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Permit DR-16-74 - EVANS GIOVANELLI EXCAVATION - SEPA
dr-16-74 SEPA STATE ENVIRONMENTAL POLICY ACT 17305 southcenter parkway 17333 southcenter parkway - '; DR. ,174 DR-13-74 DR v -15 -74 DR:-16-74 DR-17-74 DR-18-74 s 19-74 DR-20-74 DR-21-74 ./DR-22-74 %%DR-23-74_ __ DR-24-74 DR-25-74 DR-2B-74 ,/ DR-27-14 • Sou cer Sout -- - :-i•: Page 2 ; ...: . . . . , ' It. : ,•...7.:: ::.:. 7' 11 : 325W : i S te ; • . • • _ . 11 .1. 344E • • .• - . • 1 7 - and - _viz -10 -7 '344W er1c-Fal6' epc s 0-34 IS- ss -sma - 1q 345W • • 13-3o-50 -7e_3_71 345W - spiv 344E li -12--Ctiv ' - ' Eigt.c.f0 1 344E 74-3: 'R- 7-7 „ME._ ciott 356E Pl4•3c-7‘ Is772-L ne-<Is- 350E - 0x-3-ii 334E Chapter 70 -6 EXCAVATION AND GRACING 7- fi' Purpose Sec. 7001. The purpose of this Chapter is to safeguard life, limb, property and the public welfare by regulating grading on private prop- erty. Scope Sec. 7002. This Chapter sets forth rules and regulations to control excavation, grading and earthwork construction, including fills and embankments; establishes the administrative procedure for issuance of permits; and provides for approval of plans and inspection of grading construction. Permits Required Sec. 7003. No person shall do any grading without first having obtained a grading permit from the Building Official except for the following: 1. Grading in an isolated, self contained area if there is no danger apparent to private or public property. 2. An excavation below finished grade for basements and footings of a building, retaining wall or other structure authorized by a valid building permit. This shall not exempt any fill made with the material from such excavation nor exempt any excavation having an unsupport- ed height greater than 5 feet after the completion of such structure. 3. Cemetery graves. 4. Refuse disposal sites controlled by other regulations. 5. Excavations for wells or tunnels or utilities. 6. Mining, quarrying, excavating, processing, stockpiling of rock, sand, gravel, aggregate or clay where established and provided for by law provided. such operations do not affect the lateral support or in- crease the stresses in or pressure upon any adjacent or contiguous property. 7. Exploratory excavations under the direction of soil engineers or engineering geologists. 8. An excavation which (a) is less than 2 feet in depth, or (b) which does not create a cut slope greater than 5 feet in height and steeper than one and one -half horizontal to one vertical. 9. A fill less than 1 foot in depth, and placed on natural terrain with a slope flatter than five horizontal to one vertical, or less than 3 feet in depth, not intended to support structures, which does not exceed 50 cubic yards on any one lot and does not obstruct a drainage course. Hazards Sec. 7004. Whenever the Building Official determines that any ex- isting excavation or embankment or fill on private property has become a hazard to life and limb, or endangers property, or adversely affects 655 f / the safety, use or stability of a public way or chl., .ge channel, the owner of the property upon which the excavation or fill is located, or other person or agent in control of said property, upon receipt of notice in writing from the Building Official shall within the period specified therein repair or eliminate such excavation or embankment so as to eliminate the hazard and be in conformance with the requirements of this Code. Definitions Sec. 7005. For the purposes of this Chapter the definitions listed hereunder shall be construed as specified in this Section. AS GRADED is the surface conditions extent on completion of grading. BEDROCK is in -place solid rock. BENCH is a relatively level step excavated into earth material on which fill is to be placed. BORROW is earth material acquired from an off -site location for use . in grading on a site. CERTIFICATION shall mean a written engineering or geological opinion concerning the progress and completion of the work. CIVIL ENGINEER shall mean a professional engineer registered in the state to practice in the field of civil works. CIVIL ENGINEERING shall mean the application of the knowl- edge of the forces of nature, principles of mechanics and the properties of materials to the evaluation, design and construction of civil works for the beneficial uses of mankind. COMPACTION is the densification of a fill by mechanical means. EARTH MATERIAL is any rock, natural soil or fill and /or any combination thereof. ENGINEERING GEOLOGIST shall mean a geologist experienced and knowledgeable in engineering geology. ENGINEERING GEOLOGY shall mean the application of geolog- ic knowledge and principles in the investigation and evaluation of naturally occurring rock and soil for use in the design of civil works. EROSION is the wearing away of the ground surface as a result of the movement of wind, water and/or ice. EXCAVATION is the mechanical removal of earth material. FILL is a deposit of earth material placed by artificial means. GRADE shall mean the vertical location of the ground surface. EXISTING GRADE is the grade prior to grading. ROUGH GRADE is the stage at which the grade approximately conforms to the approved plan. FINISH GRADE is the final grade of the site which conforms to the approved plan. GRADING is any excavating or filling or combination thereof. KEY is a designed compacted fill placed in a trench excavated in earth material beneath the toe of a proposed fill slope. 656 SITE is any lot or parcel of land or contiguou( :nbination thereof, under the same ownership, where grading is performed or permitted. SLOPE is an inclined ground surface the inclination of which is expressed as a ratio of horizontal distance to vertical distance. SOIL is naturally occurring surficial deposits overlying bed rock. SOIL ENGINEER shall mean a civil engineer experienced and knowledgeable in the practice of soil engineering SOIL ENGINEERING shall mean the application of the principles of soil mechanics in the investigation evaluation and design of civil works involving the use of earth materials and the inspection and testing of the construction thereof. TERRACE is a relatively level step constructed in the face of a graded slope surface for drainage and maintenance purposes. Grading Permit Requirements Sec. 7006. (a) Permits Required. Except as exempted in Section 7003 of this Code, no person shall do any grading without first obtain- ing a grading permit from the Building Official. A separate permit shall be required for each site, and may