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Home My WebLink AboutSWP272156 Short Plat (SHPL N__ ) REQUEST FOR PROJECT 11 Prelim. Plat (PP// -- CAGH To: Technical Services Date �Wou Green// � From: Plan Rcvicw/Projcct Manager Project Name (70 characters max) Description of Project: d U� Circle Size of Waterline: 8" 12" Circle One: New or Extension Circle Size of Sewerline: 10" 12" Circle One: New or Extension Circle Size of Stormline: 12" 15" 18" 24" Circle One: New or Extension/ Address or Street Name(s) zl-fk a S X �& Dvip r/Contractor/Owner/Cnslt: (70 characters max) Check each discipline involved in Project Ltr Drwg fl of sheets per discipline Trans-Storm (Roadway/Drainage) (Off site ovemcnts)(include basin name) (include TT-SC sheets) O Transportation (Signalizalion,Channelizatioq Lighting) Wastewater (Sanitary Main)(include basin name) U Water (Mains,Valves.Hydrants) Y (Include composite&Horizontal Ctrl Sheets) TS Use Only12 � Q ter.: Approved by TSM Date: rorms/misc/92-090.DOC/CD/bh GEOTECH CONSULTANTS 13256 N.E.20th St.(Northup Way),Suite 16 May 16 , 1991 Bellevue,WA 98005 (206)747-5618 J N 91148 (206)343-7959 Seattle-Renton Investors 27400 Southeast 132nd Street , Suite F-206 Kent , Washington 98042 ,y CITY V 1�'Om'ON Attention : Ron Trema i ne E 0 V D Subject : Geotechnical Engineering Study MI L 91991 Proposed Tall Firs Townhouse Development 4802 - 4816 Northeast Sunset Boulevard FaE �pa�GDIV'ISION Renton , Washington Gentlemen : We are pleased to present this geotechnical engineering report for the proposed townhouse development to be constructed on Northeast Sunset Boulevard in Renton , Washington . The purpose of our work was to explore site surface and subsurface conditions and to provide general earthwork recommendations and design criteria for foundations , retaining walls , and Pavements . The work was authorized by your acceptance of our proposal , P-9513 dated April 29 , 1991 . The subsurface conditions of the proposed building site were explored with seven test pits . The explorations encountered medium-dense to dense , glacial till and/or gravelly sand soils at relatively shallow depths . These native soils can be relied upon to support the proposed buildings founded on conventional footings . However , the glacial till soils are silty and thus are very moisture sensitive . It would be advantageous to perform earthwork during the normally dry summer months . If earthwork is performed during extended periods of wet weather , imported pit-run gravel may be needed for structural fill and as a protective covering for access roads and bearing surfaces . The attached report contains a discussion of the study and our recommendations . If there are any questions , or if we can be of further service , please contact us . Respectfully submitted , GEOTECH CONSULTANTS , INC . )a""Wl-f ' /0' D. Robert Ward Geotechnical Engineer may_ GEOTECHNICAL ENGINEERING STUDY PROPOSED TALL FIRS TOWNHOUSE DEVELOPMENT 4802 - 4816 NORTHEAST SUNSET BOULEVARD RENTON , WASHINGTON This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Tall Firs Townhouse Development in Renton . The general location of the site is illustrated on the Vicinity Map, Plate 1 . Based on a building location plan furnished to us prior to our explorations and a topographic/site grading plan furnished to us following our explorations , we anticipate that the development will consist of nine townhouse buildings located throughout the site . Six of the buildings will have a slab- on-grade finish floor , and cuts of up to seven feet are proposed to reach the finish floor elevation . The remaining three buildings will have a suspended-wood finish floor over a crawl space, and the finish floor elevations will be approximately two to five feet above the existing ground surface . Much of the area around the buildings will be paved , and vehicle access to the site will be from Northeast Sunset Boulevard on the south side . SITE CONDITIONS SURFACE The tract is somewhat rectangular in shape , except that the west side is approximately 459 feet in length and the east side is 359 feet . It has approximately 314 feet of frontage on the south border along Northeast Sunset Boulevard and is _ located in the northeast portion of Renton . The highest elevation of the site is approximately 430 feet at the northern edge , near the middle . From that point the site slopes gently to the south , east , and west , except for some moderate slopes on the western portion . The southern one- third of the site is relatively flat . There are three existing houses on the south end of the property which are constructed over crawl spaces . The vegetation surrounding the houses consists of grasses and occasional fir trees . The vegetation north of the houses and on the east portion of the site also consists of grasses , but the fir trees are more dense ; the vegetation on the west portion , north of the houses , consists of brush with fir , alder , and maple trees . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 2 The adjacent properties to the north and south of the site are undeveloped . The adjacent property to the west is developed with commercial and retail buildings and is one to five feet higher than the western edge of the subject site because fills were added . The adjacent property to the east is developed with single-family residences and is near the same elevation as the eastern side of the subject site . SUBSURFACE The subsurface conditions were explored by seven test pits at the approximate locations shown on the Soils Exploration Plan , Plate 2 . The field exploration program was based upon the proposed construction and required design criteria , site topography and access , subsurface conditions revealed during excavation , the scope of work outlined in our proposal , and time and budget constraints . The test pits were excavated on May 3 , 1991 with a rubber- tired backhoe owned and operated by Evans Brothers Excavating . A geotechnical engineer from our staff observed the excavation process , logged the test pits , and obtained representative samples of the soils encountered . "Grab" samples of selected subsurface soils were collected from the backhoe bucket . The Test Pit Logs are attached to this report as Plates 3 through 6 . The uppermost soils generally consist of approximately four to five feet of loose to medium-dense , weathered glacial till which is comprised of gravelly , silty sand . The weathered glacial till is generally underlain by medium-dense to very dense , gray glacial till to a maximum explored depth of nine feet . However , in Test Pits 4 and 6 , the uppermost soils consist of four to six feet of loose to medium-dense , very gravelly sand . The final logs represent our interpretations of the field logs and laboratory tests . The stratification lines on the logs represent the approximate boundary between soil types at the exploration locations . In actuality , the transition between soil types may be gradual . The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation . The logs should be reviewed for specific subsurface information at the locations tested . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 3 GROUNDWATER Groundwater seepage was observed at a depth of four feet in Test Pit 4 . The test pit was left open only for a short time therefore, the seepage levels on the logs represent the location of transient water seepage and may not be the location of the static groundwater level . It should be noted that groundwater levels vary seasonally with rainfall and other factors . We anticipate that perched groundwater could be found on the dense glacial till soil within the near surface weathered soil or gravelly sand soil . CONCLUSIONS AND RECOMMENDATIONS GENERAL Soils on this site are predominantly glacial tills . Glacial till soils have an average silt content of about 30 percent which makes them difficult to grade and compact if the soil becomes wet . This soil type is the predominate soil in the Puget Sound area with the exception of the river valley and coastal flat areas . Therefore , earth construction operations on this site are subject to the same constraints as the earthwork construction operations on most sites in the area . The constraints affect the economics of site development , but not the engineering feasibility of development under any weather conditions . CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed , competent glacial till or gravelly sand soils , or on structural fill placed above these competent soils . The upper weathered soils are loose to medium-dense and exceeded the optimum moisture content during our exploration . If the weathered soils are near the optimum moisture content at the time of foundation construction , then they should be compacted , and the footings may be placed on them. However , if the weathered soils are wet and not compactible , they should be removed and the footings placed on the dense , unweathered glacial till or gravelly sand . Continuous and individual spread footings should have minimum widths of GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 4 twelve ( 12) and sixteen ( 16) inches and should be bottomed at least twelve ( 12) inches below the lowest adjacent finish ground surface. As noted above , some overexcavation may be needed below footings to expose competent native soils . Unless lean concrete is used to fill the overexcavated hole , the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width . For example , an overexcavation extending two feet below the bottom of a three-foot-wide footing must be at least five feet wide at the base of the excavation . Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of two thousand (2000) pounds per square foot ( psf ) . If footings are extended down to unweathered glacial till , a bearing capacity of five thousand (5000 ) psf may be assumed . A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads . For the above design criteria , it is anticipated that total post- construction settlement of footings founded on competent , native soils or on structural fill up to five (5) feet in thickness) will be about one-half inch , with differential settlements of less than one-half inch . Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils , or by passive earth pressure acting on the vertical , embedded portions of the foundations . For the latter condition , the foundations must either be poured directly against relatively level , undisturbed soil or level structural fill must be placed around the outside of the foundation . We recommend the following design values be used for the foundation ' s resistance to lateral loading : Design Parameter value Coefficient of Friction 0 . 45 Passive Earth Pressure 400 pcf GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 5 Where : ( 1 ) Pcf is pounds per cubic foot (2 ) Passive earth pressure is computed using the equivalent fluid density . if the ground in front of the foundation is loose or sloping , the passive earth pressure given above will not be appropriate . We recommend that a safety factor of at least 1 . 5 be used for design of the foundation ' s resistance to lateral loading . SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3 as illustrated on Figure No . 2 of the 1988 Uniform Building Code (UBC) . In accordance with Table 23-1 of the 1988 UBC , the site soil profile is best represented by Profile Type 51 . SLABS-ON-GRADE Slab-on-grade floors may be constructed atop native soils or structural fill . The subgrade soils must be in a firm, non- yielding condition at the time of slab construction . Any soft areas encountered should be excavated and replaced with select imported structural fill . All slabs-on-grade should be underlain by a capillary break layer consisting of a minimum four (4 ) inch thickness of free- draining granular structural fill with a gradation similar to that discussed later in PERMANENT FOUNDATION AND RETAINING WALLS . In areas where the passage of moisture through the slab is undesirable, a vapor barrier such as a 6-mil plastic membrane should be placed beneath the slab. Additionally , sand should be used in the fine grading process to reduce damage to the vapor barrier and to provide uniform support under the slab. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures . The following recommended design parameters are for walls less than twelve ( 12) feet in height which restrain level backfill : GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 6 Design Parameter value Active Earth Pressure* 35 pcf Passive Earth Pressure 400 pcf Coefficient of Friction 0 . 