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11-102454_ Ailing,- Single Family City of Federal Way • /� Community Development Services Permit #: 11-4 02454-OOi-S F P.O. Box 9718 n Federal Way, WA 96'J63-9718' Ins ection Re uest Line: 253 836-3050 Ph: (253) 835-2607 Fax: (253) 835-2609Lt: p q Project Name:Z TIN a S4Yb 61olJ Project Address: WSW 300TH PL Parcel Number: 012103.9 Project Description: NEW - Construction of a new 3279 sqft, 2 -story residence, with a 70 sqft covered porch, a 537 sqft attached garage, and a 1133sqft deck; includes plumbing and mechanical. ***3 bedrooms; Proposed selling price: 5-350000 r Y Owner Applicant Contractor Lender MICHAEL J & PAMELA M BRYCE SALZMAN WATERS & WOOD V - B MARTIN WATERS & WOOD INC INCORPORATED 70 2800 SW 300TH PL 3040 B ST NW SUITE 7 WATERWI088RM (7/16/13) Residence (1 or 2 FEDERAL WAY WA 98003-5205 AUBURN WA 98001 3040 "B" ST NW SUITE 7 tg„�� g,Wfi.•. ,vim. � �. . Bathtubs ......................................... 1 Dishwashers................................... 1 Drains............................................. AUBURN WA 98001 .......... Laundry Washer Outlets ................ 1 Lavatories...................... .. Sinks 21f Water Closets.............. Census Category: 101 - New Single Family House Includes: #1 #2 #3 #4 Occupancy Class: R-3 Construction Type: Type V - B Occupancy Load: V - B Floor Areas . ft.) 3,349 1 0 0 1 0 New/ Additional Sq. Feet - 1 st Floor....................2035 ._..... 0 New /. Additional Sq. Feet - 3rd Floor....................0 .... 3349 New / Additional Sq. Feet - Basement...................1244 No Occupancy 41 -Construction Type ........................Type V - B New / Additional Sq. Feet - Garage.......................537 1 Gas Pipe Outlets............................. Occupancy # I - Class.............................................R-3 70 Plumbing to be Included?.......................................Yes 5019 Occupancy # I - Use ............................................... Residence (1 or 2 �� family) New /Additional Sq. Feet - 2nd Floor.... _ ._..... 0 Occupancy # 1 - Area (Sq. Feet) .................. ....... .... 3349 Basic Plan?......................................................... No New / Additional Sq. Feet - Deck.; ........ ........ 1133 Mechanical to be Included?....................................Yes 1 Gas Pipe Outlets............................. New / Additional Sq. Feet - Other .......................... 70 New / Additional Sq. Feet - Total .......................... 5019 Zoning Designation................................................RS 15.0 a �-a ':k ,A aE 4 rj;` 5m,, '� u3' r� R 0'fires i ;sc,. x NNW, >- . e . N.. .l g z , __ s 3.0,) ,. �r'' '* , . _ , tux . Ducting ........................................... 1 Fans................................................ 7 Fireplace Inserts............................. 2 Furnaces ......................................... 1 Gas Piping ...................................... 1 Gas Pipe Outlets............................. 6 Hot Water Tanks ............................ 1 f es 4 R �� - .. ... , , rd£'ri,�' P ' m. ' N 3�; i3. tg„�� g,Wfi.•. ,vim. � �. . Bathtubs ......................................... 1 Dishwashers................................... 1 Drains............................................. 1 .......... Laundry Washer Outlets ................ 1 Lavatories...................... .. Sinks 21f Water Closets.............. 6 Showers.......................................... Hose Bibbs 3 3 ........................................./........—.. ....j��.�. �4 ......... I ...... ................ ... dp�,v,_'Je�7,-LONDITIONS:(,, (27 4 1. An approved automatic fire sprinkler system is required. No fra ng ffinsJ(e2nTu0ntil the sprinkler system is installed and approved. 2. All earthwork must be completed during "dry” season - April 30 -October 1, unless otherwise approved by the Public Works Department. All exposed soils shall be thoroughly stabilized by October 1. All seeding shall occur no later than September 23 to allow adequate time for grass to establish prior to wet season. 3. All new pavement and roof downspouts must be connected to existing conveyance system. I 4. Retaining'walls abd/or rockeries adjacent'to the western p'ropertyv line�re limited to6-feet in height' meMared,finished grade at ba wall to top of wall p. . i PERMIT EXPIRES Sunday, February 5, 2012 Permit Issued on Tuesday, August 9, 2011 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington -- ity of Federal Way. Owner or agent-.. -'-� Date:%qI�4�/ City of Federal Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed bye staff. Tenant Name: MARTIN Address: 2804 SW 300TH PL Permit #: 11 -102454 -00 -SF Includes: #1 #2 #3 #4 Occupancy Class: R-3 Construction Type: Type V - B Occupancy Load: Floor Area (sq. ft.) 1 3,349 1 0 1 0 1 0 Owner Name: MICHAEL J & PAMELA M MARTIN MICHAEL J & PAMELA M MARTIN Owner Name: Owner Address: 2800 SW 300TH PL FEDERAL WAY WA 98003-5205 Building Official Date The priority, focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most Beverly affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner / occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and / or occupant of the premises. THIS CARD IS TMAIN ON-SITE CITYfUF �I�N��.. , • Federal a Construction In ection Record INSPECTION REQU TS: (253) 835-3050 PERMIT #: 11 -102454 -00 -SF Address: 2804 SW 300TH PL Project: MICHAEL J & PAMELA M MARTIN FEDERAL WAY, WA 98023 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. SWM Precon Site Mtg (4400) E] Initial Erosion Control (4365)Footings/Setback (4110) Approved To be done prior to breaking ground Approved to place concrete By C Date 1/14(f By eS Date f116 By Date Foundation Wall (4115) Approved to place concrete By '.7c— Date Slab/Concrete Floor (4255) Approved to place concrete By Date rl Shear Walls. (4245) Approved to install siding I; Date Drainage/Downspout (4040) Plumbing Groundwork (4190) Approved to backfill Approved to cover By Date /� � �� By Date 8.0257 1� El Underfloor Framing (4285) Approved to sheath floor By ` Datej -- Roof Sheathing (4220) �,AAppproved to install roofing By J�r/ Date C N 7 41 Floor Sheathing (4105) Approved to install flooring By Date E Rough Plumbing (4230) .Approved By i6 Date _A!5 --/y Mechanical Rough -in (4165) E] Gas Piping (4125) E:] Fire/Draft Stops (4095) Approved Approved to release test 1pprovcd By Date 12 By: Date _2 k I I By 14?jC Date Interim Erosion Control (4370) Approved By me Date /2 Prior to scheduling a Framing inspection; Electrical, Plumbing & Mechanical Rough -in and Fire/Draft Stop inspections must be signed -off and approved. IBC 109.3.4 Framing (4120) Approved to insulate BY �LF Date 2-Z'. JZ, ❑ Rough Electrical Final Electrical Right of Way Approved Approved Approved By Date By Date By Date Insulation (4150) Gypsum Wallboard Nailing (4130) Final Erosion Control (4375) Approved to install wallboard Approved to install mud & tape Approved By FL Date -- �Z By fif Date3 —,I �, 2 By Date E] Final - Mechanical (4065) Final - Plumbing (4075) E] Final - Building (4050) Approved Approved Approved By Date C, By Date B � DateL--r0__( ❑ Rough Electrical Final Electrical Right of Way Approved Approved Approved By Date By Date By Date Viag, a %�'�� /p �'�,a f��i�,v�,vt.l✓�'u .9-� �,s/Ace - %� iG l <i ,tet Gi„v ries -G 4�, -4L / f Jason Engineering & Consulting _-_- Business, Inc. Waters and Wood 3040 B Street, Suite 7 Auburn, WA 98001 Geotechnical Engineering Rev Date: 10-07-2011 Retaining Structures Project: Martin Residence, 2800 SW Project Management/ Inspection 300th Place, Federal Way Pavement Design & Analysis File #: 11001-044 Attn: Bryce Salzman Re: Martin Residence, 2800 SW 300th Place, Federal Way JECB engineer spoke with the contractors representative (Don Wilde) regarding the rockery near the garage wall. Don explained the rockery would be 6 feet in height and they would like to put another small rockery above it. Typical Federal Way regulation requires a 1:1 slope in that the upper rockery must be at least 6 feet from the lower rockery. The contractor would like to place the upper rockery at 3 feet from the lower rockery rather than 6. Don also explained that the cut for the lower rockery was undisturbed soil and standing vertical during the construction of the lower rockery. These factors would indicate competent soils. It is our understanding that the upper rockery is intended to be 3 feet or less which may be considered landscape rather than a retaining structure. We visited the site observe the construction of the rockery. The rockery appears to be well constructed. It is our opinion- an upper rockery of 3 feet, placed 3 feet from the lower rockery is acceptable. If you have any questions please call us at (206) 7864 Respectfully, JASOX'f'f G Jason L.C. Bell, P.E. Plildsident VS . 4 JV 37343 above items, the procedures used, or if we can be of any further assistance INC Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 1 of 1 PO Box 181 Auburn WA. 98071 PLUMBING FIXTURES Indicate how many of each type offurture to be installed or relocated as part of this project. Do not include existing, es to remain. BATHTUBS (or T1ib/Shower combo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS_ SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS Z SINKS (mchen/Umi-A HOSE BIBBS SUMPS t WASHING MACHINES TOTAL rias URES GENERAL INFORMATION CRITICAL AREAE ON PROPERTY? WATER PURVEYOR FIXTURES VALUE Or 11MBCB4NICAL WORN $ (a of bid or estimate must beprovided) Indicate how many of each tWe of a to be installed or rgWe&ed as part of this pro'ect. Do not include exis ' fixtures to remain. AIR HANDLING UNITS ` F __Ig_ GAS PIPE OUTLETS OTHER (Describe) AIR CONDITIONER z. FIREPLACE INSERTS D BOILERS Additional Information FURNACES �_ HOT WATER TANKS (Gai) COMPRESSORS COVERED ENTRY GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES PLUMBING FIXTURES Indicate how many of each type offurture to be installed or relocated as part of this project. Do not include existing, es to remain. BATHTUBS (or T1ib/Shower combo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS_ SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS Z SINKS (mchen/Umi-A HOSE BIBBS SUMPS t WASHING MACHINES TOTAL rias URES GENERAL INFORMATION CRITICAL AREAE ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF E%EnUG DEPROVERKWIT8 y 6 5at vAna wo.+tr Lm.y t. +} Av e," $ -75-000 Zzu" NG/PREVIOUS USE LOT SIZE On Square Feet) ISMO FIRE SPPJMfMlER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? 6 4 n t l ;xm < < N -! -1-157 0 ❑ Yes m -No des ❑ No RESIDENTIAL NEW OR ADDITION eet Occupancy Group(s) AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT `,Z, o o 1244 FIRST FLOOR (or Mobile Home) 3 2, r 2.035 Area urea Feet Occu Ciro in sqTONAL Construction TypeStories SECOND FLOOR Additional Information DuummG COVERED ENTRY TENANT AREA ONLY DECK 4k 0 { 1 3 3 GARAGE ❑ CARPORT ❑ '6' 517 OTHER (describe) _01 0• Area Totals 2,$ p l q "ASW ao#m ONLY" ESTIMATED SELLING PRICE $ SO 000 # OF BEDROOMS COMMERCIALEW/ADDITION AREA DESCRIPTION eet Occupancy Group(s) Stories Additional Information NEw Bo>zmm ADDITION COMMERCIAL - REM NANT IMPROVEMENTS AREA DESCRIPTION Area urea Feet Occu Ciro in sqTONAL Construction TypeStories Additional Information DuummG TENANT AREA ONLY PROJECT AREA -ONLY Bulletin #100 —January 1, 2011 Page 2 of 3 k:\Iiandouts\Permit Application t Jason Geotechnical Engineer Rev Date: 07-19-2011 fA Engineering & Retaining Walls / Pavement Design Project Martin Residence, 2800 0 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-026 Waters and Wood 3040 B Street, Suite 7 Auburn, WA 98001 Attn. Bryce Salzman FILE Re: Martin Residence, 2800 SW 300& Place, Federal Way Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have reviewed the building plans for site suitability. The proposed building and foundation design are acceptable for the site, If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. INC 11.10%454 RESUBMITTED JUL 2 5 2011 CITY OF FEDERAL WAY CDS Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 1 of 1 PO Box 181 Auburn WA. 98071 r7` Z ALI 0 Jason Engineering & Consulting Business, Inc. Waters and Wood 3040 B Street, Suite 7 Auburn, WA 98001 Geotechnical Engineering Retaining Structures Project Management/ Inspection Pavement Design & Analysis Attn: Bryce Salzman Re: Martin Residence, 2800 SW 300th Place, Federal Way • Rev Date: 03-15-2011 Project Martin Residence, 2800 SW 300th Place, Federal Way File #:11001-002 The existing house will be demolished. The proposed new house will be constructed approximately 10 feet landward of the existing location on the uphill side of the structure and between the newer residential home built at 2804 300th Place (SEPA MDNS File#06-100651-00 5E). The construction will consist of retaining walls along the driveway and the foundation for attached garage shall be designed as a retaining structure. The retaining walls are expected to be zero to 8 feet in height and create a more stable slope that the existing arrangement Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2, 2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at 2800 SW 300th Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) should still be considered relevant Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering dated October 10, 2005, January 27, 2006, and March 15,2006- We reviewed letters from the City of Federal Way dated May 11, 2010 and January 27, 2011 regarding the application process. We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope. However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion hazard of the site. If you have any quer please call us at (206) :mss■� �•*�'�. P.E. the procedures used, or if we can be of any further assistance INC PO Box 181 Auburn WA. 98071I Page 1 of 2 Phone: 206-786-8645 Fax 253-833-7316 Email• Jason®jasonengineer.com mr7AU L ALE • Jason Engineering & Consulting Business, Inc. Waters and Wood 3040 B Street, Suite 7 Auburn, WA 98001 Geotechnical Engineering Retaining Structures Project Management/ Inspection Pavement Design & Analysis Atte Bryce Salzman Re: Martin Residence, 2800 SW 300th Place, Federal Way • Rev Date: 03-15-2011 Project: Martin Residence, 2800 SW 3001h Place, Federal Way File #:11001-002 The existing house will be demolished The proposed new house will be constructed approximately 10 feet landward of the existing location on the uphill side of the structure and between the newer residential home built at 2804 300th Place (SEPA MDNS File#06-1006514)0-SE). The construction will consist of retaining walls along the driveway and the foundation for attached garage shall be designed as a retaining structure. The retaining walls are expected to be zero to 8 feet in height and create a more stable slope that the existing arrangement. Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2, 2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at 2800 SW 300th Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) should still be considered relevant Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering dated October 10, 2005, January 27, 2006, and March 15, 2006. We reviewed letters from the City of Federal Way dated May 11, 2010 and January 27, 2011 regarding the application process. We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope. However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion hazard of the site. If you have any queE please call us at (206) P.E. s 1%ins, the procedures used, or if we can be of any further assistance INC PO Box 181 Auburn WA. 98071I Page 1 of 2 Phone: 206-786-8645 Fax 253-833-7316 Email• Jason@jasonengineer.com ' Jason Geotechnical Engineeo Rev Date: 07-19-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-026 Waters and Wood 3040 B Street, Suite 7 F Auburn, WA 98001 Attn. Bryce Salzman Re: Martin Residence, 28M SW 300& Place, Federal Way Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have reviewed the building plans for site suitability. The proposed building and foundation design are acceptable for the site. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. Rua.,a.tf.,lh. INC 1 1.10 %46 4 RESUBMITTED JUL 2 5 2011 CITY OF FEDERAL WAY CDS Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com( Page 1 of I PO Box 181 Auburn WA. 98071 '�• t Jason • Geotechnical Engine& Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Proms t Martin Residence, 2800 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-025 Waters and Wood 3040 B Street, Suite 7 Auburn, WA 98001 Attn: Bryce Salzman Re: Martin Residence, 2800 SW 300th Place, Federal Way FILE Per your request, Jason Engineering has provided a report regarding the project located at 2800 SW 300th Place in Federal Way. The proposed residential structure (2800 house) is between the slope and the newer residential home built at 2804 300th Place (SEPA MDNS File#06-100651-00-SE). The construction will include retaining walls along the driveway and an attached garage. The retaining walls are expected to be zero to 10 feet in height and create a more stable slope than the existing arrangement. Based on our site visit, related literature (Geology and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2, 2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at 2800 SW 300th Place. Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2, 2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at 2800 SW 3001b Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) are considered relevant. Relevant portions of the previous reports have been updated and included in this report:. Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering dated October 10, 2005, January 27, 2006, and March 15, 2006. We reviewed letters from the City of Federal Way dated May 11, 2010 and January 27, 2011 regarding the application process. We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope. However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion hazard of the site. We have reviewed the building plans for site suitability. The proposed building and foundation design are acceptable for the site. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. Respectfully, JASON� /.BeJason . SAV BUSINESS, INc 37343 RL RESUBMITTED JUL 2 5 201 CITY OF FEDERAL WAY CDS Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 1 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Table of Contents Tableof Contents.......................................................................................................................................................................2 InvestigationInformation.........................................................................................................................................................3 SiteInformation.........................................................................................................................................................................4 Foundation Discussion & Recommendations..........................................................................................................................6 Retainingwalls.......................................................................................................................................................................... 9 ConstructionConsiderations..................................................................................................................................................10 Conclusion...............................................................................................................................................................................12 AppendixI: Figures.................................................................................................................................................................13 Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 2 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Investigation Information Introduction This report presents the results of a soils exploration and foundation analysis for the proposed new construction located at 2800 SW 30011, Place, Federal Way. The exploration and analysis determines the various soil profile components, the engineering characteristics of the foundation materials and provides criteria for the design engineers and architects to prepare or verify the suitability of the foundation design. This report was requested by Don Wilde of Waters and Woods. Scope: The scope of this geotechnical report and analysis included; a review of geological maps of the area, review of geologic and related literature, a reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of the foundation materials to provide allowable bearing capacity, estimates of settlement, subgrade modulus, lateral earth pressure design values, geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria, suitability of on-site soils as structural fill, drainage and erosion control measures, as well as an evaluation of landslide and erosion hazards at the site per the Critical Areas regulations. We were not requested to provide an Environmental Site Assessment for this property. Any comments concerning onsite conditions and/or observations, including soil appearances and odors, are provided as general information. Information in this report is not intended to describe, quantify or evaluate any environmental concern or situation. General: The exploration and analysis of the foundation conditions reported herein are considered sufficient in detail and scope to form a reasonable basis for the foundation design. Any revision in the plans for the proposed structure from those enumerated in this report should be brought to the attention of the soils engineer so that he may determine if changes in the foundation recommendations are required. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of the soils engineer. The types of foundation materials encountered in the test borings have been visually classified and described in detail on the logs provided in the Appendix. The results of the moisture contents and other laboratory tests are presented on the logs. It is recommended that the logs not to be used for estimating quantities due to highly interpretive results. The soils engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been promulgated after being prepared according to generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. This investigative report has been prepared for the exclusive use of Don Wilde of Waters and Wood and retained design consultants thereof. Findings and recommendations within this report are for specific application to the proposed project. All recommendations are in accordance with generally accepted soils and foundation engineering practices. The field exploration was performed to determine the engineering characteristics of the foundation materials. It included a reconnaissance of the project site, excavating the test borings. Waters and Wood supplied a site plan to locate the proposed building orientation. The test borings were located by the field technician by means of normal taping and pacing procedures and are presumed to be accurate to within a few feet. After completion, the borings were backfilled with excavated soils and the site cleaned and leveled as required. Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 3 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Site Information Project Description The purpose of this section is to enumerate details of the proposed structure. The following information was provided by Waters and Wood. The building will be a two story wood framed single family residence. A mat foundation slab is scheduled. Differential settlements are limited to �Y4 inch. Description of Foundation Materials: The previous geotechnical report describes the native material as; 5 to 15 feet of colluvial clayey soil, variably thick sections of very stiff, highly plastic, blue clay with thin lenses of silt and fine sand layers of varying from 3 to 9 feet thick with silt and clay up to 45 percent by weight. The soils are generally layered below a depth of about 12 feet. The layers appear to be sub horizontal or with a slight dip to the west. Firm bearing soils of stiff to very stiff clay or dense to very dense sane were found generally below 10 to 15 feet below present grade. The allowable bearing capacity of the soil below 10 feet are estimated at about 1,500 psf and below 15 feet at about 3,000 psf, Subsurface condition have been evaluated by a traverse of the site and the bring of two auger borings to depths of 41.5 and 31.5 feet. The USGS map indicates the site is mantled with Quaternary -age Salmon Springs Formation, Qss. This formation is underlain by a glacio-lacustrine sand and clay and overlain by recessional outwash glacial drift. The Salmon Springs Formation is composed of coarse sand and gravel with thin layers of clay and silt. The formation is in excess of 100 feet thick, the formation has been eroded to a wedge shaped outcrop on the site, We performed borings on the site and found similar material during our investigations and are in general agreement with the description of the previous geotechnical report. Geoseismic Setting. Foundation soils on this site are designated a Site Class C to D, from Table 1615.1.1 per the 2009 International Building Code (I.B.C.). All building structures on this project should be designed per Code Requirements for such a seismic classification. These types of soils have a shear wave velocity in the range of 1,000 to 2,000 ft/sec. The undrained shear strength is typically about 1,500 psf with blow counts in the range of 15-50 blows per foot. The following may be used for the seismic coefficients. Design Response Spectrum 90.00- 80.00- 70.00- 60.00- 50.00- 40.00 0.0080.0070.0080.0050.0040.00 30.00 20.00-- 10.00-- & 0.0010.00& 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Period, T Period, T Sa Sds Sms 0 0.00 33.33 To 0.09 83.33 83.33 125.00 Ts 0.45 83.33 83.33 125.00 1 1.00 37.33 2 1 2.00 18.67 • Sds and Sms values given at max acceleration • Sm1 = 52, Sd1= 37.4 Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 4 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Pr2ject: Martin Residence, 2800 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 