Loading...
08-10336311241 Slater Avenue. NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 February 25, 2019 Laura Techico, MS, AICP Principal Planner City of Des Moines 21630 — 11"' Avenue South, Suite D Des Moines, WA 98198 D•R•HURON'NYSE RESUBMITTED FEB 2 b 2019 Cn OF F=.r.E -, WRY CO MMLiMAFY a�rG4�pME,Yi RE: Pacific Heights — LUA2012-0001 — Response to Comments dated 10/11/18 Ms. Lathrop, This letter will serve as D.R. Horton's response to City comments received on October 11, 2018. TRANSPORTATION Declaration of Covenants, Conditions & Restrictions a. The applicant has revised section 9.6 to clarify that the easement is located on the lots for sales and other private signage. b. The applicant has revised the second sentence of section 10.2.1 to read "No Obstructions shall be placed therein unless permitted by the City of Des Moines." c. The applicant has revised section 11.2 to replace "Street Lighting" with "Private Street Lighting" in the maintenance and repair responsibilities of the Association. The following items shall be completed and are in addition to the items listed for construction completion in letter from D.R. Horton, dated August 16, 2018 1. The wetland plantings are complete; however, due to the recent snow event, all further landscape installation was postponed The Applicant is again requesting to post a bond for the slope landscape installation to allow for better weather conditions for installation. 2. The applicant will remove and replace all cracked and/or damaged curb and gutter, sidewalk, and driveways at the time of final lift. Pursuant to an e-mailfrom Tommy Owen, City of Des Moines Civil Engineer, dated January 9, 2019, the City is amenable to the posting of a performance bond for this work 3. The applicant has removed and replaced all sidewalk panels that did not meet ADA requirements 4. The applicant has removed and replaced the ADA curb ramps at 282nd Street and 1 St" Street per plan approved by the City on May 5, 2018. 5. Prior to final lift the applicant will remove asphalt and subbase where settling of roadway is occurring to a level to satisfy City of Des Moines Engineer. Pursuant to an e-mailfrom Tommy Owen, City of Des Moines Civil Engineer, dated January 9, 2019, the City is amenable to the posting of a performance bond for this work The Applicant is requesting to defer this work until final lift to allow all settling to be addressed prior to final lift. 6. The applicant to follow up on cut sheets for all signage to be installed within the plat for review by City of Des Moines Engineer. Cut sheets for the signage were a -mailed to Tommy Owen for review on February 22, 2019. SURFACE WATER 1. The applicant acknowledges the storm water facilities in the right-of-way have been installed, but will continue to be reviewed and inspected throughout the buildout of the development 2. The applicant acknowledges Surface Water Management will continue to be working with the contractor concerning the inspection of the drainage system for the walls that were installed; however, the pot holing along these areas of the wall to verify the drainage system priorhas been completed. 3. The vehicle barrier and safety fencing is anticipated to be installed by March 15, 2019.. DEVELOPMENT SERVICES 1. LUA2012-0001 has been shown on all sheets 2. Final Plat now references title dated October 24, 2018 Page 2of8: 3. Spelling error has been fixed 4. The lot addresses are consistent with the addresses provided by the City of Des Moines on the site plan dated August 6, 2018. Page 3 of 8: 5. A consolidated title report dated October 24, 2018 was previously submitted to the City. 6. Bearings have been added 7. The final plat reflects the encumbrances listed in the October 24, 2018 title report. 8. APN number has been corrected 9. Bearings have been added Page 5 of 8: 10. Bearing and distance have been added Page 6 of 8: 11. Bearing and distance have been added 12. The applicant has verified that the width for Tract `F' is 16.50' Page 7of8: 13. Bearing and distance have been added FINAL PLAT SHEETS — CITY STAFF REVIEW: 1. City review number LUA2012-0001 has been added to all pages 2. Sheet 1 of 8: i. Below title of `Pacific Heights', `Planned Unit Development' has been added ii. In the City approval section, the signature block for `Planning Building and Public Works Director' has been replaced with two signature blocks for `Community Development Director' and `Public Works Director' iii. In the Dedication section, paragraphs relating to Tracts A and B have been removed iv. Comments in third party review section regarding references to title reports have been addressed 3. Sheet 2 of 2: i. Tract Notes: Revised second sentence in paragraphs regarding Tract "A" and Tract "B" to read, "The tract shall be deeded to the City of Des Moines under separate instrument." ii. Addresses have been populated on the Address Table consistent with the addressing map provided by the City of Des Moines dated August 6, 2018. iii. There is now a major heading, "Notes, Conditions and Restrictions" iv. The applicant added an item under Notes, Conditions and Restrictions, "THE PACIFIC HEIGHTS HOMEOWNER'S ASSOCIATION WAS ESTABLISHED ON . THE ARTICLES OF INCORPORATION ARE ON FILE WITH THE STATE OF WASHINGTON IN OLYMPIA." v. The applicant added an item under Notes, Conditions and Restrictions, "THIS PLAT IS SUBJECT TO COVENANTS, CONDITIONS AND RESTRICTIONS AS RECORDED UNDER KING COUNTY RECORDING NUMBER " Upon approval, the CC&Rs shall be recorded prior to the plat and the number written in prior to plat recording. 4. CC&Rs a. Revised section 7.3 to read "Tract A is deeded..." b. Revised section 10.1.2 to add a sentence to read, "Home occupations shall comply with the requirements of Des Moines Municipal Code and the Federal Way Revised Code." c. Revised section 10.1.3 to include sentence in `Other Items' section to read, "Accessory structures and storage of recreational or commercial vehicles and trailers shall comply with the requirements of the Des Moines Municipal Code and the Federal Way Revised Code." d. Revised section 10.2.7 to include a sentence that reads, "Signage shall comply with the requirements of the Des Moines Municipal Code and the Federal Way Revised Code." e. Revised section 10.2.8 to include a sentence that reads, "Household pets shall comply with the requirements of the Des Moines Municipal Code and the Federal Way Revised Code." f. Revised section 11.5.2.1 to read, "...per the City of Des Moines or Federal Way Code." g. Revised section 11.5.2.2. to read, "...shall be 6 feet or as required by the Des Moines Municipal Code or the Federal Way Revised Code if more restrictive." 