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REV2 APPROVED BLD BLD2018-1622 GRE - Shoring Revision Design MemoREVISION Ground Jun 25 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Support PLLC 16932 Woodinville - Redmond Rd. NE, #21 D Woodinville, WA 98072 Phone 425,488.1143 www.groundsupport. corn 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: Tin Lee DATE: June 5, 2019 -Revised January 20, 2020 — Updated May 4, 2020 REFERENCES: BLD2018-1622 1. "Geotechnical Engineering Report, Proposed Edmonds Apartments, 23326 — Highway 99, Edmonds, Washington", prepared by Zipper Geo Associates LLC, dated November 20, 2018. 2. 2015 International Building Code. 3. "Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored Systems", FHWA, dated June 1999. PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ❑ BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ ENERGY ❑ ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: DATE:07/30/2020 WEST COAS CODE CONSULTANTS, INC. INNOVATIVE AND COST EFFECTIVE EXCAVATION SUPPORT DESIGN SOIL NAIL WALLS - ANCHORED PILE WALLS — VENISO 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 234t' 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 corner. 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. The January revision addresses a revised configuration at the south end of the project and the inclusion of a small section of permanent cantilevered soldier pile wall. The May revision includes an interior shoring wall for a planned detention tank. 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. For the small permanent wall at the south end, a seismic lateral earth pressure of 16H psf (H is wall height in feet) was also applied. DESIGN: Soldier Piles: Ground Support PLLC 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 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 360-10 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 Soldier Beam - Flexure/Compression Design Pile Top Pile Toe Pile Toe Pile Lagging Axial Free L=NH Unit. Press. Beam Elevation Embed Elevation Length Pressure Load Moment Length Steel Flex/Ax Pile ID Station (it) Height (it) Spacing (ft) No. Anchors N (psf/ft) P (psf) (feet) (feet) (feet) (feet) (psf) (kips) (ft-kips) (feet) Section Ratio N1 3 18.3 8 0 15 0 W18x97 426.0 18.3 389.0 37.0 548 0 473 18.28 W18x97 0.90 N2 11 17.7 8 0 15 0 W 18x86 426.0 17.7 389.0 37.0 530 0 429 17.68 W 18x86 0.92 N3 19 17.1 8 0 15 0 W18x76 425.0 17.1 390.0 35.0 512 0 388 17.08 W18x76 0.95 N4 27 16.6 8 0 15 0 W 18x71 425.0 16.6 390.0 35.0 497 0 356 16.58 W 18x71 0.98 N5 35 16.1 8 0 15 0 W18x65 424.0 16.1 391.0 33.0 483 0 327 16.10 W18x65 0.98 N6 43 15.6 8 0 15 0 W18x60 424.0 15.6 391.0 33.0 469 0 300 15.62 