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GRE-Hwy-9909 Ground Support P«c 16932 Woodinville - Redmond Rd. NE, #210 Woodinville, WA 98072 Phone 425.488.1143 www.groundsupport.com Design Memorandum PROJECT: Hwy 99 - Edmonds (Project No. 19-21) ADDRESS: 23400 Hwy 99 Edmonds, WA 98026 CLIENT: Goodman Real Estate 2801 Alaskan Way, Suite 310 Seattle, WA 98121 Attn: Jin Lee DATE: June 5, 2019 REFERENCES: 1. "Geotechnical Engineering Report, Proposed Edmonds Apartments, 23326 — Highway 99, Edmonds, Washington", prepared by Zipper Geo Associates LLC, dated February 28, 2018. 2. 2015 International Building Code. 3. "Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored Systems", FHWA, dated June 1999. 01 of ly,4311, r� \ 19434 ,{ > frPQSTE1��l � r INNOVATIVE AND COST EFFECTIVE EXCAVATION SUPPORT DESIGN SOIL NAIL WALLS - ANCHORED PILE WALLS - VENIS© SYSTEM - MICROPILE WALLS BACKGROUND: The planned project consists of an apartment complex located at 23400 Hwy 99 in Edmonds, Washington. The site is bounded by private properties to the north (Community Health Center) and west (condominiums), by 234th Street SW to the south and Highway 99 to the east. The site slopes to the east, with a ground surface elevation of 428 to 430 feet along the west property line to 408 to 412 feet along Hwy 99 to the east. The planned excavation is approximately triangular in shape with dimensions of 200 feet (east -west) along the north PL and 75 feet along the south PL, with a north -south dimension of 315 feet. The base of excavation will extend to elevation 407.5 feet over most of the site, extending to 403 feet in the northeast comer. Excavation depths will range up to 23 feet in the west and the excavation along the east side will be on the order of only a few feet. The required shored area is approximately 10,000 SF. SUBSURFACE CONDITIONS: The geotechnical report indicates that the materials to be retained consist of up to 12 feet of loose to dense fill overlying glacial till. Groundwater was not encountered during the site investigation. SHORING SYSTEM: Cantilevered soldier piles and wood lagging will be used to shore the excavation as a result of a lack of easements from the adjacent private properties. The construction sequence following pile installation will consist of sequential excavation and lagging until the bottom of the excavation is reached. Temporary construction sloping will be used for the relatively shallow cuts along the east side. DESIGN PARAMETERS: Design earth pressures corresponding to the soil self -weight are taken as 30 to 35 pcf, depending on the extent of relatively limited ground surface sloping at the top of the shored excavation and on the materials predominantly exposed in the excavation face. Live load lateral surcharge pressures were taken as 0 to 50 psf over the height of the wall, depending on the proximity of adjacent traffic loads. A passive toe pressure of 400 pcf acting over two pile diameters was used to evaluate the depth of embedment of the soldier piles below the base of the excavation. DESIGN: Soldier Piles: Soldier pile loadings are determined from the design earth pressure diagrams and the locations and inclinations of the anchors. The spreadsheet output presented in Appendix A summarizes the following design aspects: • Calculation of soldier pile loads and bending moments, consistent with the design apparent earth pressure diagrams provided on the Plans. For each soldier pile, the calculated shear force, axial load and bending moment are provided. Representative earth pressure diagrams, together with Ground Support PLLC calculated shear force and