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Home My WebLink AboutSWP272894 Dodds Consulting Engineers TECHNICAL INFORMATION REPORT FOR THE EVANS COMPANY COULON ESTATES LLC "COULON ESTATES" RENTON, WASH Prepared by: Bruce J. Dodds Approved by: Bruce J. Dodds, P.E.,L.S. Date: May, 2000 Project No: 97169E J� J' rxwaes 94�Zro0 c 4205-148th Avenue N.E. Bellevue,WA 98007 Tel. 425.861.4928 fax. 425.885.7963 2 8 �� TABLE OF CONTENTS I. PROJECT OVERVIEW II. PRELIMINARY CONDITIONS SUMMARY III. OFF-SITE ANALYSIS IV. RETENTION/DETENTION ANALYSIS AND DESIGN V. CONVEYANCE SYSTEMS WATER QUALITY ANALYSIS AND DESIGN VI. SPECIAL REPORTS AND STUDIES Golder and Associates Soils Report VII. BASIN AND COMMUNITY PLANS (not applicable) VIII. OTHER PERMITS (not applicable) IX. EROSION/SEDIMENTATION CONTROL. APPENDIX: I. Bluffs Drainage Study 2. EIS Drainage Study I. PROJECT OVERVIEW This project site contains approximately 0.84 acres. The site is located east of Lake Washington Blvd, south of the Marina Landing apartments which lies on either side of NE 20'. St. and southwest of the northwesterly 3 buildings in the Pinnacle at the Bluffs apartment project. The project consists of a 20-foot entry road shared with the Pinnacle project, a 16-unit apartment building constructed as 4 stories over basement parking, and 13 exposed parking stalls. A Vicinity Map and a reduced site plan showing the relationship of Coulon Estates to adjacent topography and improvements follow this sheet. The soils which underlie this site are Alderwood and Kitsap (AkF). See soils map following and Golder Associates soils report at"Special Reports" Section VI. 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' -' = x"'A - O - -- - - z j as .�y � �'t s ��r r • s• - - s l•k..7s '�'rti �'42 Kenuydale y ------ :I • nC� AkF . F Coleman Poin •• Py' InA 1 - f 04 - _ B AgD "Ate Z - EVC • ,: - s. �g-_:--,_- x7,`L•"`' 'f w-,.^4 tea++ aTi•F ?..' x.,• '•'S,.'�' ++ti_ _ -.. .+nrr• ... '� sk•., - -rMB yaa •,.... x w' `a4So'.�. ,2�e,-.:.r �. � s .s�':' "a;- Sm f� `----•--`--'---•--, rynl. Maws'k �;. - xrw •4�- 1 BDY — .r t �4.,s •xy »zero'• �' ,� + — , - k.. I•.•I•a� —- , a }...,• { T. T , - - Ur - N • , -- F_ R.5 E. R (Joi h ENTON 1.9 mi. 12'30" ns s ee t 1 1) ....=.----:-�- --------- ... }-----------------}-.;- RENTON 1.7 Ml. -+-----;.•-y--;_--;-_}--;._ .......:.....:_.;--�--._..;--<---�--'--.:--.:.-,. s, very steep (AkF) -- Alderwood and K'itsap soil v ::?_:::••; This mapping unit is about 50 percent Alderwood ....... - - - :.-:...; - i..:.......-- ----- gravelly sandy 1 5 per tsap ave loam an 2 cent Ki silt - __;- loam Slopes are 25 to 70 percent Distribution _ . . . . . : : . . . : . . . . L-Lof the soils varies greatly within short distances. ' F' mapped -_ About 15 percent of some m d areas is an '`•"-''-'-�--�'-"-�--'--'••"`'-""'''-�-''-•-�- --=--=-------- included,. unnamed, very deep,' moderately coarse - textured soil; an about 10 perce nt o mevery deep, coarse-textured Indianola __- -- ------'------= ........... .:--7--;- .:..............=..•: = > s an permeability a Runoff is rapid ---:..-- -- .tovery rapid, and the erosion hazard is severe to ' a--=...>....... - --- -- very severe The slippage Potential is severe_.:-_:--!------ --=------i..:--.i--;..unithsll edrb er. Capability lwoodlandgrouP 2dlVIIe --- � ;--'.-- SHEET OF II. PRELIMINARY CONDITIONS SUMMARY The only drainage/grading preconditions which apply to the project's surface water management designs are that drainage features must comply with the 1990 SWM Manual and current City codes. See previous section for soils information and the following section for drainage basins and offsite drainage analysis. • III. OFFSITE & LEVEL ONE DOWNSTREAM ANALYSIS The downstream conditions for Coulon Estates are the same as those for the Pinnacle at the Bluffs project. Summarizing the calculations for the Bluffs, a copy of which is attached in the Appendix, the downstream system is adequate to convey an undetained 100-year event from the site. No additional upstream systems flow into Coulon Estates. Therefore, Coulon Estates, like the Bluffs, qualifies as a site requiring no detention. IV. RETENTION/DETENTION ANALYSIS AND DESIGN This project is exempt from detention/retention facilities. (See previous section) V. CONVEYANCE SYSTEM/WATER QUALITY ANALYSIS AND DESIGN • r� g®nning-Engineering-Surveying JOB NO. DODDS �b��ad�d�d�� k 4205-148thAvenue.NE Suite 200 r Bellevue,Washington 98007 DAi E ?'^ 7e1.425-205-7877 Fox.425-885-7963 /L f� E Mail.DoddsEngrs@aol.com BY „ . ...;_....{_.. _...{...;------_ _{__4__{___;__}__;__}._{. _..}.....;__}—;_..}-.{_._;._}_.{_..}..;.--}_-y-_;-__}__;__;__}_.;__�._;___ ......................... . T f , _d + •'� �k6 '{ +• �"t �:: _ltlj • ~f5 .# } - - .W.. - � x - j-- -- : T_... - --; . ,� .- �..�..:. -:-tom:; :� �: ..,�. , ..,.. , : p. , - --- _ r-c.i J.N ..D _,,0 ti;i^ ,I i^ �i r . i er'r 0 Y L.w R E E:"*T W I L L f i i'I rl..R'� --i--Y--�--i C a ''i._ -f Q 0 f 'f 'Y T r� .!.. 1 •."k, I_�I'� a .. .. .� 1.,1,4 1..- ., ..1-`E... 0 . 3::) A _ - 7 5 c. �..�r . }_-{-_;-_}--,_-_�_________ ________{--_;.—}_.;.—}.......y._;.__;..�..{_..:._;._.;..r..;_._;._{.._:_.� ___ __ __ _.._;_....._;._}..;___}..{...:........ _ ............ _ _ _ ....... _ ._...._•__—__,__......_ .............................-------------------•-- . . . . . . . �(,�`{.?' 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' _Air_. . _ i . . $.:.. :_ . , . ...-_._...A.. ...__Y_._..._ywe_ 4_ _ .______..___................_.-.._..._....I.._._.__...___._.----_.--__...___......__._.....____.___.__.__:._ _ ___ __ ..•�.Ci._.._..._...__....._- _____ . . . . . . . . : . . . f.- f , . 0 :�:';,,-..�,pN......-.*-.I.._.._Q - • - • . i r_.i_._a_.�_..__}._1. _.i..:.-i_._.__ .....}.......__�...._.._...._.__�__:_..i_1---}..;.._,..�__i..-._�_.1._.:..i...j..... _ ___ _ _ _ __ ___ _ _ _.1_.L_1._-!__--- L...._. 1 ; ; : . : : . ; ; E : r .�. :�. e -1117 SHEET �00 OF VI. SPECIAL REPORTS AND STUDIES (GOLDER &ASSOC SOILS REPORTS) • Golder Associates Inc. 18300 NE Union Hill Road,Suite 200 Golder Redmond,WA 98052-3333 �• ►�® i es Telephone(425)883-0777 Fox(425)882-5498 i PRELIMINARY GEOTECHNICAL INVESTIGATION COULON ESTATES RENTON,WASHINGTON Prepared for: The Evans Company Bellevue,Washington i I' Submitted by: Golder Associates Inc. Redmond,Washington p,M GOP'4t J�J�OF WAS by i ' O ,) Z f S /STE��v�� ON AL E EXPIRES 27 7? crag mes G.Johns Gopal A. Singam,P.E. Associate En ' eering Geologist Senior Engineer December 6,1999 993-1540 12o6lgj1aa OFFICES IN AUSTRALIA,CANADA,GERMANY,HUNGARY,ITALY,SWEDEN,UNITED KINGDOM,UNITED STATES i December 6,1999 i 993-1540 i TABLE OF CONTENTS Page No. • 1. PURPOSE AND SCOPE 1 2. PROJECT AND SITE DESCRIPTION 2 3. SUBSURFACE INFORMATION 3 3.1 Site History and Old Aerial Photos 3 3.2 Related Work 3 3.3 Field Investigation 3 4. SUBSURFACE CONDITIONS 4 4.1 General Geology 4 4.2 Site Soil Conditions 4 4.2.1 General 4 4.2.2 Borrow Pit Fills 4 4.2.3 Native Soil Conditions 5 4.3 Groundwater 5 4.4 Slope Stability Conditions 5 5. DESIGN RECOMMENDATIONS 6 5.1 General 6 5.2 Set Back from Toe of Slope 6 . 