5. Please see attached Construction Completion Letter dated February 25, 2019. 6. Statutory Warranty Deeds and Real Estate Excise Tax Affidavits: a. Page 1 of each: i. Replaced tax parcel numbers at top with blank space ii. Removed sentence, "THE TRACT IS DEDICATED TO THE CITY OF DES MOINES UPON THE RECORDING OF THIS PLAT." 7. The applicant acknowledges the pro rata share for the Federal Way Transportation Improvement Projects `SR 99 from S. 284th to S. 272°d' and `S. 288th/SR 99 Intersection Improvements'. The pro rata share for each project is $21,000.00 for a total of $42,000.00. 8. The applicant acknowledges a park -in -lieu improvement fee of $35,000.00 due upon final approval of the PUD and the expiration of all appeal periods 9. The applicant acknowledges the school impact fees for the Federal Way School District in the amount of $96,180.00 BUILDING 1. The full x-ray report and engineer's stamped letter for the construction of the vault was submitted to the City on October 29, 2018. Pursuant to an e-mail from Al Biancalana dated November 13, 2018, the City has reviewed and accepted the vault construction. 2. A detailed monitoring plan for the walls was submitted to the City on October 29, 2018. Pursuant to an a -mail from Al Biancalana dated November 13, 2018, the City has reviewed and accepted the retaining walls upon receipt of a $250,000 bond for repair and/or replacement. The bond was submitted to the City on December 31, 2018. FEDERAL WAY 1. The Applewood curb, sidewalk, and paving is complete. 2. The old pavement has been removed and the grass is anticipated to be installed by March 15, 2019.. 3. The two speed bumps are anticipated to be installed by March 15, 2019.. 4. So noted. Should you have any question regarding the attached information, please feel free to contact me. Regards, Katherine E. Orni 49" �-, ///07V/� Forward Planning Manager J. 11241 Slater Avenue NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 February 25, 2019 Ms. Laura Techico, MS, AICP Principal Planner City of Des Moines, Development Services Division 21630 11th Avenue South, Suite D Des Moines, WA 98198-6398 Re: Pacific Heights Final Plat LUA2012-0001 Laura, D•R-HOION• > . /$ffer&-S swwwer Pursuant to the City's request, below are the outstanding items for construction completion. • Complete walls and backfill (Waiting on approval for Lots 17 & 18 Walls) o Update: Walls and backfill have been completed • Place pad and install mailboxes o Update: This work is complete. • Existing Applewood cul-de-sac- install rolled curb and sidewalks, tie into existing driveways, and pave o Update: This work is complete. • 14th Place new cul-de-sac- transitions to finish sidewalks and driveway approaches o Update: This work is complete. ■ Tract C - install curb and sidewalk, paving, and driveway approaches (pending Lot 17-18 walls to be complete) o Update: This work is complete. ■ Tract F (282"d, vault access) — paving, driveway approaches - reinstall driveway entrance per design changes o Update: The paving is complete. The driveway approach to the vault will be installed once the fencing has been installed on top of the jersey barrier. This work is anticipated to be complete by March 15, 2019. • Tie in curbs and sidewalks on 279th o Update: Curbs and sidewalks on 279th have been tied in. ■ Vac test Manholes in Tract C & F (Paving has to be complete prior to testing) o Update: That work is being completed the week of February 25tn • Remove two trees next to HWY 99 o Update: The trees have been removed. D-R•HUION NYSE �s 11241 Slater Avenue NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 • Remove two trees within wetland buffer and place all remaining snags in the wetland — pending approval of the mitigation plan revision o Update: The mitigation plan revision was approved and the trees have been removed. ■ Fall protection around backside of vault o Update: This work is anticipated to be complete the week of March 15, 2019. • Final lift paving and speed bumps o Update: Pursuant to an e-mail from Tommy Owen, City of Des Moines Civil Engineer, dated January 9, 2019, the City is amenable to the posting of a performance bond for this work. • Install signage and pavement markings o Update: Signage will be installed as soon as cut sheets (sent to City for approval February 22"d) are approved by the City. Pavement markings will be installed at the time of final lift. i City acceptance of vault scan — pending full report from Scan2Core and letter from structural engineer o Update: The city has received the vault scans and letter from the structural engineer and has approved the same. ■ City acceptance of lock and load walls — pending City acceptance of proposed monitoring program and wall construction o The City has approved the monitoring program and accepted a $250,000 wall monitoring/repair bond for a period of two years from January 1, 2019. ■ Lakehaven system acceptance — pending completion of sewer punchlist items from District. • Slope landscape and irrigation installation — pending answer from City regarding ability to bond and install plantings in the fall e Wetland buffer landscape and irrigation installation - The wetland landscape and irrigation installation is compelte. Should you have any questions regarding the above information, please feel free to contact me. Regards, Katherine E. Orni Forward Planning Manager B-H-HOWON 0 NYS 11241 Slater Avenue NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 August 16, 2018 Ms. Laura Techico, MS, AICP Principal Planner City of Des Moines, Development Services Division 21630 11th