W18x60 0.98 N7 51 15.1 8 0 15 0 W18x55 423.0 15.1 392.0 31.0 454 0 273 15.12 W18x55 0.98 N8 59 14.5 8 0 15 0 W18x50 422.0 14.5 393.0 29.0 434 0 240 14.45 W18x50 0.95 N9 67 13.8 8 0 15 0 W 14x53 422.0 13.8 393.0 29.0 413 0 217 13.78 W 14x53 0.99 N 10 75 13.1 8 0 15 0 W14x48 421.0 13.1 394.0 27.0 394 0 188 13.12 W 14x48 0.96 N 11 83 12.5 8 0 15 0 W 14x43 421.0 12.5 394.0 27.0 376 0 164 12.52 W 14x43 0.95 N12 91 12.0 8 0 15 0 W14x38 420.0 12.0 395.0 25.0 361 0 147 12.04 W14x38 0.96 N 13 99 11.6 8 0 15 0 W 14x34 420.0 11.6 395.0 25.0 347 0 131 11.56 W 14x34 0.96 N14 107 11.1 8 0 15 0 W14x30 419.0 11.1 396.0 23.0 332 0 116 11.08 W14x30 0.98 N 15 115 10.6 8 0 15 0 W 14x30 419.0 10.6 396.0 23.0 318 0 103 10.60 W 14x30 0.87 N16 123 10.1 8 0 15 0 W14x26 418.0 10.1 397.0 21.0 304 0 90 10.12 W14x26 0.90 N 17 131 11.3 8 0 15 0 W 14x34 419.0 11.3 396.0 23.0 339 0 123 11.30 W 14x34 0.90 N18 139 10.5 8 0 15 0 W14x26 418.0 10.5 397.0 21.0 315 0 100 10.50 W14x26 0.99 N 19 147 13.4 8 0 15 0 W 14x53 417.0 13.4 389.0 28.0 401 0 199 13.38 W 14x53 0.91 N20 155 11.0 8 0 15 0 W14x30 415.0 11.0 391.0 24.0 331 0 115 11.02 W14x30 0.97 N21 163 8.3 8 0 15 50 W 14x22 412.0 9.7 393.0 19.0 298 0 80 8.27 W 14x22 0.97 N22 171 7.1 8.5 0 15 50 W10x22 411.0 9.8 393.0 18.0 262 0 61 7.07 W10x22 0.95 N23 180 6.6 9 0 15 50 W10x22 410.0 9.5 393.0 17.0 249 0 56 6.64 W10x22 0.87 N24 189 6.3 9 0 15 50 W10x22 410.0 9.1 393.0 17.0 238 0 49 6.26 W10x22 0.76 N25 198 5.8 9 0 15 50 W10x22 409.0 8.6 394.0 15.0 224 0 41 5.79 W10x22 0.63 N26 207 5.0 8 0 15 50 W10x22 408.0 8.0 395.0 13.0 199 0 26 4.98 W10x22 0.40 317 6.0 9.25 0 15 50 W10x22 414.0 8.9 398.0 16.0 230 0 46 6.01 1 W10x22 SL2 7.4 .25 0 15 50 W10x26 415.0 10.5 396.0 19.0 273 0 76 7.044 0.98 SL3 335.5��9� 0 15 50 W10x26 416.0 10.6 396.0 20.0 284 0 78 W10x26 0.99 SL4 344 0 15 50 W10x26 416.0 9.6 397.0 19.0 284 0 7.80 W10x26 0.98 SL5 353 0 15 50 W10x26 416.0 9.6 397.0 19.0 284 80 7.80 W10x26 0.98 SL6 361.5 15 50 W10x26 416.0 10.6 396.0 20. 0 78 7.80 W10x26 0.99 SL7 370 7.8 8.5 0 50 W10x26 416.0 10.6 396 .0 284 0 78 7.80 W10x26 0.99 SL8 378.5 7.8 8.5 0 15 W10x26 416.0 1 6.0 20.0 284 0 78 7.80 W10x26 0.99 SL9 387 7.8 8.5 0 15 50 4 0.6 396.0 20.0 284 0 78 7.80 W10x26 0.99 SU1 414 3.4 8 0 17.5 50 8.0 407.0 12.0 169 0 13 3.39 W10x22 0.19 SU2 424 4.9 9.5 0 17.5 10x22 47 8. 6.0 14.0 220 0 33 4.87 W10x22 0.51 SU3 433 6.2 8.5 0 50 W10x22 422.0 9.2 40 . .0 267 0 50 6.20 W10x22 0.78 441 7.4 8 17.5 50 W10x26 423.0 10.3 404.0 19. 