cover both excavations and fills. (b) Application. The provisions of Section 301 (b) are applicable to grading and in addition the application shall state the estimated quan- tities of work involved. (c) Plans and Specifications. When required by the Building Offi- cial, each application for a grading permit shall be accompanied by two sets of plans and specifications, and supporting data consisting of a soil engineering report and engineering geology report. The plans and specifications shall be prepared and signed by a civil engineer when required by the Building Official. (d) Information on Plans and in Specifications. Plans shall be drawn to scale upon substantial paper or cloth and shall be of sufficient clarity to indicate the nature and extent of the work proposed and show in detail that they will conform to the provisions of this Code and all relevant laws, ordinances, rules and regulations. The first sheet of each set of plans shall give the location of the work and the name and. address of the owner and the person by whom they were prepared. The plans shall include the following information: 1. General vicinity of the proposed site. 2. Property limits and accurate contours of existing ground and details bf terrain and area drainage. 3. Limiting dimensions, elevations or finish contours to be achieved by the grading, and proposed drainage channels and related construc- tion. 4. Detailed plans of all surface and subsurface drainage devices, walls, cribbing, clams and other protective devices to be constructed with, or as a part of, the proposed work together with a map showing the drainage area and the estimated runoff of the area served by any drains. 657 5. Location of any buildings or structures on tin— iperty where the work is to be performed and the location of any buildings or structures on land of adjacent owners which are within 15 feet of the property or which may be affected by the proposed grading oper- ations. Specifications shall contain information covering, construction and material requirements. (e) Soil Engineering Report. The soil engineering report required by Subsection (c) shall include data regarding the nature, distribution and strength of existing soils, conclusions and recommendations for grading procedures and design criteria for corrective measures when necessary, and opinions and recommendations covering adequacy of sites to be developed by the proposed grading. Recommendations included in the report and approved by the Building Official shall be incorporated in the grading plans or specifica- tions. (f) Engineering Geology Report. The engineering geology report required by Subsection (c) shall include an adequate description of the geology of the site, conclusions and recommendations regarding the effect of geologic conditions on the proposed development, and opin- ions and recommendations covering the adequacy of sites to be deve- loped by the proposed grading. Recommendations included in the report and approved by the Building Official shall be incorporated in the grading plans or specifica- tions. (g) Issuance. The provisions of Section 302 are applicable to grad- ing permits. The Building Official may require that grading operations and project designs be modified if delays occur which incur weather generated problems not considered at the time the permit was issued. Fees Sec..7007. (a) Plan- checking Fee. For excavation and fill on the same site, the fee shall be based on the volume of the excavation or fill, whichever is greater. Before accepting a set of plans and specifications for checking, the Building Official shall collect a plan- checking fee. Separate permits and fees shall apply to retaining walls or major drain- age structures as indicated elsewhere in this Code. There shall be no separate charge for standard terrace drains and similar facilities. The amount of the plan- checking fee for grading plans shall be as set forth in Table No. 70 -A. The plan checking fee for a grading permit authorizing additional work to that under a valid permit shall be the difference between such fee paid for the original permit and the fee shown for the entire project. (b) Grading Permit Fees. A fee for each grading permit shall be paid to the Building Official as set forth in Table No. 70 -B. The fee for a grading permit authorizing additional work to that under a valid permit shall be the difference between the fee paid for 658 TABLE MO. 70-A — PLAN-CHECK( :S 50 cubic yards or less No Fee 51 to 100 cubic yards $10.00 101 to 1000 cubic yards 15.00 1001 to 10,000 cubic yards 20.00 10,001 to 100,000 cubic yards — $20.00 for the first 10,000 cubic yards plus $10.00 for each additional 10,000 cubic yards or fraction thereof. 100,001 to 200,000 cubic yards — $110.00 for the first 100,000 cubic yards plus $6.00 for each additional 10,000 cubic yards or fraction thereof. 200,001 cubic yards or more — $170.00 for the first 200,000 cubic yards, plus $3.00 for each additional 10,000 cubic yards or fraction thereof. TABLE NO. 70 - B — GRADING PERMIT FEES 50 cubic yards or less $10.00 51 to 100 cubic yards 15.00 101 to 1000 cubic yards — $15.00 for the first 100 cubic yards, plus $7.00 for each additional 100 cubic yards or fraction thereof. 1001 to 10,000 cubic yards — $78.00 for the first 1000 cubic yards, plus $6.00 for each additional 1000 cubic yards or fraction thereof. 10,001 to 100,000 cubic yards — $132.00 for the first 10,000 cubic yards, plus $27.00 for each additional 10,000 cubic yards or fraction thereof. 100,001 cubic yards or more — $375.00 • for the first 100,000 cubic yards, plus $15.00 for each additional 10,000 cubic yards • or fraction thereof. the original permit and the fee shown for the entire project. Bonds Sec. 7008. Bonds. The Building Official may require bonds in such form and amounts as may be deemed necessary to assure that the work, if not completed in accordance with the approved plans and specifica- tions, will be corrected to eliminate hazardous conditions. In lieu of a surety bond the applicant may file a cash bond or instrument of credit with the Building Official in an amount equal to that which would be required in the surety, bond. Cuts Sec. 7009. (a) General. Unless otherwise recommended in the ap- proved soil engineering and /or engineering geology report cuts shall conform to the provisions of this Section. (b) Slope. The slope of cut surfaces shall be no steeper than is safe for the intended use. Cut slopes shall be no steeper than two horizontal to one vertical. (c) Drainage and Terracing. Drainage and terracing shall be pro- vided as required by Section 7012. 