45 Soil Unit Weight 135 pcf Where : 1 ) Pcf is pounds per cubic foot 2) Active and passive earth pressures are computed using equivalent the fluid densities . * For restrained walls which cannot deflect at least 0 . 002 times the wall height , a uniform lateral pressure of one hundred ( 100 ) psf should be added to the active equivalent fluid pressure . The values given above are to be used for design of permanent foundation and retaining walls only . The passive pressure given is appropriate only for the depth of level structural fill placed in front of a retaining or foundation wall . An appropriate safety factor should be applied when designing the walls . We recommend using a factor of safety of at least 1 . 5 for overturning and sliding . The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls . If these conditions exist, then those pressures should be added to the above lateral pressures . Also , if sloping backfill is desired behind the walls , then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures . Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall , unless the walls are designed for the additional lateral pressures resulting from the equipment . Placement and compaction of retaining wall backfill should be accomplished with hand-operated equipment . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 7 Retaining Wall Backfill Backfill placed within eighteen ( 18 ) inches of any retaining or foundation walls should be free-draining structural fill containing no organics . This backfill should contain no more than five (5 ) percent silt or clay particles and have no particles greater than four (4 ) inches in diameter . The percentage of particles passing the No . 4 sieve should be between 25 and 70 percent . ( Due to their high silt content , if the native sand soils are used as backfill , a drainage composite , such as Miradrain or Enkadrain , should be placed against the retaining walls . The drainage composites should be hydraulically connected to the foundation drain system. ) The purpose of these backfill requirements is to assure that the design criteria for the retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall . The top foot to eighteen inches of the backfill should consist of a relatively impermeable soil or topsoil , or the surface should be paved . The sub- section entitled GENERAL EARTHWORK AND STRUCTURAL FILL contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls . EXCAVATIONS AND SLOPES In no case should excavation slopes be greater than the limits specified in local , state , and national government safety regulations . Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be made vertical . For temporary cuts having a height greater than four (4) feet , the cut should have an inclination no steeper than 1 : 1 ( Horizontal :Vertical ) from the top of the slope to the bottom of the excavation . All permanent cuts into native soils should be inclined no steeper than 2 : 1 (H :V) . Fill slopes should not be constructed with an inclination greater than 2 : 1 ( H :V) . it is important to note that the gravelly sand soil may cave suddenly , and without warning . The contractors should be made aware of this potential hazard . Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope . Disturbed slopes should be covered with plastic during wet weather to minimize the GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 8 potential for erosion . All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil . DRAINAGE CONSIDERATIONS We recommend the use of footing drains at the base of all footings and backfilled earth retaining walls . These drains should be surrounded by at least six (6) inches of one-inch- minus washed rock wrapped in non-woven geotextile filter fabric (Mirafi 140N , Supac 4NP , or similar material ) . At the highest point , the perforated pipe invert should be at least as low as the bottom of the footing or the crawl space , and it should be sloped for drainage . All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 9 . Groundwater was observed I,n Test Pit 4 during our field work . Seepage into planned excavations is possible , and if encountered should be drained away from the site by use of drainage ditches , perforated pipe or French drains , or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation . The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes . Water should not be allowed to stand in any area where foundations , slabs , or pavements are to be constructed . Final site grading in areas adjacent to building( s ) should be sloped at least two (2) percent away from the building , except where the area is paved . PAVEMENT AREAS All pavement sections may be supported on native soils or structural fill , provided these soils can be compacted to 95 percent density and are stable at the time of construction . We recommend that a contingency be put in the construction budget for the placement of six (6) inches of select pit-run gravel in the parking areas and twelve ( 12) inches in the heavy traffic areas . Recommendations on the composition of the select pit-run gravel are included in the GENERAL EARTHWORK AND STRUCTURAL FILL SECTION . Additional pit-run and/or fabric may be needed to stabilize soft , wet or unstable areas . We recommend using Supac 5NP , manufactured by Phillips Petroleum Company , or a non-woven fabric with GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 9 equivalent strength and permeability characteristics . The subgrade should be evaluated by Geotech Consultants , Inc . after the site is stripped and cut to grade . The upper twelve ( 12 ) inches of pavement subgrade should be compacted to at least 95 percent of the ASTM D-1557-78 maximum density . Below this level , a compactive effort of 90 percent would be adequate . All subgrade areas must also be in a stable , non- yielding condition prior to paving . The pavement section for lightly loaded traffic and parking areas should consist of two (2 ) inches of asphalt concrete (AC) over four (4) inches of crushed rock base (CRB) or three (3) inches of asphalt treated base (ATB) . We recommend that heavily loaded areas be provided with three (3) inches of AC over six (6) inches of CRB or four (4 ) inches of ATB . The heavily loaded areas are typically main driveways and