5.3 Foundation Recommendations 6 5.3.1 General 6 5.3.2 Foundations on Native Soils 6 5.3.3 Foundations Supported on Fill 7 5.4 Floors 8 5.5 Foundation Footing and Wall Drainage 8 5.6 Retaining Walls 9 5.7 Permanent Slopes 10 5.8 General Drainage Provisions 10 5.9 Pavement Subgrade 11 6. CONSTRUCTION RECOMMENDATIONS 12 6.1 General 12 6.2 Wet Weather Construction 12 6.3 Fill Materials and Placement 12 6.4 Use of On Site Excavated Soils 13 6.5 Temporary Excavations 13 6.6 Subgrade Preparation 13 6.7 Utilities 14 7. USE OF THIS REPORT 15 Golder Assooiotes P December 6,1999 ii 993-1540 LIST OF FIGURES Figure 1 Site Vicinity Map Figure 2 Site Plan With Test Pit Locations APPENDICES Appendix A Test Pit Logs I� i i Golder Associates i December 6,1999 1 993-1540 1. PURPOSE AND SCOPE This report resents the results of our preliminary i p p p ry geotechnucal investigation and was performed in accordance with our proposal dated June 21,1999. The purpose of this study was to investigate the site conditions and develop geotechnical recommendations suitable for preliminary project design. The scope of our geotechnical work consisted of reviewing previous information,completing test pits,engineering analyses,and the preparation of this report. • I I Golder Associates December 6,1999 2 993-1540 2. PROJECT AND SITE DESCRIPTION The project site is located between Lake Washington Boulevard and Interstate 405 in Renton,Washington just east of Gene Coulon Park as shown on Figure 1. The irregular wedge shaped parcel of property is approximately 0.83 acres in size. Figure 2 shows the general site topography and property lines. This map was based on an untitled site map provided by the client. In addition,we were provided with a section of a topographic drawing prepared by Dodds Associates for the surrounding"Bluffs"project for Legacy Partners. In general,the site topography slopes up from Lake Washington Boulevard rising from about elevation 50 to 90 feet. The topography provided on the site plans does not accurately represent many of the site topographic features. We encountered a ridge trending northeast/southwest cutting through the site in the approximate location of the proposed building. The ridge appeared to be constructed of fill and was about five to eight feet above the surrounding grade. TP-2 was excavated on the northeast side of the ridge,TP-1 and TP-3 were excavated on the top of the ridge,and TP-4 was located off the east side of the ridge. Upslope,to the east and south of the property boundary the topography rises steeply at a bluff that rises to about elevation 150 feet. The toe of a debris slope at the base of the bluff terminates at about the location of TP-6. We observed several large,12 to 18-inch diameter,blocks of intact soil laying on the ground surface across the east end of the site that appeared to have originated near the crest of the bluff. These blocks likely fell from the bluff face and rolled down the debris slope to come to rest on the east half of the site. The site vegetation generally consists of trees with heavy underbrush. The trees include mostly cottonwood and maple,with lesser amounts of fir,hemlock,cedar and alder. The underbrush at the site consists of blackberry bushes,vine alder and maple,ferns, stinging nettles,and salal. The subject property and surrounding area was mined for gravel over 20 years ago,and portions of the gravel pit including portions of this site were backfilled and re-graded. The 60-foot contour line crosses the lower quarter of the site where a single apartment building is planned. The upper portion of the property is planned for parking. Access to the site will be from the north side on the proposed access road shown on Figure 2 which will be constructed as part of the planned"Bluffs Apartment"project surrounding this site. The preliminary drawings indicate that a single,multi-story apartment building will be constructed with a single story of underground parking. The building is situated towards the west end of the property with a parking lot planned for the upper eastern portion of the site. Maximum cuts anticipated to reach subgrade in the parking area are up to 20 feet. Cuts for the building will be less than ten feet. Golder Associates i December 6,1999 3 993-1540 3. SUBSURFACE INFORMATION 3.1 Site History and Old Aerial Photos Review of old aerial photos dating back to the 1930's indicate that a gravel pit operation was located within the area of the project site and the adjacent Marina landing Apartment. Based on the current topography and review of the aerial photos,it appears that the gravel pit was reclaimed in areas by placing fills to form gentler slopes. We understand that you are aware that the site was mined for soil material that was then placed in an area adjacent to the Shuffeleton Power plant at the south end of Lake Washington. You are not aware of any records of the backfilling or reclamation work at the gravel pit. 3.2 Related Work Golder Associates performed a geotechnical investigation of the"Bluffs"site located east and south of your site. Several of the test pits for that investigation were excavated close to your site,providing additional information on the general site conditions. We understand that you are cooperating with Legacy Partners on roadway access and utility issues. 3.3 Field Investigation Our field investigation consisted of performing a site reconnaissance and excavating six trackhoe test pits. The work was completed on June 25,1999.The backhoe test pits were excavated using a Komatsu PC-120 Track Excavator provided by Custom Backhoe under contract to Golder Associates. The test pit locations were established in the field by pacing or measuring from the staked property corner locations and/or topographic/geomorphic features as shown on the site map by the client provided. The approximate test pit locations are shown on Figure 2. An engineer from our firm examined and logged the soil conditions observed in each of the test explorations. Pertinent information including depths,stratigraphy,soil engineering characteristics, and groundwater occurrence were recorded. The stratification depths indicated on the summary logs represent the approximate boundaries between soil types. The soil and groundwater conditions were those recorded for the locations and dates indicated and may not necessarily represent those of other times and locations. The test pits were backfilled and tamped with the backhoe/trackhoe after the completion of the soil logging. Some settlement of the test pit backfill should be expected with time. Disturbed but representative samples were obtained from the explorations. All samples were sealed in plastic bags to prevent moisture loss and returned to our laboratory for further examination. The soil samples were classified in accordance with Golder Associates Inc.Technical Procedure for Field Identification of Soil TP 1.2-6 which is presented in the Soil Description Index in Appendix A. The approximate locations of the explorations are shown on Figure 2. The logs of the test pits included in Appendix A. Golder Associates L i December 6,1999 4 993-1540 4. SUBSURFACE CONDITIONS 4.1 General Geology The general site area is located to the east and above Lake Washington and is underlain by local fills and glacial deposits. Based on stratigraphic units identified soil types named by Mullineaux in mapping the area just south of the site,the area is underlain by: Vashon stade lodgment and ablation tills; Pre-Vashon Age undifferentiated glacial drift deposits of till,glaciofluvial sand and gravel,glaciolacustrine clay and sand; non- glacial sand,clay and peat; and localized areas of Vashon stade recessional outwash sand and gravel deposits. The recessional deposits and the undifferentiated deposits were mapped by Mullineaux in the areas along the margins of the Cedar River and Lake Washington. The glacial till was mapped in the upper bluff areas located to the east and north of the Cedar River and Lake Washington. 4.2 Site Soil Conditions 4.2.1 General For engineering purposes,the site can be considered to be underlain by two soil conditions: 1)fills placed to reclaim the old gravel pit and 2)native glacial soils. Nearly the entire surface of the site is underlain by fill,which overlies the native glacial soils. 