0 71 7.38 W10x26 0.91 5 449 8.6 7 0 17.5 50 W14x26 424.0 9.9 405.0 19.0 350 84 8.56 W14x26 0.86 455 9.7 5 0 17.5 50 W14x30 425.0 10.8 404.0 21.0 389 0 9.68 W14x30 0.93 ISU4 7 462.5 7.5 0 17.5 50 W14x48 427.0 12.6 402.0 25.0 439 0 178 W14x48 0.98 12.1 6.75 0 17.5 50 W14x48 428.0 13.0 402.0 26.0 474 0 196 12.11 1.00 476 11.9 7 0 17.5 50 W 14x53 427.0 13.0 401.0 26.0 468 0 196 11.93 W 14x53 W 1 500 18.0 7 0 16.5 10 W 18x86 426.0 18.0 389.0 37.0 604 0 453 18.00 W 18x86 0.97 W2 507.5 18.9 7.5 0 16.5 10 W18x106 427.0 18.9 388.0 39.0 635 0 568 18.94 W18x1106 0.99 W3 515 19.9 7.5 0 16.5 10 W21x111 428.0 19.9 387.0 41.0 666 0 634 19.88 W21x111 0.91 W4 522.5 20.6 7.5 0 16.5 10 W21x122 429.0 20.6 386.0 43.0 691 0 706 20.63 W21x1122 0.92 W5 530 21.0 7.25 0 16 10 W21x111 429.0 21.0 386.0 43.0 682 0 691 21.00 W21x111 0.99 W6 537 21.4 7 0 16 10 W21x111 429.0 21.4 386.0 43.0 693 0 696 21.35 W21x111 1.00 W7 544 21.7 7 0 15.5 10 W21x122 430.0 21.7 385.0 45.0 683 0 704 21.70 W21x122 0.92 W8 551 22.1 7 0 15.5 10 W21x122 430.0 22.1 385.0 45.0 694 0 738 22.05 W21x1122 0.96 W9 558 22.4 7 0 15 10 W21x122 430.0 22.4 385.0 45.0 682 0 744 22.40 W21x122 0.97 W10 565 22.8 7 0 15 10 W21x132 431.0 22.8 384.0 47.0 693 0 778 22.75 W21x1132 0.94 W11 572 23.0 7 0 15 10 W21x132 431.0 23.0 384.0 47.0 700 0 802 22.98 W21x132 0.96 W12 579 22.9 7 0 15 10 W21x132 431.0 22.9 384.0 47.0 698 0 796 22.93 W21x1132 0.96 W13 586 22.9 7 0 15 10 W21x132 431.0 22.9 384.0 47.0 696 0 790 22.87 W21x132 0.95 W14 593 22.8 7 0 15 10 W21x132 431.0 22.8 384.0 47.0 694 0 784 22.81 W21x1132 0.94 W15 600 22.8 7 0 15 10 W21x132 431.0 22.8 384.0 47.0 693 0 778 22.75 W21x132 0.94 W16 607 22.7 7 0 15 10 W21x132 431.0 22.7 384.0 47.0 691 0 773 22.69 W21x1132 0.93 W17 614 22.6 7 0 15 10 W21x122 431.0 22.6 384.0 47.0 689 0 767 22.63 W21x122 1.00 W18 621 22.6 7 0 15 10 W21x122 431.0 22.6 384.0 47.0 687 0 761 22.58 W21x1122 0.99 W19 628 22.5 7 0 15 10 W21x122 431.0 22.5 384.0 47.0 686 0 756 22.52 W21x122 0.98 W20 635 22.5 7 0 15 10 W21x122 430.0 22.5 385.0 45.0 685 0 754 22.50 W21x1122 0.98 W21 642 22.5 7 0 15 10 W21x122 430.0 22.5 385.0 45.0 685 0 754 22.50 W21x122 0.98 W22 649 20.5 7 0 15 10 W21x101 428.0 20.5 387.0 41.0 625 0 577 20.50 W21x101 0.91 W23 656 18.5 7 0 16.5 10 W18x97 426.0 18.5 389.0 37.0 620 0 490 18.50 W18x97 0.93 W24 663 18.4 7 0 16.5 10 W18x97 426.0 18.4 389.0 37.0 619 0 486 18.45 W18x97 0.92 W25 670 18.4 7 0 16.5 10 W18x97 426.0 18.4 389.0 37.0 617 0 483 18.40 W18x97 0.92 W26 677 18.4 7 0 16.5 10 W18x97 426.0 18.4 389.0 37.0 616 0 479 18.35 W18x97 0.91 W27 684 18.3 7 0 16.5 10 W18x97 426.0 18.3 389.0 37.0 614 0 476 18.30 W18x97 0.90 W28 691 19.1 7 0 15.5 10 W18x97 427.0 19.1 388.0 39.0 602 0 501 19.10 W18x97 0.95 W29 698 20.0 7 0 15.5 10 W18x106 428.0 20.0 387.0 41.0 629 0 568 19.95 W18x106 0.99 W30 705 20.1 7 0 15.5 10 W21x101 428.0 20.1 387.0 41.0 634 0 565 20.13 W21x101 0.92 W31 712 20.0 7 0 15.5 10 W18x106 428.0 20.0 387.0 41.0 631 0 575 20.03 W18x106 1.00 W32 719 19.9 7 0 15.5 10 