dumpster areas . Where the subbase is composed of silty , water- sensitive soils , and there is irrigated landscaping adjacent to and at an elevation higher than the pavement , we suggest that perimeter drains be installed to intercept the water that would otherwise saturate the pavement subbase . The pavement section recommendations and guidelines are based on our experience in the area and on what has been successful in similar situations . We can provide recommendations based on expected traffic loads and R value tests , if requested . Some maintenance and repair of limited areas can be expected . To provide for a design without the need for any repair would be uneconomical . We stress again , however , that the performance of site pavements is related to the strength and stability of the underlying subgrade . GENERAL EARTHWORK AND STRUCTURAL FILL We recommend that the building and pavement areas be stripped and cleared of all surface vegetation , all organic matter , and other deleterious material . The stripped or removed materials should not be mixed with any materials to be used as structural fill . Should the foundations and/or slabs for the existing structure also be removed , and structural fill should be placed in the crawl space areas where buildings are located . Structural fill is defined as any fill placed under the building , behind permanent retaining or foundation walls , or in other areas where the underlying soils need to support GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 10 loads . Geotech Consultants , Inc . should observe site conditions during and after excavation prior to placement of any structural fill . All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content . The optimum moisture content is that moisture content which results in the greatest compacted dry density . The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process . The allowable thickness of the fill lift will depend on the material type , compaction equipment used , and the number of passes made to compact the lift . In no case should the lifts exceed twelve ( 12 ) inches in loose thickness . The following table presents recommended relative compaction for structural fill : Minimum Relative Location of Fill Placement compaction Beneath footings , slabs or 950 walkways Behind retaining walls 900 Beneath pavements 95% for upper 12 inches of subgrade , 90% below that level Where : Minimum Relative Compaction is the ratio , expressed in percentages , of the compacted dry density to the maximum dry density , as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor) . Use of On-Site Soils If grading activities take place during wet weather , or when the silty , on-site soils are wet , site preparation costs may be higher because of delays due to rains and the potential need to import granular fill . The on-site soils are generally silty and thus are moisture sensitive . Grading operations will be very difficult when the moisture content of these soils exceeds the optimum moisture content by more than two percent . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 11 The moisture content of the silty , on-site soils must be at or near the optimum as they cannot be consistently compacted to the required density when the moisture content is greater than optimum. The moisture content of the on-site soils at the time of our explorations was generally above the estimated optimum moisture content . The on-site sand or gravel soils underlying the topsoil could be used as structural fill if grading operations are conducted during dry weather and when drying of the wet soils by aeration is possible . During excessively dry weather it may be necessary to add water to achieve optimum moisture content . Moisture sensitive soils may also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content . Ideally , structural fill which is to be placed in wet weather should consist of a select pit-run gravel or granular material having no more than five (5 ) percent silt or clay particles . The percentage of particles passing the No . 200 sieve should be measured from that portion of the soil passing the three- quarter-inch sieve . LIMITATIONS The analyses , conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soils encountered in the test pits are representative of the subsurface conditions of the site . If the subsurface conditions encountered during construction are significantly different from those observed in the explorations , we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary . Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits . Subsurface conditions can also vary between exploration locations . Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project . It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 12 This report has been prepared for the exclusive use of Seattle-Renton Investors and their representatives for specific application to this project and site . Our recommendations and conclusions are based on the site materials observed , and selective laboratory testing and engineering analyses . The conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints . No warranty is expressed or implied . The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor' s methods , techniques , sequences or procedures , except as specifically described in our report for consideration in design . The scope of our work did not include an environmental audit , however , we can provide this service , if requested . We recommend that this report , in its entirety , be included in the project contract documents for the information of the contractor . ADDITIONAL SERVICES It is recommended that Geotech Consultants , Inc . provide a general review of the geotechnical aspects of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and project specifications . It is also recommended that Geotech Consultants , Inc . be retained to provide geotechnical consultation , testing , and observation services during construction . This is to confirm that subsurface conditions are consistent with those indicated by our exploration , to evaluate whether earthwork and foundation construction activities comply with the intent of contract plans and specifications , and to provide recommendations for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction . However , our work will not include supervision or direction of the actual work of the contractor , his employees or agents . Also , job and site safety , and dimensional measurements , will be the responsibility of the contractor . GEOTECH CONSULTANTS , INC . Seattle-Renton Investors JN 91148 May 16 , 1991 Page 13 The following plates are attached and complete this report : Plate 1 Vicinity Map Plate 2 Soils Exploration Plan Plates 3 - 6 Test Pit Logs Plate 7 - 8 Grain Size Analysis Plate 9 Footing Drain Detail Respectfully submitted , •`� �. F/� `'°e GEOTECH CONSULTANTS , INC. 4` 1 of ti ✓ s� d � • ; D. Robert Ward Geotechnical Engineer /�� °+....