4.2.2 Borrow Pit Fills The proposed building site appears to be located in the area of the old borrow pit. The headwall of an abandoned gravel pit excavation is located upslope of the site to the east and south. Based on the test pits,the area is underlain by uncontrolled fill likely placed as part of the pit operation and/or reclamation. As encountered in the explorations,the fill consisted predominately of excavated native soils mixed with trace amounts of wood debris and asphalt chunks,as observed in TP-1 and TP-3. Test Pit TP-2 in the north half of the proposed building did not penetrate through the fill material. TP-1 and TP-3'also in or adjacent to the planned building showed the fill thickness to range between approximately 11 and 12 feet below the existing grade. The relative density/consistency of the fill was variable and appeared to depend on the moisture content of the fill. The drier fill as in TP-1 was compact to dense,while the wet fill in TP-2 was loose to compact. In general,the fill material consisted of a sandy,clayey silt,Till. However,there were areas of fill that contained significant amounts of sand. There were only trace amounts of organics observed in the fill,with the largest single occurrence being several short branches under six inches in diameter. No other significant debris was observed in the fill. Because the area was operated as a gravel borrow pit,it is possible there are areas of loose and/or debris containing fill that we did not observe in our explorations. Golder Associates December 6,1999 5 993-1540 4.2.3 Native Soil Conditions Most of the site was covered with a relatively thin layer of forest duff(2 to 6 inches thick)which consisted of leaves,twigs,and organic material. Although not observed in our test pits,the slopes to the south and east of the site included an upper loose zone of colluvium composed reworked soils generally one to greater than three feet thick The colluvium material has developed accumulations generally on the lower half of the steep bluffs or along the toes of the bluffs. This material was generally loose to compact and composed of silty sands. The native soil conditions observed in our explorations on this site were variable and consisted of till and outwash sand and gravel. Native soils were encountered below the fill in TP-1,3,4,5,and 6. In TP-1 and TP-3 the native soils were encountered at depths of 12 and 11 feet respectively. In TP-1 the soil was a very dense,lodgement till. In TP-3 the native soil consisted of a very dense fine to medium sand,with little silt which appeared to represent an outwash sand. However,it could also represent a sandy zone within a till deposit. In TP-4,5,and 6 the native soils consisted of a clean,coarse.sand and gravel interpreted to be an advance outwash. In TP-6 this deposit was observed below a 1.5 foot thick till layer and caved easily when excavated. 4.3 Groundwater • Groundwater seepage was not observed in any of our test pits excavated on June 25, 1999. We would not be suprised to encounter perched zones of seepage during the winter and early spring months. The groundwater conditions tend to vary seasonally with higher seepage rates and shallower water encountered during the wet winter, early spring seasons. The continuous water table is likely relatively deep. 4.4 Slope Stability Conditions The slopes on the site have relatively low relief. The slopes bordering the south and east sides of the site consist of man-made/altered slopes as a result of the past gravel mining operation. These range from gently sloping to near vertical. We did not observed any signs of deep seated slope stability problems on the project site or on the adjacent bluffs to the south and east. There were signs of recent sloughing from the slopes to the south and east and blocks of soil,up to 12 inches in diameter that fell from the southern slopes were observed in the eastern portion of the site in the area planned for parking. There is also evidence that periodic small debris flows emanate from the slopes of the steep bluffs during intense rainfall events. Golder Associates I December 6,1999 6 993-1540 I 5. DESIGN RECOMMENDATIONS 5.1 General Based on the results of our study,the site is suitable for the proposed development provided the geotechnical engineering recommendations presented in this report are carefully followed. The primary geotechnical issues relate to slope stability,earthworks, and foundation support in the fill. I 5.2 Set Back from Toe of Slope The toe area of steep slopes is subject to sloughing and debris flows from above. We observed blocks of soil from the slope to the south and east of the site scattered across the eastern portion of the site. It is not practical to recommend a construction setback for this slope since it would preclude any use of the eastern parking area. However, protection from future sloughing and small debris flow events originating from the bluff or the colluvium slope below the bluff may be needed,depending on final construction grades. Protection from sloughing and small debris flows can be achieved through the use of debris fences,debris walls,or soil berms. Each of these options can be best evaluated once the preliminary site grades have been completed. Golder shall be provided with • an opportunity to evaluate the need for slope protection once the grading plan is complete. 5.3 Foundation Recommendations 5.3.1 General Depending on the elevation of the below grade parking foundation and slab,the footings may bear on fill or native soils. In the proposed area of the building we encountered fill to a depth of 11 and 12 feet. However,the elevation of the base of the fill is not known since the site topography that was provided was not accurate. It failed to show a ridge through the building area that was up to eight feet high. Once accurate topography is completed we can provide approximate elevations of the base of the fill in our explorations. 5.3.2 Foundations on Native Soils If the foundation is situated at an elevation such that it is below the fill and on dense native glacial soils then spread footings are appropriate and can be designed in accordance with the following parameters: • MAXIMUM ALLOWABLE BEARING PRESSURES: 2,500 psf,these values may be increased by 1/3 for short-term wind and seismic loading. Golder Associates December 6,1999 7 993-1540 • MINIMUM EMBEDMENT: Perimeter footings should be at least 18 inches below adjacent exterior grades;Interior footings should be at least 12 inches below adjacent grades. • MINIMUM WIDTH: Isolated footings are 24 inches; continuous footings are 18 inches. • LATERAL LOADS ON BASEMENT WALLS: Basement walls that are restricted at the top should be designed to resist a fluid with a density of 50 pcf assuming a level backslope. • LATERAL LOADS ON CANTILEVER RETAINING: The cantilever retaining walls that are free to rotate at the top should be design to resist a fluids with a density of 25 pcf assuming a level backslope. • RESIST LATERAL LOADS: Lateral loads can be resisted through a base friction value of 0.4 and a passive earth pressure based on a fluid with a density of 250 pcf assuming level ground below the footing. • SETTLEMENT: Total Settlement less than 1 inch; differential Settlement less than 3/4 inch. 5.3.3 Foundations Supported on Fill The fill could be over-excavated to native soils and backfilled with structural fill to allow the footings to be placed as described above in Section 5.3.2. However,once the thickness of fill below the final footing elevations exceed about 4 to 6 feet,this option becomes expensive. We recommend that two options be considered where the depth of over-excavation is too deep. These include piles and subgrade stabilization as discussed below. 5.3.3.1 Piles The structures could be supported on piles bearing in the dense native soils below the fill. Suitable pile types would include drilled auger cast piles,woodpiles,and steel pipe piles. Due to the light loads and costs,auger cast piles would likely be the most cost effective. The auger cast piles can be designed based on an allowable shaft friction value of 1 ksf in the dense native soils and an allowable end bearing of 24 ksf in the dense native soils.Resistance in the overlying fills should be ignored in the design. The lengths can be estimated based on the test pits,which imply an average of about 12 to 15 feet of fill.The actual depths would be determined during drilling based on the results of the auger cast drilling observations. The drilled piers should extend a minimum of 5 feet into the dense native soils below the fill. The contractor should be aware that obstructions might be encountered requiring re-drilling. Golder Associates December 6,1999 8 993-1540 5.3.3.2 Suberade Stabilization As an alternative to piles,the footings could be laced on spread footings on the fill P l� P P � provided the subgrade is surcharged and thoroughly compacted with heavy compaction equipment. This option would include: • SURCHARGE: We recommend that the building area grade be temporarily raised to at least 4 feet above the final slab elevation for a period of two weeks. It appears that the existing grades are at least four feet above the final slab elevation,thus an effective surcharge may have already been placed. • COMPACTION: The