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REVIEWED RESUB1 BLD2023-1134+Seismic_Calculations+3.20.2024_1.42.36_PM+4146729BLD2023-1134 RESUB Snohomish County Parks and Recreation Slope Wall Reinforcing Seismic Calculations March 7, 2024 Prepared by: HANSON Focused on customer success y s p. PAI)gr , Of AS IN to .oG. 51439 aC` .<v �p )"UR AL 'i%ION PX'F 4 01 Hanson Professional Services Inc. 7625 N. University St., Suite 200 Peoria, IL 61614 (309) 691-0902 Hanson Project No.: 22L0009 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS B JILDING DEPARTMENT RESUB HANSON Focused on customer success DESIGN CALCULATION TABLE OF CONTENTS Description Sheet No. Seismic Loads Check 3 References 4 15ft Wall Height 1Oft Wall Height 21 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Purpose: Check design of soldier pile wall for seismic forces. RESUB Mar 20 2024 Per S&W, the entire slope (above and below wall) is sensitive to a seismic event. The purposQC-QfG#*%ONOS wall is not to protect the entire slope, it is to slow the weathering of the slope area directly bEffiYW `&,IENTVICES wall. The purpose of this check is to confirm that the wall can withstand the seismic forces from the added fill. This confirms that the addition of the wall and fill behind it does not increase the sensitivity of the entire slope to seismic events. Any remaining structural capacity will therefore improve the stability of slope by some amount. Assumptions: Use cross sections from plans to determine layer depths behind wall. Results: Wall as previously designed is adequate for seismic conditions as described above. RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT References I RESUB CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2 3 4 5 (� § RkH50H D C B Ems}' W J Q I I A 7z- - - - - - - - - - - - - - - / ------ - - - - - - - - - - - - --- / / -- -__----Ib Ix Z - -WJ-Ip L #13 l PIL #14 PILE PILE #12 A PLAN -11111111110- 72' -7'/ i (� PILE #14 PILE #13 PILE #11 PILE #9 PILE #7 PILE #5 PILE #3 PILE #2 PILE #1 STA. 0+84.5 STA. 0+771.3 STA. 0+6�-2 STA. 0+571.0 STA. 0+471.3 STA. 0+371.1 STA. 0+27.1 STA. 0+19.9 STA. 0+12.6 PILE #121 PILE #101 PILE #8 j PILE #6 1 PILE #4 STA. 0+7 .2 STA. 0+6 .1 STA. 0+5 .3 STA. 0+4 .2 STA. 0+3 .0 i I I I I I I I � A I 1 5' -1 " 1 1 1 7' -3" 1 I ( TYP. l l ( TYP.) I T/WALL �bra;I�};�� :a I}ELEV. 132.0 -------}------- -------------- -------- ;+;•` 4 I'I y1 IYI 2 ICI y1 W 14 i�i y o e ,}, o o ,, o o ,, o o ,}, o o ,}, o o ,, o o ,, o o ,�, o o i}, e o ,# 1 HP 14 x 117 PILE (TYP . ) I ili iq I}I I+I m Ih I}I I+I m ili i}I I+I i+I ��� ��� �_� 2 ��� �_� 2 ��� FILL BEHIND „ o 1,;, e / „ o o ,� o o ,�, o o „ o o „ o o ,� o o ,�, o o „ o o „ o o „ o o ,�, \ moo. o i, Ln ili Ih I' y1 m ili I' y1 m ili i}I y1 i+I WALL (TYP .) I T/GROUND @ WALL Ifi ili I+I : : I+I : : d1 i+I 1 r i+I ELEV. = 122.00 0 ------ '=r I ,Ir - - - _ _ _+�+�+�+�+� �+ EXISTING TOP OF GROUND �1� �� Jt� -� - - - - - - �_� �_� ��� ��� �_� ��� AT WALL LOCATION. „ o o „ o o „ „ o----o- , o o „ o �707� „ o o „ o o „ o o „ o o „ o o \b o 11i------- I 11 ii 11 ii I III �II�� �� �� �� �� T/GROUND WALL T/GONG. FILL - - - -- 1 ELEV. = 117.00 �T---------i iT-----I �T---- �T-----i �T-----i �T-----i �T---- �T-----I IT IT--- 1 �fi' - - -I Jl , I ELEV. = 116.00 II li II li II li II li II li II li II li II li II li II li II li II li I i ' T/ROAD 1 1 1 1 1 1 1 1 1 1 '1 1 1 11 ELEV. = 96.00 ' L L -ij L L -' J! L L ' J L L -'-Jj L L -'-Jj L L ' J L L , J L L -'-Jj L L -'-Jj L L -'-Jj L L -'-Jj I.L -I! "L -I! I1 -I! I I I I I I I LA I \-24" F 1 F VA T i nN SOCKETA(TDPI )LED - - - - _ - - - - - - - WORKING POINTS (SHAFTS) WP#1 = (N )316584.45 (E )1272204.71 WP#2 = (N)316591.18 (E)1272202.03 WP#3 = (N)316597.92 (E)1272199.35 WP#4 = (N)316602.65 (E)1272197.47 WP#5 = (N)316607.30 (E)1272195.44 WP#6 = (N)316611.96 (E)1272193.40 WP#7 = (N)316616.62 (E)1272191.37 WP#8 = (N)316621.28 (E)1272189.34 WP#9 = (N)316625.85 (E)1272187.13 WP#10 = (N)316630.36 (E)1272184.80 WP#11 = (N ) 316634.88 (E )1272182.47 WP#12 = (N)316639.40 (E )1272180.14 WP#13 = (N)316643.91 (E)1272177.80 WP#14 = (N )316650.36 (E )1272174.48 © Copyflght Hanson proftessdand SsMcss MS-' 1525 So ft Street Sprrhgf Mda �L 62568 phonon 2177-7 =24500 ffaK. 2177=77: o =2500 3 Offices NaVonwodo www.h anson=onc .corrinl CONSULTANTS J 111u.