• James R . Finley , Jr . P . E . 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Q SE 1 1 T H 1 0 - ^ Q 3STH 1-S -'w .SE 136TH ST ...... W: SE 1 'x a H. TiS ----- L,15--- -- qj-d-- -;.- - --- i > LSE 138TH� 5T 1n1 z �: a- SE 137TH PLW 137TH y PL IlncoTv 1 VICINITY MAP GEOTECH 4802 -4816 N.E. SUNSET BLVD. CONSULTANTS, INC. RENTON, WASHINGTON Job No_ Date: Plate: z' 91148 MA Y 1991 1 03 O TP-7 \ 2 0 CY t t tl N LL LL {y F.F.-423.0 ti •r !I u- aL J 1 � �. \ 0 TP-2 - , OTP-1 \ O F.F.-412.0 N WITH CRAWL SPACE N F.F.-422.0 F.F.-418.0 Q W F.F.-412.0 ` Z TP-6 WITH CRAWL �jTP-4 O SPACE ML= i � J O Q l O Q F.F.-412.0 / a cc a; cc / W T U W i = U = U / ti F- < t H Q 0. TP-3 " 3 w u 3 Co O5 / LEGEND: SITE EXPLORATION PLAN TP-1 APPROXIMATE TEST PIT LOCATIONS GEOTECH 4802-4816 N.E. SUNSET BLVD. O BUILDING NUMBER CONSULTANTS RENTON, WASHINGTON Job No.: Dote: scale ;T777� 91148 MAY 1991 TEST PIT 1 r,- t��e O'& 6Q� o�y �t0 0 G� USCS Description Reddish-brown to tan, silty SAND with gravel, trace of organics, fine grained, moist, loose to medium-dense (weathered glacial till). 13.0 becomes grayish :SM 5 becomes gray, dense (glacial till) 10 Test pit completed at 9 feet below existing grade on 5-3-91. No groundwater encountered during excavation. No caving. 15 TEST PIT 2 0 G USCS Description Reddish-brown to tan, silty SAND with gravel, trace of organics,moist, loose to medium-dense (weathered glacial till). sM becomes gray, very dense (glacial till). 5 11.8 Test pit completed at 7 feet below existing grade on 5-3-91. No groundwater encountered during excavation. 10 No caving. 15 TEST PIT LOGS GEOTECH 4802 -4816 N.E. SUNSET BLVD. CONSULTANTS, INC. RENTON, WASHINGTON Job No: Date: Logged by: Plate: 91148 MAY 1991 DRW 3 �1 TEST PIT 3 oQ o`� oot G USCS Description Topsoil Reddish-brown, gravelly, silty SAND with many organics, very moist, loose (weathered glacial till) TTITIT sM lens of wet silt 5 becomes gray, very silty, dense (glacial till). becomes less silty,moist, very dense. Test pit completed at 8 feet below existing grade on 5-3-91. 10 No groundwater encountered during excavation. No caving. 15 TEST PIT 4 Qt •�y �e 0 God USCS Description Topsoil SM Reddish -brown, silty SAND with gravel and organics, very moist, loose 3.8 ? Brown to gray, sandy GRAVEL, wet to saturated, loose to medium-dense. 5 Gray, very silty SAND with gravel, very moist, medium-dense to dense sM (glacial till). 10 Test pit completed at 9 feet below existing grade on 5-3-91. Groundwater encountered at 4 feet during excavation. No caving. 15 TEST PIT LOGS GEOTECH 4802 -4816 N.E. SUNSET BLVD. CONSULTANTS, INC. RENTON, WASHINGTON Job No: Date: Logged by: Plate: 91148 MA Y 1991 DRW 4 TEST PIT 5 Go USCS Description 0 Reddish-brown, gravelly, silty SAND, some organics, very moist, loose to medium-dense (weathered glacial till). becomes gray, very silty, medium-dense to dense (glacial till). SM 5 becomes less silty,moist, dense. Test pit completed at 8 feet below existing grade on 5-3-91. 10 No groundwater encountered during excavation. No caving. 15 TEST PIT 6 �l oQ� o`y oot� G USCS Description 0 i Gyy.i: Reddish-brown, slightly silty, sandy GRAVEL, few organics, 6.8 _: few cobbles, moist, loose to medium-dense. .MGP : Brown to gray, very gravelly SAND, cobbles, very coarse grained, moist,medium-dense. 5 Gray, gravelly, silty SAND, very moist, dense to very dense (glacial till). SM 10 Test pit completed at 9 feet below existing grade on 5-3-91. No groundwater encountered during excavation. Slight caving between 2 and 6 feet. 15 TEST PIT LOGS GEOTECH 4802 -4816 N.E. SUNSET BLVD. CONSULTANTS, INC. RENTON, WASHINGTON Job No: Date. Logged by: Plate: 91148 MAY 1991 DRW 5 TEST PIT 7 eQ� o`el o�te G USCS Descti tion 0 Reddish-brown, silty SAND with gravel, organics, moist, loose to medium-dense (weathered glacial till). becomes tan, more gravelly, cobbles. SM becomes gray, very dense (glacial till). 5 Test pit completed at 7 feet below existing grade on 5-3-91. No groundwater encountered during excavation. 10 No caving. 15 TEST PIT LOGS GEOTECH 4M2 -4816 N.E. SUNSET BLVD. CONSULTANTS, INC. RENTON, WASHINGTON Job No: Date: Logged by: I Plate: 91148 M4 Y 1991 DRW 6 HYDROMETER Im ��■�0 W,ME ��0IM M 0 M EonUNION • ��■��■.��IL��■fir�■��■�� :. 33 -100 cQ • ®® • � CLASSIFICATION ca . , HYDROMETER lQ co • • SOIL ® • ®® • Slope bockfi/I away from foundation, ---•� \\ TIGHTL INE ROOF DRAIN Do no/ connect to fooling drain. BACKFIL L See text for VAPOR BARRIER requirements. SLAB WASHED ROCK 11 v.° '.'°'. ` "� 4 min6 min. FREE-DRAINING NONWOVEN GEOTEXT/LE SAND/GRAVEL FILTER FABRIC 4"PERFORATED HARD PVC PIPE Invert at least as low as fooling and/or crawl space. Slope to drain. Place weepho/es downward. FOOTING DRAIN DETAIL GEOTECH 4802 - 4816 N.E. SUNSET BLVD. CONSULTANTS RENTON, WASHINGTON Job No., Date: Soo/e+ 91148 MAY 1991 N.T.S. 9 n i ILI �P .- �Vlklxl CITY OF RENTON - S1ke MEMORANDUM DATE: December 30, 1994 TO: Lys H. Dave C. Bob M. Ron S. \� FROM: Arneta Plan Review X6198 SUBJECT: TALL FIRS RTSW 2156 For your files. 