W18x106 428.0 19.9 387.0 41.0 628 0 567 19.93 W18x106 0.99 W33 726 19.8 7 0 15.5 10 W18x106 428.0 19.8 387.0 41.0 625 0 559 19.84 W18x106 0.97 W34 733 19.7 7 0 15.5 10 W18x106 428.0 19.7 387.0 41.0 622 0 551 19.74 W18x106 0.96 W35 740 19.6 7 0 15.5 10 W18x106 428.0 19.6 387.0 41.0 619 0 543 19.64 W18x106 0.94 W36 747 19.5 6.75 0 15.5 10 W18x97 428.0 19.5 387.0 41.0 616 0 513 19.54 W18x97 0.97 W37 753.5 19.5 6.5 0 15.5 10 W18x97 427.0 19.5 388.0 39.0 614 0 488 19.49 W18x97 0.92 W38 760 19.5 6.5 0 15.5 10 W18x97 427.0 19.5 388.0 39.0 614 0 486 19.47 W18x97 0.92 W39 766.5 19.4 6.5 0 15.5 10 W18x97 427.0 19.4 388.0 39.0 613 0 485 19.45 W18x97 0.92 W40 773 19.4 6.5 0 15.5 10 W18x97 427.0 19.4 388.0 39.0 612 0 484 19.43 W18x97 0.92 W41 779.5 19.4 6.5 0 15.5 10 W18x97 427.0 19.4 388.0 39.0 612 0 482 19.41 W18x97 0.91 W42 786 19.4 6.5 0 15.5 10 W18x97 427.0 19.4 388.0 39.0 611 0 481 19.39 W18x97 0.91 W43 792.5 19.4 6.5 0 15.5 10 W 18x97 427.0 19.4 388.0 39.0 610 0 479 19.37 W18x97 0.91 W44 799 19.3 6.5 0 15.5 10 W18x97 427.0 19.3 388.0 39.0 610 0 478 19.35 W18x97 0.91 W45 805.5 19.3 6.5 0 15.5 10 W 18x97 427.0 19.3 388.0 39.0 609 0 477 19.33 W 18x97 0.90 W46 812 19.3 6.5 0 15.5 10 W18x97 427.0 19.3 388.0 39.0 609 0 475 19.31 W18x97 0.90 TABLE At SOLDIER PILE DESIGN Soldier Beam - Flexure/Compression Design Pile Top Pile Toe Pile Toe Pile Lagging Axial Free L=NH Unif. Press. Beam Elevation I Embed Elevation Length Pressure Load Moment Length Steel Flex/Ax Pile ID Station (11)1 Height (ft) I Spacing (ft)l No. Anchors N (psf/ft) P (psf) (feet) (feet) (feet) (feet) (psi) (kips) (ft-kips) (feet) Section Ratio SL1 317 6.1 9.25 0 15 50 W10x22 414.0 9.0 398.0 16.0 232 0 47 6.05 W10x22 0.72 SL2 327 7.6 9.25 0 15 50 W14x22 416.0 9.5 397.0 19.0 277 0 76 7.55 W14x22 0.95 SL3 335.5 8.8 8.5 0 15 50 W14x26 417.0 10.4 397.0 20.0 315 0 100 8.82 W14x26 1.00 SL4 344 9.5 8.75 0 15 50 W14x34 417.0 11.2 396.0 21.0 335 0 125 9.50 W14x34 0.91 SLS 353 9.5 8.75 0 15 50 W14x34 417.0 11.2 396.0 21.0 335 0 125 9.50 W14x34 0.91 SL6 361.5 9.5 8.5 0 15 50 W14x34 417.0 11.1 396.0 21.0 335 0 120 9.50 W14x34 0.88 SL7 370 9.5 8.5 0 15 50 W14x34 417.0 11.1 396.0 21.0 335 0 120 9.50 W14x34 0.88 SL8 378.5 9.5 8.5 0 15 50 W14x34 417.0 11.1 396.0 21.0 335 0 120 9.50 W14x34 0.88 SL9 387 9.5 8.5 0 15 SO W1404 417.0 11.1 396.0 21.0 335 0 120 9.50 W14x34 0.88 SU1 429 3.4 8 0 17.5 66 W10x22 421.0 8.0 409.0 12.0 186 0 15 3.41 W10x22 0.23 SU2 437 4.6 8 0 17.5 76 W10x22 422.0 8.0 409.0 13.0 238 0 30 4.61 W10x22 0.46 SU3 445 5.9 7.5 0 17.5 87 W10x22 423.0 9.2 407.0 16.0 293 0 51 5.89 W10x22 0.78 SU4 452 7.0 7.5 0 17.5 50 W10x22 424.0 9.6 407.0 17.0 295 0 58 7.00 W10x22 0.90 SU5 460 9.2 8 0 17.5 50 W14x30 427.0 11.0 406.0 21.0 371 0 