entire building area underlain by fill should be excavated to the elevation of the bottom of the footings. At this elevation the ground should be thoroughly proof-rolled and compacted by at least six passes of a large vibratory compactor. The fill material at the footing elevation will likely be wet of optimum moisture content. Therefore,we recommend the soil be dried using a soil admixture such as cement kiln dust or fly ash prior to compaction. Any soft or loose zones should be over-excavated and backfilled with structural fill. The intent is to form a firm stable base with the upper 18 inches of soil compacted to at least 95 percent of maximum Modified Proctor dry density. • FOOTINGS: The footings can be placed on normal spread footings as discussed in Section 5.3.2. This option may result in slightly more settlement. It may be appropriate to provide a • transition zone of fill if a portion of the building is supported on dense native soils and a portion on the fill. 5.4 Floors Conventional slab-on-grade floors or post-tensioned slabs can be used. Slab-on-grade floors should not be founded on soft,uncompacted,disturbed,or organic soils. The slabs should be underlain by a capillary break material,consisting of at least four inches of clean,free draining sand and gravel or crushed rock containing less than 3 percent fines passing the #200 sieve (based on the minus No.4 sieve fraction). A vapor barrier consisting of reinforced heavy plastic sheeting should be included between the slab and the capillary break If desired,an additional two-inch thick layer of sand may be placed on the vapor barrier to aid in concrete curing. If piles are used,the slab could be a structural slab supported on piles. 5.5 Foundation Footing and Wall Drainage i We recommend that footing drains be included in all the building designs where adjacent slabs are below grade. Footing drains should consist of a four-inch diameter, perforated,rigid plastic pipe,embedded in a clean,free-draining sand and gravel, meeting the requirements of Sections 9.03.13 and Section 9-03.12(4),respectively of the 1997 Washington State Standard Specifications for Road,Bridge and Municipal Golder Associates December 6,1999 9 993-1540 Construction. The ground surface adjacent to the buildings should be graded to drain away from the building. Retaining walls should be fully drained utilizing a minimum 18-inch wide drainage layer consisting of clean gravel against the wall. Alternatively,a synthetic drain fabric such as miradrain can be used. Roof drains should be collected and conveyed in a system separate from the footing drain system 5.6 Retaining Walls Retaining walls will be required to support cuts for the eastern parking area. Preliminary plans show cuts ranging from about five to ninteen feet. However,we understand that several parking stalls may be deleted which will result in lower wall heights. Depending on the wall height,a variety of wall types may be feasible. These are discussed below. • ROCKERIES: Rockeries are normally suitable where cuts are less than about 8 feet high and made into dense,competent native soils. Our test pit in the east parking lot encountered easily caving sand and gravel outwash soil at depth and a loose upper colluvium layer which do not appear suitable for rockeries. • GRAVITY FILL WALLS: These include gabions and other wall types that • provide support by acting as a gravity wall. The thickness of the wall section increased as the wall height increases. These wall types are appropriate to support thick new fill sections or as a facing for short cut sections. They do not require as competent a soil as rockeries. • CONVENTIONAL CONCRETE WALLS: Conventional concrete walls are normally suitable to support both cuts and fills. However,in cut sections,a steep temporary excavation is required to install the wall. The conditions in the east parking lot may not be suitable to support a large open cut. Although appropriate in many situations,these walls are generally relatively expensive compared to gravity walls and rockeries. • SOLDER PILE WALLS: Soldier pile walls,either cantilever or tieback,consist of installing drilled piers on about a 6 foot spacing,and placing lagging as the excavation proceeds. These types of walls could be used in deep cut areas where rockeries are not feasible due to the height or soil type,and conventional concrete walls cannot be placed without shoring the required excavation. For esthetics,a facia wall can be poured against the lagging. These walls are relatively expensive and would only be used if other wall types were not feasible. The actual location and height of the walls had not been determined the time this report was prepared. Once specific wall locations are determined detailed design recommendations can be developed. Golder Associates December 6,1999 10 993-1540 5.7 Permanent Slopes As discussed in Section 4.4,there are several areas where d an adjacent slopesplanned cuts are susceptible to shallow sloughing and caving. If future sloughing failures of these slopes might impact the proposed development,the slopes should be stabilized or the consequence of the failures reduced. This might include drainage improvements, vegetation planting,use of geotextiles,regrading,placement of a catchment structures, etc. Specific comments on these slopes can not be provided until the detailed grading plan is developed. Long term permanent cut slopes should be 3H:1V or flatter assuming proper drainage and erosion control. In the dense native soils cut slopes up to about 1.5HAV could be used provided additional drainage and erosional measures were implemented and the owner could accept additional maintenance associated with periodic sloughing of the slopes. Long term permanent fill slopes should be 3H:1 V or flatter assuming proper compaction,drainage,and erosion control. Steeper slopes up to about 2H:1V could be used if the fill was reinforced and special erosional measures were implemented. There may be special conditions where the above criteria may not be suitable. Golder should have the opportunity to review the final grading plans. 5.8 General Drainage Provisions • Due to the surrounding steep topography,proper control of both permanent groundwater and surface water is essential on this project. General recommendations for drains include: • FOOTING AND BASEMENT WALL DRAINAGE: Footing and basement wall drainage is required. • RETAINING WALL DRAINAGE: All retaining walls and rockeries should be constructed with a permanent drain system that conveys the water under gravity flow to the storm water collection system. The drains should consist of a properly sized perforated drainpipe bedded in a clean gravel backfill. • CUT SLOPE TOE DRAINS: In areas of deep cuts,a toe drain consisting of a perforated pipe bedded in drain gravel should be placed. The depth and extent of the drain will depend on the actual conditions encountered during construction. The intent will be to intercept groundwater seepage and drain the flow into the site storm drainage system. This will prevent surface seeps from occurring at the toe of slopes and prevent saturation of adjacent pavement subgrades. • SURFACE WATER CONTROL: We assume that all surface water from the developed portion of the project will be drained into a storm water system and tightlined down to drains along Lake Washington Boulevard. It is essential that no surface runoff from roads,parking areas,roof drains,or footing drains be allowed to flow onto the native slopes. Golder Associates December 6,1999 11 993-1540 5.9 Pavement Subgrade • Asphalt pavement will be used for the access roads and g areas.parking Sub grade ln' conditions will be variable ranging from native soils to loose existing fills. In general, the intent is to develop a pavement subgrade that provides a firm stable base capable of supporting a fully loaded dump truck Section 6.6 discusses recommended construction procedures to provide an adequate subgrade. • I ' 4 i Golder Associates December 6,1999 12 993-1540 6. CONSTRUCTION RECOMMENDATIONS 6.1 General Site development will involve significant cuts in areas of slopes. Proper construction sequencing and procedures are essential to maintain site stability and minimize