659 l Sec. 7010. (a) General. Unless otherwise recommended in the ap- proved soil engineering report fills shall conform to the provisions of this Section. In the absence of an approved soil engineering report these provi- sions may be waived for minor fills not intended to support structures. (b) Fill Location. Fill slopes shall not be constructed on natural slopes steeper than two to one or where the fill slope toes out within 12 feet horizontally of the top of existing or planned cut slopes. (c) Preparation of Ground. The ground surface shall be prepared to receive fill by removing vegetation, noncomplying fill, topsoil and oth- er unsuitable materials as determined by the soil engineer, and, where the slopes are five to one or steeper, by benching into sound bedrock or other competent material. (d) Fill Material. Earth materials which have no more than minor amounts of organic substances and have no rock or similar irreducible material with a maximum dimension greater than 8 inches shall be used. (e) Compaction. All fills shall be compacted to a minimum of 90 percent of maximum density as determined by U.B.C. Standard No. 70 -1. Field density shall be determined in accordance with U.B.C. Standard No. 70 -2 or equivalent as approved by the Building Official. (f) Slope. The slope of fill surfaces shall be no steeper than is safe for the intended use. Fill slopes shall be no steeper than two horizontal to one vertical. (g) Drainage and Terracing. Drainage and terracing shall be pro- vided and the area above fill slopes and the surfaces of terraces shall be graded and paved as required by Section 7012. Setbacks Sec. 7011. The tops and the toes of cut and fill slopes shall be set back from property boundaries as far as necessary for safety of the adjacent properties and to prevent damage resulting from water runoff or erosion of the slopes. The tops and the toes of cut and fill slopes shall be set back from structures as far as is necessary for adequacy of foundation support and to prevent damage as a result of water runoff or erosion of the slopes. Unless otherwise recommended in the approved soil engineering and /or engineering geology report and shown on the approved grad- ing plan, setbacks shall be no less than shown in Table No. 70 -C. Drainage and Terracing Sec. 7012. (a) General. Unless otherwise indicated on the approved grading plan, drainage facilities and terracing shall conform to the provision of this Section. (b) Terrace. Terraces at least 6 feet in width shall be established at 6 60 ( II 111 FEET a b c d 0 —10 3' 2' 3' 5' 11 -30 (Ii /2)' 3' (H /2)' 7' 31 and Over 15' 3' 15' 10' TABLE NO. 70 -C —SETBACKS ( •. „•...•• Face of building Face of Footing - I' min. depth ••- Reinforced Concrete Roving not more than 30 -foot vertical intervals to control surface drainage and debris. Suitable access shall be provided to permit proper cleaning and maintenance. Swales or ditches on terraces shall have a minimum gradient of 5 percent and must be paved with reinforced concrete not less than 3 inches in thickness or an approved equal paving. They shall have a minimum depth at the deepest point of 1 foot and a minimum paved width of 5 feet, A single run of swale or ditch shall not collect runoff from a tributary area exceeding 13,500 square feet (projected) without discharging into a down drain. (c) Subsurface Drainage. Cut and fill slopes shall be provided with subsurface drainage as necessary for stability. (d) Disposal. All drainage facilities shall be designed to carry wa- ters to the nearest practicable drainage way approved by the Building Official and /or other appropriate jurisdiction as a safe place to deposit such waters. If drainage facilities discharge onto natural ground, riprap may be required. At least two percent gradient toward approved drainage facilities from building pads will be required unless waived by the Building Official for nonhilly terrain. EXCEPTION: The gradient from the building pad may be one per- 661 C cent where building construction and erosion con( ill be completed before hazardous conditions can occur. Erosion Control Sec. 7013. (a) Slopes. The faces of cut and fill slopes shall be pre- pared and maintained to control against erosion. This control may consist of effective planting. The protection for the slopes shall be installed •as soon as practicable and prior to calling for final approval. Where cut slopes are not subject to erosion due to the erosion- resistant character of the materials, such protection may be omitted. (b) Other Devices. Where necessary, check dams, cribbing, riprap or other devices or methods shall be employed to control erosion and provide safety. Grading Inspection Sec. 7014. (a) General. All grading operations for which a permit is required shall be subject to inspection by the Building Official. When required by the Building Official, special inspection of grading oper- ations and special testing shall be performed in accordance with the provisions of Section 305 and Subsection 7014 (c). (b) Grading Designation. All grading in excess of 5000 cubic yards shall be performed in accordance with the approved grading plan prepared by a civil engineer, and shall be designated as "engineered grading." Grading involving less than 5000 cubic yards shall be desig- nated "regular grading" unless the permittee, with the approval of the Building Official chooses to have the grading performed as "engi- neered grading." (c) Engineered Grading Requirements. For engineered grading it shall be the responsibility of the civil engineer who prepares the ap- proved grading plan to incorporate all recommendations from the soil engineering and engineering geology reports into the grading plan. He shall also be responsible for the professional inspection and certifica- tion of the grading within his area of technical specialty. This responsi- bility shall include, but need not be limited to, inspection and certifica- tion as to the establishment of line, grade and drainage of the develop- ment area. The civil engineer shall act as the coordinating agent in the event the need arises for liaison between the other professionals, the contractor and the Building Official. The civil engineer shall also be responsible for the preparation of revised plans and the submission of as- graded grading plans upon completion of the work. Soil engineering and engineering geology reports shall be required as specified in Section 