EXPLANATION ■ Site class F Requires invesfiPtion she -specific ■ -------- SiteclassE Site class D to E g ElSite class D F -1O Site class C to D W L 8 Site class C . Site class B to C .a ■ Site class B A Liquefaction Potential. Liquefaction is when saturated, cohesionless soils are temporarily turned in to a liquid state usually from a seismic event. If ground motion lasts for extended amounts of time, the grain to grain contact shifts and the grain structure can collapse. If the water within the soil cannot flow easily between the grain and out of a collapsing area, the water pressure increases. When pore pressures build up within the soil and exceed the effective contact pressure of the soil, the water can push the soil particles apart. When the particles lose contact with each other, the soil mass can behave like a liquid. If pore pressures are great enough, water may discharge out of the ground like a geyser leaving characteristic signs, such as sand boils. Liquefaction is generally related to; soil characteristics, water table depths and the degree of seismic activity. The results are lower bearing capacities, increased settlement issues, landslides, and lateral spreading to name a few things. Liquefaction potential for this site is provided within the boundaries of the site. Seismic events which affect land masses on a greater scale are beyond the scope of this report. EXPLANATION ■ Liquefaction susceptibility: HIGH ■ Liquefaction susceptibility: MODERATE to HIGH Liquefaction susceptibility: MODERATE Liquefaction susceptibility: LOW to MODERATE ® Liquefaction susceptibility: LOW ■ Liquefaction susceptibility: VERY LOW to LOW ■ Liquefaction susceptibility: VERY LOW In our review we tound no evidence of liquefaction of the soils in the immediate area from the 1949, 1965 and 2001 earthquakes. The site is located within the category II region of the Poverty Bay quadrangle liquefaction susceptibility map (GM -43) which has a LOW to MODERATE susceptibility rating for liquefaction. It includes Holocene lacustrine and mass wasting deposits and lat Pleistocene sandy glacio-lacustrine sediments. Additional information on the site has been reviewed on Liquefaction Susceptibility Map provided by the Department of Natural Resources which rates the site as having a LOW to MODERATE susceptibility to liquefaction. Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@iasonengineering.com Page 5 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Foundation Discussion & Recommendations General Notes: Various foundation types have been considered for the support of the proposed building structure. Two requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate bearing capacity of the foundation soils to maintain stability; and secondly, the differential settlement must not exceed an amount that will produce adverse behavior of the superstructure. The allowable settlement is usually exceeded before bearing capacity considerations become important; thus, the allowable bearing pressure is normally controlled by settlement considerations. Considering the subsurface conditions and the proposed construction, it is recommended that the structure be founded upon a conventional spread and continuous wall footing foundations. Pin piles were considered on the west side due to pressures of the slope. Settlements should not exceed tolerable limits if the following design and construction recommendations are observed. Foundation Design Recommendations: 'On the basis of the data obtained from the site and the information provided by previous geotechnical reports, we recommend that the following guidelines be used for the net allowable soils bearing capacity of 1,500 psf. All footings are to be excavated to native undisturbed soils. Footings are required to be a minimum of 18 inches below grade for freeze thaw purposes. After excavation, compact any loose surface soils. These soils shall be confirmed for bearing capacity and verified by the soils engineer after excavation. Confirm compaction of the native soils and that all soft spots have been removed and replaced with suitable fill material and compacted to least 95% of the maximum dry density as determined by ASTM D-1557. The footings should be proportioned to meet the stated bearing capacity and/or the current minimum requirements of the International Building Code. Total settlement should be limited to 1 inch total with differential settlement of 3/a inch. Any excessively loose or soft spots or areas that do not meet the compaction requirements that are encountered in the footing subgrade will require over -excavation and backfilling with at least 1 foot of structural fill. In order to minimize the effects of any slight differential movement that may occur due to variations in the characters of the supporting soils and any variations in seasonal moisture contents, it is recommended that all continuous footings be suitably reinforced to make them as rigid as possible. Blow count (N value) Relative bearing capacity (lbs per SF) 3 303 5 506 6 607 10 1012 15 1518 20 2024 25 2530 30 3036 Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 6 of 17 PO Box 181 Auburn WA. 98071 • Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management _ g SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Blow count information was used to estimate bearing capacity based on the formula (q,allow (lbs/sq.ft) =0.11*N*Cn) where N=blow counts, Cn is the overburden correction factor. We used Cn = 0.46 which relates to 5 feet of overburden These equations are typically used for footings with less than 5 foot of backfill around them, so the corrections factors have not been studied for greater than 5 feet. Below is a table of estimated bearing capacity based on the blow count information. As shown in the attached soil logs, the bearing capacity at 15 feet is more than sufficient for the proposed retaining wall. Pin piles will not be necessary for downward bearing. They may however, be useful in sliding. The soil behind the wall proposed wall area is mainly a silty sand. Because high moisture was noted during the exploration, sufficient drainage will be very important. Based on the soils found in the area of the wall and approximate unit weight of 120 PCF and phi angle of 25 degrees, the following parameters (Table 1) may be used for design purposes. Earth Pressure Coefficients Active, Ka: 0.406 At Rest, Ko: 0.577 Passive, KP: 2.464 Earth Pressure Active: 49 lbs./ ft3 At Rest: 69 lbs./ft3 Passive: 296 lbs./ft3 Coefficient of Friction: 0.40 Table 1 Alternate soil materials may be used for backfill behind the wall that will provide a variety of earth pressure values for design. Higher phi angle materials result in higher passive pressure but lower active pressures. For instance, WSDOT base course (1-1/4" crushed rock) with a unit weight of 135 PCF and a phi angle of 35 degrees will provide values as shown in Table 2. Earth Pressure Coefficients Active, Ka: 0.271 At Rest, Ko: 0.426 Passive, KP: 3.690 Earth Pressure Active: 37 lbs./ft3 At Rest: 58 lbs./ft3 Passive: 498 lbs. /ft3 Coefficient of Friction: 0.40 Table 2 A mat (floating) slab may be used to spread the footing load over the foundation soils. Blow count information indicates native bearing capacities around 500 psf. Bearing soils may be built up to achieve the required bearing capacity of 1,000 psf by over excavation of the native material. Remove and replace the native material with compacted crushed rock (1-1/4" base course or 5/8" top course). During excavation for the foundation, we should be on site to verify bearing soils. The maximum anticipated over -excavation is 2 feet, however adequate bearing may be found at shallower depths. Structural Fill. Structural fill should consist of a 3 inch minus select, clean, granular soil with no more than 5% fines (4200). Suitable structural fill should consist of material that meets one of the following specifications, WSDOT Section 9-03.10 Aggregate for Gravel Base, WSDOT Section 9-03.14(1) Gravel Borrow, WSDOT Section 9-03.14(2) Select Borrow, Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@iasonengineering.com Page 7 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 WSDOT Section 9-03.9(3) Crushed Surfacing (Base Course Specs), WSDOT Section 9-03.9(3) Crushed Surfacing (Top Course Specs), APWA Class A Pit Run, or APWA class B Pit Run. Material that does not meet one of the specifications should be submitted with sieve analysis results for approval prior to placement. The fill should be placed in lifts not to exceed 12 inches in loose thickness. Each layer of structural fill should be compacted to a minimum density of 95% of the maximum dry density as determined by ASTM designation D-1557. For structural fill below footings, the area of the compacted backfill must extend outside the perimeter of the foundation for a distance at least equal to the thickness of the fill between the bottom of the foundation and the underlying soils. If it is elected to utilize a compacted backfill for the support of foundations, the subgrade preparation and the placing of the backfill should be monitored continuously by a qualified engineer or his representative so that the work is performed according to these recommendations. The use of on-site soils as structural fill is not acceptable. Groundwater Control. Groundwater was encountered at a depth of 7 feet beneath the existing grade at the time the field exploration was conducted by previous geotechnical consultants. Suring our investigations we also found groundwater to be present. Groundwater will likely be present during the winter months. It is recommended that runoff caused by wet weather be directed away from all open excavations. The on-site soils can be expected to become soft and pump if subjected to excessive traffic after becoming wet during periods of bad weather. This can be avoided by constructing temporary or permanent driveway sections should wet weather be forecast. Retaining walls should contain at least 12 inches of free draining material behind the wall as well as a 6 inch perforated drainpipe at the bottom of the wall to alleviate any pressure buildup. Connect the drainpipe to the approved storm drainage system. From a previous report; The salmon Springs Formation is a prolific aquifer in parts of the Tacoma area and this site does display these characteristics with a perched water level at a depth of 7 feet. The separate layers of lacustrine clay tend to separate the potentially water bearing layers of sand within the Salmon Springs Formation. The site has year round seepage from the slopes above the existing residence. This water is collected by drains and conducted to the shoreline. Seepage is also found along the shoreline from the upslope area. The surface seepage zones located within the building site must be collected and discharged through the existing drainage system in order to minimize soil erosion and maintain slope stability. Slope Impact Analysis& Recommendations: On-site care should be taken during construction to make sure that runoff caused by wet weather is directed away from all open excavations. The garage wall shall be designed by the structural engineer as a retaining wall to maintain the adjacent steep slope. From a previous report; The site reconnaissance did not reveal any slide masses or scars. It is our opinion that steep shoreline slopes have sloughed most of the disturbed soils and the remnants have been washed away by wave action, The upper slopes do not show any evidence of slope disturbance or movement. Slopes adjacent to the proposed structures exhibit a slope gradient of about 20 degrees or about a 36 percent gradient. The bluff fronting the shoreline and the slope adjacent to the driveway along the south side of Parcel B exhibits a gradient of 30 to 50 percent. The steeper gradients are along the shoreline. The height of the bluff is about 60 feet and the lower slopes are from 20 to 25 feet in height. Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 8 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/ AASHTO Inspection &Testing File #: 11001-025 Two slopes have been analyzed to determine the environmentally critical area determination. The Profile C -C is located on the north end of the shoreline bluff and trends in a east -west direction. The Profile D -D is located on the northeast southwest trend starting at the corner of the proposed residence. The C -C profile represents the steep slope that may be considered unstable while the D -D profile represents the lower more stable slopes. The factors of safety (SF) against slope failure tend to verify these opinions. The steep slope profile, C -C is far from the proposed structures. It displays low factors of safety, In the undrained state the likely SF is 0.79 no considering cohesion. Because the slope is standing with no apparent distress, we have added cohesion in order to attain an SF of about 1.0. Significant amount of work would be required to bring this slope to a 1.5 SF. This effort is not required to minimize risk to the proposed development. We reviewed the slope stability analyses and are in agreement with the conclusions made by the previous geotechnical engineer. The total vertical elevations difference of the bluff is 30 feet. The required setback is H/3, or 10 feet per IRC R403.1.7.2 and R403.1.7.4. The setback from house is 14 feet and therefore acceptable. The deck is within the 14 foot setback and shall be founded on pin piles driven to at least 15 feet and therefore in compliance with the IRC R403.1.7.2 and R403.1.7.4. Retaining walls The east slope shall be retained by the garage wall foundation. The wall is scheduled to be to a concrete wall designed by the structural engineer. Rockeries 1. Rockery Construction is a craft and depends largely on the skill and experience of the builder. A rock wall is a protective system which helps to retard the weathering and erosion process acting on an exposed cut or fill soil face. While by its nature, it will provide some undetermined degree of "mass' or "gravity' retention. It is not typically a designed or engineered system in the sense of a reinforced concrete retaining wall would be. The degree of retention is dependent of the size of the rock used (mass or weight), and the height of the wall being constructed. The larger the rock, the more competent the wall. All rockeries over 4 feet in height should be constructed on the basis of wall mass, not square footage of face, and should be subject to engineering "design' by a licensed professional engineer. 2. The ultimate responsibility for rock wall construction should remain with the rock wall builder. Workmanship should be guaranteed by the builder and all materials should be guaranteed by the supplying quarry for a period of 6 years from the date of completed erection, provided no modification or changes in the existing conditions are made. 3. Rockeries are best suited to cut slopes and are not recommended in fill areas. Special "design' conditions which require consultation and/or advice from a suitably qualified geotechnical engineer are rock walls: protecting thick fill areas, with steep sloping surfaces above or below them, with multiple steps or stages, with foundation or other surcharge loads affecting them, protecting sandy or gravelly soils subject to raveling, with seepage or wet conditions, or that are greater than 4 feet in free standing height. 4. Rockeries should be battered no steeper than 1(H):6(V). 5. The maximum backfill slope above and behind a rockery should be 2(H):1(V). Cover the slope as soon as practically possible with vegetation to help reduce the potential erosion by surface water flow. 6. The minimum thickness of the drainage layer behind a rockery should be 12 inches of 2 to 4 inch spalls or other material approved by the geotechnical engineer. 7. Rockeries greater than 8 feet in height should be installed under periodic or full time observation of the geotechnical engineer. 8. Rocks should be placed to gradually decrease in size with increasing wall heights in accordance with geotechnical engineers recommendations. 9. Minimum width of keyway excavation should be equal to the thickness of the basal rock plus the thickness of the drainage layer. Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 9 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 10. The long dimension of the rock should extend back towards the cut face to provide maximum stability. Rocks should be stacked to avoid continuous joint planes in vertical or lateral directions wherever possible. Whenever possible, rocks should bear on two or more rocks below it, with good flat to flat contact. 11. The drainage pipe should be 6 inches in diameter, perforated or slotted, rigid pipe. The pipe should be placed to allow water to flow with a positive gradient. The discharge point should be placed away from the wall a distance at least equal to the height of the wall. 12. All fills should be placed in lifts not to exceed 10 inches in loose thickness and compacted to 95% of maximum density as determined by ASTM D1557. On site rockeries shall be designed per WSDOT specifications and guidelines. Wall heights may vary on the site. Rockeries shall conform to the following guidelines using the prescribed base rock for the required height of wall. Base rocks shall be buried a minimum of 1 foot for stability. Given Height (H) (feet) WSDOT Rockery Wall Dimensions Base (B) Min Rock (feet) size (man) Top (T) (feet) Min Rock size (man) 6 3 3 2 2 8 4 4 2 2 10 5 4 2 2 12 6 5 2 2 WSDOT Specs, Section 9-13.71 Rock Rock Weight I Avg. Dimension (inches) size (man) min max average min max average 1 50 200 125 12 18 15 2 200 700 450 18 28 23 3 700 2,000 1,350 28 36 32 4 2,000 4,000 3,000 36 48 42 5 4,000 6,000 5,000 48 54 51 6 6,000 8,000 7,000 54 60 57 Construction Considerations Earthwork: Excessively organic top soils generally undergo high volume changes when subjected to toads. This is detrimental to the behavior of pavements, floor slabs, structural fills and foundations placed upon them. It is recommended that excessively organic top soils be stripped from these areas to depths of 6-12 inches and wasted or stockpiled for later use. Exact depths of stripping should be adjusted in the field to assure that the entire root zone is removed. It is recommended that the final exposed subgrade be inspected by a representative of the soils engineer. This inspection should verify that all organic material has been removed. Any soft spots or deflecting areas should be removed to sound bearing and replaced with structural fill. Once the existing soils are excavated to the design grade, proper control of the subgrade conditions (i.e., moisture content) and the placement & compaction of new fill (if required) should be maintained by a representative of the soils engineer. The recommendations for structural fill presented within this report, can be utilized to minimize the volume changes and differential settlements that are detrimental to the behavior of footings, and floor slabs. Enough density Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 10 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 3001h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 tests should be taken to monitor proper compaction. For structural fill beneath building structures one in-place density test per lift for every 1,000 ft2 is recommended. In parking and driveway areas this can be increased to two tests per lift for every 1,000 ft2. Excavation equipment may disturb the bearing soils and loose pockets can occur at bearing levels that were not disclosed by the test borings. For this reason, it is recommended that the bottoms of the excavations be compacted in- place by vibratory compactors. The upper 12 inches should be recompacted to achieve an in-place density of not less than 95% of the maximum dry density as determined by ASTM D-1557. Excavations: Shallow excavations required for construction of foundations that do not exceed four feet in depth may be constructed. Side slopes are likely to approach slough to a 1:1 ratio. For deep excavations, the soils present cannot be expected to remain in position. These materials can be expected to fail, and collapse into any excavation thereby undermining the upper soils materials. This is especially true when working at depths near the water table. Proper care must be taken to protect personnel and equipment. Care must be taken so that all excavations made for the foundations are properly backfilled with suitable material compacted according to the procedures outlined in this report. Before the backfill is placed, all water and loose debris should be removed from these excavations. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state and federal requirements. Floor Slab -On -Grade: Before the placing of concrete floors or pavements on the site, or before any floor supporting fill is placed, the organic, loose or obviously compressive materials must be removed. The subgrade should then be verified by the geotechnical engineer or his representative that all soft or deflecting areas have been removed. Areas of excessive yielding should be excavated and backfilled with structural fill. Any additional fill used to increase the elevation of the floor slab should meet the requirement for structural fill. Structural fill should be placed in layers of not more than 12 inches in thickness, at moisture contents at or above optimum, and compacted to a minimum density of 95% of the maximum dry density as determined by ASTM designation D-1557. A granular mat should be provided below the floor slabs. This should be a minimum of four inches in thickness and properly compacted. The mat should consist of sand or a sand and gravel mixture with non -plastic fines. All material should pass a 3/4 inch sieve and contain less than 10% passing the #200 sieve. Groundwater can be expected at shallower depths during the winter months. A moisture barrier, such as visqueen or plastic sheeting, should be placed beneath all floor slabs that are within a foot of the water table, as determined during excavation. Erosion Control (typical) 1. The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the owner/ESC supervisor until all construction is approved. 2. During the construction period, ESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g., additional sump pumps, relocation of ditches and silt fences, etc.). Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 11 of 17 PO Box 181 Auburn WA. 98071 Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management _ g SW 300h Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 3. The ESC facilities shall be inspected daily by the applicant/ESC supervisor and maintained to ensure continued proper functioning. Written records shall be kept of weekly reviews of the ESC facilities during the wet season (Oct. 1 to April 30) and of monthly reviews during the dry season (May 1 to Sept. 30). 4. Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved ESC methods (e.g., seeding, mulching, plastic covering, etc.). 5. Any area needing ESC measures not requiring immediate attention shall be addressed within fifteen (15) days. 6. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within forty- eight (48) hours following a storm event. 7. At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment -laden water into the downstream system. 8. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as wash pads, may be required to ensure that all paved areas are kept clean for the duration of the project. 9. Any permanent flow control facility used as a temporary settling basin shall be modified with the necessary erosion control measures and shall provide adequate storage capacity. If the facility is to function ultimately as an infiltration system, the temporary facility must be graded so that the bottom and sides are at least three feet above the final grade of the permanent facility. Conclusion Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have reviewed the building plans for site suitability. The proposed building, foundation design, retaining walls and rockeries are acceptable for the site. If significant changes are made in the character or location of the proposed structures, a consultation should be arranged to review them regarding the prevailing soil conditions. Then, it may be necessary to submit supplementary recommendations. It is recommended that the services of our firm be engaged to test and evaluate the soil conditions during the construction phase of the project. The design values and recommendations made herein are valid only insomuch as they are followed during the construction phase. Additionally, monitoring and testing during the construction phase needs be performed to verify the subgrade conditions and that suitable materials are used and that they are properly placed and compacted. Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 12 of 17 PO Box 181 Auburn WA. 98071 o5.01M sag ion NAORE OfS �, }9f owl TM i q a.,F�r 1i r £ i �V, l Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management _ g SW 3001t, Place, Federal Way Business, Inc. WABO/ AASHTO Inspection &Testing File #: 11001-025 Soil type, Boring 1, North Side garage area Boring ID: B-1, North side Method of Sample: Hollow stem auger Date of Excavation: 05-20-2011 Surface Elevation (ft): 60 Project Name: Martin Res Total depth (ft): 15 File #: 11001-017 Technician JECB Depth(ft): (feet) (meters) Profile USCS SPT (N) (blows/ft) Moisture % Sample Type Description 1 0.30 2 0.61 3 0.91 4 1.22 5 1.52 2,2,3 6 1.83 N=5 7 2.13 8 2.44 9 2.74 10 3.05 3,1,2 11 3.35 N=3 12 3.66 13 3.96 14 4.27 15 4.57 23,42,50 End Boring N=92 n/a n/a n/a land Topsoil Sandy silt (more silt than sand) Water noted about 9 feet Moist silty sand, estimated moisture of 12% (more sand than silt) 50 blow count for last 2 inches. Wet sand with silt some gravel Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 14 of 17 PO Box 181 Auburn WA. 98071 • Jason Geotechnical Engineering Rev Date: 07-20-2011 Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800 Consulting Construction Management SW 300th Place, Federal Way Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025 Soil type, Boring 2, South Side garage area Boring ID: B-2, South side Method of Sample: Hollow stem auger Date of Excavation: 05-20-2011 Surface Elevation (ft): 60 Project Name: Martin Res Total depth (ft): 15 File #: 11001-017 Technician JECB Depth(ft): (feet) (meters) Profile USCS SPT (N) (blows/ft) Moisture % Sample Type Description 1 0.30 2 0.61 3 0.91 4 1.22 5 1.52 4,2,4 6 1.83 N=6 7 2.13 8 2.44 9 2.74 10 3.05 5,4,5 11 3.35 N=9 12 3.66 13 3.96 14 4.27 15 4.57 22,25,46 End Boring N=71 n/a n/a n/a Topsoil Sandy silt (more silt than sand) Moist sand, estimated moisture of 8% (very little silt noted) Water noted about 12 feet 50 blow count for last 2 inches. Wet sand with some gravel Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason"asonengineering.comI Page 15 of 17 PO Box 181 Auburn WA. 98071 • ' RECEIVED FEB 0 9 200 CITY OF FEDERAL WAY BUILDING DEPT. GEOLOGY AND GEOTECI3NICAL ENGINEERING PERMIT #: 11 -102454 -00 -SF ADDRESS: 2800 SW 300th P PROJECT: New Single Family /vIAI�TI t� DATE: 6/21/11 INVESTIGATION, MARTIN RESIDENCE FEDERAL WAY, WASHINGTON for Dr. and Mrs. Michael Martin 2800 300th Place SW Federal Way, WA. 98003 by Engineering Geological Services 4538 Lake Washington Blvd. Kirkland, WA. 98033 and Lin & Associates, Inc. 19213 Kenlake Place NE Kenmore, WA. 98028 April 2, 2002 RECEIVE® JUN 21 2011 CITY OF FEDERAL WAY CDS TABLE OF CONTENTS 1. Introduction..................................................................... ............. 1 A. General ................ ...._........................... ............ . 1 B. Site Access................................................................ 2 C. Proposed Project..................................•..................... 2 D. Scope of Services....................................................... 3 II. Site Description and investigation ................................................ 3 A. Surface............................................................................ 4 B. Subsurface....................................................................... 4 JL At C. Groundwater.................................................... ..``:............. 5 D. Seismicity........................................................................ 5 E. Slope Stability.................................................................. 7 F. Environmentally Sensitive Areas Requirements .................. 9 III. Conclusions and Recommendations ............................................. 10 A. General............................................................................ 10 B. Earthwork.......................................................... I........ 10 C. Drainage........................................................................ 12 D. Construction During Wet Weather Conditions .............. 14 E. Guide Specifications........................................................ 14 F. Retaining Walls.............;.................................................... 14 G. Slab-on-Grade................................................................ 15 H. Conventional Foundations ................................................ is 1. Pile Foundations ....................... ............................... 15 J. Access Driveway......................................................... 17 IV. Construction Observation............................................................ 18 V. Report Preparation........................................................................ 18 FIGURES Figure 1 ........................................... vicinity Map Figure 2 ................................ I.......... Site Plan Figure 3 ........................................... Profiles Across Proposed Structures Figs 4 ........................................... Typical Footing Drain Detail Figure 5 .............................. :............ Typical Slab -on -Grade Detail TABLES Table i. ............................................. Re&dtt of Slope Stability Analyses Table 2. ............................................. Site Soil Parameters Table 3. ............................................. WSDOT Standard Specifications Table 4. ............................................. Retaining Wall Soil Parameters Table 5 ............................................. Pile Parameters APPENDICES Appendix A . .......................................................... Boring Logs and Laboratory Data Appendix B .......................................................... Slope Stability Data Sheets Appendix C ........................... . .............. ; ............ ARC Rockery Guidelines i"O-fa- 6ID Ri Mw io Rte, R2126k 3-2-s- z 0 • Geology and Geotechnical Engineering Investigation, Martin Residence, Federal Way, Washington L INTRODUCTION A. General This report presents the results of our geological and geotechnical investigation for the Dr. Michael Martin Residence located at 2800 SW 300th Place, Federal Way, Figure 1, Vicinity Map. The proposed development consists of the location of a detached garage and single family residence. This project is located adjacent to the Poverty Bay Park, currently undeveloped regional park. The Property consists of 2.85 acres in two parcels. Parcel A is undeveloped and is the subject of this geotechnical investigation. Parcel B has a single-family residence on the site which is accessed by a paved driveway from SW 300th Place. The purpose of this work is to evaluate the site for slope stability, foundation bearing characteristics, and ease of development. To attain these goals two borings were drilled and sampled on the east side of the property. Most of the proposed development will be held to the eastern 100 feet of parcel A There will also be a SEPA check list prepared for this development although that check list may not be required at this stage of development. The residential site is reported to be located in a conservancy environment based on the shoreline areas of high scenic value (Sec. 18-167. b.4) Federal Way City Code. The conservancy environment allows for development of sites if they follow certain requirements: i.e. The mini>nelm lot size must be 35,000 square feet, all lots to be served by public water, all lots are to be saved by an approved sewage disposal system, all lots to be served by paved streets, and all lots to have a minimum width of 100 feet. This proposed development will fulfill all of these criteria. In addition, the proposed structures will be located a minimum of 350 feet from the present shoreline. E'O" "g Geological Services, 4539 L" W-hi8g— Blvd, Kkkla14 Wa. 99033, 425 928 3162 MwW Residence„ R2126k 3-2..s • 0 This site is also within an area that has been defined as environmentally sensitive. The primary reason for this classification are the steep slopes. A subsequent section of this r A will-a�adress each of environmental parameters with in this classification. The following components must be evaluated: whether the subject property o Contains or is within 25 feet of a regulated slope, 1 o Contains or is within 100 feet of a wellhead, o Contains or is within 100 feet of the top of any bank of a major stream, o Contains or is within 50 feet of the top of any bank of a minor stream, o Contains or is within 25 feet of any regulated lake, and/or o Contains or is within 100 feet of the edge of any wetlands. The site contains steep slopes that are in excess of 30 percent and slopes that exceed 40 percent. These slopes are defined on Figure 2, Site Plan None of the other criteria apply to the site. B. Siete Access Access to the Martin Residence the main part of Federal Way can be attained via SW Dash Point Road to 30th Avenue SW (right turn), drive to the end of 30th Ave. and turn right on SW 300th Place. The proposed residence is located on the end of the right hand driveway located at the end of 300th Place. The property line is located at the gate at the end of the driveway. The residential property extends 272 feet north of the gate and about 500 feet to the left to the water's edge, Figure 2, Site Plan. The Parcel B is occupied by a single family residence under the same ownership as the proposed developable lot. Access to the building site will be attained by the development of a drive way extending from the gate inward 100 feet to the proposed garage. This driveway will be designed in accordance with City of Federal Way Code and is expected to be 20 feet wide with a overall gradient of 20 percent. This slope could be lowered slightly by winding the driveway up to the garage area. However, this method may remove some of the desirable trees on the site. C. Proposed Project The proposed project consists of the development of a single family residence and detached garage to be located along the eastern side of the site. The project is proposed in two stages. the first stage is the driveway actress and the garage construction. The second stage is the development of the residence. The owner is interested in disturbing as few of the existing trees as possible as they are of large size and an asset to the development. Fatg6-609 (1-109W Savice; 4538 Lake Wmhhom gam, KkkIRr4 Wa. 98033, 425 828 3162 2 M= in Re id=K*6 82126, 3-2,4 • Not included in this study but required for the development will be the design of a sewage ~ disposal system The surface soils are slightly to moderately permeable, but they will have to be tested for percolation capability_ Alternatively, the sewer disposal system could be designed to pump the sewage from the two residenc p the slope to the mains through a 2 -inch pressure lateral. This op on would eliminate the addition of additional groundwater to the site and reduce the area of disturbance within the development. These options will be examined by the Civil Engineer for the project. The proposed project will have to be founded on the deeper soils approximately 15 feet below the present grade. This sound bearing soil may be found by means of over excavation or the use of i rs or ' Winter time groan water was encountered at a depth of seven feet in Boring B- 17. Any footings will require subdrains to dewater foundation areas_ ,&Scope of Services s IVI- The scope of work for this geotechnical investigation included site visits, drilling, soil sampling, topographic mapping, and testing of the soil samples obtained from the two borings drilled on site. The engineering analysis for the settlement and pile embedment, lateral load parameters for the retaining wall, and preparation of this report completed this scope of work. This report has been prepared in accordance with generally accepted geotechnical engineering Practices, and in accordance with the agreement with Dr. Michael Martin and his design staIX and for specific application to the development of the residences. in ownership, the nature, design, or location of the proposed residential structures, or if any future additions are planned, the conclusions and recommendations contained in this report shall not be considered valid unless 1) project changes are reviewed by Engineering Geological Services or Lia & Associates, Inc. and 2) the conclusions and recommendations presented in this report are modified or verified as required in writing. Reliance on this report by others must be at their risk unless we are consulted in the use or limitations of this information. We cannot be responsible for the impact of any changes in environmental standards without further consultation_ We can neither vouch for the accuracy of .on supplied by others nor accept consequences for unconsulted use of segregated portions of this report. . 