construction problems. The ability to use soils excavated from cut areas,as fill in fill areas will have a major impact on construction costs. Since much of the excavated soils will be fine grain,dry weather will be essential to maximize the use of on site soils. Accordingly we strongly recommend that the majority of the major earthwork be completed during the drier late spring,summer and early fall seasons. i 6.2 Wet Weather Construction We strongly recommend that the majority of the major earthwork be completed during dry weather. Although it is feasible to work the site during the wet fall and winter season,the costs and schedule will be significantly impacted. It should be assumed that virtually all of the excavated soil will be unsuitable for structural fill and will have to be disposed of off-site. In addition,considerable volumes of crushed rock and geotextile will be required to maintain haul roads and stabilize working areas. Wet weather construction will significantly increase surface erosion concerns. The public agencies will likely take a hard position on allowing silt laden water to drain into Lake Washington. Similar projects in the area have been stopped and/or fined due to • wet weather silty runoff problems. 6.3 Fill Materials and Placement Structural fill material should consist of native or imported granular soils,be free of organic and inorganic debris,be near the optimum moisture content,and be capable of j being compacted to the required specifications listed below. The fill should be placed in maximum 12-inch loose lifts and compacted with suitable compaction equipment. For sand and gravel fills a vibratory compaction would be appropriate. For finer grained Sheepsfoot would be appropriate. Other types of equipment could also be used if shown to be effective. A jumping jack or hoe-pac is suitable for trench backfill. The fills should be compacted to at least 95 percent of maximum dry density as determined by ASTM D1557 below buildings,below retaining walls,and within 36- inches of final pavement grade. Elsewhere the fills should be compacted to 90 percent density except in non-critical landscaped areas well away from any slopes. If the required densities cannot be met then the material can be excavated and replaced or a soil admixture used to dry the soil. New fills placed on existing slopes should be benched in to eliminate a potential weak plane and allow proper placement and compaction in horizontal lifts. This would involve cutting benches into the slope to form level surfaces to place the new fill lifts. End dumping of fills or pushing fills down slopes to create"sliver"fills should be prohibited. Golder Associates i December 6,1999 13 993-1540 . 6.4 Use of On Site Excavated Soils The ability to use the excavated soil depends on its composition,initial moisture,and the weather. During hot,dry weather even material that is excavated wet of optimum can be worked and dried to allow proper compaction. During extended wet weather only clean sand and gravels,which are not sensitive to moisture,can be placed and compacted. We expect very little clean sand and gravel to be encountered in the site excavations. General comments on the use of the.excavated soil included: • FILL: We expect the majority of excavated fill to be useable as structural fill during dry weather. Some fill was observed to be well over the optimum moisture content required for compaction and will need to be dried during warm weather or using soil drying admixtures. • NATIVE SOILS: The majority of the excavated native soils contain significant amount of fines,which would make proper placement and compaction during wet weather impractical. Under dry weather conditions with proper moisture control and compaction effort,the native soils can be placed and properly compacted. Recently the use of soil admixes such as cement,lime,and kiln dust has increased in the Puget Sound area. Depending on the specific conditions at the site,these admixes can be cost effective in maximizing the use of excavated on-site soils for fills. • 6.5 Temporary Excavations Safe Temporary excavations are the responsibility of the contractor and depend on the actual site conditions at the time of construction. In general,appropriate temporary excavations up to about 15 feet in height in the dense native glacial soils would be on the order of 1HAV. Safe cut slopes in the fills could be as flat as 1.5H:1V depending on the composition of the materials excavated. Cut slopes higher than about 15 feet should be evaluated separately to assess both the local stability and any potential impacts on overall deep seated stability. Steep cut slopes exposed for any length of time,particularly during wet weather,should be covered withvis uee n to maintain stability and minimise erosion. q h' 6.6 Subgrade Preparation Due to the variability in subgrade conditions,it is essential that all subgrades be observed by Golder Associates prior to placing the initial structural fill lift,footings, slabs,and pavement sections. Ideally all subgrades should consist of dense/stiff undisturbed native soils. Since much of the native soils are fine grained,construction activities can disturb even a competent subgrade resulting in an upper zone of soft, unsuitable soils. During wet weather it may be necessary to protect the subgrade with a gravel working mat,crushed rock,and/or geotextiles. Golder Associates December 6,1999 14 993-1540 6.7 Utilities • Maintainingsafe utility excavations is the responsibility of the utility contractor. The tY P tY tY soil and groundwater conditions in the utility excavations will vary across the site. We expect excavations in the till will be difficult in places because it is very dense and occasional boulders and cobbles should be expected. Excavations into sandy native soils and particularly the fills should be expected to cave more easily. Where the utility crosses pavement areas,the trench backfill should be placed in thin lifts and compacted to at least 90 percent of maximum dry density as determined by ASTM D1557 and to 95 percent within three feet of final grade. In many areas the excavated soils will be silty and difficult to compact. In these areas it may be appropriate to backfill with off-site clean fills. Golder Associates December 6,1999 15 993-1540 7. USE OF THIS REPORT This preliminary geotechnical study has been prepared exclusively for the use of The Evans Company and their consultants for specific application to this project. This report is not meant to represent a legal opinion. No other warranty,expressed or implied,is made. We recommend that Golder review the final site grading plan and provide specific comments and criteria related to retaining walls,foundations and grading. The explorations were performed in general accordance with locally accepted geotechnical engineering practice to provide information for the area explored. There are possible variations in the subsurface conditions between the exploration areas and in the groundwater conditions with time. Therefore we recommend that a contingency for unanticipated conditions be included in the construction schedule and budget. Further,we recommend that Golder Associates Inc.be retained to perform the construction monitoring and testing during construction to confirm the conditions indicated by the explorations and or provide corrective recommendations adapted to the conditions encountered during the work Golder Associates i • FIGURES • Golder Associates �.� �.�az." � � �'4w x„�Fina�,�f k'�� had S�a�.��k,Srr' /� • y � � m � a di M PUN �r i x '� 'v R a. i'�«•K�M'e� '� n.. Xc� 3 v�.#-�'�a ��Id,a aa��c"'az-..�':�yTt'.� - r _ i. �w f :. - •c •. •.•'• L a ,Fc•I e� r t � � ��#a��f a �`»F�',ax�j� *�.?y,PCi�r��iypa , ..�• ►��.. '+ "�`rc � °r~� t It N �i� �� 'y • mow '' WAMM �■ti I I / (5 I /* i % I TP-1 — -— — /•/ TP-4 i / I Proposed Apartment I / I Area below grade e 1 / I parking(dashed line) I � TP-3 I I y Proposed Parking Area I / T I TP-2 I �• I I � EXPLANATION _ _ v• 61 Test Pit Number and TP-6 Approximate Location NTP-5 �. Co, ,sed FEET �''� i•'� P �.