Avenue South, Suite D Des Moines, WA 98198-6398 Re: Pacific Heights Final Plat LUA2012-0001 La u ra, Pursuant to the City's request, below are the outstanding items for construction completion. a Complete walls and backfill (Waiting on approval for Lots 17 & 18 Walls) a Place pad and install mailboxes • Existing Applewood cul-de-sac- install rolled curb and sidewalks, tie into existing driveways, and pave 14th Place new cul-de-sac- transitions to finish sidewalks and driveway approaches • Tract C - install curb and sidewalk, paving, and driveway approaches (pending Lot 17-18 walls to be complete) Tract F (282"d, vault access) — paving, driveway approaches - reinstall driveway entrance per design changes • Tie in curbs and sidewalks on 279th • Vac test Manholes in Tract C & F (Paving has to be complete prior to testing) ■ Remove two trees next to HWY 99 o Remove two trees within wetland buffer and place all remaining snags in the wetland — pending approval of the mitigation plan revision • Fall protection around backside of vault + Final lift paving and speed bumps ■ Install signage and pavement markings a City acceptance of vault scan — pending full report from Scan2Core and letter from structural engineer + City acceptance of lock and load walls — pending City acceptance of proposed monitoring program and wall construction Lakehaven system acceptance — pending completion of sewer punchlist items from District H-R-HORION NYSE 11241 Slater Avenue NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 • Slope landscape and irrigation installation — pending answer from City regarding ability to bond and install plantings in the fall ■ Wetland buffer landscape and irrigation installation - pending answer from City regarding ability to bond and install plantings in the fall and City approval of mitigation plan revision Should you have any questions regarding the above information, please feel free to contact me. Regards, Katherine E. Orni Forward Planning Manager M FEs 2 a zo�a February 14, 2018 OF F>c�A�arth Solutions NW LLC Revised February 19, 2018 ,WUNTrY - ES-4748.02 • Geotechnical Engineering • Construction Monitoring • Environmental Sciences D.R. Horton 12910 Totem Lake Boulevard Northeast, Suite 220 Kirkland, Washington 98034 Attention: Ms. Kathy Orni Subject: Response to Review Comments — Revised Site Retaining Walls Pacific Heights Des Moines, Washington References: City of Des Moines Review Comments Email dated February 6, 2018 C.E.S. NW Inc. Grading & Wall Plan February 15, 2018 Dear Ms. Orni: As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter and response to the referenced City of Des Moines review corments. Review comments pertinent to the geotechnical elements of the retaining wall design and construction are provided below, followed by our response. This response to review comments letter has been revised to include a response to Building Review Comment 1. Building Review Comment 1 — Unable to determine lateral forces from footing of existing retaining wall along Pacific Highway. Describe the elevation of the footing of this wall. [107.2, 1807.2]. ESNW Response — Sheet GD2 of the referenced grading & wall plan displays the footing elevations and horizontal setback of the existing retaining wall along Pacific Highway and the Lock and Load wall on the subject site. Based on the elevations and setback, the existing retaining wall footing is setback approximately 2H:1V from the bottom of the Lock and Load wall. Therefore, there is no surcharge (additional lateral force) imparted on the Lock and Load wall by the existing retaining wall along Pacific Highway. For reference, a setback of at least 1 H:1 V is a relatively conservative assumption for zone of influence of surcharge loads. 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 0 (425) 449-4704 • FAX (425) 449-4711 D.R. Horton February 14, 2018 Revised February 19, 2018 ES-4748.02 Page 2 Comment 4 — Special Inspections are required per 2015 IBC Chapter 17 in addition to inspections by Des Moines staff. Since several retaining walls were completed without inspections by Des Moines personnel, the Engineer of Record shall provide a letter stating that each Lock -and -Load wall was constructed in compliance with the plans and specifications. [107.2, 1704.2, 1807.2] ESNW Response — During the site grading activities ESNW provided testing and documentation of the Lock and Load retaining wall construction. Consistent with the plans and our geotechnical recommendations, the wall backfill and reinforcement zones were compacted to the specified relative compaction. Geogrid reinforcement within the wall reinforcement zones was placed at the lengths, strengths, and intervals specified in the design. Wall keyways exposed competent and stable subgrade conditions suitable for wall support. Wall drains were installed at the base of the wall face gravel zone in accordance with our recommendations. In this respect, and based on the observed construction and testing, the site Lock and Load walls were constructed in accordance with the design plans and our geotechnical recommendations. Surface Water Review Comment 4 — A letter from the Engineer -of -Record is required indicating that the associated wall drains have been installed in accordance with the plans and specifications ESNW Response — ESNW provided testing and documentation of the Lock and Load retaining wall construction, including the wall drain installations. Based on the observed construction, the wall drains for the Lock and Load retaining walls were installed in accordance with the design plans and our geotechnical recommendations. We trust this letter and response to review comments meet your current needs. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Henry T. Wright, P.E. Senior Project Engineer Raymond A. Coglas, P.E. Principal Engineer Earth Solutions NW, LLC CEaSeNWInc. Civil Engineering & Surveying February 15, 2018 Al Biancalana Plans Examiner City of Des Moines 21630 1 Vb Avenue S Des Moines, WA 98198 RE: Pacific Heights - Retaining Wall Comments CES #16117 Dear Mr. Biancalana, 310 291h St. NE, Suite 101 Puyallup, WA 98372 Phone: (253) 848-4282 Fax: (253) 848-4278 Thank you for the opportunity to respond to the City's comments regarding the Pacific Heights retaining walls. Below are the comments as written with a responseon how the comments have been addressed. Building Review **All references are to the 2015 IBC [Section #] u.n.o.