11L Site Description and Investigation The site surface conditions and access have been described in general in the preceding section. The present site development consists of a single family, A Frame structure on Parcel B, Figure 2, Site Plan. This structure has been constructed on a conventional, continuous, spread footing. There is no evidence that this structure has been disturbed by slope movement or affected by groundwater seepage since construction. The structure has been in place for approximately 20 years. Our subsurface exploration encountered a soil profile consisting of 5 to 15 feet of colluvial clayey soil, variably thick sections of very stiff highly plastic, blue clay with thin lenses of silt and savicm 4539 Lake W=Wngtm Bbd, rwkkn4 waL 9=3,42s 928 3162 Martie Residence, R2126b, 3-2_ . • Is ♦ fine sand, layers of sand varying from 3 to 9 feet thick_ with silt and clay up to 45 percent by weight. The soils are generally layered below a depth of about 12, feet. The layers appear to be subhorizontal or with a slight dip to the west. Y= bearing ils of stiff to very stiff clay or dense to very dense sand were found generally below -Ig to 15 feet below present grade, Figure 3, Profiles Across Structure Site. Blow counts {SPT} exceed 20 BPF at 15 feet in B -I and 20 feet in B-2. The allowable soil bearing capacity of the soil below 10 feet are estimated at about 1500 psf and below 15 feet at about 3000 psf. The standing groundwater level was identified in Boring B-1 at a depth of about 7 feet. The borings were not left open for a sufficiently longtime for the water levels to stabilize and this depth should be considered approximate. A. Surface The present surface consists of a moderately sloping surface that dips to the southwest at a slope Of about 20 degrees. The slope steepens to no more than 45 degrees along the northerly shoreline. All of the site above elevation 60 is gently sloping and below an average gradient of 30 percent. The 30 percent line climbs to above 80 feet elevation along the south side of the property. The environmentally critical areas will be addressed in a later section. The property is heavily vegetated with blackberries, sahal, rhododendrons, and trees. The trees consist of Cedar, Maple, Fir, and Cottonwood. The trees are massive in size and every effort will be made to protect as many as possible during the development. The site is traversed only on the northwest corner of the site by a shallow ravine that dies out at the top of the shoreline bhp This ravine is likely to carry water only during the wettest days of the year and nearly all of the water infiltrates before the top of the bluff is attained- There is no evidence of any other possible water courses on the property. B. Subsurface The subsurface conditions have been evaluated by a traverse of the site and the boring of two auger borings to depths of 41.5 and 31.5 feet. The borings are located along the eastern part of the site where the proposed structures will be located. Additional information was obtained from the Geologic Map of the Poverty Bay Quadrangle, USGS, GQ -158. The USGS map indicates that this site is mantled witifQuatemary-age Salmon Springs Formation, Qss. This formation is underlain by a glacio-lacustrine sand and clay and overlain by recessional outwash glacial drift. The Salmon Springs Formation is composed of coarse sand and gravel with thin layers of clay and sill. The formation is in excess of 100 feet thick, but the formation has been eroded to a wedge shaped outcrop on the site. The borings encountered a succession of clay and sand, interlayered, and below the loose to medium stiff colluvium, is very stiff and very dense. The clay layers are very stiff to hard and appear to be unweathered and unfiactured. Scattered gravel up to 2 inches in nominal diameter was found in the sandy deposits. The soil samples obtained consist of about 53 percent sand and 0*01 al Sautes, 4539 Lakc W Bbd, KM=4 Wa. M33. 425 828 3162 4 ivy Raidm R2126k 3-2- -0 . 43 percent silt and clay. Much of the soil profile is reddish in color indicating oxidation of the formation to depths of 40 feet or more. The Salmon Springs Formation is a prolific aquifer in parts of the Tacoma area and this site does display these characteristics with a perched waterlevel at a depth of 7 feet. The separate layers of lacustrine clay tend to separate the potentially water bearing layers of sand within the Salmon Springs Formation. The site reconnaissance did not reveal any slide masses or scars. It is our opinion that the steep shoreline slopes have sloughed most of the disturbed soils and the remnants have been washed away by wave action. The upper slopes do not show any evidence of slope disturbance or movemert. Cr Groundwater s i v The borings were not left open for a suflicieWy long time to determine the standing groundwater level. Boring, B-1, was held opal for a few hours and the water level was measured at a depth of 7 feet below the original grade. Seepage appeared to enter the holes at several horizons that probably contained sand layers. As stated above, the Salmon Springs Formation is a good source of groundwater in most areas of Federal Way and southern King County. The site has year around seepage from the slopes above the existing residence. This water is f _ \;J collected by drains and conducted to the shoreline. Seepage is also found along the shoreline from the upslope area. The wrface seepage zones located within the building site must be collected and discharged through the existing drainage system in order to minimize soil erosion and maintain slope stability. All foundations will require subdrains to facilitate shallow groundwater drainage. D. Seismicity Earthquake intensities vary depending upon the magnitude of the earthquake and the distance of the project site from the epicenter or causative fault. This site could be subject to substantial seismic events if past history represents the regional pattern. Five earthquakes caused significant damage in the Olympia and Seattle area in 1949, 1965, and 2001 respectively. The 2001 Nisqually Earthquake was centered 24 miles south of the site. This earthquake was felt in this area. The 1949 and 1965 events caused regional damage and the 2001 event caused local damage throughout the area. We have no reports of damage in the immediate site area. Two other (l� earthquakes centered in Monroe and Montesano have shaken the area, but both were of slightly lower magnitude and no damage has epo ed in this area. Site conditions are conducive for �) shaking, but the soils on site are conducive to 'quefaction because of their consistency. Site acceleration characteristics must in the site designs. 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Seismic Design Parameters nif Building Co Seismic Zonation Map (1997) places the site in Seismic Zone 3. a mmends that the seismic zone factor (Z) be 0.30. The site coefficients are con y a soil profile type SD. Seismic coefficients Ca is 0.36, Cv is 0.54. Near -source factors are Nv 1.0 and Na is 1.0.. The seismic source type is Type B, which represents a causative fault with an earthquake magnitude of less than 6.5 M. It is our opinion that the seismic stability of this site is suitable for the development of this site. The effects of earthquake shaking will not result iii liquefaction of the foundation soils. Lateral soil spreading is a potential. The slope stability analyses indicate that the present slope may be affected by a major seismic event (0.2 g horizontal) as imposed by the UBC. The slopes within 150 feet of the proposed residence and garage are believed to be stable under present conditions and at the 0.2 g acceleration anticipated Rom A major earthquake. The minimal work recommended involves the installation of subdrainage behind the foundation walls for the new structures. The site exhlbitstopography that may contribute to the amplification of shaking. The distance from ori earthquake epicenters is sufficiently distant, however, to anticipate that the aof UBC 'c design requirements will be satisfactory. The shallow depth to sound n 'que -able soils, and the distance from historic earthquake epicenters are positive site attributes. L Slope Stability Slopes adjacent to the proposed structures exhibit a slope gradient of about 20 degrees or about a 36 percent gradient The bluff fronting the shoreline and the slope adjacent to the driveway along the south side of Parcel B exhibits a gradient of 30 to 50 percent. The steeper gradients are along the shoreline. The height of the bluff is about 60 feet and the lower slopes are from 20 to 25 feet in height. A Two slopes have been analyzed to determine the environmentally critical area determination. The Profile C -C is located on the north end of the shoreline bluff and trends in a east -west direction. The Profile D -D is located on a northeast southwest trend starting at the corner of the proposed residence. The GC profile represents the steep slopes that may be considered unstable while the D -D profile represents the lower more stable slopes. The Factors of Safety (SF) against slope failure tend to verify these opinions. The slope analyses use the slip circle method and applied variations of the anticipated soil parameters to determine the sensitivity of the factor of safety (SF) to changing soil parameters. The method is published in Hoek and Bray, Rock Slope Engineering (1991). The analyses are based on the Bishop method using empirical parameters collected from over 300 slope failures. The location of the point of rotation for the slip failure is determined based on the Fngia� G 109Cal Services, 4538 Lake Washington Blvd, Kirkland, Wa. 98633, 425 828 3162 Martin RftWamce, R2126b, 3-Z .. . 0 inclination of the slope and the height of the slope. A secondary method of analysis using an 100'/. saturated slope also was used to determine the general factor of safety of the existing slope. Most municipalities require that modified slopes must attain a factor of safety of 1.5 or greater static and 1.1 and greater for pseudostatic seismic conditions. This site has been reviewed based on these requirements. Tine existing slopes display SF's of 2.0 (static) or 1.0 ( pseudostaticWer saturated conditions. These values use a predominantly sand profile, no cohesion and a water level up to Odsting grade. If this slope is drained and the water level lowered, the SF's will be increased slightly to the required levels. The steep slope profile, C -C, is far from the proposed structures. R displays low factors of safety. In the undrained state the likely SF is 0.79 not considering cohesion. Because the slope is standing with no apparent distress, we have added cohesion in order to attain an SF of about 1.0. Significant anxxmt of work would be requimd to bfMg this slope to a,1.5 0. This e.Hbrt is not required to minimize risk to the proposed development. As cued in the earlier text, there are no mappable slides or slope disturbances found on this site. The nearest slides have been mapped about 114 mile to the north of the site, on the north side of the park site. The shallow groundwater levels are conducive to slope disturbance. Therefore, dewatering is important to improving the stability of the construction affected slopes. The following table, Table 1, Slope Stability Analyses Results, provides the range of soil parameters used in this analyses and the resulting factors of safety. Table 1. Martin Residence Summary Slope Stability Analyses Results Trial Coefficient Density Cohesion Acceleration Factor of Safety Of pcf psf g, % gravity Static Psendostatic C C Friction Und Degrees 1 10 120 0 0.2 0.25 0.16 2 10 120 50 0.2 0.29 0.19 3 10 120 1000 0.1 1.03 0.88 4 10 120 0 0.2 0.79 0.52 5 30 120 800 0.2 1.42 1.07 6 30 120 900 0.2 1.49 1.07 7 35 120 750 0.2 1.54 1.09 Drained 1 10 120 0 0.2 0.26 0.17 2 10 120 50 0.2 0.30 0.20 3 10 120 800 0.2 1.00 0.74 4 10 120 1000 0.1 1.19 1.02 5 30 120 100 0.2 0.94 0.62 6 35 120 100 0.2 1.12 0.74 EQ6nOWk9 GWIOOW services„ 4338 Lake WaWWOM Blvd, KWdam4 Wa 9=3,425 =3162 8 Martis Residence, R2126b, 3-2. • D -D 0 1 10 120 0 0.2 0.75 0.33 2 10 120 650 0.2 2.07 1.11 3 10 120 550 0.2 1.86 0.99 4 30 120 0 0.2 2.12 1.08 5 25 120 0 0.2 1.74 0.88 6 25 120 200 0.2 2.15 1.12 Undrained 1 10 120 0 0.2 0.81 0.31 2 10 120- 650 0.1 1.68 1.07 3 10 120 550 0.1 1.54 0.96 4 10 120 _ ,� 550 t _ _ 0.2 .. 1.54 0.76 5 10 120 0.2 1.88 0.97 6 10 120 0 0.2 0.80 0.31 7 30 120 0 0.2 2.08 1.02 8 30 120 50 0.2 2.15 1.06 9 35 120 50 0.2 2.54 1.28 The table indicates that the slopes immediately adjacent to the building locations, Profile D -D, reflect factors of safety that are suitable for construction - The soil parameters determined for the site are shown in Table 1 and are noted below in Table 2, Site Soil Parameters. Table 2. Site Soil Parameters Soil type Cohesion(psf) Coefficient of Friction Clay 200 10 degrees Sand 0 30 degrees The analyses data sheets and the slope profiles are provided in Appendix B, Slope Stability Analyses Data Sheets. The theoretical slip circles represent deep seated failures on these slopes. The lower slope angles are safe and need not be considered. The steeper slope along the bluff edge is also deep seated and any development along this bhiff will require building setbacks of 60 feet to 100 feet from the bluff edge. F. Environmentally Sensitive Areas Requirements This site is in an environmentally sensitive area by virtue of the presence of the steep slopes and the potential for erosion. An estimated fifty percent of the two parcels is greater than 30 percent gradient. The apparent mode of f Ldure is by sloughing rather than rotational failure or wedge Fagineai� GonkOi S-vioa, 4538 Lake Wagon Blvd, Kkklw4 Wa. M33,425 828 3162 9 Mai is Reddewe, R2126b. 3-2- _ - • failure. Erosion will be extensive if the vegetation cover is disturbed. It is essential that the soils exposed during construction must be protected using straw and jute matting with early seeding of grass to minimize disturbance. I3isturbance of the critical slopes with gradients of 30 percent or greater is to be held to the minimum possible. 