7006. During grading all necessary reports, compaction data arid soil engineering and engineering geology recom- mendations shall be submitted to the civil engineer and the Building Official by the soil engineer and the engineering geologist. ' The soil engineer's area of responsibility shall include, but need not be limited to, the professional inspection and certification concerning the preparation of ground to receive fills, testing for required compac- tion, stability of all finish slopes and the design of buttress fills, where 662 / 'required, incorporating data supplied by thaik _ incering geologist. The engineering geologist's area of responsibility shall include, but need not be limited to, professional inspection and certification of the adequacy of natural ground for receiving fills and the stability of cut slopes with respect to geological matters, and the need for subdrains or other ground water drainage devices. He shall report his findings to the soil engineer and the civil engineer for engineering analysis. The Building Official shall inspect the project at the various stages of the work requiring certification and at any more frequent intervals necessary to determine that adequate control is being exercised by the professional consultants. (d) • Regular Grading Requirements. The Building Official may re- quire inspection and testing by an approved testing agency. The testing agency's responsibility shall include, but need not be limited to, certification concerning the inspection of cleared areas and benches to receive fill, and the compaction of fills. When the Building Official has cause to believe that geologic factors may be involved the grading operation will be required to conform to "engineered grading" requirements. (e) Notification of Noncompliance. If, in the course of fulfilling their responsibility under this Chapter, the civil engineer, the soil engineer, the engineering geologist or the testing agency finds that the work is not being done in conformance with this Chapter or the ap- proved grading plans, the discrepancies shall be reported immediately in writing to the person in charge of the grading work and to the Building Official. Recommendations for corrective measures, if neces- sary, shall be submitted. (1) Transfer of Responsibility for Certification. If the civil engineer, the soil engineer, the engineering geologist or the testing agency of record are changed during the course of the work, the work shall be stopped until the replacement has agreed to accept the responsibility within the area of their technical competence for certification upon completion of the work. Completion of Work Sec. 7015, (a) Final Reports. Upon completion of the rough grading work and at the final completion of the work the Building Official may require the following reports and drawings and supplements thereto: 1. An As- Graded grading plan prepared by the civil engineer in- cluding original ground surface elevations, as- graded ground surface elevations, lot drainage patterns and locations and elevations of all surface and subsurface drainage facilities. He shall provide certifica- tion that the work was done in accordance with the final approved grading plan. 2. A Soil Grading Report prepared by the soil engineer including locations and elevations of field density tests, summaries of field and laboratory tests and other substantiating data and comments on any changes made during grading and their effect on the recommendations 663 Made in the soil engineering investigation ref. `:' He. shall provide certification as to the adequacy of the site for the intended use. 3. A Geologic Grading Report prepared by the engineering geolo- gist including a final description of the geology of the site including any new information disclosed during the grading and the effect of same on recommendations incorporated in the approved grading plan. He shall provide certification as to the adequacy of the site for the intend- ed use as affected by geologic factors. (b) Notification of Completion. The permittee or his agent shall notify the Building Official when the grading operation is ready for final inspection. Final approval shall not be given until all work includ- ing installation of all drainage facilities and their protective devices and all erosion control measures have been completed in accordance with the final approved grading plan and the required reports have been submitted. 664 t Frank Todd, Mayor CII`"Y OF aa!'KW1LA Dear Mr. McCrary: 14475 - 59TH AVENUE SOUTH TUKWILA, WASHINGTON 98067 The Evans Company ATTN: • Mr. Jim McCrary 1503 - 128th Place N.E. Bellevue, Washington 98005 1'. Persuant to Title 18 of the Tukwila Municipal Code, the proposed action has been declared to be a "major action which will significantly affect the •• quality of the environment" and thus requires the preparation and filing by the applicant of a detailed Environmental Impact Statement (E.I.S.). Guidelines for the preparation of an E.I.S. are enclosed. There are several firms capable of preparing such documents and you may review the statements we have on file if you wish. 2. Detailed topographic maps should be provided using a scale of 1" to 50' or 'larger with two foot contour intervals 19 July 1974 With reference to your letter of July 8, 1974, requesting a permit from the City of Tukwila to remove approximately 196,000 cubic yards of material from a site commonly referred to as the Giovanelli property within the City of Tukwila, we reply as follows. The Public Works Director, Mr. Steve Hall, the Building Official, Mr. Barney Ruppert and myself reviewed your letter and the enclosed material from Dames and Moore, visited the site and have reached the conclusions stated below: Mr. Jim McCrary Page 2 • GK /lt Encl.: as t showing the parcel in its present state and how it would appear. when the exca- vation and grading are complete. 3. You should address yourself particularly to a discussion of erosion and drainage problems in the E.I.S. and mitigating measures to be employed. Mr. Ruppert has enclosed a copy of Chapter 70 of the- Uniform Building Code governing excavation and grading . for your review. With regard to a timetable, State law requires that Environmental Impact Statements be reviewed for a minimum of thirty days. Overall, the review process would probably require sixty days after initial filing of the E.I.S. . I trust that this information will be of assistance to you. If you have any questions, feel free to call. cc: Mayor Bldg Off Pub Wks Dir Sincerely, Gary K cin_ki Plannin• Director - • err .