bending moment diagrams, are shown for a number of piles, in Appendix A. • Calculation of pile toe embedment requirements using the criteria indicated on the Plans. • Pile structural steel sizing in accordance with the AISC 360-05 Specification for Structural Steel Buildings. Combined flexure and axial load, shear, and compact section steel design checks are performed for the critically loaded section of each pile along the length of the wall. The spreadsheet output summarizes the minimum steel section required for each pile. Lagging: Timber lagging will be used to support the soil between adjacent soldier piles. The average design earth pressures for the lagging are indicated in Appendix A, and these design earth pressures are derived directly from the design earth pressure diagrams. Hem -Fir No. 2 lagging (4-inch) or equivalent will provide adequate support for the soil between the soldier piles, per the recommendations of the FHWA Engineering Circular No. 4. Ground Support PLLC APPENDIX A SOLDIER PILE DESIGN Ground Support PLLC X O LL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 O O O O O O O O O O O N N N N N N N N N N N N^ c N N N N ✓�, _ O N O a m .•X EN N x d m d r m m u� m v o o m v m o N N N N N N tp tp N N N V> M M M M N M N N M N N N N N N mXXXXXXX mmmmmmmX X X X X X X X X X X X X X X X X X v v v v v v v v v v v v v o 0 0 0 o v mr N o N m m m m m m m m 0 0 0 0 0 0 0 0 0 o v m N N N m m o V> N O O O O X X X X X v v v v v m r^ o o 0 0 0 0^ ^ ^^^^^^^ o m jf K%%%%%% m W m W m W X m W m W m W W W m W m W m W m N N N N N N N N N N N N N N N N N N N N N 333333333333333333333 3333333 o< vo v< M < v< v<° LL LL J .�... : E --M mr cmw vec r r r r r rr namrm N N N N N N N N N N N N N N N N N N N- - - - - -- N N------- - - - - -- d d a m E �- o � mM M r � ry m �� m m vmi veM ��� M voi r= m� � m � �� vvmim �cmo cmor�rrm�r�rrrr��rr eveve�n �nevevevevev 6 y � a _ J V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m N � � a�n v�'i u�cvvvvvnM MMMMc vnN NN NNNNNNN N M Mvvv moo moo cc co cc co cc co ��o cc co cc co cc co cc co cc co cc co cc co cc co cc mac co cc co cc co cc co cc co cc co cc co cc co J c o > w a w o a _ r a .• f R o v, r T o m m m r- m �n I V O V M f I V O V O M ---««^—«««««mmmmm ��m �« m «< «'RtiNti NN Nti NN NN NN NNNNR�'��«�tiRti««««««« aE w o co o 0 0 0 0 0 On 0 0 0 0 0 0 0 0 0 0 0 O^ On 0 0 0 0 0 0 F r, tG tC �(i Vl V V M N N W > N tG tG tG tG tG tG tG m M V N w O W tC tG tC w wO^ ININININ a w V> V> V> V> V> V> V> V> V> V> V> V> V> V> V> V> V> V C V a V a V a V a V a V a V a V a V a V a V a V a V V V V V C V C V C V a V a V E aM Kx_m x m an xa a aMMa a a aNa anaN a„-, o_ a a momN N M M M M N N o 00� %� %� %� %o � %� %�oXoK 0m_ _%x_ a _ ax a% m% a a0 .c a o O o O 00 00 00 00 00 00 O o 7 2 z J Z - - - - - - - - - - - - - - - - - - - - - - - - - N `n - - - - - - - - N N N N N N N N N r N N 4 u' 4 N 4 N 4 N 4 N 4 N 4 N 4 N 4 N 4 N 4 N 4 N N N m m 4 N an - - - - - - - - - - -- `I o U Q0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Z O m m m m m m m m m m m m m m m m m m m m m m m tl/ M r N< O O O O O O O O m m m m m O O O O O O O m m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ^^ ^ r r r r r r r r r r r r r r r r r r r r r r r r r r r r m m m m m m m m m m N O H O O> r O m m r m f> O> M m r m N O> O> O M O m r m m N 2 moN .qO M N M V N N c^O h Of mrN mr N N O r m z z z z z z z z z z z z z z z z z z z z z z z z z z 'a O a m m . h. r r r r r r vM N� w w w w w w 'w w w a m N v m r M< <G !