1 A. General It is our opinion that the Martin residential site is suitable for development and the construction of residence and garage provided that the recommendations in this report are fully implemented in the design and construction of the development. The presence of very stiff clay and very dense ` sand at a depth of 10 to 15 feet is the primary reason for this opinion. Due to the weak unstable colluvial material covering the site to 10 to -J 5., feet, deep, that site grading work be limited to between April I and Octobei 30 of the year. The moderate upper site slopes do not require retention but the high groundwater levels must be drained. Buildings and retaining walls may be supported on fun 'ng foundations if they are extended to the under ' s stiff clap to dense sand layers. Otherwise, buildings and retaining walls should be su rted onices �tireg into the surficial w co sol seated iffio the underlying firm day and sand layers. This report will provide soil parameters for both types of foundations. � s. When these plans are completed, they shiRi Fe reviewed to make sure that the earthwork and foundation recommendations presented in this report are complied with. We recommend that all plans are reviewed, that a representative of our firm be on site during construction, and that all soil surfaces be verified that competent bearing soil is exposed as anticipated. We can assume no responsibility for the misrepresentation of our recommendations if we do not review the plans and specifications, and monitor the earthwork- The arthwork The conclusions and recommendations presented in this report should be incorporated in the design and construction of the project to minimize any soils and/or foundadion-related problems. Detailed earthwork and foundation recommendations for use in design and construction ofthe project are presented in the following sections. B. Earthwork 1. Clearing and Site Preparation The garage and driveway areas should be cleared of all obstructions and debris. Holes resulting from the removal of large underground obstructions such as boulders and tree stumps should be cleared and backfilled with suitable imported material. Where fill is placed, all vegetation, topsoil, and unsuitable surficial soils should be stripped and the exposed soil should be recompacted to a norm -yielding state prior to fill. During grading, the colluvium. --soils should be examined to determine if they too should be excavated and removed. All slopes steeper than 10 percent that are to receive fill shall be benched and a keyway installed along the toe of the slope. The vertical Enginoamg Goolo&W Sftvkes. 4538 lake Wa m Blvd.. Kkkh nd, Wa. 98033.425 828 3162 10 Masfm Resideme, R2126K 3-2_ • steps of the benches should be no higher than four feet. All fill should be placed in accordance with Section B.6, Compaction. 2. Temporary Excavations Foundation excavation depths and slopes, including utility trenches, should comply with local, state, and federal safety regulations. Specifically, the current OSHA Health and Safety Standards for excavations, 29 CFR Part 1926, should be followed. We understand that these regulations are to be strictly enforced, and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor's "responsible person as defined in 29 CFR Part 1926" should evaluate the soil exposed in excavations as part of the contractor's safety procedures. 3. Subgrade Preparation - .. 1 _ . i _ _ . : L - After the completion of clearing of the areas to receive fill, the surface must be benched to provide a suitable surface for compaction. The exposed native surface should be compacted and moisture -conditioned to structural fill requirements. 4. Subgrade Preparation for Slabs We recommend that any engineered fill layer be a minimum of two feet thick under any cisahc Any existing locations on site that are presently at grade should be over -excavated to two feet below grade, scarified, and backfilled using imported structural fill. The excavated on site material which meet the requirements of Structural Fill Material- (Section III. B. 5 ) should be stockpiled and later used as fill. The exposed surfaces should then be prepared in accordance with Section M. B.3: Subgrade Preparation. On site or imported soil or imported to be used as structural fill should be compacted in accordance with Section III_B.6: Compaction. 5. Structural Fill Material _Based on our investigation_ it is out opinion that the on site soils can not be recomR and used as structural fill. The excavated soils that do not meet the requirements of structural fill should not be used or mixed with any structural fill material and should be disposed of offsite or used only for landscaping. Structural fill should be clean soils containing no organic or other deleterious substances and should not contain rocks or lumps larger than 4 inches in greatest dimension. In addition, imported soils to be used as structural fill should be predominantly granular with a plasticity index (PI) of 12 or less. Structural fill should be placed at, or slightly above the optimum moisture content if placed during the summer months. if the materials are too wet to be compacted to the required density, it will be necessary to dry the fill material, mix with lime, or replace the soil to achieve the required compaction. Structural fill will be observed and tested to the required density as described in the Fagineaing Ga&gkW Services, 4538 Lake Wasik Blvd, KkMarA Wa. 98033, 425 928 3162 11 Martin Residence, R2126b, 3-23,-, • following section. The quality of the structural fill will determine the number of compaction tests required during fill construction. 6. Compaction All structural fill and slope backfill should be compacted with a vibratory mechanical compactor to at least 95 percent of the maximum dry density determined by ASTM Designation D1557-78, Modified Proctor Method. Fill material should be spread and compacted in lifts not exceeding eight inches in uncompacted thickness. An independent soil testing firm shall be contracted to perform the field density tests. 7. Trench Backfill Utility trenches should be backfilled withatcuctural fill placed in lifts of approximately 6 inches in uncompacted thickness. Thicker lifts can be used provided the method of compaction is approved by a representative from Engineering Geological Services or Liu & Associates, Inc. The backfill material shall be compacted by a mechanical compactor to at least a compaction level of 90 percent except that the top four feet of backfills under slab and pavement areas should be compacted to at least 95 percent of maximum dry density to minimize settlement of the finish grade. C. Drainage On site soils have been classified using the Unified Soils Classification System (USCS). Surficial soils are slightly plastic, soft, silty to sandy clay to a depth of from five to fifteen feet below existing grade. The moderate relief of the site and modest permbability of the colluvial topsoil results in eventual saturation of the upper soils and the potential for soil erosion and slope movement. The soils become saturated very early in the rainy season and seepage is widespread across the site. Runoff in any volume will cause severe erosion, a potential that will require the installation of silt fences to contain sediment transportation and ditches and sump pits to control runoff during construction. Installation of permanent curtain drains will be required to minimize future erosion and to enhance slope stability. You will have to have your civil engineer design the site drainage system when the site plans are developed. Storm runoff over impervious surfaces, such as roofs and driveways, should be captured using underground- drainlines and catch basins. Captured water should be tightfined to drain into a storm sewer or a suitable discharge facility. Water should not be allowed to pond in any areas where foundations, slabs, or pavements are to be constructed. Water that is encountered during foundation excavation should be pumped out of the excavations. Alternatively, excavations can be sloped toward one or more shallow sump pits. The collected water should then be diverted to a positive and permanent point of discharge. Infiltrated surface water is likely to seep through the slopes to daylight on the lower adjacent Erring Geological SwAcq 4538 L** Wmitingm B)vd, Kiriclan4 Wa. 98033, 425 828 3162 12 Maw Resi mw-- R2I26b, 3-2_ 0 property. Care must be taken to maintain infiltration to low volumes on the slope after construction. Drainage Measures Long-term drainage measures for buildings should include (1) grading, (2) perimeter footing drains, and (3) slab moisture barriers. The design of a stormwater detention system is not a part of this study. Each of the above are discussed below. (1) Grading Positive surface gradients should be provided around to the buildings to direct surface water away from foundations and slabs toward suitable discharge facilities. We recommend that the ground be sloped at a minimum of three percent gradient for a distance of at least 10 feet from the structures. Similarly, roof downspouts shall be connected to an underground drain line system and tightlined to discharge to a suitable discharge facilities. _ Ponding of surface water shall not be allowed adjacent to structures or on pavements. We further recommend that the slope above the proposed structures be landscaped with concrete -lined swales to conduct surface runoff to catchbasins and tightlined to the bottom of the slope for discharge. (2) Perimeter Footing Drains We recommend the installation of footing drains around the perimeter of the structures. These drains should consist of a flinch minimum diameter, perforated or slotted, rigid drain pipe laid with the perforation or slots facing down at, or just below, the invert of the footings with a gradient of about 1.5 percent sufficient to initiate flow by gravity. The drain line should be bedded on, surrounded by, and covered with a free -draining material that meets the requirements of the Washington State Department of Transportation (WSDOT) Standard Specifications, Section 9-03.I2(2). See Table 2. A typical drain detail is provided on Figures 4, Typical Footing Drain Detail. Table 3. WSDOT Standard Specifications, Section 9-03.12(2) U. S. Sieve Size 4" square 1/4" square No. 200 * All percentages are by weight Percent Passing* 100 25-70 5.0 max. Once the drains are installed they should be backfilled as specified in the trench backfill, Section HI.B.7, Trench Backfill. The surface six inches of fill- should consist of compacted and relatively impermeable soil. It can be separated from the underlying more granular drainage material by a layer of geofabric or visqueen. The surface should be sloped to drain away from the building walls. Alternatively, the surface can be sealed with asphalt or concrete paving. - Eaginea1 9Qeokgical Savices„ 4539 Lake WadiVon Blvd., Kukhr4 Wa. M33,425 828 3162 13 Umtk Residame, R21266, 3 -ZS--* All footing drain lines shall be connected to a storm sewer or detention tank. The downspout discharge lines shall be connected separately from the footing drains to the storm sewer or detention tank. (3) Slab Moisture Barrier To mitigate the passage of moisture through the foundation slab, we recommend that a capillary break consisting of 4 -inches of free -draining crushed rock covered with an impermeable membrane moisture barrier (10 Mil visqueen) be placed between the subgrade soil and the slab (Figure 8). The membrane should be covered with 2 inches of moist sand for protection of the meml rane and for ease of concrete finishing during construction. D. Construction During Wet Weather Conditions If site grading work proceeds during or shortly after, wet:weather conditions, the moisture content of the on site soils will be above optimum. Consequently, subgrade preparation, placement, and/or reworking of the on site and structural fill will not be possible and slope stability may be compromised. Alternative wet -weather construction recommendations can be provide by our offices in the field just prior to construction, if appropriate. We recommend that all construction be held until the period after April 1 and before October 30. Work on critical areas cannot be performed between these dates without a special variance. F. Guide Specifications Rockery construction guidelines are provided in Appendix C. These specifications are general in nature. Final specification should incorporate all recommendations of this report F. Retaining Walls Several retaining wails will be incorporated into the structural design of the proposed structures. These wait are expected to be up to 10 feet in height. All retaining walls should be designed for the specific location required. Structural fill should be used for backfilling retaining walls. The design work for these walls should utilize the parameters provided in Table 4, Retaining Wall Soil Parameters. Table 4. Retaining Wall Soil Parameters Soil Type Friclim Angle Consistency Density Equivalent FW Weight Active (pd) Passive(pd) Clay 10 very stiff 120 80 170 Sand 30 Very Dense 120 30 350 The allowable bearing pressure for the site soils located at depths greater than 15 feet is 3,000 psf. All soils located below 10 feet may be given allowable soil bearing pressures of 1500 psf. The upper surficial on -site -soils relate to the colluvial deposits identified in the borings located on site. Eo&ming 0001o&W Savicas, 4539 Lake Washington Blvd, Kirkland. Wa. 9M3,425 929 3162 14 Mania Reddenoe, R2126k 3-2, 0 0 Any rockeries used on site should be limited to four feet in height and not used as retaining walls unless specifically designed by a geotechnical engineer. Rockeries shall be constructed in accordance with the Association of Rockery Contractors Guidelines (1989) that are included as Appendix C. Rockeries should be designed for the specific site application. Therefore, a typical rockery plan is not included. G. Slab -on -Grade Slab -on -grade floors, if used, should be placed on unyielding subgrade soil topped with a mininwin of 6 -inch layer of crushed rock, Figure 5, Slab -on -Grade Typical Drawing. Slab -on - grade subgrade surfaces should be proof rolled to provide a smooth unyielding surface for slab support. Slab reinforcing should be provided in accordance with the anticipated use and loading conditions. .. . u. #c 4 r :� s. _ If the slab is not supported on unyielding subgrade soils, slab damage in the form of warping, cracking, and separation caused by differential settlement may occur. The slab will then require periodic maintenance. If the situation is acceptable from an economic standpoint, then this option for slab support can be used. We recommend that the slab be reinforced with #4 rebars, 18 inches on center. However, the slab should be designed by a structural engineer for the anticipated use and loading. H. Conventional Foundations If conventional spread footings are planned for the garage and residence, the surficial soils will have to be excavated to at least 10 feet depths. This surficial soils should be disposed of off site. Upon exposure of the sods at 10 feet, we recommend that the geotechnical engineer be on site to —verify the sound bearing soils at that elevation. Additional excavation may be required. Final grade must be verified by the engineer. The allowable soil bearing capacity of the sods at the various levels are: 10 to IS feet. ....................................... 