�' :' /•�. FIGURE 2 SITE PLAN WITH TESTPIT LOCATIONS EVANS CO WASHINGTON B PROJECT NO.993 1540.200 DRAWING NO.84620 DATE 12/6/99 DRAWN BY EA Golder Associates APPENDIX A i TEST PIT LOGS Golder Associates t - - Golder FIELD TEST PIT LOG Associates Temp. 651 Weather Partly Sunny Engineer S.McNamara Operator —_Test Pit TP1 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 Location Evans Bluffs/Lake Wash.Blvd. Elevation 57' Datum Job 993 1540.200 f- (feet) 0 5 10 15 20 0 A Samples No Depth S1 3.0' S-2 11.0' wood S- 3 130 5 10 15 20 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L 0805 Start Hole None A. 0.0-0.6: Loose dark brown nonstratified damp,silty SAND 0852 13.0' little fine to coarse subrounded to rounded gravel,some organics roots twigs) SM OPSOIL B. 0.6-12.0: Compact to dense moderate brown nonstratified Special Notes moist sil SAND some fine to coarse subrounded to rounded gravel, roots down to 3.8' contains clasts of clayey silt,hard SM FILL TP-1 located @ top of prominent E-W trending ridge @8.5: Observed asphalt chunks No roundwater or caving 11.0: Observed clasts of ve dense till and blue gray siltV sand,mottling iron staining,trace gravel,trace organics_ C. 12.0-13.0: Very dense light olive,nonstratified damp to moist fine to coarse,sand SILT and subrounded GRAVEL SM ILL (All depths in feet) PROJECT NO.993 1540.200 DRAWING NO.TP-1 DATE 7/23/99 DRAWN BY TK - Golder FIELD TEST PIT LOG associates • Temp. 650 Weather Partly Sunny Engineer S.McNamara Operator —_Test Pit TP2 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 Location Evans Bluffs/Lake Wash.Blvd. Elevation 59' Datum Job 993 1540.200 f (feet) 0 5 10 15 20 0 A Samples No Depth S-1 3.0' S 2 8.0' S-3 5 ID 10 C 15 20 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L 0920 Start Hole None A. 0.0-0.4: Loose dark brown nonstratified damR,silty SAND 1000 13.0' little fine to coarse subrounded to rounded gravel,some organics roots twigs) SM TOPSOIL B. 0.4-8.0: Compact to dense moderate brown nonstratified Special Notes moist siltySAND some fine to coarse subrounded to rounded gravel,roots down to 3.2' contains clasts of hard clayey silt with some gravel @3.2'becomes more No groundwater or caving compact SM FILL C. 8.0-13.0: Compact,blue graV,nonstratified moist to wet CLAYEY SILT,some sand,some rounded to. subrounded ravel,iron staining in top portion ML FILL IL FILL All depths in feet PROJECT NO.993 1540.200 DRAWING NO.TP-2 DATE 7/23/99 DRAWN BY TK - Golder FIELD TEST PIT LOG Associates Temp. 65' Weather Partly Sunny Engineer S.McNamara Operator --Test Pit TP3 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 � Location Evans Bluffs/Lake Wash.Blvd. Elevation 65' Datum Job 993 1540.200 jN �- feet -� S 0 5 10 15 20 ::,sf Sam les P No Depth S-1 1.0 :.. S-3 4.2 5 - 15 i F20 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L A. 0.0-0.1: Forest Duff leaves branches 1150 Start Hole None etc. 1215 14.0' B. 0.1-1.2: Loose to compact,gray brown nonstratified moist medium to coarse SAND,some firm,subrounded trace silt organics roots wood)(SM)(FILL) Special Notes C. 1.2-4.2: Dense light olive gray,nonstratified damp to moist SILT and subrounded to rounded GRAVEL,trace sand, No qroundwater or caving iron oxide staining GM FILL TILUFILL D. 4.2-11.4: Compact,olive grav,nonstratified moist CLAYEY SILT,little sand,little subrounded gravel,iron stains (CL)(TILUFILL E. 11.4-14.0: Compact to dense,brown,nonstratified moist,fine to coarse SAND,little subrounded to rounded ravel SW(ADVANCE OUTWASH (All depths in feet) PROJECT NO.993 1540.200 DRAWING NO.TP-3 DATE 7/23/99 DRAWN BY TK i o1 derFIE LD TEST PIT LSUClate5 LOG Temp. 650 Weather Partly Sunny Engineer S.McNamara Operator --Test Pit TP4 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 Location Evans Bluffs/Lake Wash.Blvd. Elevation 66 Datum Job 993 1540.200 �- ((feet) -� 0 5 10 15 20 0 Samples ie s N Depth th S1.0 - 1 S-2 3.0 :: .. S-5 13.0 S-6 13.0 5a„ 0 • N.4 0 ;Dp;q;4;poq;ra o�:�:o; •op:�op.p. w 10 Qo gdoQ. :aiio°a:Q, .R%Co. • :ra:;.o;r,:p:�sod:d:p:4•:p ooL?:4oz?:4:. 15 i i 120 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L A. 0.0-2.6: Loose to compact,tan to light gray,nonstratified dam 1300 Start Hole None fine SAND.trace o ilt clods. r a i 1400 13.0' as roots&wood SM FILL B. 2.6-3.4: Hard medium grgy,nonstratified damp,cla a SILT little rounded to subrounded gravel,trace sand, Special Notes organics ML FILL P C. 3.4-4.0: Compact to denseyellow brown fine to medium No roundwater or caving nonstratified moist SILTY SAND little ravel SW D. 4.0-6.3: Dense olive gray,nonstratified moist SILT trace sand trace subrounded to rounded gravel,organics,iron staining SM FILL F, 13.0-13.57 Loose.black to brown.nonstrati��st,� E. 6.3-13.0: Compact,olive brown nonstratified moist silty SA medium to coarse SAND and GRAY W and subrounded to rounded GRAVEL SW FILL ADVANCE OUTWASH (All depths in feet) PROJECT NO.993 1540.200 DRAWING NO.TP4 DATE 7123/99 DRAWN BY TK i Olde FIELD TEST PIT LOG sodates Temp. 65' Weather Partly Sunny Engineer S.McNamara Operator --Test Pit TP5 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 Location Evans Bluffs/Lake Wash.Blvd. Elevation 73' Datum Job 993 1540.200 f (feet) —� 0 5 10 15 20 >::: :,;.— A::.:. _.:.:.,:::::••. -: Samples B.. No Depth th S-1 0.3 S-2 2.5 S-3 1.0 :o•:o:cp;.o:ca; •: D• o'.... '.o:' S-4 4.1 E S-5 5.0 cJ:O'�i:0:'c'1.:0'rj:0:�' .Q:O• •0,-•;O:'.p:S1o •.Q:Q: Q• a,,:oq.Qo�.QooQ.¢:O:p°0• '�.�,:.¢:O:q°.,. C1 .o:v_;b;o:oQt::b:oj:p`;o:.•ti:R�:.0•po:: m Did"cgt0'�fjQ:� .QibiO:i' ' 1f01'c1[O`} m 10 .o o,:.:�oi��q;°:;o•:.ao•.;:o�-,..•o Qaood:o. :a;o:4;:�.�o:II.poD.�oo�?:40 .;:0.. 4•`a;p: •O: o;. :o.o:a::o:p;: .:o..c7 p•.r�:a:. .oa.D.:.4•�. 15 120 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L A. 0.0-0.5: Loose dark brown nonstratified moist clayey SILT trace 1420 None ;and-fine aravel.arganic roots-wood(MQ(TOPSQl1 B. 0.5-2.1: Com actyellow brown nonstr tified moist,fine to coarse SAND some gravel,trace silt SW FILL 2.1-3. ' Stiff,light r on rat'f d.moist.31 e Special Notes subrounded to rounded ravel trace sand GM TILL FILL No—groundwater or caving D 2-3. • Fine SAND and GRAVEL. d sam as -2.1 E. 3.8-4.5: Softgray,nonstratified moist to wet silty CLAY oxidizin stains little gravel,trace sand CL FILL F. 4.5-14.0:Compact,yellow brown to_gray,nonstratified moist fine to coarse SAND some ravel SW ADVANCE OUTWASH (All depths in feet) PROJECT NO.993 1540.200 DRAWING NO. TP-5 DATE 7/23/99 DRAWN BY TK �- - Golder FIELD TEST PIT LOG sociates Temp. 65' Weather Partly Sunny Engineer S.McNamara Operator —_Test Pit TP6 Equipment PC-120 Kumatsu Contractor Custom Backhoe Date 6/25/99 Location Evans Bluffs/Lake Wash.Blvd. Elevation 80' Datum Job 993 1540.200 �— (feet) --� 0 5 10 15 20 0 O. p O p.. O.. .P O., O.O.•: ' b:O•QOQQO.:QII;^p:0,:A '::ri.:p�bi4_ibi. o�ti: 4' Samples O:p;.0:7a;; :OC'� 4''d'D.:aD':D .o.o:c�`: •_o:`•:o:;II�''. No Depth S-1 2.0 S- 3.0 S-3 5.0 5 m 10 15 20 Sample Descriptions and Excavation Notes Time Depth of Hole Depth to W/L 1420 Start Hole None A. 0.0-1.6: Compact, ra brown nonstratified wet sil SAND and 1445 8.0' GRAVEL SW FILL B. 1.6-2.9: Compact,gray brown,nonstratified,wet SAND some ravel trace silt SW FILL Special Notes C. 2.9-4.5': Very stiff,light gray to light gray brown nonstratified, moist,SILT and subrounded to rounded GRAVEL,trace No groundwater sand oxidizing staining GM TILL Sto ed @ 8.0'due to excessive caving D. 4.5-8.0': Loose medium brown nonstratified wet,fine to medium SAND,some subrounded to rounded gravel,some large 1.6-2.9&4.5'also debris falling in upper slope cobbles(SW)(ADVANCE OUTWASH rea was ve All depths in feet wet from rain PROJECT NO.993 1540.200 DRAWING NO.TP-6 DATE 7/23199 DRAWN BY TK • VIII. EROSION/SEDIMENTATION CONTROL DESIGN • aw ` Planning-Engineering•Sur✓erring JOB NO.'3 4 1 4205448th Avenue NE Suite 200 DODDS ENGAE'-'r RS J6 C .% �' Bellevue,Washington 98007 DATE } Tei.425-885-7877 Fax.425-885-7963 E,Mail.DoddsEngrs@aoLcom BY . . . : . . . . . r , . , , , . . . , - . 'yq f T• �:. ; ..._.__.._.:_......------.....-.__._- -,__-........_....,_ .....1..:._ .._..-------.-......_:.._:..i-:- ._...1__..__..__ _ ___ __ _._{._i__{__.._�_-{__.__.__i..:...:.. :..:.....r{_v:_1_-� _..___-_-:.....:_.:..:. _ _ _ -_ _ __ - .__. ___ ___ - - i i Y } i + - --------------- S { "•V. - --4-- - - - - - ----- - a-'- / �e . . . ......... / 3 ._.i....__....,. 1 } __i__ _ _.