� m � � � M< w w w vo w w w w w N N N N N N N N N N N N N � � N N N N N N N N N N N N N N N N N N c' c Or�^oe N��NrMo'^ '^ '^^ N eNN NmoNNrvmNmNMOmmmVNhNv,NVI�m 0 r r r r r r r N O M M M VI m M m mm N > 3 3 3 3 3 3 3 3 3 3 3; 3; 3; 3; 3 3 3 3 3 3 3 3 3 3; 3;; 3;; 3 3 3;;;;;;;; Depth of Embed (ft) 15.66 Depth to Top of Passive (ft) 19.68 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 0.0 17.68 8.00 0 8.84 24.49 0 A2 30.0 17.68 8.00 37489 11.78 21.55 807796 2 A3 530.3 15.66 2.50 20754 25.50 7.83 162463 A4 30.0 15.66 2.50 9192 28.11 5.22 47969 rn P1 800.0 13.66 5.00 54624 26.50 6.83 372976 N P2 400.0 13.66 5.00 186488 28.78 4.55 848897 P3 0.0 0.00 5.00 0 33.33 0.00 0 af P4 0.0 0.00 5.00 0 33.33 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 1221874 Sum of driving moments (ft-Ibf) 1018228 FS 1.20 Depth to Zero Shear (ft) at "M" 24.97 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 0.0 17.68 8.00 0 8.84 16.13 0 a2 30.0 17.68 8.00 37489 11.78 13.18 494167 o a3 530.3 7.29 2.50 9664 21.32 3.65 35226 a4 30.0 7.29 2.50 1993 22.54 2.43 4843 p1 800.0 5.29 5.00 21160 22.32 2.65 55970 y p2 400.0 5.29 5.00 27985 23.20 1.76 49348 p3 0.0 0.00 5.00 0 0.00 24.97 0 p4 0.0 0.00 5.00 0 0.00 24.97 0 Moments at Zero Shear Point Sum of shear forces (lbf) at W" 0 Sum of moments (ft-Ibf) at "M" 428917 Earth Pressure 2000.0 N FIGURE Al SOLDIER BEAM - N2 Depth of Embed (ft) 9.80 Depth to Top of Passive (ft) 9.07 moment momen Force p (pso Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 50.0 7.07 8.50 3007 3.54 13.34 40115 A2 30.0 7.07 8.50 6382 4.72 12.16 77619 2 A3 212.3 9.80 1.50 3121 11.98 4.90 15300 A4 30.0 9.80 1.50 2163 13.61 3.27 7067 rn P1 800.0 7.80 3.00 18729 12.98 3.90 73077 .N P2 400.0 7.80 3.00 36538 14.28 2.60 95044 P3 0.0 0.00 3.00 0 16.88 0.00 0 af P4 0.0 0.00 3.00 0 16.88 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 168121 Sum of driving moments (ft-Ibf) 140101 FS 1.20 Depth to Zero Shear (ft) at "M" 11.88 moment momen Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 50.0 7.07 8.50 3007 3.54 8.34 25076 a2 30.0 7.07 8.50 6382 4.72 7.16 45699 o a3 212.3 4.80 1.50 1529 9.48 2.40 3671 a4 30.0 4.80 1.50 519 10.28 1.60 831 p1 800.0 2.80 3.00 6725 10.48 1.40 9423 y p2 400.0 2.80 3.00 4711 10.94 0.93 4401 p3 0.0 0.00 3.00 0 0.00 11.88 0 p4 0.0 0.00 3.00 0 0.00 11.88 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at " M" 0 Sum of moments (ft-Ibf) at "M" 61454 Earth Pressure 1000.0 500.0 0.0 00 20 40 60 80 1 .0 .0 14.0 1 .0 1.0 -500.0 -1000.0 N Q-1500.0 d y-2000.0 Cli d 0- 2500.0 Qa -3000.0 -3500.0 -4000.0 -4500.0 Depth (ft) a aaa FIGURE A2 SOLDIER BEAM - N22 Depth of Embed (ft) 10.70 Depth to Top of Passive (ft) 9.80 moment moment Force p (pso Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 50.0 7.80 8.75 3413 3.90 14.60 49810 A2 30.0 7.80 8.75 7985 5.20 13.30 106175 2 A3 234.0 10.70 1.50 3754 13.15 5.35 20080 A4 30.0 10.70 1.50 2574 14.93 3.57 9179 rn P1 800.0 8.70 3.00 20871 14.15 4.35 90754 .N P2 400.0 8.70 3.00 45377 15.60 2.90 131539 P3 0.0 0.00 3.00 0 18.50 0.00 0 af P4 0.0 0.00 3.00 0 18.50 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 222293 Sum of driving moments (ft-Ibf) 185244 FS 1.20 Depth to Zero Shear (ft) at W" 13.00 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 50.0 7.80 8.75 3413 3.90 9.10 31058 a2 30.0 7.80 8.75 7985 5.20 7.80 62295 o a3 234.0 5.20 1.50 1826 10.40 2.60 4748 a4 30.0 5.20 1.50 609 11.27 1.73 1055 p1 800.0 3.20 3.00 7683 11.40 1.60 12298 y p2 400.0 3.20 3.00 6149 11.93 1.07 6562 p3 0.0 0.00 3.00 0 0.00 13.00 0 p4 0.0 0.00 3.00 0 0.00 13.00 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at " M" 0 Sum of moments (ft-Ibf) at "M" 80297 Earth Pressure 1000.0 0.0 00 20 40 60 80 0 1 .0 M 1 1 .0 1 .0 2( .0 -1000.0 N Q ►� -2000.0 Q 7 N N N ` 0 -30". -4000.0 -5000.0 