117 9.17 W14x30 0.99 SU6 468 10.5 7.75 0 17.5 50 W14x43 428.0 12.1 404.0 24.0 418 0 159 10.50 W1443 0.91 SU7 475.5 9.9 8 0 17.5 50 W14x38 427.0 11.7 405.0 22.0 397 0 143 9.92 W14x38 0.93 TABLE A2 SOLDIER PILE DESIGN - REVISED SOUTH WALL Design Pile Top Pile Toe Pile Toe Pile Lagging Soldier Beam - Flexure/Compression Axial Free L=NH Unif. Press. Beam Elevation Embed Elevation Length Pressure Load Moment Length Steel Flex/Ax Pile ID Station (ft) Height (ft) Spacing (ft) No. Anchors N (psf/ft) P (psf) (feet) (feet) (feet) (feet) (psf) (kips) (ft-kips) (feet) Section Ratio P1 506 4.0 8 0 15 75 W14x22 405.0 8.0 393.0 12.0 195 0 20 4.00 W14x22 0.24 P2 514 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P3 522 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P4 530 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P5 538 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P6 546 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P7 554 6.0 8 0 15 75 W14x22 405.0 9.0 389.0 16.0 255 0 46 6.00 W14x22 0.55 P8 562 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P9 570 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P10 578 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P11 586 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P12 594 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P13 602 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W14x22 0.77 P14 610 7.0 8 0 15 75 W14x22 406.0 10.1 388.0 18.0 285 0 64 7.00 W1422 0.77 P15 618 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P16 626 9.0 8 0 15 75 W14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W1430 0.98 P17 634 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P18 642 9.0 8 0 15 75 W14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W1430 0.98 P19 650 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P20 658 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P21 666 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P22 674 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P23 682 9.0 8 0 15 75 W 14x30 408.0 10.9 388.0 20.0 345 0 116 9.00 W 14x30 0.98 P24 690 7.0 8 0 15 75 W14x22. 408.0 10.1 390.0 18.0 285 0 64 7.00 W 14x22 0.77 TABLE A3 SOLDIER PILE DESIGN - DETENTION VAULT SHORING Depth of Embed (ft) 15.66 Depth to Top of Passive (ft) 19.68 moment moment Force p (psf) KY (Psf) 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 rn � A2 30.0 17.68 8.00 37489 11.78 21.55 807796 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 o� 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 w 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 (Psf) 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 Of D4 0.0 0.00 5.00 0 0.00 24.97 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 