** 1. Unable to determine lateral forces from footing of existing retaining wall along Pacific Hwy. Describe the elevation of the footing of this wall. [107.2, 1807.2].: Response: The elevation of the retaining wall footing has been obtained for asbuilts provided by WSDOT. Please refer to sheet GD2 for a graphic representation of the existing walls. 2. Plans shall include section views through the existing retaining wall along Pacific Hwy and the Lock - and -Load walls at Lot 5. Include location of footing of existing wall along Pacific Hwy. [107.2, 1807.2] Response: Please refer to sheet GD2 for a section view of the existing and proposed walls at Lot S. Plans shall include section views through the existing retaining wall along Pacific Hwy and the Soldier Pile wall at Lot 12. Include location of footing of existing wall along Pacific Hwy. [107.2, 1807.2]: Response: Please refer to sheet GD2 for a section view of the existing and proposed walls at Lot 12. 4. Special Inspections are required per 2015 IBC Chapter 17 in addition to inspections by Des Moines staff. Since several retaining walls were completed without inspections by Des Moines personnel, the Engineer of Record shall provide a letter stating that each Lock -and -Load wall was constructed in compliance with the plans and specifications. [107.2, 1704.2, 1807.2] Response: ESNW Response - During the site grading activities ESNW provided testing and documentation of the Lock and Load retaining wall construction. Consistent with the plans and our geotechnical recommendations, the wall backfill and reinforcement zones were compacted to the specified relative compaction. Geogrid reinforcement within the wall reinforcement zones was placed at the lengths, strengths, and intervals specified in the design. Wall keyways exposed competent and stable subgrade conditions suitable for wall support. Wall drains were installed at the base of the wall face gravel zone in accordance with our recommendations. In this respect, and based on the observed construction and testing, the site Lock and Load walls were constructed in accordance with the design plans and our geotechnical recommendations. See ESNW letter date February 14, 2018. 5. Awaiting documentation verifying Federal Way approval of the design of all retaining walls located in Federal Way. Response: Comment acknowledged. Surface Water Review 1. Please revise Sheet GD to show locations of all wall drains for the Lock -and -Load walls. Response: Locations of wall drains are noted on Sheet GD. Please refer to the revised plan. 2. Wall Note No. 3 on Sheet GD to be deleted. All wall drains are to be tightlined to the nearest drainage structure. Plans to be revised to show all pipe connections. Wall drains are not to be daylighted. Response: Wall note No. 3 has been removed and wall drains do connect to drainage structures. 3. Cleanouts for the wall drains are to be provided for any drains without filter fabric protection. Response: Comment noted. 4. A letter from the Engineer -of -Record is required indicating that the associated wall drains have been installed in accordance with the plans and specifications. Response: ESNW Res onse _ ESNW provided testing and documentation of the Lock and Load retaining wall construction, including the wall drain installations. Based on the observed construction, the wall drains for the Lock and Load retaining walls were installed in accordance with the design plans and our geotechnical recommendations. See ESNW letter dated February 14, 2018. We believe we have addressed all your comments. Please review and approve at your earliest convenience. Let me know if you have any additional concerns or need additional information. Regards, CO- V dw Cara Visintainer, PE Project Engineer Pacific Heights Subdivision (LUA2012-0001) - Project Coordination November 30, 2017 at 1:00 p.m. MEETNG ATTENDANCE .14 1741. ir4ar Lam•.. r V rIN �64 �e� 11241 Slater Avenue. NE, Suite 200, Kirkland, WA 98033 • Phone 425-821-3400 December 29, 2017 AWV,V�,s &W41�ep RESUBMITTED JAN 0 2 2017 Denise Lathrop, AICP CITY OF FEDERAL WAY Planning and Development Services Manager COMMUNITY DEVELOP'MEN7 City of Des Moines 21630 — I Ph Avenue South, Suite D Des Moines, WA 98198 RE: Pacific Heights — LUA2012-0001 — Response to Comments dated 12/4/17 Ms. Lathrop, This letter will serve as D.R. Horton's response to City comments received on December 4, 2017. SURFACE WATER 1. New Sheet RS4 addressing drainage from Pacific Highway South through Tract C to 151h Avenue South has been added to the Minor Deviation submittal. Please note that this sheet also addresses comments from Ann Dower, City of Federal Way Senior Engineering Plans Reviewer, requesting that the existing stormwater outfall be tightlined to the new catch basin (see e-mail dated December 8, 2017, attached). TRANSPORTATION 1. A driveway plan has been prepared and is included in this submittal. FIRE MARSHALL 1. The applicant acknowledges the condition requiring NFPA 13D fire sprinkler systems on Lots 11-15. BUILDING DIVISION 1. Retaining wall heights have been addressed on plans submitted under permit no. BLD2017- 1346. 2. Plans submitted under permit no. BLD2017-1346 have been designed by licensed engineer. 