR. SPACING (ft) 6.0 MESH 4 4 4.0 4.0 WALER BARS (dia-in) ( 1 ) 0.625 0.31 VERTICAL REIN. (dia-in) ( 1 ) 0.500 0.20 WALL THICK(in) 8.0 GROUT HOLE (in) 5.25 BEARING PLATE 8 8 0.5 STEEL GRADE (psi) 60000 SHOTCRETE (psi) 4000 MESH PIECES Cf(Table 4.2 pg. 89) 1.00 2 NAIL HEAD STRENGTH FACTOR 0.66 VERTICAL DIRECTION HORIZONTAL DIRECTION As (NEG) (sq. in) 1.59 As (NEG) (sq. in) 2.05 As (POS) (sq. in) 1.20 As (POS) (sq. in) 2.05 Mv (NEG) (#-in/in) 5998 Mv (NEG) (#-in/in) 6415 Mv (POS) (#-in/in) 4588 Mv(POS) (#-in/in) 6415 NOM. HEAD (Kips) 102 NOM. HEAD (Kips) 76 DESIGN HEAD (Kips) 76 ALL. NAIL HEAD (Kips) 50 �_-- PUNCHING SHEAR STUD SIZE 5/8" x 5 3/16" BODY DIA. (in) 0.63 HEAD DIA. (in) 1.25 HEAD THICK(in) 0.312 OVERALL LENGTH (in) 5.00 STUD SPACING (in) 6.00 Cs (Table 4.2 pg. 104) 1.00 PROVISION#1 Dh > 2.5".5 0.996 OK PROVISION#2 Th > .5(Dh-Dhs) 0.310 OK Hc (in) 5.5 D'c (in) 11.5 Dc (in) 17 Ac (sq. in.) 227 Agc (sq. in.) 22 Vn (Kips) 50 NOM. HEAD (kips) 53 ALL. NAIL HEAD (Kips) 35 HEADED-STUD TENSION NOM. HEAD (kips) 75 ALL. NAIL HEAD (Kips) 37 COVER STUD TO FACE (in) (min = 2in) 2.5 - OK PERM. STEEL TO FACE (in) (min = 1.5in) 3.4 - OK STEEL TO EARTH (in) (min = 3in) 4.0 OK 516.6 165 FOREST RD (TEMP) FLEXURE STRENGTH VERTICAL SPACING (ft) 5 HOR. SPACING (ft) 6 MESH 4 4 4.0 4.0 WALER BARS (dia-in) ( 1 ) 0.63 0.31 VERTICAL REIN. (dia-in) ( 1 ) 0.50 0.20 WALL THICK (in) 8 GROUT HOLE (in) 5.25 BEARING PLATE 8 8 0.5 STEEL GRADE (psi) 60000 SHOTCRETE (psi) 4000 Cf(Table 4.2 pg. 89) 1.00 NAIL HEAD STRENGTH FACTOR 0.66 VERTICAL DIRECTION HORIZONTAL DIRECTION As (NEG) (sq. in) 0.99 As (NEG) (sq. in) 1.33 As (POS) (sq. in) 0.60 As (POS) (sq, in) 1.33 Mv (NEG) (#-in/in) 3826 Mv (NEG) (#-in/in) _ 4264 Mv (POS) (#-in/in) 2347 My (POS) (#-in/in) 4264 NOM. HEAD (Kips) 59 NOM. HEAD (Kips) 50 DESIGN HEAD (Kips) 50 ALL. NAIL HEAD (Kips) 33 PUNCHING SHEAR Cs (Table 4.2 pg. 104) 1.0 D'c (in) 16 Dc (in) 24 Ac (sq. in.) 452 Agc (sq. in.) 22 Vn (Kips) 102 NOM. HEAD (kips) 113 ALL. NAIL HEAD (Kips) 75