- �M1gV3G� [DATEI DD ESC�RKPT�(DN D11319MIE- FDOJ�D a G��O 22L0009 CAD MLE- DESS GN Y- RMRM DRAWN Y- GTJ REVEWED BY- TDP SHEE' TLE GENERAL PLAN & ELEVATION SHEET 2 OF 8 I RESUB 2 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT (� § KkH50H D C B Q Q 140 130 120 110 170 160 150 140 130 120 11 0 3 FT -20 -10 0 10 20 30 STA. 0+84.5 i i 140 130 120 110 170 160 150 140 130 120 110 170 170 160 160 150 150 140 140 130 130 120 120 110 11 0 -20 -10 0 10 20 30 STA. 0+67.2 0 -20 -10 0 10 20 30 STA. 0+67.2 i / / i i i / / / / ' .5 o � 3 FT -20 -10 0 10 20 30 STA. 0+77.3 i / i1. / 1.5 LIGHT WEI HT FILL L� 0 Ln 3 FT 0 -20 -1 STA. 0+62.1 170 160 150 140 130 120 110 170 160 150 140 130 120 110 30 Design for 10ft depth behind wall. Conservative 170 160 150 140 130 120 110 170 160 150 140 130 120 11 170 160 150 140 130 120 110 -20 -10 0 10 20 30 STA. 0+72.2 0 -20 -1 STA. 0+62.1 170 160 150 140 130 120 110 170 160 150 140 130 120 110 30 Design for 10ft depth behind wall. Conservative 170 160 150 140 130 120 110 170 160 150 140 130 120 11 170 160 150 140 130 120 110 -20 -10 0 10 20 30 STA. 0+72.2 i i i i i i i 1.5 l FK</ LIGHT WEIGHT FILL Li 0 Ln 3 FT 170 J60 150 140 130 120 0 110 -20 -10 0 10 20 30 STA. 0+57.0 NOTES: OFFSET IS FROM EDGE OF PAVED DITCH. i i i i i 1.0 1.5 LIGHT WEIGHT FILL Li 0 Ln 3 FT �3 W 0 Copyflght Hanson Frofessdand SsMcss $MS —YEAR Hanson Proifesdonoll Soryocoo he . 1525 So ft Street SpHngf dda �L 62568 phonon 2177-7 =24500 ffaK. 2177=77: o=2503 Offices NaVonwodo www.hanson=onc .corn CONSULTANTS J MARK DQ�C, DD ESC RKFIT�ON DSSUEo PROoJEC T NO- 22L0009 CAD FDLE- DESS GN Y- RMRM DRAWN Y- GTJ REV/ EWED BY- TDP SHEET TUTS P CROSS SECTIONS ( SHEET 1 OF 3 ) SHEET 4 OF 8 RESUB Mar 20 202 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2 W W 5 (� § RkH50H C B Q Q 170 160 150 140 130 120 i i i i i i i �1. 1.5 LIGHT WEIGHT FILL 0 Ln 3 FT 170 11 170 ,, 1'60 160 150 150 140 140 130 130 120 120 110 0 -20 -10 0 10 20 30 STA. 0+52.3 170 160 150 140 130 120 110 i i i i i 1.5 LIGHT WE IGHT FILL Li 0 3 FT i i i i i �1. 1.5 I I i LIGHT W 1GHT F1 L L L 0 Lfi 3 FT 170 160 150 140 130 120 11 110 0 -20 - 0 0 �0��2 30 A + 170 i i i i i �1. 1.5 I I i LIGHT W 1GHT F1 L L L 0 Lfi 3 FT 170 160 150 140 130 120 11 110 0 -20 - 0 0 �0��2 30 A + 170 170 160 150 140 130 120 11 110 0 -20 - 0 0 �0��2 30 A + 170 170 160 160 150 150 140 140 130 130 120 120 110 110 -20 -10 0 10 20 30 STA. 0+37.1 i 1.5 i LIGHT WEIGHT FILL Li 0 LCi 3 FT 170 160 150 140 130 120 110 Design for 1 Oft depth behind wall. Conservative 170 160 150 140 130 120 110 -20 -10 0 10 20 30 STA. 0+42.2 i 1.5 I LIGHT WEIGHT FILL Li 0 - - - -, - - - - - -- 3 FT 170 170 160 160 150 150 140 140 130 130 120 120 .111n .1.1n i i i i 41.0 / 1.5 o / LCi 3 FT 170 1�0 150 140 130 120 11.1n -20 -10 0 10 20 30 I 'v ' I v -20 -10 0 10 20 30 ' I v STA. 0+32.0 STA. 0+27.1 NOTES: OFFSET 1S FROM EDGE OF PAVED DITCH. 0 Copyflght Hanson Frofessdand SsMcss $MS —YEAR Hanson Profesdond Soryocoo he . 1525 So ft Street SpHngf Mda E 62568 phonon 2177-7 =24500 ffaK. 2177=77: o =2500 3 Offices NaVonwodo www.hanson=onc .corn CONSULTANTS J 1"I'.- MARK DATE DD FSC RV PT�ON DSSU =_ FDOJD a G10, 22L0009 CAD MLE DESGN Y- RMRM DRAWN Y- GTJ REVEWED BY- TDP SHEE' TLE CROSS SECTIONS (SHHET 2 OF 3) SHF-CST 5 OF 8 RESUB Mar 20 202 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 25 (� § RkH50H 170 160 150 140 130 120 110 170 160 150 140 130 120 110 100 100 -20 -10 0 10 20 30 STA. 0+19.9 B Q Q i i i / / Li 0 0 3 FT o r 170 160 150 140 130 120 110 100 170 160 150 140 130 120 110 100 -20 -10 0 10 20 30 STA. 0+12.6 / / o � 3 FT NOTES: OFFSET IS FROM EDGE OF PAVED DITCH. 0 Copyflght Hanson Frofessdand SsMcss $MS -YEAR Hanson Profesdond Sorvocoo he . 1525 So ft Street Sprhgf Mda H- 62568 phonon 2177-7 =24500 ffaK. 2177=77: o =2500 3 Offices NaVonwodo wwwohanson=onc .corn CONSULTANTS J 10q BARK DATE DD ESC RV PT�ON 0SUEe PROJECcCT NO- 22L0009 CAD Fft=E- DESS GN Y- RMRM DRAWN Y- GTJ REV/ EWED BY- TDP SHEET T�`fl CROSS SECTIONS (SHHET 3 OF 3) =III SHANNON bWLSON Ms. Rachel DRESU B Snohomish County Parks and Recre May 8 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 100 feet below the ground surface have a time -averaged shear wave velocity of between 1,200 and 2,5W feet per Second. Ttx ;ite %oil factors for IVA (Frx.a), Ss (F.). and Sr (F,) for Site Class C are provided in Table 1. The resulting design ground motion parameters, PGA.r, Sr N and Soo are also provided in Table 1. Table 1. Recommended Seismic Design Parameters Srte Gass Mapped KE . Dealt ground acceleration ; aGA I 0.574g ' Peak ground acceleration adjusted (Dr s .e (PGAN( hlapped k4CE.; short -period spectral accelerabon I&I 1.334g Shorl•penod s4e coefficient (Fa) 1 i 1 -second period site coefiaern (F.I t 5 Short -period design spectral accebradw (S:is) 1.067g --� penod design spectral acceleration (So.) 0.475g Per standard practice (reference AASHTO on next page) use 1 /2 PGA for soil acceleration. REV-BRM 3/4/2024 od transition period In seconds J.) 60 yravttatona accelerabw chnical Wall Design Parameters irly discussion, with Hanson, their designers requested geotethnical wall design rs, including angle of internal friction (9)), unit weight (y), active earth pressure It (K.), and passive earth pressurie coefficient (Kr) for retaining will backfill and for the soil in which the retaining wall piles will be embedded. tVe provided sted design parameters via email on March 27, 2023, and April 