3. Retaining walls have been addressed on plans submitted under permit no. BLD2017-1346. CITY OF FEDERAL WAY New Sheet RS4 addressing drainage from Pacific Highway South through Tract C to 15t' Avenue South has been added to the Minor Deviation submittal. Please note that this sheet also addresses comments from Ann Dower, City of Federal Way Senior Engineering Plans Reviewer, requesting that the existing stormwater outfall be tightlined to the new catch basin (see e-mail dated December 8, 2017, attached). Should you have any question regarding the attached information, please feel free to contact me. Regards, Katherine E. Orni �-' 11771� Forward Planning Manager Kathy E Orni From: Ann Dower <Ann.Dower@cityoffederalway.com> Sent: Friday, December 8, 2017 12:13 PM To: 'Cara Visintainer' Cc: Kathy E Orni; Cole Elliott Subject: RE: Pacific Heights Soldier Pile Wall & Pacific Highway South Drainage Due to the encroachment of development and liability concerns, the connection to the new catch basin must be completely tightlined. Ann Dower Senior Engineering Plans Reviewer (I}R (.1 Federal Way Public Works Department 33325 8th Ave S, Federal Way, WA 98003 Desk:253.835.2732 1 Fx:253.835.2709 citvoffedem1way.com From: Cara Visintainer[mailto:cvisintainer@cesnwinc.com] Sent: Tuesday, December 05, 2017 5:05 PM To: Ann Dower Cc: Kathy E Orni Subject: RE: Pacific Heights Soldier Pile Wall & Pacific Highway South Drainage Hi Ann, Below the existing culvert that daylights about chest high out of the existing wall is a concrete spillway box that dissipates the flow— see attached pictures. Water then flows to a riprap pad in the existing condition and down the slope. The proposal is to set CB67 just below the existing concrete spillway box and armor the existing area surrounding the new CB. Please let me know if you have any additional questions. Cara Visintainer, PE Project Manager C.E.S. NW, Inc. 310 29th St NE, Suite 101 Puyallup, WA 98372 253-848-4282 Office cvisintainer(c�cesnwinc.com From: Kathy E Orni [mailto:KEOrni@drhorton.com] Sent: Tuesday, December 5, 2017 11:19 AM 1�. STRUCTURAL CALCULATIONS Permanent Shoring Pacific Heights By PSM Engineers September 09, 2017 PSM Project No # 17137 5 SHORING NOTES 1) 'H' INDICATES HEIGHT OF CUT OR RETAINED HEIGHT. 2) 'De' INDICATES DEPTH OF EMBEDMENT BELOW LEVEL OF EXCAVATION. 3) SEE SOLDIER PILE SCHEDULE FOR PILE SIZE, DEPTH OF EMBEDMENT BELOW BOTTOM OF SHORING, PILE SPACING AND DIA OF PILE GROUT. 4) FOR PERMANENT SHORING WALL PROVIDE LINE PAINT COATING ON SOLDIER PILES AND USE P.T. LUMBER FOR LAGGING. 5) PROVIDE 3" MINIMUM CLEAR CONCRETE COVER AROUND PERMANENT SOLDIER PILE. 6) SHORING IS NOT DESIGNED FOR HYDROSTATIC PRESSURE. DRAINAGE MAT AND BASE DRAINS MUST BE PROVIDED PER CIVIL FOR PROPER DRAINAGE. 7) PERMANENT SOLDIER PILES HAVE BEEN DESIGNED WITH MAXIMUM STRESS RATIO OF 0.85 TO ALLOW FOR SACRIFICIAL STEEL TO ENSURE LIFE SPAN OF 50 YEARS. _. .; 0 !',; if !� :� C: \ .... %* 5 4J i w w W , ' $ "A • .:: F ii I N @i C R 7 . ?? .. f'. G' �i % - b =1 ` 8 0i 5FL]'I'._ii ,..,Iti':."f .?: S12 i,SA ?i' -Fi Z-i1..22 F� SIM, Typical section and Pile schedule 2200 6-ru Avu-N-uE, #601 WWW.PSM -EN GINE EE RS.co:.i PHONt_ 206-622-4580 SF,ATrr_E WASFi14GTON 9812! USA FAX 206-622-0422 —SOLDIER PILE PER ' PER SCHED LAGGING PER } SECTION 0 SOLDIER PILE PER SCHED WOOD LAGGING PER SCHED [179 AUGER FILL WITH PLAIN CONC (FC'=2.5KSI) AUGER PER SCHED -FIN GRADE PER ARCHT 0 w r U N uj w a TYPICAL CANTILEVERED STEEL SOLDIER PILE WALL SECTION SCALE: NTS CONDITION 1: LOTS 12 + 13 PERMANENT SHORING WALL CANTILEVERED SOLDIER PILE SCHEDULE RETAINED HEIGHT (H) DEPTH OF EMBEDMENT BELOW BOTTOM OF EXCAVATION (De) SOLDIER PILE SECTION SOLDIER PILE SPACING MIN DIA OF AUGER 5'-0" 8'-0" W 14X22 V-0" 24" 6'4' 7-0" 10'-0" W 14X22 8'-0" 24" 24" 11'-0" W14X26 8'-0" 8'-0" 13`-0" W14X34 8'-0" 24" 9'-0" 14'-0" W 14X43 W 14X61 W 14X61 8'-0" 24" 10`-0" 16'4' 8'-0" 24" 11 `-0" 17-0" 6'4- 24" 12'-0" 19'-0" W 14X68 6'-0" 24" 13'-0" 20'-0" W14X82 6'-0" 24" 14'-0" 22'-0" W 14X99 6'-0" 24" LAGGING SCHEDULE SOLDIER PILE SPACING HT. FROM TOP OF EXIST. GRADE PT LAGGING (DF #2) U-0" TO 5'-0" 3" X 6" 5'-0" TO 10'-0" 4" X 6" 6'-0" 0'-0" TO 11'-0" 3" X 6" 11'-0" TO 14'-0" 4" X 6" CONDITION 2: NORTH PROPERTY LINE PERMANENT SHORING WALL CANTILEVERED SOLDIER PILE SCHEDULE DEPTH OF RETAINED EMBEDMENT HEIGHT BELOW BOTTOM OF (H) EXCAVATION (De) SOLDIER PILE SECTION SOLDIER PILE SPACING MIN DIA OF AUGER 8'-0" 13'-0" W 14X26 8'-0" 8"-0" 24" 9'-0" 14'-0" W 14X34 24" 10'-0" 16'-0" W14X43 8'-0" 241' 11'-0" 17'-0" W 14X61 8'-0" 24" 12'4" 19.4' W 14X68 8'-0" 24" 13'-0" 20'-0" W 14X68 6'-0" 24" 14'-0" 22'-0" W 14X82 6"-0" 24" 15'-0" 23'-0" W 18X76 6'-0" 30" 16'-0" 25'-0" W18X86 6'-0"' 30" 1 T-0" 26'-0" W 18X106 6'-0" 30" 18'-01' 28'-0" W 18X119 6'-0" 30" 19'-0" 29'-0" W18X143 6'-0" 30" 20'-0" 31'-0" W18X175 6-0" 30" 21'-0" 32"-0" W 18x192 V-0" 30" LAGGING SCHEDULE SOLDIER PILE SPACING HT. FROM TOP OF EXIST. GRADE PT LAGGING (DF #2) 0'-0" TO 6'-0" 3" X 6" - 6-0" TO 12'-0" 4" X 6" 61-0-1 0'-0" TO 12'-0" 3" X 6" 40' X 6" 12'-0" TO 21'-0" Calculations 0, a 6 T'; i A U IN W S M - E" N 'G C E R ,4 L 2 0 6 6 - 4 T L , 'W' \s :f , N; r o, \ 9 8 1 21 LS A F z , X 061 6 2 2 •0 4 2 2 Calculations for loading condition 1: Lots 1.2 + 13 0 0 6 ''.i A v W P S F N G I N E ER S , C 0 VT P-Ho �� f-, 2 0 6 -62 2 - 4 3 8 0 , '% I' F 11, E W � S H f N I- G 9 8 1 2 i U' S A ,x 206-022-0422 6H SEISM COMPONENT (SI 2 � 1 45 PCF OVER PILE SPACING 45 PCF OVER 1 DIA OF PILE FIN GRADE PER ARCHT BOTTOM OF EXCAVATION 400 PCF OVER 2 DIA OF PILE 0 A LLJ = cm U F— cn W w m a - cm w m W NOTES: 1. ALL VALUES ARE IN ASO. EXCEPT SEISMIC COMPONENT. 2. 75% OF SOIL DESIGN PRESSURE HAS BEEN USED FOR WOOD LAGGING DESIGN. LOADING DIAGRAM FOR CANTILEVERED SNORING WALL CONDITION- I ( PERMANENT SHORING) SCALE: NTS PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engirieer,g.com CONDITION - 1 Cantilever Shorin-cl Wail Design with Seismic (Retained Height - T to 10 Pile Spacing= 8'-0" INPUT Active soil pressure (Ea) = 45 pcf Adjacent footing parameters Passive soil pressure (Ep) = 400 pcf Additional lateral pressure (SI) - 0 psf Footing load, q = 0 psf Surcharge load at heel (Sr) = 0 psf Distance from back face of wall Equivalent lateral surcharge (S) = 0 pcf to adjacent footing centerline, x = 0.00 ft Soil dry unit weight (ws) = 125 pcf Ftg width, Wf = 0.00 ft Diameter of pile (W) = 2.00 ft Depth of ftg below Groung, Df = 0.00 ft Pile spacing (Sp) = 8.00 ft Smallest retained ht (hrs) = 5.00 ft Largest retained ht (hrl) = 14.00 It Adjacent Line load parameters Pile size desired W 14 Depth for ignoring passv press (dp) = 2.00 ft Line load per ft, Q = 0 Ibs/ft Passive pressure effective over (wp) width of