0 REQUEST FOR FILE AND NUMBER 0 PRECON NOTICE 0 PRECON MINUTES 2 ATTENDEES AT PRECON 0 LETTER OF SPECIAL BILLING SIGNED 0 MEMO TO BECKY AND RAY STATING THAT LETTER OF SPECIAL BILLING WAS SIGNED 0 CONSTRUCTION PERMIT 0 RECEIPT FOR CONSTRUCTION PERMIT--SEE SIERRA SYSTEM UNDER PERMIT C940079 0 TWO ORIGINAL BOUND DRAINAGE REPORTS 0 COPY OF LETTER AUTHORIZING DOWNSIZEING WATERMAIN TO 8" 0 COPY OF LETTER AUTHORIZING NOT HAVING TO SEAL PC: Nei N. Short Plat (SHPL /I ) REQUEST FOR PROJECT/! Prelim. Plat (PPH. ) -- CAGE To: Technical Services Date WOIq Green# From: Plan Rcvicw/Projcct Manager — Project Name (70 charamm max) Description of Project: 'u e �- G Circle Size of Waterline: 8" l2" Circle One: New or Extension Circle Size of Sewerline: 10" 12" Circle One: New or Extension Circle Size of Stormline: 12" 15" 18" 24" Circle One: New or Extension/Q Address or Street Name(s) fu Dvlpr/Contractor/Owner/Cnslt: (70 characters max) Chereach discipline involved in Project Ltr Drwg H of sheets per discipline Trans-storm • C . (Roadway/Drainage) (Offs tc ovcmaUs)(include basin name) (include TESC sheds) ❑ Transportation (Signaliziti«t Channclization,UeAing) er/Wastew-ater (Sanitary Main)(include basin name) O Water (Mains,Valves,Hydrants) (Include composite&Horizontal Ctrl Sheets) TS Use Onlyn Lf O Approved by TSM Date: Cornis/misd92-090.DOC JCDIbh CITY OF RENTON Y 0 PUBLIC WORKS DEPARTMENT 235-2631 ..I! ♦ PRECONSTRUCTION CONFERENCE DATE: August 24, 1994 TIME: 10:00 am PLACE: City Hall 1st Floor Conference Room DEVELOPER/CONTRACTOR OR SUBCONTRACTOR/NAME OF PROJECT: COMPANY NAME: Tall Firs Associates COMPANY ADDRESS: 14200 S.E. 272nd Street #E203, Kent, WA. 98032 PHONE: 630-6845 FAX NO: 630-8273 CONTACT: Ron Tremaine NAME OF PROJECT: Tall Firs INSTALLATION: Water Sewer Storm Street Improvements LOCATION: Sunset Blvd NE & Duvall Ave NE PROJECT COORDINATOR: Arneta Henninger 277-6198 PLEASE CHECK DEPARTMENTS TO BE NOTIFIED AND SPECIFY PERSON TO ATTEND: [X] PUBLIC WORKS DEPARTMENT [X] Utility Plan Review Neil Watts [X] Water Utility Lys Hornsby [X] Wastewater Utility David Christensen [X] Surface Water Utility Ron Straka [X] Transportation Systems Karl Hamilton [X] Maintenance Services Division Jack Crumley [X] Customer Services P.I.C. Dee Beedle [X] Construction Services Dan Thompson [X] FIRE PREVENTION Corey Thomas ( ] POLICE DEPARTMENT [ ] PARK DEPARTMENT [X] BUILDING DEPARTMENT Jim Chandler ( ] OTHER OUTSIDE DEPARTMENTS: [ X ] CONTRACTOR TO NOTIFY [X] ALL ASSOCIATED CIVIL CONTRACTORS [ ] Department of Transportation 872-6470 [X] U.S. West Communications 235-3012 [X] Puget Sound Power & Light Co. Karen Sharp 850-5560 [ ] Seattle City Light 684-3076 [X] TCI Cable of Washington (Phil Fisk) 433-3434 x3084 [X] Washington Natural Gas Company (Lorren Loveless) 224-2209 [ ] METRO - Bus Routes 684-2732 [ J King County Inspection 244-0770 [ X] Other: Engineer, Surveyor and Book Bales Developers PRf•.CONFM.DOT/bh ATTACHMENT PERMIT NO. C940079 PRECONSTRUCTION MEETING Tall Firs 4808 N.E. Sunset Blvd August 24, 1994 10:00 a.m. First Floor Conference Room Owner: Prell Development Inspector: Dan Thompson Developer/ Manager: Ron Tremaine Phone: 999-1828 Phone: 630-6845 Engineer: Doug Conyers, Barghausen Engineers Phone: 251-6222 FRANCHISE UTILITIES: 1 . The franchise utilities require copies of the approved construction drawings before designing their facilities. 2. Each franchise utility must apply for a separate permit prior to construction in existing or future right-of-way. A blueline drawing showing the location of all utilities, city and franchise, in redlines shall be submitted to the third floor counter for City review two weeks before installation. 3. All franchise utilities shall be separated a minimum of five feet (5') horizontally and twelve inches (12") vertically from City utilities. Puget Power Representative Karen Sharp has seen plans. Development is engineered to her satisfaction. FIRE PREVENTION: 1 . Maintain access to site at all times. Must be able to support emergency equipment in all types of weather. Secondary access shall be in place prior to occupancy. To get a building permit there shall be a permanent fire access easement recorded. This access road is a minimum of 20 feet. All to be submitted to the attention of the Fire Prevention Department. 2. All new hydrants shall be Cory type hydrants to be painted Safety Yellow. Iowa and Renselear are manufacturers of Cory type. 3. New hydrants are to be covered with burlap bags until operational. No building above the foundation until fire hydrants are operational. Tall Firs Precon 8/24/94 2 4. All blocking must be inspected by a City inspector prior to backfill. 5. Leads that exceed 50 feet in length shall be 8". 6. Call 911 from a local phone if the watermain needs to be shut off (emergency only). All other water mains or valves shut down, call Renton Water Department at 235-2646. 7. Fuel -- any temporary on-site fuel supplies shall have a permit from Fire Prevention. 8. All underground mains serving fire sprinkler systems must be installed by a Washington State certified fire sprinkler contractor. 9. Notify central dispatch 24 hours prior to work in the existing right-of-way. (Local 91 1 ) CITY UTILITIES Utility Contractor: Alpha Development Corporation Contact: Mike Doyle Pager: 502-0230 Address: 10015 19th Ave East Tacoma, WA 98445 Phone #: 536-1988 FAX: 536-2565 START DATE: September 1, 1994 WATER: 1 . Pipe materials, valves and fittings shall be as indicated in the approved plans and standard notes. All watermains shall be polywrapped. In the case of construction in proposed new roadways, all construction of the road prism shall be accomplished and in place prior to utility installation to avoid damage or disturbance of the infrastucture. 2. All connections to existing mains shall be accomplished by the City of Renton. The contractor constructs the new water main to a point about ten feet short of the existing main. All necessary excavation, shoring, and materials are supplied by the contractor and shall be on-site prior to scheduling. Allowing at least five working days advance notice, schedule the connection through the construction inspector, Dan Thompson. 3. Procedure for cleaning and construction testing of new water lines: Tall Firs Precon 8/24/94 3 a. Temporary and permanent thrust blocks shall be formed. Concrete for thrust blocks shall be delivered to the job. No on-site mixes are allowed. All blocking must be inspected before backfilling. b. Pipe cleaning shall be by poly pigging through vertical crosses installed at the ends of the water lines to serve as pig launches and sediment traps. c. All water lines shall be pressure tested to minimum of 200 psi or 150 over operating pressure (static) for 2 hours. Services may be tested separately by visual inspection of the corp stop under static pressure. d. Chlorinate for 24 hours, using liquid chlorine and chlorine pump assembly. The inspector shall schedule chlorinating. Five working days advance notice is required. e. Water used for flushing water lines shall be drained into sanitary sewer only. f. Purity tests are collected by the construction inspector at blow-offs and hydrants. Water purity tests are taken to the laboratory on Wednesdays. Contractor shall arrange courier service for any other day. Test results are available in 5-7 days. 4. Crushed rock backfill to grade is required in City right-of-way. Recycled concrete may be used in lieu of crushed rock backfill. Pit run type material may be considered for use in backfill by the construction inspector. Compaction testing may be required. 