2,000 psf below 15 feet ....................................... 3,000 psf All footings must be located a minimum of I8 inches below final exterior grade for frost protection purposes. The minimum width should be 18 inches for strip footings and 24 inches for individual footings. L Pile Foundations We recommend that deep foundations penetrating through the surficial loose colluvium deposits and transferring foundation loads to the underlying very stiff clay and/or dense sand be used for supporting the buildings. Steel pin piles and drilled piers are considered and are discussed in the following sections. E *We ing Geological Services, 4539 Lake WWiingw Blvd, Kirkland, Wa. 99033, 425 829 3162 15 Mahn RcWm M R2126b, 3-2_ . L . . 1. Steel Pin Piles • Pin piles are composed of sections of small -diameter (usually with an outside diameter ranging from 2.5 to 4.5 inches) steel piles that can be driven into the ground with a pneumatic jackhammer or a small mechanical pile driving hammer. With the light equipment used, pin piles can be installed economically on sites of poor access. Because of their slenderness, pin piles have little capacity against lateral loads. Pile groups to include slanted piles or tieback anchors may be used for lateral load resistance. We recommend that 4.5 inch outside diameter, Schedule 40 steel pipes be used for the pin piles to support the buildings. Pin piles should be driven with a hydraulic mechanical hammer, such as TB 325, 850 -pound hammer, with 950 blows per minute when operated at 756/9 throttle, or a Vulcan DGH 100 differential -acting, 650 -pound air hammer operating at 505 blows per minute, both can be mounted on a bobcat body. ft piles should be driven to penetrate through the loose, surficial colluvial deposits and seated into the underlying very stiff clay and/or dense sand. When driven to "refusal", the 4.5 -inch O.D. pin piles should be able to develop an ultimate axial bearing capacity from 18 to 24 tons per pile. Refusal is defined as, at least 20 seconds of continuous driving with the above mechanical hammers for one inch of pile penetration. We recommend an allowable axial bearing capacity not to exceed I8 kips per pile for 4.5 -inch outside diameter steel pin piles driven to refusal, based on a factor of safety of 2.0, be used for foundation design of the buildings. Because of their slenderness, pin piles have little capacity against lateral loads. Pile groups to include battered piles may be used for resisting lateral loads on buildings or retaining walls. For long-term corrosion protection, the steel pipes of pin piles should be galvanized or coated with bituminous paint. The joints of sections of the steel pipes should have a full penetration, beveled weld capable of developing a strength of that of the steel pipes themselves. The joints should be field -coated. The bearing capacity of the pin piles should be verified with pile load tests conducted on at least two randomly selected piles per building or with pile wave analyses. The ultimate axial bearing capacity of the piles should be at least 2.0 times the design service load to be carried by the piles. 2. Drilled Piers Drilled piers may also be used for supporting the buildings. Grading of a temporary road and benching are expected for access by the drill rig used for drilled pier installation and; therefore, more disturbance to the site than the pin pile method should be expected. We recommend that 16 -inch diameter drilled piers with a mipimum embedment of 12 feet into the underlying very stiff clay and/or dense sand deposits to very dense sand from which the axial bearing and lateral resistance of the piers are achieved. Our recommended allowable capacities for 16 -inch diameter- drilled iameterdrilled piers with various embedment lengths are as follows: Eng; —b* Geological SeMcm 4538 Lake WaAingoa Blvd., K6kho4 Wa. M33,425 828 3162 16 Martin 1iakimce, x21261 3-24 Table S. Pile Parameters *Pile Allowable Embt . R21266, 3-25-MAxial Bearing Feet Capacity, Kips 12 25 i4 30 16 36 18 44 20 55 *Pile embedment in very stiff clay and/or very dense sand. C7 Allowable Lateral Capacity, Kips 2.5 3.0 4.0 4.5 6.0 The above allowable capacities against vertical and -lateral loads are based on a safety factor of 2.0. No reduction in pier capacities is required if the pier spacing is at least three times the pier diameter. Due to the presence of loose colluvial deposits and perched groundwater in the underlying sand, localized sloughing during drilling of pier holes may occur. If such condition is encountered, temporary casing and/or slurry -assisted drilling method should be used to prevent loss of ground. The drilled holes should be thoroughly cleaned with a mechanical cleaning tool to no more than 1/4 -inch accumulation of loose cuttings at the bottom of holes prior to filling the holes with concrete. Groundwater, when encountered, should be dewatered to less than 6 inches of accumulation at the bottom of holes prior to placing concrete. Otherwise, concrete should be pumped or placed with a tremie pipe from the bottom up immediately after rebar cages are inserted in holes. The concrete in the holes should be maintained with at least 6 feet of head above the tip of the tremie pipe at all times during concrete placement. A one-third increase in the above allowable axial and lateral resistance of the pin piles or drilled piers may be used when considering short -team transitory wind or seismic loads. We estimate that the total post -construction settlement for the pin pile or drilled pier foundations should be one half (1/2) inch or less, and the differential settlement across the building width should be one quarter (1/4) inch or less. In addition to the above pier capacities, lateral loads on buildings can also be resisted by the passive earth pressure acting on the basement walls below grade. We recommend that an allowable passive earth pressure on the basement walls should not be greater than 200 pcf EFD, which includes an safety factor of 1.5. This recommendation assumes the ground behind the walls is sloping down away from the walls or level for a horizontal distance at least twice the wall height. L Access Driveway The access driveway will start at the edge of the pavement of the existing driveway to Parcel B. The driveway has been shown on the profile of the site, Profile A -A. The entrance may be moved E�oai� .ws 45 Washia�oo Blvd dCglctshd, �s 98643, 425 SM3) 625 2 3162 17 Martin RasMaw, R2126b, 34,. i 20 to 30 feet westward if desired to avoid the two maple trees located on the present trace. The driveway would start with a 15 percent gradient, rise to about 25 percent and then flatten to about 15 percent before the parking area in front of the garage. The driveway will be about 20 feet wide for fire truck access and the driveway should turn west along the south of the garage to approach the proposed residence located to the west and north of the garage. The driveway may be graded with the colluvium removed and disposed off site. Rockery retaining wails may be constructed along the driveway to prevent erosion. These rockeries will not be higher than four feet and will not be close to structures. We recommend that the driveway be constructed using 12 inches of structural fill, six inches of crushed rock base course, and two inches of ATB for a temporary wear surface. Following construction, the ATB surface may be capped using Class B asphalt about 2 inches thick. IV. Construction.Observation The analysis, designs, opinions, and recommendations submitted in this report are based upon our site observations, knowledge of the site and experience with projects within the area. Variations of subsurface conditions from those analyzed or characterized on the report are possible and may become evident during construction. In that event, it may be advisable to reevaluate certain analyses or assumptions. We recommend that our firm be retained to provide geotechnical services during site grading, foundation excavation, subgrade preparation and backfilling to observe compliance with the design concepts, specifications, and recommendations presented in this report. Our presence will also allow us to modify the design if unanticipated subsurface conditions are encountered. V. Report Preparation This report was prepared by Richard J. Bielefeld, Engineering Geologist. This re port was prepared under the supervision and technical review of J. S. Liu ofLiu & Associates, Inc. of -Kenmore: W. Liu is a registered professional engineer in the State of WY�' on specializing in r� atwash� 626 . aced Geo�o Richard J. Bielefeld I mm 7117! 7Aro -2, 1 J. S. E. LiuesZ—� E 8i i -Geological Swvkm 4533 Lake Wawa Blvd, rC�r ]w4 Wa. "033,4Z ng 3162 is '� Federa(Way CODEWIMMMsEMCES 253-8352607• FAX 2534135-2609 M mmtu.dtuollederaltuau.cop rPERMIT APPLICATION /0�gfyi CO ME PL 'DE EIDY FP SITE ADDRESS 2800 6W Why W -A RNo23 SUITE PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL 8 $ ,33,00 00®: 00 R,5 t5_0 O l 2 t 0 3 0 1 4 is UHMINGn' UMBM rjiMKCHANICAL TYPE OF PERMIT ❑ DEMOLITION ❑ ENGBWEFXMG ❑ FIRE PREVENTION NAME OF PROJECT Menant Name/Homeoumer Last Name) M A 2T ` KI �- e e l s+i � 5 FR. - Co n S+u,c-� n e, W 5IFK PROJECT DESCRIPTION Ij Detailed description of work to be irwhx(ed on this permit only PROPER'IROWN= MAKE Mico^&L- AND PAMELA MA9MPJ PRJBIART MOM 253- q43- S�3+ z oo sw 300f''' PL- E�sAD edeva� W WA I zwcfq� o z3 'WA -115R.5 wdDD lG2533-PHONE--1(Dq) ADDRESS 1\%v 7 IDt" G�5 a tVd4'I^d*NAW CONTRACTOR TOR CrIT uran 75 Zipq,C00 3 2s3- 904 - J+70 WA STATE CONTRACTOR'S LICENSE / E1SP ,nON DATE FEDERAL, WAT BUSINESS LICENSE t NAME BRUCE SAt-zN6AN�" wObi'pfl'S� OUd� v. c,- 2s'3" li39--7togl 3 40 13 St # � 6owasoQwim'sarayjo APPLICANT QuJokwV11ACT W1 a Ql�b3 AS'3 -3 04 �eceLve 1 A'vio IJCI�l. LAs. -�+n�' Y'► S�a�il1Q. perw; i+` PHO I 223�Z- Mteeiindividtwd to rOJECT and respond to all correspondence MADdNG l DR M ' ` A V�' . I , concerning this application) th ri e.YrY1li`tti.y► CITY o STATE WA ZIP 91(Zci6 FAX --- ALTT+dtNATE CONTACTNAPE Car m ZZVY% w.h PHONE 29'3 - 3 -1611 E -MAD. SAA PROJECT FINANCING Nem OWNER-FMMCED Required value of $5.000 or more (RCW 19.27.095) KanaxG ADDRESS, CITY. STATE. 2zP PEONS I cerWy under penalty of per, ju y that I am the property owner or authorised agent 4f the property owner. I cerWA that to the best of my knowledge, the irtjormation submitted in support of this permit application is true and correct. I cert(ty that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's nagmms"Ity for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including oasts, expenses, and attorneys' fees incurred In the Investigation and defense of such claim), which may be made by any person, including the undersigned, andfled lied against the city, but only where such claim arises out of the reliance of the city, including its q.0%wrs and employees, upon the accuracy of the ir&rmation supplied to the city as a part of this app SIGNATURE: DATE PRINT NAME: [kytel alletin #100 — January 1, 2011 Page 1 of 3 kAHandouts\Pennit Application rol iW#K uW► nail' C' M VED DRIVEWAY 90 \ i r Ao m O W oN p vlk omA Q n x x m o, _ z _ Tz z r c ao uW \ >o \ sa x N VED DRIVEWAY 90 \ i r Ao m O W oN p 2 0< p omA Q n x x m o, _ z _ Tz z r c ao z oADm m O y •o 10$ o A \ \\ \\ w mho o Ti n �a Fz � r Ao m O W oN p 2 0< p omA Q n x x m o, _ z _ Tz z r c ao z oADm m �s� oAom \ \\ s\ \ O \ m Cl) (n m - -� D 3 z- m N cn .. z O ,n D c� L z