13, 2023. ended geotechnical wall design parameters are provided in Table 2. Table 2: Recommended Geotechnical Wall Design Parameters Angle of ln*nal Friction (degrees) 34 44 38 Unit Weight (pounds per cubic loot) 130 15 135 Active Earth Pressure Coefripent 047 018 024 Passive Ea* Pressure Coeff'rpent 23 21 1 22288 210 Poge 5 of a r*1 GEOTECHNICAL MANUAL Geotechnical Seismic Design of SUB May Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES In the seismic design of ERS, there is the concept of the "seismic fuse" also known iiIARTMENT horizontal yield seismic coefficient. This caps the dynamic force experienced by the ERS at the level that causes the controlling mode of failure to occur. The ERS experience the controlling mode of failure when the seismic fuse of an ERS is triggered before dynamic force is high enough to cause any other response. The horizontal seismic forces experienced by the ERS will not be greater than the horizontal seismic force that caused controlling mode of failure. For sliding ERS, the seismic fuse is either ky_global, (a horizontal seismic acceleration coefficient causing sliding of potential global slope failure mass), or ky_sliding (a horizontal seismic acceleration coefficient causing sliding along the base of ERS), whichever is lower (see Figure 1). The seismic displacement occurs either via sliding along the base of ERS or sliding of global slope failure mass. k, = a In\A/Pr vali iA of k nnri k Figure 1. Seismic fuses (ky) for a semi-grav y ERS on spread footing Benchmark kb Values for Seismic Desiqn of ERS According to AASHTO 11.6.5 the horizonal seismic acceleration coefficient, kn is 1/2 horizontal peak ground acceleration (HPGA) for an expected displacement of 1.0 to 2.0 inches. The HPGA is calculated using AIRS Online for a zero period (T=0.0 sec.). more seismic displacement than 2 inches. The sliding ERS designed for this kn are expected to produce a permanent expected mean displacement of about 5 inches in the design seismic event. Page 3 of 9 RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 15ft Tall Wall Meadowdale Wall Xp=150.0 RESUB Mar 20Xw--q?oi Xp=O,Xa=O DEVELOPMENT SERVICES DEPARTMENT Z=O, Wall Top _ Z=15.0, Wall Base Z=75.0 <EarthNres> CIVIL I EGH SUF I WAKE www.civiltecri.com - Licensed to I UN Hanson Nrotessional Services UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf Date: 2/28/2024 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\EarthPress_seismic.ep8 * INPUT DATA Wall Height=15.0 Total Soil Types= 3 Soil No. Weight Saturate Phi Cohesion Nspt Type Description 1 130.0 130.0 34.00 0.0 0 5 Retained Fil 2 135.0 135.0 38.00 0.0 0 3 Native Soil 3 15.0 15.0 44 0.0 0 4 LightFill Ground Surface at Active Side Line Z1 Xa1 Z2 1 0.0 0.0 -6.7 2 3.0 0.0 3.0 3 12.0 0.0 12.0 Ground Surface at Passive Side: Line Z1 Xp1 Z2 1 15.0 0.0 15.0 Wall Friction Options: 1.* No wall friction Wall Batter Angle = 0 Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)" Water Density = 14 Water Pressure: V No seepage at wall tip Xa2 Soil No. Description 800.0 1 Retained Fil 800.0 3 LightFill 800.0 2 Native Soil Xp2 Soil No. Description 800.0 2 Native Soil REV-BRM 3/4/2024 * OUTPUT RESULTS * Total Force above Base= 2.48 per one linear foot (or meter) width along wall height Total Static Force above Base= 1.43. Distributed in Triangular Envelope along wall height. Ignore soil layers and water line Total Earthquake Force above Base= 1.05. Distributed in trapezoid. Total earthquake force acting at 0.4H of wall height Driving Pressure above Base - Output to Shoring - Multiplier of Pressure = 1 Z1 Pal Z2 Pa2 Slope Coef. 0.00 0.00 15.00 0.19 0.0127 0.0979 Driving Pressure below Base - Output to Shoring - Multiplier of Pressure = 1 Z1 Pal Z2 Pa2 Slope Ka or Ko 15.00 0.44 75.00 4.27 0.0638 0.4726 Passive Pressure below Base - Output to Shoring - Multiplier of Pressure = 1 Z1 Pp1 Z2 Pp2 Slope Kp 17.00 1.14 75.00 34.05 0.568 4.2037 Output Earthquake Pressure above Base - Output to Shoring - Multiplier of Pressure = 0.7 Total Earthq. Force, Ee = 1.05 No Zq1 Pq1 Zq2 Pq2 Slope 0 0.00 0.112 15.00 0.028 -0.006 UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Date: 2/28/2024 File Name: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\Earth Press_seismic.ep8 RESUB ***************************************************************** EARTH PRESSURE ANALYSIS SUMMARY <EarthPres> Software Copyright by CivilTech Software www.civiltech.com ***************************************************************** Licensed to TOP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22LOOO9\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\EarthPress_seismic.ep8 Title 1: Meadowdale Wall Title 2: Input data: ************************************************* Wall Height = 15.00 Depth of Ground at Active Side = 0.00 Depth of Ground at Passive Side = 17.00 Apparent Pressure Envelope: 2. Triangular Envelope (No -braced, all so' Pressure Type: 1.