428917 Earth Pressure 2000.0 1000.0 0.0 00 50 1(.0 1.0 .0 2110 30.0 3 .0 -1000.0 w a-2000.0 d v-3000.0 a ` -40(,g.0 a a -5000.0 -6000.0 a FIGURE Al SOLDIER BEAM - N2 Depth of Embed (ft) 9.80 Depth to Top of Passive (ft) 9.07 moment momen Force p (psf) KY (Psf) 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 rn � A2 30.0 7.07 8.50 6382 4.72 12.16 77619 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 o� 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 w 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 (Psf) 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 Of D4 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 10.0 .0 14.0 1 .0 1 FIGURE A2 SOLDIER BEAM - N22 Depth of Embed (ft) 11.21 Depth to Top of Passive (ft) 11.50 moment moment Force p (psf) KY (Psf) h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 50.0 9.50 8.75 4156 4.75 15.96 66321 rn � A2 30.0 9.50 8.75 11845 6.33 14.37 170259 A3 285.0 11.21 2.00 6388 15.10 5.60 35794 A4 30.0 11.21 2.00 3768 16.97 3.74 14075 o� P1 800.0 9.21 4.00 29462 16.10 4.60 135625 - N P2 400.0 9.21 4.00 67813 17.64 3.07 208113 P3 0.0 0.00 4.00 0 20.71 0.00 0 w P4 0.0 0.00 4.00 0 20.71 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 343738 Sum of driving moments (ft-Ibf) 286448 FS 1.20 Depth to Zero Shear (ft) at "M" 14.88 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 50.0 9.50 8.75 4156 4.75 10.13 42093 a2 30.0 9.50 8.75 11845 6.33 8.54 101209 o a3 285.0 5.38 2.00 3065 12.19 2.69 8242 a4 30.0 5.38 2.00 868 13.09 1.79 1555 p1 800.0 3.38 4.00 10808 13.19 1.69 18252 y p2 400.0 3.38 4.00 9126 13.75 1.13 10275 p3 0.0 0.00 4.00 0 0.00 14.88 0 Of p4 0.0 0.00 4.00 0 0.00 14.88 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 124571 Earth Pressure 1000.0 N FIGURE A3 SOLDIER BEAM - SL5 Depth of Embed (ft) 9.21 Depth to Top of Passive (ft) 7.89 moment momen Force p (psf) KY (Psf) h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 86.9 5.89 7.50 3838 2.94 12.16 46663 rn � A2 35.0 5.89 7.50 4548 3.92 11.18 50824 A3 176.6 9.21 1.50 2441 10.49 4.61 11243 A4 30.0 9.21 1.50 1910 12.03 3.07 5866 o� P1 800.0 7.21 3.00 17313 11.49 3.61 62443 - N P2 400.0 7.21 3.00 31221 12.70 2.40 75073 P3 0.0 0.00 3.00 0 15.10 0.00 0 w P4 0.0 0.00 3.00 0 15.10 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 137515 Sum of driving moments (ft-Ibf) 114596 FS 1.20 Depth to Zero Shear (ft) at "M" 10.44 moment momen Force p (Psf) KY (Psf) h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) a1 86.9 5.89 7.50 3838 2.94 7.50 28790 a2 35.0 5.89 7.50 4548 3.92 6.52 29648 o a3 176.6 4.56 1.50 1207 8.16 2.28 2751 a4 30.0 4.56 1.50 467 8.92 1.52 710 p1 800.0 2.56 3.00 6137 9.16 1.28 7847 y p2 400.0 2.56 