> ( !aAr s e trTe rrnnl y, r. GON6UtTINr tN ^r•tt[t791N THE nn ?LIRD r.ARrl4 'I- qrc Irvin A. Ivcrcoty 6 Aoseciates 5914 South 130th Street Seattle, Washington 18138 Attention: Mr. Irvin A. iveraon Gentles n: LntIOI'M, C•I ^ L. 4o `ONQ4, AU11RA1.IA elnOrlib •. a•4 rt.. - AN.I 4AN 70I:•••Ir41 .. .4A:`A AILAn•A NE* YOI.A 414r@Ari. r•r f•LN♦rll SAO 1.A11I CITY 'HI.INfIIUIU •.4'.4. •NA4CILC0 • NIIU .1' 4 RI ArTLC 1800 WF_STL!•t'r / V;.Ni If NO11114 • nr:ATTLP_,WF:SHINoTON nf.11; • (;- 'e P(.1.3 • t1•r,;) TELEX: 3 -2415 F'A ft? PJr ^ ^r ..161 3r:. fit -I L.AMr:'' .jr. ! • r.5oN r{ NE:I/ 'DN A! e": A•1 11'D ( 11 A. LOWt • 1.AWF1f'14r1 J. Weer P.1 it' r_ 1 ••.•'INI :r:n• AI_r XANCEr' .A. 1IIri -I TOM September 16, 1969 . Report of Preliminary Q.,:.z:tity Evaluation Gievanalli Property Wr'ittir . n .�....._......�.� Wo prcLent heroin .uul t u of our prelI ;litany evaluation of the mount of borrow material t:, .:ll.It:l,lca wt glop. ~nry located on the t;3at siee of Scuthcerrtel et :rth of South ICvi.it Street in Tcicuila, Wash {t:ut;ltt V; a a,ii.0 i.0 in chzn with 290 feet of t•rontace en Southct::,ttir. PJ wtty awl ......::rdr► wuetaurd to the ca,t rit ht''Of way lino for Intt:;3at aLo liit;ln:riy 5. Thu tot tt area it tppra_ :I! . n ly coven acres. ':?:o northwestern rcrtion of the, cite elopes steeply downward in a general ccuthoeoterly diren tiou from epp:.rt'.i:-:te1y Elevation 204 at the high. point to rppro:fir Eleviti -:a 23 ro:.: rr,.>r.. :Icentcr Parkway. The topographic information r_r2C'1 i~? cur evel.. .lee in nn r :::.t on an aerial topographic map prepared 1;7 t:aLt -c. ; 1n2ocl:ttco,In in i :::,,icr, 1066. In co^7?:'.ng tit^ r= -° t•; o f C:. ".too :ial 01_01 v ouid be available from erctvot:ton en tl!in Site, r.^_ t•: ;vo cc:: A .' 1 1 4 to 1 (horizontal to vertical) cut elope!: bf7.1 n . 4 . g it the report? In those local crow; adjacent to the rrepo: :47 llvoo `Sacra the topo3rt y indicatz3 t ..t 010Ncg arc new somewhat ntz::por than 1 314 to 1, c:a hays r~nnl e.:1 no.r0.t'r;iticrt of the exist• ins olevo. 0outhcentor Parkway is tt t pre 1 adjacent to tth3 Gam! t•3. l;o have actumed t!tct the L•1.l30 of tlIn :.t,t r 7 ar_a c iU be at ,about E1cv rice 24 to allow for cur free ernin *g© toward !min! thee* peremotcro, cur evi1.'tn : • r•^ f +',' ^?. ^ t:'. ^ crpruximstely 196,000 en!Yl, ynrets o! borrow m tcrl.ol eaotat,ft alto. App :::.-s:utt;a?y 4,000 cubic ynrria of this metenI nl 1.1 to fill the 1Gt: crcc i.yitaa below the ttltvn'1on 20 cosytr :run Seutheonter Perkuay. The eppreximatoly 1c'vo1 portion of tl:a ci ut a:" 1.3 Elevation 24 DA!VIES /3 P.1t, 0F7( Irvin A. Iverson &;Associates Sopt_ombc_ 15, 1.069 Ealle -2- would comprise approximately 3.0 acres. This approximately level area would incorporate the full ttorth..south width of. the alto c :rton:lin3 westward from Scutt:center rarlmay for about 200 feet and a strip ran0in3 from approxi- metee.y ISO to 200 feet in vidth ectendin3 farther to the vest and lying nort't of the couth proporty line. A dre Lr.3 with the post-excavation contoero plotted thereon to on file in cur office and is available for your reference at any titre. We.truat that the foregoing information will satisfy your needs at this ett¢9. Ol.ould additional information to desired, please contact us. i'oura very truly, l.V }173 MC= Ey JL4AIl :fm Vileacph Lamont, 3 Copies. Submitted REPORT OF PRELIMINARY SOILS INVESTIGATION GIOVANELLI SITE TUKWILA, WASHINGTON L • Pg - 1� -7� SCOPE We present in this report the results of our preliminary soils investigation at the site of a proposed borrow source in Tukwila, Washington, being planned for development by Puget Western, Inc. The site is located on the west wall of the Green River Valley about one -half mile north of South 176th Street and immediately east of the right -of -way of the Seattle- Tacoma Freeway, Primary State Highway No. l,which is presently under construction. The site is presently under option to Puget Western, Inc., and consists of the 'G. S. Giovanelli tract and that portion of the H. K. & A. N. Sprague tract which remained after freeway acquisition, The site is outlined on the Plot Plan, Plate 1. Development of the borrow source anticipates the excavation of available material which will be placed as compacted fill on nearby industrial ;sites. In order to effect maximum utilization of the borrow source, cuts will be made at the steepest slope consistent with safety down to the level i!of the valley floor, which is at approximately Elevation 25. The purpose of this investigation is (1) to explore the subsurface soils and ground water conditions by drilling one deep boring; (2) to analyze the stability of the proposed cuts and recommend a slope of maximum steepness ; which would be consistent with safety; and (3) to present comments relative fill. the suitability of the soils in the borrow source for use as compacted -2- FIELD EXPLORATIONS AND SITE CONDITIONS The site of the proposed borrow source rises steeply from the valley floor in the vicinity of the east property line. The rise in elevation in this area is on the order of 100 feet, and the inclination is extremely steep, in some areas nearly vertical. To the west of the crest of this steeply inclined bluff, the ground surface rises gradually to the west property line and beyond. Approximately 25 feet west of the west property line, the northbound lanes of the Seattle- Tacoma Freeway have been excavated into the gently rising hillside. The northbound lanes in this area are depressed approximately 25 feet below the original ground surface. Ground cover over the major portion of the site consists of a moderately dense growth of small trees and brush. Trees of more substantial size are scattered more widely over the site. The subsurface soils were explored by drilling one boring with power- operated, cable -tool drilling equipment. The boring was located as shown on Plate 1 in the vicinity of the west property line and was drilled to a depth of 126 feet. The field explorations were conducted under the continuous super - vision of one of our engineers, who identified the soils by visual and textural examination and maintained a continuous log of the conditions encountered. The boring log is presented on Plate 2. The soils were 'classified in accordance with the Unified Soil Classification System which is ;described on Plate 3. Undisturbed samples of the soils were obtained with a sampler of ;'the type illustrated on page A -1. The number of blows