* Active, Ka Kh = 0.5 PGA Earthquake Loading Apply to: 2.* Active Only Earthquake Horizontal Acceleration, Kh 3445 Kh = 0.5*0.689 = 0.3445 Earthquake Vertical Acceleration, Kv = Calculation Methods: 1.* Numerical Solution (Wedge Analysis) Wall Friction Options: 1.* No wall friction Wall Batter Angle = 0 Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)* Water Density = 14 Water Pressure: 1.* No seepage at wall tip User's Settings Ignore Passive from Depth = 2 Multiplier of Active Pressure = 1 Multiplier of Passive Pressure = 1 Multiplier of Water Pressure 1 IBC Load Multiplier of Earthq. Pressur = 0.7 Estimated Embedment: Deep: 5H combination is Program's Settings Max. Height, Hmax = 150.00 1.ODL+0.7EQ Analysis Segment, dz = 0.38 No. of Active Segment at H. nzO = 3 No. of Active Segment at Hmax, nz = 4 No. of Passive Segment, nzp = 1 Active Depth at H. Zh = 15.00 Active Depth at Hmax, Z = 150.00 Passive Depth at Hmax, Zp = 150.00 Max. Pressure = 76.61 Total Soil Types= 3 Soil Weight W(S) Phi Cohesion Nspt Type Description 1 130.0 130.0 34.00 0.0 0 5 Retained Fil 2 135.0 135.0 38.00 0.0 0 3 Native Soil 3 15.0 15.0 44 0.0 0 4 LightFill Soil Type: 1 Equivalent Clay; 2 Clay; 3 Silt; 4 Sand; 5 Gravel Ground Surface at Active Side: Line Z1 Xa1 Z2 Xa2 Soil No. 1 0.0 0.0 -6.7 800.0 1 2 3.0 0.0 3.0 800.0 3 3 12.0 0.0 12.0 800.0 2 Ground Surface at Passive Side: Line Z1 Xp1 Z2 Xp2 Soil No. 1 15.0 0.0 15.0 800.0 2 Output data: ************************************************* Total Force above Base= 2.48 per one linear foot (or meter) width along wall height Static Force above Base= 1.43. Distributed in Triangular Envelope along wall height. Ignore soil layers and water line Earthquake Force above Base= 1.05. Distributed in trapezoid. Total earthquake force acting at O.4H of wall height Apparent Pressure above Base - Output to Shoring Active/At-Rest Force above Base, Ea = 1.43 No Z1 P1 Z2 P2 Slope Coef. 0.0 0.00 15.0 0.19 0.0127 0.0979 Driving Pressure below Base - Output to Shoring Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT No Z1 P1 Z2 P2 Slope Ka or Ko 0 15.0 0.44 150.0 9.05 0.0638 0.4725 Passive Pressure below Base - Output to Shoring No Z1 P1 Z2 P2 Slope Kp 0 17.0 1.14 150.0 76.61 0.5675 4.2037 Output Earthquake Pressure above Base - Output to Shoring) Total Earthq. Force, Ee = 1.05 No Zq1 Pq1 Zq2 Pq2 Slope 0 0.0 0.112 15.0 0.028-0.0056 ***************************************************************** DEPTH/DISTANCE: ft. UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf Z. Xa, Xp - Coordinates of ground lines Z- Depth measured from wall top Xa - Distance measure from wall to active side. Xp - Distance measure from wall to passive side Z1, P1, Z2, P2 - Four values to define a pressure diagram Z1- Top depth of the diagram P1- Top pressure of the diagram Z2- Bottom depth of the diagram P2- Bottom pressure of the diagram Slope - (P2-P1)/(Z2-Z1), Slope of the diagram. It also called Equivalent fluid density. Coef. - Pressure Coefficient = Slope/Unit We9ight Ka - Active Earth Pressure Coefficient Ko - At -Rest Earth Pressure Coefficient Kp - Passive Earth Pressure Coefficient RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Depth(ft) 0 5 10 15 20 25 30 0 1 ksf Net Pressure Diagram Depth(ft) 0 5 10 15 20 25 30 Max. Shear=57.93 kip 57.93 kip 0 Shear Diagram Meadowdale Wall Max. Moment=141.98 kip-ft 141.98 kip-ft 0 Moment Diagram RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES PARTMENT Top Deflection=0.64(in) Max Deflection=0.64(in) 0.642(in) 0 Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 5.1 foot or meter User Input Pile, HP14x117: E (ksi)=29000.0, I (in4)/pile=1220.0 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to TDP Hanson Professional Services m Depth(ft) 0 5 10 15 20 25 30 0 1 ksf Meadowdale Wall RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES PARTMENT <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to TDP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22L0009Wdmin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic.sh8 Wall Height=15.0 Pile Diameter=2.0 Pile Spacing=5.1 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=13.19 Min. Pile Length=28.19 MOMENT IN PILE: Max. Moment=141.98 per Pile Spacing=5.1 at Depth=20.44 PILE SELECTION: Request Min. Section Modulus = 62.0 in3/pile=1015.24 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.55 HP14X117 has Section Modulus = 172.0 in3/pile=2818.56 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.64(in) based on E (ksi)=29000.00 and I (in4)/pile=1220.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Above Base 0.000 0.000 15.000 0.191 Below Base 15.000 0.442 135.000 8.097 Earth Queck 0.000 0.112 15.000 0.028 m Slope 0.012729 Greater than 1.1 required by IBC 0.063791 REV-BRM -0.005587 3/4/2024 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safe =1.5 Z1 P1 Z2 P2 Slope Below Base 17.000 1.135 135.000 68.101 0.567506 ACTIVE SPACING: No. Z depth Spacing 1 0.00 5.10 2 15.