5. Where conflict exists, the water main shall go under other utilities, however, it is preferred that no water mains shall have more than 6 feet of cover. All water mains shall have a minimum of three feet of cover. 6. Final acceptance shall be after final walk through inspection, adjustment of all structures, and approval of as-builts and cost data inventory. SANITARY SEWER: 1 . All pipes and materials shall be per approved plan and standard notes. However, any sewer pipe with less than four feet or greater than fifteen feet of cover shall be Ductile Iron, Class 50. 2. Pipe bedding for PVC pipe sha►I be pea gravel 6" above and below the pipe. 3. Select backfill shall be compacted to at least 95% of maximum density. In the case of new road construction, all roadway excavation and backfill for the road prism shall occur prior to construction of the sanitary sewer to minimize disturbance of the sanitary sewer line and appurtenances after installation. Tall Firs Precon 8/24/94 4 4. Contractor will be responsible for TV of the sanitary line. TV after channeling is complete. Air tests on main and sidesewers shall be per City specification. Number 6 wire shall be wrapped around the stub and extended to the top. 5. Contractor shall asbuilt the invert elevation of side sewer stub. 6. Manholes shall be channeled and grouted. STORM: 1 . Approved temporary erosion control measures are to be maintained at all times. 2. All pipes and materials shall be per approved plan. All roadway excavation and backfill for construction of the road prism shall be accomplished prior to installation of the drainage facilities to avoid damage or disturbance of the new infrastructure. 3. Contractor must notify engineer of any vertical conflict prior to proceeding with construction. Submit a shop drawing to Plan Reviewer for review. 4. Bedding material shall be per Standard Specifications 9-03.12(3). 5. Backfill shall be compacted to at least 95% of maximum density. 6. Catch Basins shall be grouted smoothly. 7. System shall be flushed and cleaned. City may request that the line be lamped. 8. Smooth interior wall corrugated polyethylene storm water pipe, where permitted, shall use heat shrunk or watertight couplings. It shall also be bedded in pea gravel to the springline. TRANSPORTATION: 1 . Uniform traffic manual shall be followed for street closures and routing for traffic. The approved traffic control plan shall be in place as required. 2. Paving -- The minimum compaction shall be 95% of maximum relative density on subgrade and rock surfaces. 3. Contractor shall not leave open trenches overnight. Backfill, plate or fence all trenches. The proposed method of cover or protection shall be submitted for approval to the inspector. Shoring plates and cold mix to be on site at all times. Cold mix for sidewalks and driveways may be required by the inspector for safety. 4. Keep field records for asbuilts. f Tall Firs Precon 8/24/94 5 5. Watch for pedestrian traffic. Provide "sidewalk closed" signing as needed. GENERAL: 1. CALL FOR INSPECTION (24 HR NOTICE) BEFORE YOU START WORK. NOTIFY FIRE, POLICE AND METRO OF CONSTRUCTION SCHEDULE. 2. Contractors are advised to only use sets of drawings stamped and signed by the City of Renton for constructing utility and transportation improvements. The approved plans do not constitute a fill and grade permit or grant any rights to fill and/or grade outside of the right-of-way. Keep a set of approved drawings on- site at all times. 3. Work hours for work in right-of-way are weekdays, 8:30 AM to 3:00 PM, Saturday by approval only and no Sundays. Work hours other than ROW: 7:00 AM to 8:00 PM 4. Contractor must call for City inspection before 3:00 p.m. on the previous day. Overtime takes special authorization and scheduling in advance. Pay schedule is $50 per hour for overtime. 5. Keep the streets clean. Truck washing and other measures as approved required for the duration of the project. Provide whatever measures necessary for cleanup and dust control during job and at night. 6. A Traffic Control Plan shall be submitted for approval prior to permit issuance. Traffic control and signing to be in accordance with the Manual on Uniform Traffic Control Devices. Flaggers shall have hard hats, vests, signs and certification card. Haul legal loads and observe all traffic laws. All truck maneuvering and materials storage to be on-site only. Right of way to remain unobstructed when possible. No stockpiles on right of way. 7. All utilities must be inspected prior to backfill. 8. The contractor, as well as the engineer, shall keep as-built drawings. All changes shall be shown on as-builts. As-builts shall be per City specifications. All bends on waterlines shall be surveyed prior to backfill with horizontal and vertical control for all bends established. Sewer lines may be surveyed after backfill at manhole access. As-built drawings must have a P.E. or L.P.S. stamp. Final occupancy will not be issued until receipt and approval by the City of project utility and transportation improvement as-built drawings. 