piles = 2.00 Distance from back face of wall Clear cover around steel pile, cc = 3 in to Line load, x = 0,00 It - Lagging design soil pressure % = 75% Lagging design sections in feet, Is = 3 Minimum embedment depth = 1.50 Seismic Component (multiple of retained ht. SD) = 6 (multiple of hr) RESULTS Earth Pressure Diagram -6000 -4000 -2000 0 2000 4000 0{� 5ft 10ft fF 20 It j aa) G 25 ft - 30ft- 35 ft 40 ft Earth Pressure (psf) Retained Depth of Pile Pile Deflection mini Dia of Height Embedment Section Spacing (in) Pile (ft) below bottom of (ft) (in) excavation (ft) 5.00 6.00 W14X22 8.0 0.074 21 6.00 9.50 W 14X22 8.0 0.141 21 7.00 11.00 W 14X26 8.0 0.204 21 8.00 12.50 W 14X34 8.0 0.246 22 9.00 14.00 W14X43 8.0 0.312 22 10.00 15.50 W 14X61 8.0 0.319 23 11.00 17.00 W 14) 74 8.0 0.380 23 12.00 18.50 W 14X90 8.0 0.435 26 13.00 20.00 W14X109 8.0 0.491 26 14.00 21.50 W14X132 8.0 0.546 26 PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.comPSM Engineers Soldier pile calculations Active soil pressure (Ea) = Passive soil pressure (Ep) = Surcharge (S) = Effective surcharge ht (hs) = Retained height (hr) = Effective retained height (H) _ Width of pile (W) = Pile spacing (Sp) = Depth for ignoring passv press (dp) _ Passive pressure effective over (wp) width of piles = Lagging design soil pressure % _ De = Equilibrium depth Min. embedment depth = De+hr/2 Active pressures Pal = Ea x hrA2/2 x Sp Pat = Ea/2 x (2xhr+De) x De x W Pasi = S x hr x Sp Past=SxDexW Pline = Pfooting Pa = Pal +Pa2+Pasi+Pas2+Pline Passive pressure Pp = (Ep x De+Dp x Ep) x (De-Dp) x 1N x Wp/2 Diff = Pa -Pp 45 400 58.8 1.31 It 14.00 ft 15.31 ft 2 a 2 2 75% 8.69 ft 15.69 ft Ma 35280 Ibs at (De+hr/3) 13.36 ft 471 kft 14351 Ibs at De - (2 x (hr+De)+hr) x De/3/(2 x hr+De) 4.00 it 57 kft 6586 Ibs at De+hd2 15.69 ft 103 kft 1022 Ibs at De/2 4.35 ft 4 kft 0 Ibs 0 kft 0 Ibs 0 kft 57239 Ibs Ma = 637 kft Mp 57239 Ibs at (2 x De+dp) x (De-dp)/3/(De+dp) 2.647889 152 kft 0 Ibs Net moment for pile design M = Ma-Mp 485 kft Sx = 207.8 W14X132 Ix = 1530 Due to Ea D1 = 0.546 in Due to S D2 = 0.000 in Total deflection D = 0.546 in bf = 14.700 Due to adj. line load D3 = 0.000 in Due to adjacent ftg D4 = 0.000 in PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engincers.com Lagainu Design Type = Doug Fir #2 Cr = 1.15 Cd = 1.60 Fb = 900 psi Cf = 1.30 Fv = 180 psi Ci = 0.80 With Seismic F'b = 1808 psi F'v = 230 psi Lagging section from base of excavation Average Height Design pressure width of section Spacing of pile Moment Sx Required Lagging Section ht to base ht to top (ft) (ft) (sf) (in) ft Ibft) in3) 0 3 1.5 466 5.5 8 1709 11.34 6 x 6 3 6 4.5 365 5.5 8 1337 8.87 4 x 6 6 9 7.5 263 5.5 8 966 6.41 4 x 6 9 12 10.5 162 5.5 8 595 3.95 3 x 6 12 14 13 1 78 1 5.5 1 8 285 1.89 3 x 6 PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psrn-engineers.com CONDITION -1 Cantilever Shorincl Wall Design with Seismic Retained Height = 5' to 14' Pile Spacing = 6'-0" INPUT Active sail pressure (Ea) = 45 pcf Adjacent footing parameters Passive soil pressure (Ep) = 400 pcf Additional lateral pressure (SI) = 0 psf Footing load, q = 0 psi Surcharge load at heel (Sr) = 0 psf Distance from back face of wall Equivalent lateral surcharge (S) = 0 pcf to adjacent footing centerline, x = 0.00 It Soil dry unit weight (ws) = 125 pcf Fig width, Wf = 0.00 it Diameter of pile (W) = 2.00 ft Depth of ftg below Groung, Df = 0.00 ft Plie spacing (Sp) = 6.00 ft Smallest retained ht (hrs) = 5.00 it Largest retained ht (hrl) = 14,00 ft Adjacent Line load parameters Pile size desired W14 Depth for ignoring passv press (dp) = 2.00 ft Line load per ft, 0 = 0 Ibs/ft Passive pressure effective over (wp) width of piles = 2.00 Distance from back face of wall Clear cover around steel pile, cc = 3 in to Line load, x = 0.00 ft Lagging design soil pressure % = 75% Lagging design sections in feet, Is = 3 Minimum embedment depth = 1,50 Seismic Component (multiple of retained ht, SD) = 6 (multiple of hr) Earth Pressure Diagram -6000 -4000 -2000 0 2000 4000 �nat� 5ft 10ft r 20 ft a m -- 25 it 30 ft 35 ft 40 It Earth Pressure (psf) Retained Depth of Pile Pile Deflection mini Dia of Height Embedment Section Spacing (in) Pile (ft) below bottom of (ft) (in) excavation (ft) 5.00 8.00 W14X22 6,0 0.055 21 6.00 9.50 W 14X22 6.0 0.106 21 7.00 11.00 W14X22 6.0 0.189 21 8.00 12.50 W14X26 6.0 0,256 21 9.00 14.00 W14X34 6.0 0.294 22 10.00 15.50 W 14X43 6.0 0.358 22 11.00 17.00 W 14X53 6.0 0.419 22 12.00 18.50 W14X66 6.0 0.451 23 13.00 20.00 W14X82 6.0 0.519 23 14.00 21.50 W 14X99 6.0 0.565 26 PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.cornPSM Engineers Soldier pile calculations Active soil pressure (Ea) = 45 Passive soil pressure (Ep) = 400 Surcharge (S) = 58.8 Effective surcharge ht (hs) = 1.31 ft Retained height (hr) = 14.00 ft Effective retained height (H) = 15.31 ft Width of pile (W) = 2 Plie spacing (Sp) = 6 Depth for ignoring passv press (dp) = 2 Passive pressure effective over (wp) width of piles = 2 Lagging design soil pressure % = 75% De = Equilibrium depth 7.74 ft Min. embedment depth = De+hr/2 14.74 ft Active pressures Ma Pal = Ea x hr"2/2 x Sp 26460 Ibs at (De+hr/3) 12.41 ft 326 kft Pa2 = Ea/2 x (2xhr+De) x De x W 12454 Ibs at De - (2 x (hr+De)+hr) x De/3/(2 x hr+De) 3.59 ft 45 kft Past = S x hr x Sp 4939 Ibs at De+hr/2 14.74 ft 73 kft Pas2 = S x De x W 911 Ibs at De/2 3.87 ft 4 kft Pline = 0 Ibs 0 kft Pfooting 0 Ibs 0 kft Pa = Pal +Pa2+Pasl +Pas2+Pline 44764 Ibs Ma = 449 kft Passive pressure Mp Pp = (Ep x De+Dp x Ep) x (De-Dp) x W x Wp/2 44764 Ibs at (2 x De+dp) x (Dedp)/3/(De+dp) 2.307322 103 kft Diff = Pa -Pp 0 Ibs Net moment for pile design M = Ma-Mp 346 kft Sx = 148.4 W 14X99 Ix = 1110 Due to Ea D1 = 0.565 in Due to S D2 = 0.000 in Total deflection D = 0.565 in bf = 14.600 Due to adj. line load D3 = 0.000 in Due to adjacent ftg D4 = 0.000 in PSM Engineers 2200 6th Ave., 0601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.com Lag4inq Design_ Type = Doug Fir #2 Cr = 1.15 Cd = 1.60 Fb = 900 psi Cf = 1.30 Fv = 180 psi Ci = 0.80 With Seismic Pb = 1808 psi F'v = 230 psi Lagging section from base of excavation Average Height Design pressure width of section Spacing of pile Moment Sx Required Lagging Section ht to base ht to top (ft) (ft) (psf) (in) (ft) (Ibft) (in3) 0 3 1.5 466 5.5 6 961 6.38 4 x 6 3 6 4.5 365 5.5 6 752 4.99 3 x 6 6 9 7.5 263 5.5 6 543 3.61 3 x 6 9 12 10.5 162 5.5 6 335 2.22 3 x 6 12 14 13 78 5.5 6 161 1.07 3 x 6 F? , 11 =1 Airs Calculations for loading condition 2: North Property Line 11 11 D N t.