Depth (ft) . ao N Q a FIGURE A3 SOLDIER BEAM - SL5 Depth of Embed (ft) 12.99 Depth to Top of Passive (ft) 14.11 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 50.0 12.11 6.75 4086 6.05 19.04 77811 A2 35.0 12.11 6.75 17317 8.07 17.02 294797 2 A3 363.2 12.99 2.00 9435 18.60 6.49 61273 A4 30.0 12.99 2.00 5061 20.77 4.33 21909 rn P1 800.0 10.99 4.00 35162 19.60 5.49 193177 .N P2 400.0 10.99 4.00 96589 21.43 3.66 353771 P3 0.0 0.00 4.00 0 25.10 0.00 0 af P4 0.0 0.00 4.00 0 25.10 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 546948 Sum of driving moments (ft-Ibf) 455790 FS 1.20 Depth to Zero Shear (ft) at "M" 18.25 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 50.0 12.11 6.75 4086 6.05 12.20 49845 a2 35.0 12.11 6.75 17317 8.07 10.18 176282 o a3 363.2 6.14 2.00 4463 15.18 3.07 13711 a4 30.0 6.14 2.00 1132 16.20 2.05 2319 p1 800.0 4.14 4.00 13261 16.18 2.07 27476 y p2 400.0 4.14 4.00 13738 16.87 1.38 18977 p3 0.0 0.00 4.00 0 0.00 18.25 0 p4 0.0 0.00 4.00 0 0.00 18.25 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 195704 Earth Pressure 2000.0 1000.0 0.0 00 50 1 .0 1 .0 2 0 3(.0 -1000.0 N Q ►� -2000.0 7 Nl fn N 0- -3000.0 a FIGURE A4 SOLDIER BEAM - SU8 Depth of Embed (ft) 17.90 Depth to Top of Passive (ft) 24.75 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 10.0 22.75 7.00 1593 11.38 29.28 46621 A2 30.0 22.75 7.00 54344 15.17 25.48 1384874 2 A3 682.5 17.90 3.00 36650 31.70 8.95 328024 A4 30.0 17.90 3.00 14419 34.68 5.97 86032 rn P1 800.0 15.90 6.00 76321 32.70 7.95 606753 .N P2 400.0 15.90 6.00 303377 35.35 5.30 1607908 P3 0.0 0.00 6.00 0 40.65 0.00 0 af P4 0.0 0.00 6.00 0 40.65 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 2214661 Sum of driving moments (ft-Ibf) 1845551 FS 1.20 Depth to Zero Shear (ft) at "M" 30.94 moment moment Force p (psf) Ky (psf) h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 10.0 22.75 7.00 1593 11.38 19.57 31160 a2 30.0 22.75 7.00 54344 15.17 15.78 857292 o a3 682.5 8.19 3.00 16773 26.85 4.10 68702 a4 30.0 8.19 3.00 3020 28.21 2.73 8246 p1 800.0 6.19 6.00 29721 27.85 3.10 92016 y p2 400.0 6.19 6.00 46008 28.88 2.06 94960 p3 0.0 0.00 6.00 0 0.00 30.94 0 p4 0.0 0.00 6.00 0 0.00 30.94 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 778424 Earth Pressure 2000.0 1000.0 0.0 0 .0 -1000.0 -2000.0 N Q ►�-3000.0 N N a-4000.0 -501 . CQ -6000.0 -7000.0 -8000.0 Depth (ft) M T 0 5 0 1 .0 1 .0 2 .0 2 .0 3 .@vl 3 .0 4 4 Q Q N a FIGURE A5 SOLDIER BEAM - W10 Depth of Embed (ft) 16.26 Depth to Top of Passive (ft) 21.43 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 10.0 19.43 6.50 1263 9.71 25.97 32799 A2 31.0 19.43 6.50 38033 12.95 22.73 864594 2 A3 582.9 16.26 2.50 23689 27.56 8.13 192550 A4 30.0 16.26 2.50 9910 30.27 5.42 53703 rn P1 800.0 14.26 5.00 57026 28.56 7.13 406498 .N P2 400.0 14.26 5.00 203249 30.93 4.75 965876 P3 0.0 0.00 5.00 0 35.69 0.00 0 af P4 0.0 0.00 5.00 0 35.69 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 1372374 Sum of driving moments (ft-Ibf) 1143645 FS 1.20 Depth to Zero Shear (ft) at W" 26.94 moment moment Force p (psf) Ky (ps0 h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 10.0 19.43 6.50 1263 9.71 17.22 21748 a2 31.0 19.43 6.50 38033 12.95 13.98 531805 o a3 582.9 7.51 2.50 10938 23.18 3.75 41054 a4 30.0 7.51 2.50 2113 24.43 2.50 5287 p1 800.0 5.51 5.00 22026 24.18 2.75 60642 y p2 400.0 5.51 5.00 30321 25.10 1.84 55654 p3 0.0 0.00 5.00 0 0.00 26.94 0 p4 0.0 0.00 5.00 0 0.00 26.94 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at W" 0 Sum of moments (ft-Ibf) at "M" 483599 Earth Pressure 2000.0 1000.0 0.0 0 0 50 1 .0 1 .0 2 .0 2 .0 3 .0 3 4 FIGURE A6 SOLDIER BEAM - W40