9. For any field changes: If minor, submit a shop drawing or schematic through the inspector or by FAX- 235-2541 . If major, the project engineer should submit drawings and complete justification, information and calculations as applicable to the Plan Review project coordinator. The City will answer by memo or Tall Firs Precon 8/24/94 6 schedule a meeting within two days. The field inspector can not give approval in the field for construction changes. Compiled by: Arneta Henninger Engineering Specialist 277-6198 PRECONSTRUCTION MEETING FOR TALL FIRS ATTENDANCE SHEET DATE AUG. 24, 1994 10 AM NAME ADDRESS -a,.,.ta 2 7 - /9 6ry ► �o G T )2 P'ZS D EJ p 3 6 6 3 ,- O..J —23 r-2-r6 f oo k� • o -ur W te✓ pov Cf Co v t1t :til F>,N(v. 5t-�222 11 142l)o SC a7 " ri-loA wA, 9pd q2 rtt Ole �N d��✓ �8 R nor, 23 �'S z�oft AUTHORIZATION OF SPECIAL BILLING DATE: AUG. 17, 1994 PROJECT NAME: TALL FIRS y PROJECT NUMBER: C940079 WORK ORDER No.: 87576 It is the intent of this letter to authorize the City of Renton to bill the undersigned for all costs incurred relative to the referenced project, by the City of Renton for the following work: TIME AND MATERIALS FURNISHED BY CITY OF RENTON WATER DEPARTMENT TO PERFORM CONNECTIONS TO EXISTING WATER MAINS, WATER PURITY SAMPLES, AND RELATED WORK. TIME AND MATERIALS FOR ANY AND ALL ROAD CLEANUP EFFORTS PERFORMED BY CITY FORCES OR CITY CONTRACT. ALL OVERTIME FOR INSPECTION AND RELATED ACTIVITIES, BILLABLE AT A RATE OF FIFTY DOLLARS ($50.00) AN HOUR TIME AND MATERIAL FOR ANY WORK DONE BY CITY STAFF TO REPAIR DAMAGES. BILLING TO B SENT TO: Name: Company: Address: /y 2 d d 5F 1 Z Phone: )p e "o 6Fs V S caner veloper or Authorized Agent CITY OF RENTON MEMORANDUM DATE: September 13, 1994 TO: Becky S. Ray Sled FROM: Arneta H. X6198 SUBJECT: TALL FIRS SUNSET BLVD. NE EAST OF DUVALL AVE NE WATER FEES THAT HAVE BEEN PAID PROJECT WO#: 87576 PERMIT: C940079 COPY OF LETTER OF SPECIAL BILLING ATTACHED WORK PAID FOR: WATERMAIN CONNECTIONS $1 ,200.00 0 " R CITY OF RENTON Construction Permit Permit Number C940079 Permission is hereby given to do the following described work, according to the conditions -hereon and according to the approved plans and specifications pertaining thereto, subject to compliance with the Ordinances of the City of Renton. Work Description ....... ..... INSTALL WATER,SEWER,STORM,STREE;TPER APPROVED PLANS APPROVED PLANS #2156 .......... .?i:.? ti4??ii:?•??ii?i:•:�::�?:?J:^:•:::::::::.�:::::::.�::::::::::.:?:•Y.{•r?i:...:..:?:4:•i:^i:?4:b:v??i?ii?:vii???}??i?:!•?:•?Y.�:?�iiii}: ?}ii}:vi::4:i:i•i}}?}ii:4ii.... :<.}?i:h::?{S 4808 NE SUNSET BL Oner :.::...;.;:::?.:...::.:.:::.:: SEATTLE—RENTON INVESTORS LT PO BOX 270817 SAN DIEGO CA .......... }� :.::.::::::.::. :...:.N;. Contractor :;:>.:;:.;,:.:,.,.. �: .,.?:?:.............. .:<:....:......:... :. : . ALPHA DEVELOPMENT CORPORATION Contractor's License ALPHADC147JD 10015 19TH AVE E Contractor's Phone (206) 536-1988 ALLISON, LEE D 98445 City License 5387 Contact TREMAINE, RON Contact's Phone 630-6845 Other Information >::< :.:?.;::.:>}::.;:::.;::.:;.:.. . .................. .:. ......:........... Date Issued 10/28/1994 Work Order 87576 Date of Expiration 04/26/1995 Parcel Number 516970-0060 Date Finaled Inspector's Name THOMPSON, DAN Inspector's Phone 999-1828 ........ :• w:::::.:.::v: ..•:......�::•• :•-:::: .....:w.�:. ...... •::�•.::::..: ..:ii.: .. It is understood that the City of Renton shall be held harmless of any and all liability, damage or injury arising from the performance of the work described above. You will be billed time and material for any work done by City staff to repair damages. Any work performed within the right-of-way must be done by a licensed, bonded contractor. Call 277-5570 one working day In advance for inspections. Locate utIlIties before excavating. Call before you dig - 48 Hour Locators 1-800-424-5555 I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the as described above and in approved plans, and that City of Renton and information filed herewith this all work is to conform to Renton codes and permit is granted. ord 11 inances it J-C"�w X Alp- a v Public Works Rep THIS PERMIT MUST BE POSTED AT THE JOB SITE AT ALL TIMES. BD3203e 08/94 iif CITY OF RENTON Plat Inspection Record Permit Number C940079 Address: 4808 NE SUNSET BL Date Issued: 10/28/1994 Date Expired 04/26/1995 Work Order: 87576 Work Description: INSTALL WATER,SEWER,STORM,STREETPER APPROVED PLANS APPROVED PLANS #2156 Contractor: ALPHA DEVELOPMENT CORPORATION WATER: SANITARY SEWER: Pressure Test: Pressure Test: Chlorination: MH Channeled: Purity Test: MH Sealed: Tie-In by City: Side Sewer Visual: OK for Meters: Pressure Test (SS) : Valve Chambers to Grade: Maintenance Walk-thru: Maintenance Walk-thru STORM SEWER: RIGHT OF WAY: s MH Sealed: Curb & Gutter, Driveway or Sidewalk: MH Ladders Sight Preparation: Visual Final: Final Visual: Maintenance Walk-thru: Maintenance Walk-thru: ROADWAY: STREET LIGHT OR SIGNALS: Compaction Test: Foundations: Final Lift or Patch: Concrete Pads: Maintenance Walk-thru: Wiring: Controller Cabinet: Overhead Inspection: Final Visual: NOTES: ASSIGNED INSPECTOR: JDATE OF FINAL ACCEPTANCE: bd3242a 03/94 drt fAL CITY OF RENTON 40 R Planning/Building/Public Works Department Earl Clymer, Mayor Gregg Zimmerman Y.E., Administrator September 22, 1994 Ron Tremaine 14200 S.E. 272nd St_ #E203 Kent, Washington 98032 Dear Mr. Tremaine: Subject: Permit 9: C940079 Project- Tall Firs The purpose of this letter is to iinform you that your project is NOT required to seal the inside of the sanitary sawer and storm water structures with a bitumastic coating as mentioned in the p-e construction meeting. All other requirements of the APA Ordinance dealing with riethodology of construction in APA Zone 2 apply. If you have any questions regar8ng this matfer, please call me at 277-6198. Sincerely, /�Z� x � Arneta Henninger pc: Neil Watts Dave Christensen Steve Pinkham Dan Thompson 200 Mill Aver.:e South - Renton, Washington 98055 7HM Fs.'ER 5,—r RECYCLED MATERLIL,10%POST CONSUMER 411% �-}- CITY OF RENTON . - Planning/Building/Public Works Department Earl Clymer, Mayor Gregg Zimmerman P.E., Administrator October 10, 1994 Ron Tremaine 14200 SE. 272nd St #E203 Kent, Washington 98032 Dear Mr. Tremaine: SUBJECT: TALL FIRS WATERMAIN SIZE W2156 PERMIT C940079 The City of Renton fi(e marshal has informed me that the above-subject project now has a fire flow of a maximum 2,000 GPM. After due deliberation, it was decided that you may downsize the watermain from a 10" to a 8" diameter pipe. You may show this change on the plans when you submit the as-built mylars. If you have any questions regarding this matter, please call me at 277-6198. Sincerely, wale, Arneta Henninger Engineering Specialist pc: Neil Watts Abdoul Garfour Corey Thomas 200 Mill Avenue South - Renton, Washington 98055 THIS PAPER CONTAINS 50 RECYCLED MATERIAL 10%POST CONSUMER