required to drive the �sampler a distance of one foot into the soil with a weight of 275 pounds and C7ILSN E S. Z: MOORi- -3- a stroke of 30 inches is shown above the sample notations on the boring log. Due to the compactness of the materials encountered in the boring, it was not always possible to achieve a full foot of sampler penetration into the soil. In these cases, the blow count on the boring log is shown with respect to the number of inches of penetration actually achieved. The soils of which the hillside is composed are glacial materials. All of the formations encountered have been overridden by glacial ice at least once. The subsurface exploration reveals that the borrow source contains substantial quantities of granular soils which, except for relatively thin intervening strata of silty soils, extend to the depth explored in the boring. Some of the granular soils possess a significant content of silt and clay fines mixed with the more granular soil fraction, and in some localized zones layers of silty materials are found within the granular deposits. All of the granular soils were observed to be quite firm or compact in place. The intervening strata of silty soils, which range up to a maximum thickness of approximately nine feet at the boring location, were also observed to be very firm. Observation of the soils exposed on the slope face reveal generally . sandy and gravelly soils in the upper portion of the hillside, with sandy ;soils predominating in the lower portion immediately above the valley floor. The zone near the mid - height of the hillside was observed to be composed primarily of silty soils containing numerous zones and layers of sandy soils. The materials exposed on the surface of the hillside are of similar types as found in the boring and are also very compact. In this manner, they correlate well with the soils encountered in the boring. However, correlation with OAMSS C MOOR -4- lrespect to the stratigraphy of the various layers was not evident, but this is not unusual in such glacial soils where changes in deposition are common over very short distances. During the course of our field explorations, no recognizable body of ground water was encountered, and no significant amount of ground water seepage was observed to enter the boring. Similarly, no springs or zones of seepage were noted during our examination of the slope face and slope toe. We would, however, anticipate the possibility that zones of seepage or trapped zones of ground water may be encountered during excavation. This condition was evident in the borrow pit excavations to the south of this property. LABORATORY TESTS Direct shear tests were performed on selected undisturbed samples obtained from the boring to aid in the evaluation of soil strengths. The tests were performed at a continuous rate of shearing deflection in the manner described on page A -2. The results of these tests are presented in tabular form on Plate 4. Moisture and density determinations were performed in conjunction with each of the above tests. The results of these tests appear on Plate 4 and are also presented to the left of the appropriate sample notations on the boring log on Plate 2. CONCLUSIONS AND RECOMMENDATIONS CUT SLOPE STABILITY Data obtained from the field explorations and laboratory tests have been utilized in engineering analyses to evaluate the stability of the 1,011 M t? a e uNiooi cut slopes. The stability analyses have been computed utilizing appropriate strength values for the granular and silty soils as determined from our laboratory tests. Due to the lack of evidence pointing to the presence of any significant quantities of ground water, no consideration has been given to seepage pressures in our analyses. In addition to analyses under static conditions, consideration has also been given to the effect of seismic forces on the cut slopes on the assumption that such seismic forces would be applied horizontally and would be equivalent to 0.1 times the weight of the mass of material within the critical failure arc. Based on the results of these analyses, we recommend that the cut slopes be excavated at an inclination not exceeding 1 -3/4 to 1 (horizontal to vertical). Our analyses indicate that for a slope of this inclination the factor of safety against a slope failure under static conditions would be on the order of 1.35, while under seismic conditions the factor of safety would be approximately 1.15. While somewhat steeper slopes would be sufficiently stable under static conditions, they would be very marginal under conditions -5- of a substantial earthquake. In recognition of the risk of seismic occurrence, it is therefore our recommendation that cuts be made at the 1 -3/4 to 1 slope. EROSION PROTECTION Since a substantial portion of the exposed cut face will be in 'granular soils, some erosion due to surface runoff flowing down the slope may be expected. Such erosion would result in the formation of small gullies on the slope face and the possibility of recession near the crest of the cut ,:slope. In order to protect against erosional recession at the crest of the II DAMES !: MOORE -6- slope which might otherwise encroach on adjacent properties, we recommend that the slope crest be planned not less than 15 feet from the adjacent property line. Further protection against erosion could be accomplished by planting on the slope, or by installing some means of intercepting any runoff at the crest of the slope. Such water, if intercepted at the crest, should be directed laterally around the borrow area or brought down the slope in closed pipes and disposed of through existing drainage facilities. As previously mentioned, minor zones of seepage or trapped water may be encountered during the excavation. We anticipate that any such zones will likely bleed out quite rapidly and not be cause for permanent concern. If, however, any zones of continuing flow are encountered, drainage should i be provided for this water so that it is carried out of the borrow area in a reasonable manner and does not have an opportunity to cause wetting or softening of the lower hillside slope. SUITABILITY OF FILL MATERIAL The soils encountered in the boring are considered suitable for use as compacted fill. The optimum moisture content of most of the materials is 11 expected to be in the range of 10 to 15 percent. Tests on undisturbed samples indicate that various layers have moisture contents substantially in excess of these values, and therefore drying of these soils will be necessary for effective compaction. The silt and clay soils and those portions of the, granular soils which contain significant amounts of silt and clay fines will ',j also be sensitive to increased moisture content, and we recommend that these materials be placed only during dry weather. Spreading and air - drying the materials in thin lifts during dry weather will bring the moisture content GAMES !f MOORS the buildings li January -7- 'odown to acceptable values for compaction. It is our opinion that the hillside !I soils can be readily compacted to 90 to 95 percent of the maximum density . with normal compactive effort, assuming that the above conditions are met. is I�If it is possible to do so, the more granular soils might be used in proposed. 