-, 2 0 0 - 6 2 2 - 4 1 80 W P "I "I - L., N 22�0 6, A,, 6 0 1 6H SEISMIC COMPONENT (SD) FIN GRADE, PER ARCHT ' 35 PCF OVER PILE SPACING 35 PCF OVER 1 DIA OF PILE LOADING DIAGRAM FOR CONDITION - 2 ( PERMANENT SCALE: NTS PILE p f N II T BOTTOM OF EXCAVATION a 0 'CF OVER = OF PILE W 0 w 0 w m W DOTES: 1. ALL VALUES ARE IN ASD. EXCEPT SEISMIC COMPONENT. 2. 75% OF SOIL DESIGN PRESSURE HAS BEEN USED FOR WOOD LAGGING DESIGN. CANTILEVERED SNORING WALL SHORING) PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 6224580 www.psm-engincers.com CONDITION - 2 Cantilever Shoring Wall Design with Seismic (Retained Height = 8' to 15' Pile S acin - 8'-0" INPUT Active soil pressure (Ea) = 35 pcf Adjacent footing parameters Passive soil pressure (Ep) = 400 pcf Additional lateral pressure (SI) = 0 psf Footing load, q = 0 psf Surcharge load at heel (Sr) = 0 psf Distance from back face of wall Equivalent lateral surcharge (S) = 0 pcf to adjacent footing centerline, x = 0.00 ft Soil dry unit weight (ws) = 125 pcf Ftg width, Wf = 0.00 it Diameter of pile (W) = 2.00 It Depth of ftg below Groung, Df = 0.00 ft Plie spacing (Sp) = 8.00 ft Smallest retained ht (hrs) = 8.00 ft Largest retained ht (hrl) = 15.00 ft Adjacent Line load parameters Pile size desired W 14 Depth for ignoring passv press (dp) = 2.00 ft Line load per ft, 0 = 0 Ibslft Passive pressure effective over (wp) width of piles = 2-00 Distance from back face of wall Clear cover around steel pile, cc = 3 in to Line load, x = 0.00 ft Lagging design soil pressure % = 75% Lagging design sections in feet, Is = 3 Minimum embedment depth = 1,50 Seismic Component (multiple of retained ht, SD) = 6 (multiple of hr) RESULTS Earth Pressure Diagram -6000 -4000 -2000 0 2000 4000 -aft- 5ft.ft 10ft t 20 ft Q. 25 ft - 30 ft - 35 ft 40 ft J Earth Pressure (psf) Retained Depth of Pile Pile Deflection mini Dia of Height Embedment Section Spacing (in) Pile (ft) below bottom of (ft) (in) excavation (ft) 8.00 12.50 W 14X26 8.0 0.266 21 9.00 14.00 W 14X34 8.0 0.305 22 10.00 15.50 W14X43 8.0 0,371 22 11.00 17.00 W14X61 8.0 0.367 23 12.00 18.50 W 14X68 8.0 0.468 23 13.00 20.00 W 14X90 8.0 0.474 26 14.00 21.50 W14X109 8.0 0.524 26 15.00 23.00 W14X132 8.0 0.572 26 PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.comPSM Engineers Soldier pile calculations Active soil pressure (Ea) = 35 Passive soil pressure (Ep) = 400 Surcharge (S) = 63 Effective surcharge ht (hs) = 1.80 ft Retained height (hr) = 15.00 ft Effective retained height (H) = 16.80 ft Width of pile (W) = 2 Pile spacing (Sp) = 8 Depth for ignoring passv press (dp) = 2 Passive pressure effective over (wp) width of piles = 2 Lagging design soil pressure % = 75% De = Equilibrium depth 8.24 ft Min. embedment depth = De+hr/2 15.74 ft Active pressures Ma Pal = Ea x hr^2/2 x Sp 31500 lbs at (De+nr/3) 13.24 ft 417 kft Pa2 = Ea/2 x (2xhr+De) x De x W 11030 Ibs at De - (2 x (hr+De)+hr) x De/3/(2 x hr+De) 3.82 ft 42 kft Pasi = S x hr x Sp 7560 Ibs at De+hr/2 15.74 It 119 kft Past = S x De x W 1038 Ibs at De/2 4.12 It 4 kft Pline = 0 Ibs 0 kft Pfooting 0 Ibs 0 kft Pa = Pal +Pa2+Pasi+Past+Pline 51128 Ibs Ma = 583 kft Passive pressure Mp Pp = (Ep x De+Dp x Ep) x (De-Dp) x W x Wp/2 51128 Ibs at (2 x De+dp) x (De-dp)/3/(De+dp) 2.486519 127 kft Diff = Pa -Pp 0 Ibs Net moment for pile design M = Ma-Mp 455 kft Sx = 195.2 W14X132 Ix = 1530 Due to Ea D1 = 0.572 in Due to S D2 = 0.000 in Total deflection D = 0.572 in bf = 14.700 Due to adj. line load D3 = 0.000 in Due to adjacent ftg D4 = 0.000 in PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www_ps m-engineers. co m Lagging_ Design Type = Doug Fir #2 Cr = 1.15 Cd = 1.60 Fb = 900 psi Cf = 1.30 Fv = 180 psi Ci = 0.80 With Seismic Fib = 1808 psi Pv = 230 psi Lagging section from base of excavation Average Height Design pressure width of section Spacing of pile Moment Sx Required Lagging Section ht to base ht to top (ft) (ft) (sf) (in) (ft) (Ibft) (in3) 0 3 1.5 402 5.5 8 1473 9.77 4 x 6 3 6 4.5 Y 323 5.5 8 1184 7.86 4 x 6 6 9 7.5 244 5.5 8 895 5.94 4 x 6 9 12 10.5 165 5.5 8 606 4.02 3 x 6 12 15 13.5 87 5.5 8 318 2.11 1 3 x 6 r PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psTn-enoneers.com CONDMON - 2 Cantilever Shorin Wall Design with Seismic Retained Height = e' to is') Pile S-Pacing_6'-0" INPUT Active soil pressure (Ea) = 35 pcf Adjacent footing parameters Passive soil pressure (Ep) = 400 pcf Additional lateral pressure (SI) = 0 psf Footing load, q = 0 psf Surcharge load at heel (Sr) = 0 psf Distance from back face of wall Equivalent lateral surcharge (S) = 0 pcf to adjacent footing centerline, x = 0.00 It Soil dry unit weight (ws) = 125 pcf Ftg width, Wf = 0.00 It Diameter of pile (W) = 2.00 It Depth of ftg below Groung, Df = 0.00 It Pile spacing (Sp) = 6.00 It Smallest retained ht (hrs) = 8.00 It Largest retained ht (hrl) = 15.00 It Adjacent Line load parameters Pile size desired W14 Depth for ignoring passv press (dp) = 2.00 ft Line load per It, 0 = 0 Ibs/ft Passive pressure effective over (wp) width of piles = 2.00 Distance from back face of wall Clear cover around steel pile, cc = 3 in to Line load, x = 0.00 ft Lagging design soil pressure %= 75% Lagging design sections in feet, Is = 3 Minimum embedment depth = 1.50 Seismic Component (multiple of retained ht, SD) = 6 (multiple of hr) RESULTS Earth Pressure Diagram -6000 -4000 -2000 0 2000 4000 5ft loft L 20 ft a m 0 25 ft -• 30 ft 35 ft = 40 It Earth Pressure (psf) Retained Depth of Pile Pile Deflection mini Dia of Height Embedment Section Spacing (in) Pile (ft) below bottom of (ft) (in) excavation (ft) 8.00 12.50 W 14X22 6.0 0.245 21 9.00 14.00 W 14X26 6.0 0.318 21 10.00 15.50 W 14X34 6.0 0.350 22 11.00 17.00 W 14X43 6.0 0.412 22 12.00 18.50 W 14X53 6.0 0.468 22 13.00 20.00 W 14X68 6.0 0.492 23 14.00 