{.._ _ _ ....... . . . . w . ,.J�. . . . . . . _ .._•_.�,---:.Sy.�p/.:- .--' '-� n--•G.! �.•}••i1 e�:..: 'i '3s1._$+.z - ,'q� �� .{...41✓ i✓ice i- �-�.4-.i_•�_.;-__}-'_•i_- ;y� . - `fJ 1 J it � 'T . . . . . . . . . . . . . . . {_..._,_...-1--'`--'-"-•---`-'---`--'..................---:------•--->--'---,-------1--'`--,---;.......- -- - - - - - - - - - _ SHEET- OF Planning-Engineering-Surveying lcs imO. 1 d 4� r 4205-148thAvenue TEE Suite 200 �� ' 3 l' Bellevue,Washington 98007 DATE ? " Tel.425-835-7877 Fdx.425-885-7963 ' EMail.ofjice@DE;online.com BY ' •-=•---•--...........-•......- r` ----------------------------•-----+y•�---•--•--------•----• •-r r - •-- • - -r._..- •- r -•- -- -------------------..................- AA ...-_;---.__+-""+"-{_..+__y__;._..._i___:._r..:-..;__;_-__ _ __ _ _ _ _ _------ .......;.—y_;......._._;._;...;................}_.....,..{..... ....... --;"-•i 4 . .•___'—" N+•: 6h. 'i :,'"'M , . : r. �-.�- ; ' : �-..` -Jam•-�?---'l'. -'•'�-�-'"�- -=''�v:.,__`.� �; • �:�..�_; . � .__•_....... .___ _. _ .fit_..__..__ ._ ____ . 'y - t : : _ _ �a : : - - - - i�'°'-�--' ---- • :rw_ __..__ ._ .N— ___• _ _ ..tee:_ .,.:�.:>v-: _ .aL..Y.....�._•,•_ _ �....�.I—. • ..1..__ ..• •r J•� •_-____•__".� _ _. ... ._ .A.yr•.. _':1 _TY;:JXp.�.`, ,r�—. Y ...'_ -.�.P••- _:� u+ _..c.-,r _._ Y'_-: ..5 ..:7iy•l.a �•l'j�_.� : . . . ; -- ' . ------------------------- - ------ ------- --- - y : r �. .+ --- BASIN ID: ECP2B NAME: EROSION CONTROL, 2YR, PHASE 2B - t -! ::: SCS METHODOLOGY TOTAL AREA. . . . . . . : 6 . 64 Acres BASEFLOWS : 0 . 00 cfs : . RAINFALL TYPE. . . . : USER1 PERVIOUS AREA __.. . PRECIPITATION. . . . : 2 . 00 Inches AREA. . : 6 . 64 Acres` `"' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 }....-- .... TIME OF CONC. . . . : : 10 . 00 min IMPERVIOUS AREA : ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 00 Acres .-L.i.- :::::' CN• . . . . 98 . 00 - i }- PEAK RATE: 2 . 01 cfs VOL: 0 . 56 Ac-ft TIME: 470 min . . �.• x q •------•-----•- --- -- ----•------- --- -- -''S _ - '- _ - - - _ - - -- -- - ' �' y--+---+--r--; �-- . :- -`."�--ram"•- - - - '•'K-- - � :.�=-> �� - -- -- - - a_ w JUL ------------ { ��_.,—_r__,.__,__� -b�li-��!•.r,•ie f �✓ r r- .1. .ems!-.;�-�..:._-._'..... ... .'._"-"Ye-". --- - 'aii++�'►.y.' - - --- -- - ----- - - --- - - ----- . - ./. _ . . ; :t:', . --fir /� -\ �;, 53 -a 4• ------' L- .. - A=- - 1 C: SHEET OF APPENDIX • III. OFFSITE & LEVEL ONE DOWNSTREAM ANALYSIS, PHASE 1 The existing conditions at the Bluffs are the same today as they were when the EIS was prepared in 1989. The design for both Phases, and particularly for Phase 1 for this TIR, is predicated on the fact there is adequate downstream capacity so that no detention is required or provided per KCSWM Manual 1.2.3 core requirement#3, exemptions. To accomplish this reference will be made in part to the EIS drainage calculations, a full copy of which is included in the Appendix. The following two pages contain reproductions of two exhibits from the EIS drainage . calculations which show the original topography/drainage basins for the subject site and for Marina Landing (Exhibit III-A, "Pre-development Basins") and the downstream conveyance system (Exhibit III-B, "Downstream Culverts"). As the EIS drainage study states, the topography shown on Exhibits III-A an&B is from 1960 era City of Renton maps, and therefore does not represent current conditions but does show the drainage basins for each of the culverts priorlo the diversions made by Marina Landing's t development. Exhibit III-A is included mainly to show the original drainage basins/patterns and III-B is included to-show downstream culvert number designations. Exhibit III-C shows the basins as they will exist after construction of Phase 2 of The Bluffs. The only significant difference between these basin maps is that on map III-B sub-basin F and G are shown to drain through culvert#6 to#11 and then to Lake Washington where this is not the case on III-C. Flows from culvert#2 will now be redirected back through culvert#5 as they existed prior to construction of Marina Landing. The remainder of basin F plus a portion of basin G will continue to flow to culvert#6, the upper portion of basin G draining to the hole west of I-405, the hole never having drained to culvert#6 in any event but still considered to do so in the EIS drainage report. 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EVENT, FULL BSN SCS METHODOLOGY TOTAL AREA. . . . . . . : 12.20 Acres BASEFLOWS: 0.00 cfs -. RAINFALL TYPE. . . . . USER1 PERVIOUS AREA -- -- PRECIPITATION. . . . . 3.90 inches AREA. . . 5.00 Acres - `--- TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 ---'------ F ... -----------_--; ...�___...____...... TIME OF CONC. . . . . : 10.00 min IMPERVIOUS AREA ,-- !--;-_; _ ABSTRACTION COEFF: 0.20 AREA. . : 7.20 Acres !__ -! CN. . . . : 94.00 -_.-- .!-- -. PEAK RATE: 10.59 cfs VOL: 2.69 Ac-ft TIME: 470 min `� :� ,-. -�—,sy c r a U .�...• ..: e-•+ } .,cS 6 +I{ 6� +��'1. `{°"Y• - __'4_-�--;--' a , SHEET OF `' c .Y P1Q111iifl LFB ineCrin �UPbe 1F9 g°' g° Y g iOI3NO. 4205-148thAvenue NE Suite 200 DCD Giffj INI "" Bellevue,Washington 98007 ?ATE 7 IF i Te1.425-385-3877 Fax 425-885 463 •` E/Vial!Office@DEionline.com 3`9 e9,�. go 1) __.Al.r r , . . . . , , :.. . . . . . . , . . . . - �. 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I . . . .....:.....: . x t• l�U -_ __ -___ - - -- - - - - ---- : t. . - iT: : Y►: 1. ..y_.- . . .....................__....._...._.._-_-.Y...__.-..__._.__..-_.-_._....:-.:...:_ _ --_....-.__•___:_- . r: . .- - - . . , , . . _ _ - _ _ ____ __ _ _ __ _ . . }. : . . 514111I (1)r ........... i;:i ii 777 777 OR NAME: THE BLUFFS AT LAKE WASH,PHASE 1 PREPARED BY: B.DODDS OR NUMBER: 97169 DESIGN STORM: 100 YEAR ENTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCTION PIPE PIPE MANNING'S OUTLET INLET PIPE FLOW VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER FROM FLOW LENGTH DIA. n ELEVATION ELEVATION AREA VELOCITY HEAD ELEVATION LOSS ELEVATION Loss LOSS ELEVATION ELEVATION HEAD Loss LOSS ELEVATION CB I C8 (CFS) ffEnL IN VALUE (FEET) (FEET) (SQ FT) (FT/SEC) (FEET) (FEET) (FEET) (FEET) (FEET) (FEE-f) (FEE-t) (FEET) (FEET) (FEET) (FEET) (FEET) RIM EL ---T— 0.181 18.401 1.141 23 40 1 0,0E:[:::0fl�8 2367 23,40 1 &56 1 0251 000 1 23.35 1 25.70 LAKE I MlfDSl 1 24 1 0.024 1 6 45 214( �j 8 561 MHDS I I MIMS21 21.40 24,00 1.77 600 1 0.56 1 23.35 1 1.93 2550 1 028 1 0 56 1 2634 2640 0.16 1 0.22 000 2647 2720 NO 24"CF MEDS3 1000 125 24 0012 28.50 2910 3 14 318 1 0,16 28 50 0,21 3110 ()' 0 16 31 34 31Ao 0.50 0.22 0.00 31.06 3690 MHDS3 MlIDS4 1000 82 24 0024 29,10 29.30 3.14 3.18 0,16 31.06 0,54 31.60 0 0' 0.16 3L79 31.30 000 000 000 3179 3970 MHDS4 MUDS5 1000 45 18 0012 3280 33.40 177 566 0.50 3179 0.34 3490 4.21 050 3565 3490 000 070 021 36.55 40.15 1/21/99 DODDS ENGINEERS,INC. 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I . . .. -i-4 . { SHEET OF a u: Oil 14 u � � V of r TABLE I RUNOFF FACTORS FOR STORM SEWERS FLAT ROLLING 0-5t >51 f UNDEVELOPED LAND Woad $ Forest 0.05 0.10 Sparse Trees $Ground Cover . • 0.10 0,15 Light Grass to Bare Ground . . . . . . 0.1S 0.20 DEVELOPED AREA * Pavement & Roofs . . . . . . . . . . . Q.90 0'.90 Gravel Roads $ Parking Lots 0.75 0.80 City Business . 0.85 0.90 Apartment Dwelling -Areas . . . . . . . 0 .80 0.85 Industrial Areas (Heavy) , . , . . . . 0.70 0.80 I Industrial Areas (Light) . . . , , . . 0 .60 0.70 Earth Shoulder . . , . . . . . , . 0.50 0.S0 Playground • . . . . . 0 .25 0.30 Lawns_, Meadows & Pastures : 0.20 0.25 Parks $ Cemetery . . . . . . . . . . . 0 .15 0.20 SINGLE FAMILY RESIDENTIAL (Dwelling Unit/Gross Acre). I. .0-I . S ' DU/GA . . . . . . . 0.30 . . 1 .5-3 . 0 DU/GA . .. . . . . . . . . 0.35 3.0-3 .5 DU/GA . . . . . . . . . 0.40 35 3.5-4.0 DU/GA . . . . . . . . . . 0.45 4.0-6. 0 . DU/GA . . . 0.50 6.0-9 .0 DU/GA . . . . . . . . . 0.60 - 9.0-15 .0 DU/GA . . . . . . . 0.70 18 I 5/79 I. i 1 � � OVA IF nVIA-POO�OEM i RUNS - 'i . �l �` t� lu�li � lifTaf..? illy 1 ;� � .Y' `� y_•. I �Y ky �� R�. ,]'•; I:, tii;F...y I4�'r ir�rYrl 'i., M� � it LvIke 1l � i -�r� .�`•i ,�11 `�� ir'+L•;y�' t„}R' �`.liy� 74�t•�r ..t�..- .. _+' �.• �F i' ;y . � r ,�� _ice�I •�`�2�•• ,y+„�:,; ' f wi i t•'s; •�' ,g t j i i.