'I ;building areas, and the finer grained silty soils used in yard areas around We anticipate that excavation of the hillside soils will present no unusual or difficult problems, and that removal of these materials may be accomplished with heavy earthmoving equipment such as has been used in the ),adjacent borrow area to the south. GA MES C. MOOA Respectfully. submitted, DAMES & MOORE By tr 4 O Z. v) S A RIGHT OF WAY LINE NG NO. I PROPERTY LINE s G. S. GIOVANELLI PLOT PLAN FEET 0 100 PROPERTY LINE 200 airs Moore! .A TE 0 .5 17.5% -108 10 15 21.31E-108 20 25 23.5% -106 30 35 27.8%- 99 40 45 50 55 5.6 %-121 60 65 ■ 58' • I• 10 7 • • BORING I ELEVATION 187 ML SW ML SW M BROWN AND GRAVEL (MODERATELY ANIC FIRM) BROWN FINE SAND WITH LENSES OF BROWN SILTY FINE SAND AND OCCASIONAL GRAVEL (COMPACT) ����rr rr,,��yy �PL SANU WITH GRAVEL '�T�IEitT'TTt (VERY FIRM) GRAY CLAY SILT (FIRM) GRAY FINE TO COARSE SAND WITH FINE GRAVEL (VERY COMPACT) GRAY SILTY SAND WITH LAYERS OF GRAY SILT (VERY FIRM) GRAY FINE TO COARSE SAND WITH FINE GRAVEL (VERY COMPACT) GRAY SILTY SAND WITH GRAVEL (VERY FIRM) • 120 1 32. 90 • LOG OF BORING BLOWS REQUIRED TO DRIVE SAMPLER ONE FOOT Ra IS?UR(y : V WEIGHT. 275 L•$., STROKE. 30 INCHES. 2 4%-90 • INDICATES DEPTH AT WHICH UNDISTURBED DR, -/ SAMPLE WAS EXTRACTED. e DINDICATES DEPTH AT WHICH SAMPLING ATTEMPT MADE WITH NO RECOVERY. 4f5 ) AFfV ,LIT WITH FINE GRAVEL (VERY GRAY SILTY SAND WITH GRAVEL (VERY FIRM) GAY SANDY SILT WITH OCCASIONAL GRAVEL BROWN FINE TO MEDIUM SAM/ (VERY COMPACT) GRADES TO GRAY IN COLOR GRAY SILT (VERY FIRM) GRAY FINE TO MEDIUM SAM) (VERY COMPACT; GRA YGRAY SA (VERY FIRM) GRAY FINE TO COARSE SAND (VERY COMPACT) BORING COMPLETED 12-21 -66 NO GROUND WATER ENCOUNTERED PLATE .r. -,us s moon. MAJOR • DIVISIONS GRAPH SYMISOL LE TTER SYMBOL • TYPICAL . DESCRIPTIONS COARSE • GRAINED SOILS ., MORE THAN 50% or MATERIAL•IS AN • NO. TH IZE SKYE S GRAVEL AND GRAVELLY SOILS YORE THAN OART[ /AR TION e{f VL j1 ON N0, fIC CLEAN GRAVELS (LITTLE OR NO FINES) S , ,, '. ' GW •C sL- 6tADED GRAVELS, - sm.') NIXTURCSr LITTLE OR lC OR NO FINES •• �7•• .:t : :r, :::F' • . : : : : +;�I GP PWRIY- GRADED GRAVCLS,GRAVLL• SAND MIXTURES; LITTLC OR No FINES • 'GRAVELS WITH FINES ' ( I1, I I I II 1 ' G M SILTY GRAVELS, GRAVEL -SAND- SILT MIXTURES IABLC AMOUNT Of FINES CLEAN SAND (LITTLE OR NO FINES) J / / / . � •' I '�I �•'' • '� � • �i L: ::i: ' GC SW CLAYEY GRAVELS, GRAVEL -SAND- CLAY MIXTURES MOLL- GRADED SANDS, GRAVELLY SANDS, LITTLC OR NO FINES AN SANDY SOILS MORE THAN 50% Or COARSE FRAC- TION PASSING NO 4 SIEVE SP POORLY- GRADCD SANDS, GRAVELLY SANDS, LITTLC OR NO FINES 1 , `, , I'�I7 . f S ILTY SANDS WITH FINES I. ' I ; 1 (i! ;∎ ( 'ABLE AMOUNT SM • SANDS, SAND -SILT MIXTUt Cf ' • ..re. r `rte . or FINES) , �� % r SC CLAYEY SANDS,'SAND -CLAY MIXTURES FINE S O SOOILSD MORE THAN LOx . Of MATERIAL IS THAN NO. f l[VC SIZE . SILTS LIQUID LIMIT C LESS THAN 11 II I) • 1 ML INORGANIC SILTS AND VERY FINE SANDS, ROC( FLOUR. SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY ' j ' L INORGANIC CLAYS Or LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, . SANDY CLAYS, SILTY CLAYS, LEAN CLAYS r 111111111 OL — ORGANIC . ILTY CLAYS or G PLASTIC ITV SILLS AND CLAYS LIQUID LIMIT GREATER HAN 50 Hi! ';1I1IIId'' M H INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR . SILTY SOILS. CH ' INORGANIC CLAYS Or HIGH • , PLASTICITY, FAT CLAYS 9 rr r r r r r r r rr i i r r� OH H ORGANIC CLAYS Or MEDIUM TO'NIGH PLASTICITY, ORGANIC SILTS ' HIGHLY ORGANIC SOILS PEAT, HUMUS,: SWAMP SOILS WITH HIGH ORGANIC CONTENTS PT NOTE: DUAL SYMBOLS ARC USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS. SOIL CLAD U'IOATION MART UNIFIED SOIL . CLASSIFICATION . SYSTEM *MUS is moose TE , BORING DEPTH SOI L TYPE MOISTURE CONTEN CONTENT E DRY WEIGHT DRY DENSITY LBS. /CU.FT. NORMAL PRESSURE LBS. /SC/FT SHEAR STRENGTH LBS. / S0. FT. ULTIMATE I 5 . 5 F I NE SAh:L I ' . 5 . 108 500 500 I 15.3 CLAYEY ;;I LEY ;;ANL N I Tr• 21. I 0b 1 500 2 CkMVLL 1 25.3 CLAYEY SILTY Shi•\u: v1ITr 22.5 106 3000 2300 GkAVEL 35.0 CLAYEY SILT 2 7 .8 99 10.•0 1 100 55.0 FINE To COARSE SA1■1) 5.6 12I 1500 1800 I 70.G SI LTV SANb . 2 109 250G 2400 ( 75.0 SANDY S 1LT 12.6 128 2000 2500 85.0 SANDY SILT 18.9 112 2 000 4 IQ0 1 95.0 FINE TO MEL I bi ; Sa1W 8.5 100 3500 2700 1 110.0 FII E TO ,',LUIUM S A NU 2 96 4500 3600 1 1 2 1 .0 :ANDY SILT 22.7 90 5000 :-,800 i.: (REV. 6.41) 2 DT ` =- DATE CHECKED SY FILE SUMMARY OF DIRECT SHEAR TEST DATA REVISIONS BY DATE 0) N DRIVIING OR P USHING COUPLING OUTLETS NOTCHES FOR FISHING TOOL NEOPRENE GASKET HEAD NOTE' "HEAD EXTENSION" CAN BE INTRODUCED BETWEEN "HEAD' AND " SPLIT BARREL' SPLIT BARREL ITO FACILITATE REMOVAL OF CORE SAMPLE) BIT 1 I A -1 CHECK VALVES VALVE CAGE SPACE TO RECEIVE DISTURBED SOIL CORE.RETAINER RINGS 0.1/2" 0.D. BY I' LONG/ CORE•RETAINING DEVICE RETAINER RING RETAINER PLATES (INTERCHANGEABLE WITH OTHER TYPES) SOIL SAMPLER TYPE U FOR SOILS DIFFICULT TO RETAIN IN SAMPLER U. S. PATENT NO. 2,318,062 SPLIT BARRE ALTERNATE ATTACHMENTS .CORE•RETAINING ' ..DEVICE • LOCKING RING SPLIT FERRULE THIN.WALL ED SAMPLING TUBE (INTERCHANGEABLE ' LENGTHS) r A -2 �1 ETHOD OF PERFORMING DIRECT SHEAR AND FRR'1TON TESTS DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHE ARIN(, STRENGTHS OF SOILS. FRICTION TESTS ARE PERFORMED TO DETERMINE THE FRICTIONAL RE- SISTANCI:S BETWEEN SOILS AND VARIOUS OTHER MATE- RIALS SI'C11 AS WOOD, STEEL, OR CONCRETE. THE TESTS ARE PERFORMED IN TIIE LABORATORY TO SIMULATE ANTICIPATED FIELD CONDITIONS. EACH SAMPLE .IS TESTED WITHIN THREE BRASS RINGS, TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDISTURBED SAMPLES OF IN -PLACE SOILS ARE TESTED) IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH TIIE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON -. STRUCTING•EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND .TESTED. FRICTION TiisTs DIRECT SHEAR TESTING & RECORDING APPARATUS DIREC;r SHEAR TESTS A THREE-INCH L1iNGTE1OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES - APPROPRI TO THE CONDITIONS 01' THE PROBLEM FOR 1C'1IICII THE 'FES1' IS BEING PER= 17`01(MED,' IS APPLIED NORMAL TO Tlll'. ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARLNG FAILURE OF TIIE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A I)1RECTION PERPENDICULAR TO THE AXIS OF TIIE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY I3E ACCOMPLISHED 13Y APPLYING TO THE CENTER RING EITHER A CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE- FLECTION. IN EACH CASE, THE Sill ARING LOAD AND THE 1)1 1 1 ECTIONS IN. BOTH . AXIAL AND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING S1'RENGTIi OF .THE SOIL IS DETERMINED FROM THE RESULTING LOAD - DEFLECTION CURVES. IN ORDER TO DETERMINE THE FRICIIONAI.. RESISTANCE BETWEEN S011. AND11 I E SURFACF.SOF VARIOUS MATERIALS, THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS Rl PLACED'BY ADISK OF THE'' MATERIAL TO •13E . TESTED. THE 1'F.ST IS THEN PERFORMED IN THE SAMI:.MANNI R AS THE DIRECT SHEAR TEST 13Y FORCING TIIE DISK OF MATERIAL FROM THE SOIL SURFACES.,. Gentlemen: AYl t THE EVANS COMPANY 15D3 - 128TH PLACE N.E. BELLEVUE, WASHINGTON 98D05 GLENCDURT 4 -8211 July 8, 1974 City of Tukwila 6230 Southcenter Blvd Tukwila, Wash. 98188 Department of Planning RE: Giovanelli Property, Tukwila, Wn. Mr. Gary Crutchfield Request for Excavating Permit We are the owners of a seven acre parcel of vacant land within the City of Tukwila, which is known as the Giovanelli property. As shown on the en- closed map, the property extends from the Interstate - 5 Freeway,-on the West to the Southcenter Parkway on the East. We request a permit from the City of Tukwila to remove approximately 196,000 cubic yards of material from the hillside area of the property which occupies the western portion of the site. A portion of this material will be placed as compacted fill on the site itself to bring the existing area adjacent to Southcenter Parkway to a finished elevation of 22.5 to 24.0 feet. This will utilize approximately 4,000 cubic yards of excavated material. The re- mainder of the material will be available for other fill areas on nearby pro- perties on the valley floor. Dames & Moore, Soils Engineers, have analyzed the hillside and the soils it contains. A copy of their report of January 11, 1967 and a supplemental letter of September 16, 1969 are enclosed as a part of this application. Although this study is several years old we believe it is perfectly valid today, as there have been no changes in the contours of the hillside area, and the character of the soils would remain unchanged. The Dames & Moore analysis establishes the feasability of excavating the hillside and the suitability of the material for compacted fill in the area. They find that the excavated slope would have a safety factor of at least 1.15: at a slope of 1 3/4 to 1. However we intend as prescribed in your area, to maintain a flatter slope of 2 to 1. The top of the excavation will be held back a minimum of 15 feet from the Freeway boundries or adjacent property lines. The materials will be excavated with tracked heavy earthmoving equipment and trucks during dry weather. The excavation will commence at the top of slopes, so as to maintain a shaped 2 to 1 slope as the work proceeds. The excavated material will be moved to the fill site or sites directly as it is removed. There will be no unsightly stockpiling of material. The material will be spread on the area to be fill- ed in lifts of approximately one foot depth and compacted to 90% or better of theoretical maximum density. If the moisture content is substantially in excess of the optimum for compaction (10 to 15 %) the lifts will be permitted to dry before compaction. The cut slopes will be grass seeded by the Hydro- seeding method, upon the completion of the work, or in stages, if there is any delay in completion of the excavation of materials. In any event, no portion of the slopes will remain unneeded going into the rainy season. The Hydro- seeding mixture will be made up of rye or a rye - bent - fescue seed mix (100. to 120 lbs per acre), 10- 20-20 chemical fertilizer (150 to 200 lbs per acre), and vegetable matter mulch (1200 to 1500 lbs per acre). The requested excavation permit will provide an economic benefit to the property by rendering it more usable and suitable for future building. The work will also provide an economic benefit to the community, and will also provide much needed material at a close -by and economical source for areas in the immediate area. We do not forsee any significant detriment or harm to the enviroment in this area due to the results of this project. There are no surface streams and no apparent substantial amounts of underground water in the hill- side. There may be a limited amount of errosion until the grass takes firm hold, but the tight nature of the soils will preclude any substantial washing on the slopes. The natural soils seem to have sufficent moisture so there should be no dust problem, but should this occur, proper prevenative measures shall be taken, ant the unavoidable noises of heavy equipment working in this area should be inconsequential due to the proximity of the Freeway and the absence of nearby residences. We trust that this letter and the enclosed exhibits will provide you with all the information necessary to issue the requested permits. If you have any questions we would be happy to provide any additional information available to us, or to meet with you for an on -site meeting for further review and discussion. Your prompt consideration of this request will be appreciated. Very truly yours, James L. Evans, President The Evans Company It is bR -Ifo �� 1P.oS 11333 jy,(WtJ'r y ;tfATh I &to vAtau ft 4vPEflON • • i j / '/ � „ • jj j am • /6. �.�.�... _� .. • .I I I I �I I Ir i � I �' �• � I � �. I : � L L I r i I � I ITr i .. I .. f . ... i I j 1 i 1 i j 1 1 r . i ri l j'r l iii riiii.i i j "� i j i •i �f i i'� o hri :. ' iTr i LI r . i 1 i i i r . i .r.:i i t 2 3 4 5 6 7 8 FLEXIBLE RULER -302 AW ..... ...- QE 6Z 06 L2 92 92 4Z EZ ZZ lZ 03 6l Bl Ll 91 Sl hl "El Zl 11 Q(.' _ 611111611.l.6llnl611.1116h 11 ,1liii4iil,i4iil4ju4illli Ili0i4idull10W6i44404.li(iui(iiu010044 • IF THIS MICROFILMED DOCUMENT IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT — MOM DP i4 e.vAoI GioVarJE ri4 )1333 soot cENtex wi 1 6 1 53 RD i