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 15.00 4.00 UNITS: Width,Spacing,Diameter, Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in RESUB ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft. Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in ----------------------------------------------------------------------------- Licensed to TDP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic.sh8 Title: Meadowdale Wall Subtitle: **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 15.00 Pile Diameter: 2.00 Pile Spacing: 5.10 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.55 Elastic Module, E: 29000.00 Moment of Inertia, I: 1220.0 User Input Pile: HP14x117 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) No. ----------------------------------------------------------------------------- Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 * Above Base 2 0.000 0.000 15.000 0.191 0.012729 3 * Below Base 4 15.000 0.442 135.000 8.097 0.063791 5 * Earth Queck 6 ----------------------------------------------------------------------------- 0.000 0.112 15.000 0.028 -0.005587 * PASSIVE PRESSURE * The pressures below will be divided by a Factor of Safety =1.5 No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope ----------------------------------------------------------------------------- 1 * Below Base 2 ----------------------------------------------------------------------------- 17.000 1.135 135.000 68.101 0.567506 * ACTIVE SPACE * No. Z depth Spacing ----------------------------------------------------------------------------- 0.00 5.10 15.00 2.00 * PASSIVE SPACE * No. Z depth Spacing ----------------------------------------------------------------------------- 1 15.00 4.00 ----------------------------------------------------------------------------- *For Tieback: Inputl = Diameter; Input2 = Bond Strength RESUB Mar 20 2024 CITY OF EDMONDS *For Plate: Inputl = Diameter; Input2 = Allowable Pressure DEVELOPMENT SERVICES *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; DEPARTMENT *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=15.00 D3=28.19 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=25.99 WITH EMBEDMENT OF 10.99 FORCE equilibrium AT DEPTH=28.19 WITH EMBEDMENT OF 13.19 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equ' i iu s 10.99 The program calculates an a dment o moment equilibrium, then increase the embedment by 1.2 The total desigh embedment i 13.19 Embedment Information: If 20% increased, the total design embedment is 19 If 30% increased, the total design embedment is 14.2 If 40% increased, the total design embedment is 15.39 If 50% increased, the total design embedment is 16.48 versus 21ft embed in plans * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 141.98 at 20.44 Maximum Shear = 57.93 Moment and Shear are per pile spacing: 5.1 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 141.98 at 20.44 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 61.95 in3/pile = 1015.24 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.55 HP14X117 has been found in Soldier Pile list! (English Units): Area= 34.4 in. Depth= 14.2 in. Width= 14.9 in. Height= 14 in. Flange thickness= 0.805 in. Web thickness= 0.805 in. Ix= 1220 in4/pile Sx= 172 in3/pile Iy= 443 in4/pile Sy= 59.5 in3/pile (Metric Units): Ix= 507.76 x100cm4/pile Sx= 2818.56 cm3/pile Iy= 184.38 x100cm4/pile Sy= 975.03 cm3/pile the moment only. Axial force is neglected. HP14X117 is capable to support the shoring! Top deflection = 0.642(in) �OK REV-BRM 3/4/2024 Max. deflection = 0.642(in) RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.22 Piles are more rigid than timber lagging, due to arching, only r n essures are acting to lagging, 30-50% loading is suggested. If 50% loading is used for lagging design, Design Pressure = 0.11 Pile Spacing =5.1, Max. Moment in lagging = 0.36 For 4"x12" Timber, Section Modules 5=23.47 in3. The request allowable b nding strength, fb=M/5=0.18 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable be ing strength, fb=M/5=0.07 If 30% loading is used for lagging design, Design Pressure = 0.07 Pile Spacing =5.1, Max. Moment in lagging = 0.21 For 4"x12" Timber, Section Modules 5=23.47 in3. The request allowable bending strength, fb=M/5=0.11 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending trength, fb=M/5=0.04 Unit: Pressure: ksf, Spacing: ft. Moment: kip-ft, Bending Strength, fb: ksi REV-BRM 3/4/2024 Less than 0.79 used in original design, OK. RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 10ft Tall Wall Meadowdale Wall Xp=100.0 RESUB Mar 20xw--q& C Xp=O,Xa=O DEVELOPMENT SERVICES DEPARTMENT Z=O, Wall Top Z=10.0, Wall Base Z=50.0 <EarthNres> CIVIL I EGH SUF I WAKE www.civiltecri.com - Licensed to I UN Hanson Nrotessional Services UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf Date: 2/28/2024 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\EarthPress_seismic_10ft.ep8 * INPUT DATA Wall Height=10.0 Total Soil Types= 3 Soil No. Weight Saturate Phi Cohesion Nspt Type Description 1 130.0 130.0 34.00 0.0 0 5 Retained Fil 2 135.0 135.0 38.00 0.0 0 3 Native Soil 3 15.0 15.0 44 0.0 0 4 LightFill Ground Surface at Active Side: Line Z1 Xa1 Z2 1 0.0 0.0 -6.7 2 10.0 0.0 10.0 Ground Surface at Passive Side: Line Z1 Xp1 Z2 1 10.0 0.0 10.0 Wall Friction Options: 1.