21.50 W 14XB2 6.0 0.554 23 15.00 23.00 W 14X90 6.0 0.657 26 PSM Engineers 2200 6th Ave„ #601., Seattle, WA 98121 (206) 622 4580 www.psm-engineers.eornPSM Engineers Soldier pile calculations Active soil pressure (Ea) = 35 Passive soil pressure (Ep) - 400 Surcharge (S) = 63 Effective surcharge ht (hs) = 1.80 ft Retained height (hr) = 15-00 ft Effective retained height (H) = 16.80 ft Width of pile (W) = 2 Plie spacing (Sp) = 6 Depth for ignoring passv press (dp) = 2 Passive pressure effective over (wp) width of piles = 2 Lagging design soil pressure % = 75% De = Equilibrium depth 7.33 ft Min. embedment depth = De+hr/2 14.83 ft Active pressures Ma Pal = Ea x hr^2/2 x Sp 23625 Ibs at (De+hr/3) 12.33 ft 291 kit Pa2 = Ea/2 x (2xhr+De) x De x W 9579 Ibs at De - (2 x (hr+De)+hr) x De/3/(2 x hr+De) 3.43 ft 33 kft Pasi = S x hr x Sp 5670 Ibs at De+hr/2 14.83 ft 84 kft Past = S x De x W 924 Ibs at De/2 3.67 ft 3 kft Pline = 0 Ibs 0 kft Pfooting 0 Ibs 0 kft Pa= Pal +Pa2+Pasi+Pas2+Pline 39798lbs Ma. = 412kft Passive pressure Mp Pp = (Ep x De+Dp x Ep) x (De-Dp) x W x Wp/2 39798 Ibs at (2 x De+dp) x (De-dp)/3/(De+dp) 2.157969 86 kft Diff = Pa -Pp 0 Ibs Net moment for pile design M = Ma-Mp 326 kft Sx = 139.6 W14X90 Ix = 999 Due to Ea D1 = 0.657 in Due to S D2 = 0.000 in Total deflection D = 0.657 in bf = 14.500 Due to adj. line load D3 = 0.000 in Due to adjacent ftg D4 = 0.000 in PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.com Lagging Design Type = Doug Fir #2 Cr = 1.15 Cd = 1.60 Fb = 900 psi Cf = 1.30 Fv = 180 psi Ci = 0.80 With Seismic F'b = 1808 psi F'v = 230 psi Lagging section from base of excavation Average Height Design pressure width of section Spacing of pile Moment Sx Required Lagging Section ht to base ht to top (ft) (ft) sf (in) ft) (Ibft) in3 0 3 1.5 402 5.5 6 828 5.50 3 x 6 3 6 4.5 323 5.5 6 666 4.42 3 x 6 6 9 7.5 244 5.5 6 504 3.34 3 x 6 9 12 10.5 165 5.5 6 341 2.26 3 x 6 12 15 13.5 87 1 5.5 6 1 179 1.19 1 3 x 6 PSM Engineers 2200 6th Ave., 5601, Seattle, WA 99121 (206) 622 4580 www.psm-engineers.com CONDITION - 2 Cantilever Shar)np Wall Design with Seismic (Retained Heiaht ; 15' to 21' Pile Spacing = T-O" INPUT Active soil pressure (Ea) = 35 pcf Adjacent footing parameters Passive soil pressure (Ep) = 400 pcf Additional lateral pressure (SI) = 0 psf Footing load, q = 0 PSI Surcharge load at heel (Sr) = 0 psf Distance from back face of wall Equivalent lateral surcharge (S) = 0 pcf to adjacent footing centerline, x = 0.00 It Soil dry unit weight (ws) = 125 pcf Ftg width, Wf = 0.00 It Diameter of pile (W) = 2.50 ft Depth of ftg below Groung, Df = 0.00 It Plie spacing (Sp) = 6.00 It Smallest retained ht (hrs) = 15.00 It Largest retained ht (hrl) = 21.00 It Adjacent Line load parameters Pile size desired W18 Depth for ignoring passv press (dp) = 2.00 It Line load per ft, o = 0 Ibs/ft Passive pressure effective over (wp) width of piles = 2.00 Distance from back face of wall Clear cover around steel pile, cc = 3 in to Line load, x = 0.00 It Lagging design soil pressure % = 75% Lagging design sections in feet, Is = 3 Minimum embedment depth = 1,50 Seismic Component (multiple of retained ht, SD) = 6 (multiple of hr) RESULTS Earth Pressure Diagram -6000 -4000 -2000 0 2000 4000 10 It t a m t] 40 It - 50 It •, 60 It J Earth Pressure (psf) Retained Depth of Pile Pile Deflection mini Dia of Height Embedment Section Spacing (in) Pile (ft) below bottom of (ft) (in) excavation (ft) 15.00 23.00 W18X76 6.0 0.494 27 16.00 24.50 W1BX86 6.0 0.566 27 17.00 26.00 W 18X106 6.0 0.594 27 18.00 27.50 W 18X119 6.0 0.667 27 19.00 29.00 W 18X143 6.0 0.675 27 20.00 30.50 W 18X175 6.0 0.677 27 21.00 32.00 W18x192 6.0 0.751 27 PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.cornPSM Engineers Soldier pile calculations Active soil pressure (Ea) = Passive soil pressure (Ep) = Surcharge (S) = Effective surcharge ht (hs) = Retained height (hr) = Effective retained height (H) _ Width of pile (W) = Plie spacing (Sp) = Depth for ignoring passv press (dp) _ Passive pressure effective over (wp) width of piles = Lagging design soil pressure % _ De = Equilibrium depth Min. embedment depth = De+hr/2 Active pressures Pal = Ea x hO2/2 x Sp Pa2 = Ea/2 x (2xhr+De) x De x W Pasi = S x hr x Sp Pas2=SxDexW Pline = Pfooting Pa = Pal +Pa2+Pasi+Pas2+Pline Passive pressure Pp = (Ep x De+Dp x Ep) x (De-Dp) x W x Wp/2 Diff = Pa -Pp 35 400 88.2 2.52 ft 21.00 ft 23.52 ft 2.5 6 2 2 75% 9.16 ft 19.66 ft Ma 46305 Ibs at (De+hr/3) 16.16 It 748 kft 20508 Ibs at De - (2 x (hr+De)+hr) x De/3/(2 x hr+De) 4.31 ft 88 kft 11113 Ibs at De+hr/2 19.66 ft 219 kft 2020 Ibs at De/2 4.59 ft 9 kft 0 Ibs 0 kft 0 Ibs 0 kft 79947lbs Ma = 1065 kft Mp 79947 Ibs at (2 x De+dp) x (De-dp)13/(De+dp) 2.815182 225 kft 0 Ibs Net moment for pile design M = Ma-Mp 839 kft Sx = 359.8 W18xl92 Ix = 3870 Due to Ea D1 = 0.751 in Due to S D2 = 0.000 in Total deflection D = 0.751 in bf= 11.500 Due to adj. line load 03 = 0.000 in Due to adjacent ftg D4 = 0.000 in PSM Engineers 2200 6th Ave., #601, Seattle, WA 98121 (206) 622 4580 www.psm-engineers.com Lagging Design Type = Doug Fir #2 Cr = Fb = 900 psi Cf = Fv = 180 psi Ci = With Seismic Pb = 1.15 Cd= 1.60 1.30 0.80 1808 psi F'v = 230 psi Lagging section from base of excavation Average Height Design Pressure width of section Spacing of pile Moment Sx Required Lagging Section ht to base ht to top ft (ft) (sf) (in) (ft) (Ibft in3) 0 3 1.5 578 5.5 6 1192 7.91 4 x 6 3 6 4.5 499 5.5 6 1030 6.83 4 x 6 6 9 7.5 421 5.5 6 867 5.76 4 x 6 9 12 10.5 342 5.5 6 705 4.68 3 x 6 12 15 13.5 263 5.5 6 542 3.60 3 x 6 15 18 16.5 184 5.5 6 1 380 1 2.52 1 3 x 6 18 21 19.5 106 5.5 6 1 218 1 1.44 1 3 x 6 P S, 1\ A Geotechnical Information 'Er - -622-4580 2 2 0 0 f) I A V E N 1: E 6 0 1 W11V 'A, ps'll IN 'I, R.S, C, 0 M PLIONEt 206 Sr., , -r L Wf sFEtwcts3x 9 9 1 2 1 U" 1, A T.- k x 2 0 6 - 6 2 2 - 0 4 2 2 Name: Earth Solutions NW LLC ©ate: h � It 7 I IT CALCULATION SHEET Project Number: Project Name: -Te- I I< i \� ;;- I I (plec x> —N � \-T� v Earth Solutions NW LLC ALCULAT1oN SHEET L 4 �A t- CDN C'.) i I C-> IV Name: L Date., 7- Project Number: ti . a Project Name: ,, , 7 �J I il r �� el mac- � `c`-I )1)