3.00 3923 9.59 0.85 3344 p3 0.0 0.00 3.00 0 0.00 10.44 0 Of D4 0.0 0.00 3.00 0 0.00 10.44 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 50707 Earth Pressure 1000.0 500.0 0.0 00 20 40 6.0 0 1 .OM 1 .0 12.0 1 FIGURE A4 SOLDIER BEAM - SU3 Depth of Embed (ft) 17.90 Depth to Top of Passive (ft) 24.75 moment moment Force p (Psf) KY (Psf) 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 rn � A2 30.0 22.75 7.00 54344 15.17 25.48 1384874 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 o� 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 w 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 Of D4 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 4 .0 -1000.0 ,�-2000.0 a a 2-3000.0 a w a-4000.0 -6000.0 -7000.0CM-8000.0 Depth (ft) M 0 5 0 1 .0 1 .0 2 .0 2 .0 3 .md1 3 .0 4 Q Q Q 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 (Psf) 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 rn � A2 31.0 19.43 6.50 38033 12.95 22.73 864594 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 o� 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 w 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 "M" 26.94 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 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 Of D4 0.0 0.00 5.00 0 0.00 26.94 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 483599 Earth Pressure 2000.0 1000.0 0.0 00 50 10.0 1 .0 20.0 2.0 30.0 3 4 .0 -1000.0 w a-2000.0 d v-3000.0 a ` 4000.0 o_ Q Q -5000.0 -6000.0 -7000.0 Depth (ft) M a Q Q Q Q N a FIGURE A6 SOLDIER BEAM - W40 Depth of Embed (ft) 10.92 Depth to Top of Passive (ft) 11.00 moment moment Force p (psf) KY (Psf) h (ft) w (ft) phw (Ibf) Ky h`w/2 (Ibf) depth (ft) arm (ft) (ft-Ibf) Al 75.0 9.00 8.00 5400 4.50 15.42 83266 rn 5 A2 30.0 9.00 8.00 9720 6.00 13.92 135299 A3 270.0 10.92 2.00 5897 14.46 5.46 32194 A4 30.0 10.92 2.00 3577 16.28 3.64 13020 o� P1 800.0 8.92 4.00 28543 15.46 4.46 127296 - N P2 400.0 8.92 4.00 63648 16.95 2.97 189240 P3 0.0 0.00 4.00 0 19.92 0.00 0 w P4 0.0 0.00 4.00 0 19.92 0.00 0 Moments about pile toe Sum of resisting moments (ft-Ibf) 316536 Sum of driving moments (ft-Ibf) 263780 FS 1.20 Depth to Zero Shear (ft) at "M" 14.24 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 75.0 9.00 8.00 5400 4.50 9.74 52601 a2 30.0 9.00 8.00 9720 6.00 8.24 80102 o a3 270.0 5.24 2.00 2830 11.62 2.62 7416 a4 30.0 5.24 2.00 824 12.49 1.75 1440 p1 800.0 3.24 4.00 10371 12.62 1.62 16806 y p2 400.0 3.24 4.00 8403 13.16 1.08 9078 p3 0.0 0.00 4.00 0 0.00 14.24 0 Of p4 0.0 0.00 4.00 0 0.00 14.24 0 Moments at Zero Shear Point Sum of shear forces (Ibf) at "M" 0 Sum of moments (ft-Ibf) at "M" 115675 Earth Pressure 1000.0 0.0 00 50 16.0 M1 .0 2 2 FIGURE A7 SOLDIER BEAM - P20