* No wall friction Wall Batter Angle = 0 Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)* Water Density = 14 Water Pressure: V No seepage at wall tip Xa2 Soil No. Description 800.0 1 Retained Fil 800.0 2 Native Soil Xp2 Soil No. Description 800.0 2 Native Soil REV-BRM 3/4/2024 * OUTPUT RESULTS * Total Force above Base= 3.03 per one linear foot (or meter) width along wall height Total Static Force above Base= 1.85 Total Earthquake Force above Base= 1.18. Distributed in trapezoid. Total earthquake force acting at 0.41-1 of wall height Driving Pressure above Base - Output to Shoring - Multiplier of Pressure = 1 R E S U B Z1 Pal Z2 Pa2 Slope Coef. 0.00 0.00 10.00 0.71 0.0707 0.5441 Mar 20 2024 CITY OF EDMONDS Driving Pressure below Base - Output to Shoring - Multiplier of Pressure = 1 DEVELOPMENT SERVICES DEPARTMENT Z1 Pal Z2 Pa2 Slope Ka or Ko 10.00 0.61 50.00 3.17 0.0638 0.4729 Passive Pressure below Base - Output to Shoring - Multiplier of Pressure = 1 Z1 Pp1 Z2 Pp2 Slope Kp 12.00 1.14 50.00 22.70 0.568 4.2037 Output Earthquake Pressure above Base - Output to Shoring - Multiplier of Pressure = 0.7 Total Earthq. Force, Ee = 1.18 No Zq1 Pq1 Zq2 Pq2 Slope 0 0.00 0.189 10.00 0.047 -0.014 UNITS: DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf Date: 2/28/2024 File Name: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\EarthPress_seismic_10ft.ep8 RESUB ***************************************************************** EARTH PRESSURE ANALYSIS SUMMARY <EarthPres> Software Copyright by CivilTech Software www.civiltech.com ***************************************************************** Licensed to TOP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\EarthPress_seismic_10ft.ep8 Title 1: Meadowdale Wall Title 2: Input data: ************************************************* Wall Height = 10.00 Depth of Ground at Active Side = 0.00 Depth of Ground at Passive Side = 12.00 Apparent Pressure Envelope: 1.* Actual Pressures (All walls, All soils) Pressure Type: 1.* Active, Ka Earthquake Loading Apply to: 2.* Active Only Kh = 0.5 PGA Earthquake Horizontal Acceleration, Kh - .3445 Earthquake Vertical Acceleration, Kv = Kh = 0.5*0.689 = 0.3445 Calculation Methods: 1.* Numerical Solution (We s) Wall Friction Options: 1.* No wall friction Wall Batter Angle = 0 Apparent Pressure Conversion: 1.* Default (Terzaghi and Peck)* Water Density = 14 Water Pressure: 1.* No seepage at wall tip User's Settings Ignore Passive from Depth = 2 Multiplier of Active Pressure = 1 Multiplier of Passive Pressure = 1 Multiplier of Water Pressure 1 IBC Load Multiplier of Earthq. Pressur = D Estimated Embedment: Deep: 5H combination is Program's Settings 1.ODL+0.7EQ Max. Height, Hmax = 100.00 Analysis Segment, dz = 0.25 No. of Active Segment at H. nz0 = 1 No. of Active Segment at Hmax, nz = 2 No. of Passive Segment, nzp = 1 Active Depth at H. Zh = 10.00 Active Depth at Hmax, Z = 100.00 Passive Depth at Hmax, Zp = 100.00 Max. Pressure = 51.08 Total Soil Types= 3 Soil Weight W(S) Phi Cohesion Nspt Type Description 1 130.0 130.0 34.00 0.0 0 5 Retained Fil 2 135.0 135.0 38.00 0.0 0 3 Native Soil 3 15.0 15.0 44 0.0 0 4 LightFill Soil Type: 1 Equivalent Clay; 2 Clay; 3 Silt; 4 Sand; 5 Gravel Ground Surface at Active Side: Line Z1 Xa1 Z2 Xa2 Soil No. 1 0.0 0.0 -6.7 800.0 1 2 10.0 0.0 10.0 800.0 2 Ground Surface at Passive Side: Line Z1 Xp1 Z2 Xp2 Soil No. 1 10.0 0.0 10.0 800.0 2 Output data: ************************************************* Total Force above Base= 3.03 per one linear foot (or meter) width along wall height Static Force above Base= 1.85 Earthquake Force above Base= 1.18. Distributed in trapezoid. Total earthquake force acting at 0.4H of wall height Apparent Pressure above Base - Output to Shoring Active/At-Rest Force above Base, Ea = 1.85 No Z1 P1 Z2 P2 Slope Coef. 0.0 0.00 10.0 0.71 0.0707 0.5441 Driving Pressure below Base - Output to Shoring No Z1 P1 Z2 P2 Slope Ka or Ko Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 10.0 0.61 100.0 6.36 0.0638 0.4726 Passive Pressure below Base - Output to Shoring No Z1 P1 Z2 P2 Slope Kp 0 12.0 1.14 100.0 51.08 0.5675 4.2037 Output Earthquake Pressure above Base - Output to Shoring) Total Earthq. Force, Ee = 1.18 No Zq1 Pq1 Zq2 Pq2 Slope 0 0.0 0.189 10.0 0.047-0.0142 ***************************************************************** DEPTH/DISTANCE: ft, UNIT WEIGHT: pcf, FORCE: kip/ft, PRESSURE: ksf, SLOPE: kcf Z. Xa, Xp - Coordinates of ground lines Z- Depth measured from wall top Xa - Distance measure from wall to active side. Xp - Distance measure from wall to passive side Z1, P1, Z2, P2 - Four values to define a pressure diagram Z1- Top depth of the diagram P1- Top pressure of the diagram Z2- Bottom depth of the diagram P2- Bottom pressure of the diagram Slope - (P2-P1)/(Z2-Z1), Slope of the diagram. It also called Equivalent fluid density. Coef. - Pressure Coefficient = Slope/Unit We9ight Ka - Active Earth Pressure Coefficient Ko - At -Rest Earth Pressure Coefficient Kp - Passive Earth Pressure Coefficient RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Meadowdale Wall Depth(ft) 0 5 10 15 20 25 30 0 1 ksf Net Pressure Diagram RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES RTMENT Top Deflection= 1. 1 0(in) Depth(ft) Max. Shear=109.22 kip Max. Moment=351.98 kip-ft Max Deflection=1.10(in) 0 5 10 ! �� 15 20 25 30 109.22 kip 0 351.98 kip-ft 0 1.097(in) 0 Shear Diagram Moment Diagram Deflection Diagram PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Based on pile spacing: 7.3 foot or meter User Input Pile, HP14x117: E (ksi)=29000.0, I (in4)/pile=1220.0 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic_10ft.sh8 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to TDP Hanson Professional Services Depth(ft) 0 5 10 15 20 25 30 0 1 ksf Meadowdale Wall RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES RTMENT <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Licensed to TDP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22L0009Wdmin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic_10ft.sh8 Wall Height=10.0 Pile Diameter=2.0 Pile Spacing=7.3 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=18.57 Min. Pile Length=28.57 MOMENT IN PILE: Max. Moment=351.98 per Pile Spacing=7.3 at Depth=18.28 PILE SELECTION: Request Min. Section Modulus = 153.6 in3/pile=2516.92 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.55 HP14X117 has Section Modulus = 172.0 in3/pile=2818.56 cm3/pile. It is greater than Min. Requirements! Top Deflection = 1.10(in) based on E (ksi)=29000.00 and I (in4)/pile=1220.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope Above Base 0.000 0.000 10.000 0.707 0.070739 Below Base 10.000 0.614 90.000 5.718 0.063800 Earth Queck 0.000 0.189 10.000 0.047 -0.014205 Greater than 1.1 required by IBC PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safe =1.5 Z1 P1 Z2 P2 Slope Below Base 12.000 1.135 90.000 45.400 0.567506 ACTIVE SPACING: No. Z depth Spacing 1 0.00 7.25 2 10.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 10.00 4.00 REV-BRM 3/4/2024 UNITS: Width,Spacing,Diameter, Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in RESUB ****************************************************************************** SHORING WALL CALCULATION SUMMARY The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltech.com ****************************************************************************** ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA. The calculation method is based on the following references: 1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015 2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987 3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982 4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000 6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002 5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994 7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002 8. Temporary Structures in Construction, Robert T. Ratay (Co-author of Chapter 7: John J. Peirce), McGraw-Hill. 2012 9. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002 Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft. Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in ----------------------------------------------------------------------------- Licensed to TDP Hanson Professional Services Date: 2/28/2024 File: I:\22jobs\22L0009\Admin\13-Calculations\Struct\Shoring Suite\Original Fill\TDP\shoring_seismic_10ft.sh8 Title: Meadowdale Wall Subtitle: **********************************INPUT DATA********************************** Wall Type: 2. Soldier Pile, Drilled Wall Height: 10.00 Pile Diameter: 2.00 Pile Spacing: 7.25 Factor of Safety (F.S.): 1.50 Lateral Support Type (Braces): 1. No Top Brace Increase (Multi -Bracing): Add 15%* Embedment Option: 1. Yes Friction at Pile Tip: No Pile Properties: Steel Strength, Fy: 50 ksi = 345 MPa Allowable Fb/Fy: 0.55 Elastic Module, E: 29000.00 Moment of Inertia, I: 1220.0 User Input Pile: HP14x117 * DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) No. ----------------------------------------------------------------------------- Z1 top Top Pres. Z2 bottom Bottom Pres. Slope 1 * Above Base 2 0.000 0.000 10.000 0.707 0.070739 3 * Below Base 4 10.000 0.614 90.000 5.718 0.063800 5 * Earth Queck 6 ----------------------------------------------------------------------------- 0.000 0.189 10.000 0.047 -0.014205 * PASSIVE PRESSURE * The pressures below will be divided by a Factor of Safety =1.5 No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope ----------------------------------------------------------------------------- 1 * Below Base 2 ----------------------------------------------------------------------------- 12.000 1.135 90.000 45.400 0.567506 * ACTIVE SPACE * No. Z depth Spacing ----------------------------------------------------------------------------- 0.00 7.25 10.00 2.00 * PASSIVE SPACE * No. Z depth Spacing ----------------------------------------------------------------------------- 1 10.00 4.00 ----------------------------------------------------------------------------- *For Tieback: Inputl = Diameter; Input2 = Bond Strength RESUB Mar 20 2024 CITY OF EDMONDS *For Plate: Inputl = Diameter; Input2 = Allowable Pressure DEVELOPMENT SERVICES *For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure; DEPARTMENT *For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope; ********************************CALCULATION********************************** The calculated moment and shear are per pile spacing. Sheet piles are per one foot or meter; Soldier piles are per pile. Top Pressures start at depth = 0.00 D1=0.00 D2=10.00 D3=28.57 D1 - TOP DEPTH D2 - EXCAVATION BASE D3 - PILE TIP MOMENT equilibrium AT DEPTH=25.47 WITH EMBEDMENT OF 15.47 FORCE equilibrium AT DEPTH=28.57 WITH EMBEDMENT OF 18.57 The program calculates an embedment for moment equilibrium, then increase the embedment by 1.2 *********************************RESULTS***************************************** * EMBEDMENT Notes * Based on USS Design Manual, first calculate embedment for moment equilibrium, then increased the embedment to get the design depth. The embedment for moment equilibrium is 15.47 The program calculates an a for moment equilibrium, then increase the embedment by 1.2 The total desigh embedment is 18.5 Embedment Information: Versus 21ft embed In If 20% increased, the total design embedment is 18.57 If 30% increased, the total design embedment is 20.12 plans If 40% increased, the total design embedment is 21.66 If 50% increased, the total design embedment is 23.21 * MOMENT IN PILE (per pile spacing)* Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile. Overall Maximum Moment = 351.98 at 18.28 Maximum Shear = 109.22 Moment and Shear are per pile spacing: 7.3 foot or meter * VERTICAL LOADING * Vertical Loading from Braces = 0.00 Vertical Loading from External Load = 0.00 Total Vertical Loading = 0.00 *****************************SPECIFIED PILE *********************************** Overall Maximum Moment = 351.98 at 18.28 The pile selection is based on the magnitude of the moment only. Axial force is neglected. Request Min. Section Modulus = 153.59 in3/pile = 2516.92 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.55 HP14X117 has been found in Soldier Pile list! (English Units): Area= 34.4 in. Depth= 14.2 in. Width= 14.9 in. Height= 14 in. Flange thickness= 0.805 in. Web thickness= 0.805 in. Ix= 1220 in4/pile Sx= 172 in3/pile Iy= 443 in4/pile Sy= 59.5 in3/pile (Metric Units): Ix= 507.76 x100cm4/pile Sx= 2818.56 cm3/pile Iy= 184.38 x100cm4/pile Sy= 975.03 cm3/pile the moment only. Axial force is neglected. HP14X117 is capable to support the shoring! Top deflection = 1.097(in) O REV-BRM 3/4/2024 Max. deflection = 1.097(in) *********************** LAGGING SIZE ESTIMATION *********************** Max. Pressure above base = 0.75 Piles are more rigid than timber lagging, due to arching, only suggested. If 50% loading is used for lagging design, Design Pressu = 0.38 Pile Spacing =7.3, Max. Moment in lagging = 2.47 RESUB Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ressures are acting to lagging, 30-50% loading is For 4"x12" Timber, Section Modules 5=23.47 in3. The request al owable bendin rength, fb=M/5=1.26 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending stre h, fb=M/5=0.51 If 30% loading is used for lagging design, Design Pressure = 0.23 Pile Spacing =7.3, Max. Moment in lagging = 1.48 For 4"x12" Timber, Section Modules 5=23.47 in3. The request allowable bending strength, fb=M/5=0.76 For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending strength, fb=M/5=0.31 Unit: Pressure: ksf, Spacing: ft. Moment: kip-ft, Bending Strength, fb: ksi Less than 0.79 used in original design, OK. REV-BRM 3/4/2024 RESUB Results - Wall as designed is acceptable under seismic conditions. Mar 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES The wall can support the new fill that will be placed behind it and will not negatively affect DEPARTMENT the existing seismic support of the slope.