•,.,. '•�- •if.. '!; �•-«�.:•- � ' �"}'•'�, ,.,�It`d .:,+. �- ^4rL.};;•�•$• JI "j 1'1 N Nt�,' aq W;zg .. Wa= I . JOB NO. gezDI49 DATE TGr'�5 Q� DODOS ENGINEERS. INC. e.v.._ aw442104lHAIMCA auwvQva.ro PVANPI.Na 8HEET-Z-OF �g00 1AOTM AVH. K@. SU.TQ 200 - Bau nUUH- WA 90007 Q�/ �eoe� aen-aarY Ora -4e4-=7A= a Y D,z3Q gzg yes oz�s G'=D.JD �G S D�D3lo . • •JOB NO. ox DATE �Zz OOOOS ENGINEERS. INC. Caw". muavAYlNa pLANN.wa SHEET OR 420M tKl. 9u1T1 moo . sI"Ally lL WA 060O7 local eee-7977 on.4e.-a7.0 BY Ae-D � ZPD 10a55 D'::::: 77�G 4., C>4 9v /�j d 72D C--xOD C=Q35 �G'�2307 a fr Ojos NO. Mz INC.- DATE ZZ�� Q— DSO O SQ ENGINEERS.7Uf"a i PI-AHi«o SNEET OF �80a ,AaTM ..eve, H.a„ aWTe iWO - BKLLWftcaVtJlL W^ 1eO07 ~_ ��OB{ 9qa-7977 OR�7w-[!'7n9 BY 0�9 �5 Ale= GT020 �G' D.//B :s a OATS Q► DOODS ENGINEERS. INC. /f1 Gl V1L ■NO�MaHA�NO 3Ui1V II Y1N0 PLwNN�NO BHENTL—OF •man 1AuTN ^Va. KB. *WTH 0130 � 'a�Li�VU4. Ww. 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(it Samoa*rdls -AN-AN .'j .9 3 3 a p _ _ / 20 12) GO.... t.J —he Q 30 �' / see:.oil Z H 8 131 Grose t.d .8 / 0 24 8 .7 .7 / 6 .7 / To•s. .cala(21 .r t31 posiaet 2� S sor:t..taotw to tads(1) AM•s / 4 I.tl..04 lose mrwsh 0 sod D teals..M ta..e•o .• •6 3 dlwa•t•d. 6 13 i2 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS . s .- : .�.,• ,,. ..,� WITH INLET CONTROL CY RT 3 180 10.000 168 8.000 EXAMPLE 156 6.000 36.weaes I3,a tut} 6'5.000 G-4a eta 144 4.000 ww• ow1. 6. `3' 132 3.000 o tree" B. u Itl 1.8 3.4 3' 12D „'''. 2.000 !-1 o.! S. 109 tJI !.2 s 4• J •tl (w feel 3. 4. 96 � 1,000 / 3. � 800 �/ 3. a ®4 a 600 SOO 1I2.S` 400 72 — 2 _ 'Z. 300 60 200 .S.S 54 W 100bLu 4j tr 60 42 SO 1_0 0 40 .D 30 = . n. 36 ENTRANCE wCALE W fV W TYPE r .9 I13 Nwe�eeU Q .® .8 30 CA uttered is coolers Q W y to lisp* _ 8 n 27 _ Itl� (31 ►rojsdiq _ ec n / .7 .7 z 24 ►`- 6 .7 a S t To we scale(2) or(3) Project 21/ 4 karboetelly to goals (13.thew. .b see strelf♦bh laehised Ilse 1 ra"k .B �^ 3 D mad a *Coles,or re"rso a .6 18 Illustrated. 2 11.0 • — /t2 ' HEADWATER DEPTH FOR C. M. PIPE CULVERTS BUREAU 0i MlDljC80Ao5 .uur.9a3 WITH INLET CONTROL CHART 4 f 28 Table 1.26a PIPE FLOW CHART n 0.025 0 • ►r G coPOS ll COAA=T= 01" rirt AM= Yy- 1, • Kh - 1.0 Mo 70 n=Or COSK00A7'iO JW&L rTrt commn., It'll now a1aua+dl co f0 11ata sarta0tl0A factara for pipe langtha other than 70 feat �• dlaaatar of i oh 1A fna4 B, In N i- J_ -1C--_12__ 16' 11' all 24- 30• I6' 42' 4/' 64• 40- 66• 72" 78' Y4• to, 16' 101• 1 0.31 0.70 3.25 1.91 3.48 1.47 7.99 11.0 ' 11./ Z1./, I1.1 .i-! i3 t 91.8 0 3 0.41 0.10 1.76 2.20 4.92 7.74 11.3 16.6 26.6 40.4 51.2 11.8 101 1]0 160 114 131 271 314 360 414 1 0.64 1.21 2.16 3.43 6.02 6.48 11.4 19.1 12.6 40.1 11.2 96.5 126 161 106 237 lea 331 114 441 $02 N 4 0.67 1.40 2.41 3.17 6.96 10.9 16.0 32.1 37.6 67.1 13.1 112 145 144 226 274 726 791 441 610 610 N 6 0.74 1.61 2.79 4.43 7.71 12.2 17.1 24.1 41.1 64.1 $2.0 121 162 20S 2S) 106 365 428 496 170 "1 6 0.62 1.73 3.06 4.66 6.92 13.4 39.p 77.0 46.1 70.6 101 136 lie a25 277 37i 101 466 644 424 110 7 0.82 LIs 7.30 1.36 6.10 11.5 '1 11 -39.a 40.8 11.1 log 147 102 14) 300 362 431 a" 641 614 741 1 0.64 1.91 3.53 1.61 9.84 16.5 22.6 31.2 13.2 41.r 116 Ila 205 260 320 It/ 461 541 628 721 Sao 9 1.00 2.11 3.74 1.$$ 10.4 16.4 24.0 31.1 66.4 86.1 123 167 210 275 240 411 460 174 666 764 170 10 1.01 1.12 1.94 6.27 11.0 17.3 a1.) 14.9 66.5 01.2 130 lit 230 290 3.51 433 516 605 70) Sol III 11 1.10 2.33 4.13 6.56 13.5 18.2 26.1 36.6 61.4 95.6 136 116 341 104 376 454 541 635 716 141 oil 12 1.15 1.41 4.32 6.97 12.1 11.0 27.1 39.3 65.2 01.1 142 193 251 11/ - 302 475 $61 661 761 613 .1004 13 1.20 1.1) 4.42 7.15 12.6 19.7 Me 30.1 67.8 164 149 201 263 331 408 404 See 690 too lit 1046 14 %.at 2.63 4.66 7.42 13.0 203 10.1 41.1 70.4 104 154 lot 272 14) 424 512 AID 716 130 951 I095 If 1.21 1.72 4.61 7.68 11.6 31.2 30.1 42.8 12.3 lit 1Sa Ili lit 365 439 531 611 741 tSo 1!I I al If 1.31 2.11 4.98 7.03 13.9 31.9 12.0 44.2 76.2 lit 165 31) 200 317 461 4 648 652 761 He 1010 1160 r~-t 11 1.17 2.00 5.14 1.19 14.1 21.6 32.9 41.1 71.1 lit 370 330 l2/ 376 467 d6S oil 769 oil loll HIS w 11 1.41 1.06 1.39 1.41 14.61 23.2 13.1 46.1 Me 120 114 136 306 385 460 Sol i9! 812 f/3 lWl 1t30 1 I1 1.45 3.06 6.43 6.64 15.2 13.0 34.S 48.1 42.0 116 1)$ 141 3l6 400 494 597 711 ? 20 1.49 3.14 5.57 8.97 11.6 24.1 35.7 49.4 14.1 lie 164 240 126 410 1" 613 729 066 oil 1il 1)1 12! 21 3.63 3.31 1.71 9:09 15.9 25.1 76.6 10.6 N,! lit It8 li5 133 411 5111 622 747 827 '1617 list lilt 22 1.56 1.20 6.61 9.10 16.1 16.7 37.5 11.8 11.3 135 193 261 341 410 $21 64) 715 Oft 1041 1121 1360 31 1.60 3.31 5.94 9.61 16.1 26.3 31.3 $3.0 '90.2 He 197 367 348 440 S41 667 7t2 fit 1064 lilt laso 24 1.61 3.44 6.11 9.71 11.0 26.2 10.1 $4.1 91.1 141 301 373 366 450 ISO 671 701 137 loll 1246 1410 26 1.66 3.11 6.21 6.01 17.4 21.4 39.9 W a $4.0 144 2" 270 363 461 $66 665 !1S 117 1110 1374 1410 26 1.10 3.69 6.36 10.1 17.7 21.9 40.7 56.3 06.0 147 210 214 370 468 s77 699 831 276 1133 late 1478 27 1.73 Lis 6.40 10.1 18.1 31.4 41.6 67.4 97.7 160 214 290 377 477 sea 712 847 7lt 163 1 9m If07 i 1)t4 0W llf1111 26 1.16 ),1l 6.60 10.5 16.4 tt.0 43.5 11.4 91.5 113 218 29S 364 186 f!! 1324 1134 29 1.19 3.74 6.11 10.7 10.7 39.5 41.0 59.6 101 its III log 391 494 610 7la SIB 100 lllf 1321 IS41 )0 1.62 3.06 6.63 10.1 is.1 30.0 43.7 69.5 103 its 226 305 its $03 620 7S0 all 1041 1316 1306 1591 Cotrart•1oa raotars for Dthas tips l.ngtha 26 1.41 1.61 1.65 1.13 1.47 1.42 1.37 1.14 1.2/ 1.24 ,10 1.13 1.16 1.11 16 1.44 1.41. LIS 1.34 1.12 1.39 1.27 1.14 1.21 1.111 1.15 1.13 1.12 1.11 1.10 1.01 1.08 1.41 1.01 1.01 1.01 40 1.28 1.27 1.25 1.21 1.21 1.10 1.11 1.17 1.14 1.13 1.11 1.10 1.09 1.08 1.01 1.06 1.06 1.05 1.01 1.01 1:04 60 1.16 1.16 1.15 1.11 1.13 1.12 1.11 1.10 2.0 1.08 1.07 1.06 1.06 1.01 1.06 1.06 1.04 1.04 1.03 1.03 1.03 60 1.07 1.01 1.07 1.06 1.66 1,05 1.05 2.01 1.04 1.04 1.0) 1.03 1.03 1.01 1.03 1.02 1.02 1.03 1.01 1.03 1.01 10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1." 1.00 1.00 1.00 80 .14 .14 J5 .05 .96 .96 .96 .16 .96 .17 .17 .17 .94 .18 .91 .90 .9/ .N .00 .99 m t0 se S9 .00 .90 .91 .91 .92 .22 .93 .64 .04 .66 .06 .69 .94 .96 .97 .67 .17 .01 .14 300 .is .85 .86 .at .87 .09 .46 .19 .90 .at .92 .93 .03 .94 .04 .96 .06 .to .66 .06 110 .19 .10 .19 .90 .81 .81 .81 .93 .16 .96 .81 .62 .89 .00 at M .92 .91 .03 .94 !3 144 .11 .11 .14 .79 .76 .71 .21 .70 .11 .13 .64 .85 tb .81 .8! .66 At .90 .61 Jl, .10 160 .66 .69 .69 .20 .21 .23 .14 AS .71 .70 .60 .41 .53 .84 .86 .93 .81 .18 .11 .61 fV M Table 1.26b PIPE FLOW CHART n = 0.013 LA o � c � rop0R RLIXM-=D CONCRM Pill 3NIZT • ry • In • 0.66 Ax0 70 MCT Or WINrOPAXt N4CUTZ Vitt CONDUIT [full (lor aeeumedl C Rote oorrattton ("tare !or pipe I"the Other than 70 feat diameter of pipe In tathn In C l��t 11• 16' 1/• 7V 14' 30' 36' 42' 41' $4' 60• 66' 44' f0' 06' loll LA11.% 11.0 Js.0 31.f 53.5 1144 itA 114 111 4 301 wr 1 LS6 7.60 11.7 16.7 s1.6 )t A i/.6 76.0 101 111 L61 111 336 276 124 114 411 41) 1 1 5.17 9.42 14.4 20.4 17.1 /S.D i6.1 t1.1 114 159 its 241 216 341 191 411 631 Mh d 6.43 10.9 16.6 93.1 31.5 f2.0 71.1 lot 143 101 222 all aid Ill 45t lit 404 ill LA1 1.10 11.1 Is.$ 26.1 36.5 1/.1 16.4 120 160 3 a 1 155 all 27) 440 Ill 111 611 144 6 I'll 13.3 70.7 7/.1 1/,/ 67.7 04.6 131 176 324 DID 341 402 462 542 f17 all Ill 1 4.11 14.4 ai.! 21.1 41.0 61,1 )Oa It 169 142 302 361 411• 521 i07 f99 79t tM l 9.16 1S.4 13.5 33.3 44.0 73.5 109 152 203 I59 321 304 473 f57 M )41 664 /•6 t 931 16.) 24.1 36.1 47.7 11.0 116 lit 214 171 Ill 414 100 ISO us 191 M IJIt 10 10.1 17.2 26.2 17.2 30.2 /1.2 121 lid 224 311 361 440 13i 622 )2/ 636 114 104 I1 10.7 1l.0 17.5 11.0 Il.i 16.2 lit 17► 217 301 I79 Oft 5f7 6f3 ltl /77 1001 Illl 12 ll.3, ll.f 21.7 IO.t 56,0 90.1 1]4 IIi Ill 3f5 /12 57t 6/1 at l 916 10/1 ill 11 11.6 19.6 11.9 d2.4 17.01 11.7 130 Ifl IS; 1)0 4311 507 601 7)0 III Ill last lilt 14 12.0 10.4 31.0 44.1 11.4 17.1 141 101 267 141 427 121 624 716 Ho sit �1124 lilt If 13.1 21.1 22.1 45.6 61.S 101 )SO 201 tat 314 441 sit 646 761 its loll Ili% 1la) 1 16 12.9 21.9 31.2 47.1 $3.6 104 its M266 366 467 157 667 ill 917 1017 1101 110 ►-4 17 13.3 11.4 14.1 49.5 65.6 101 lit 112 294 177 471 Sit 610 all 946 loss 1244 1401 is 13.1 13.1 35.3 49.9 67.4 1l0 lid all 303 30l 414 lot lot lit /13 IM 1310 14P. �I 19 14.0 21.7 36.1 51.1 $0.2 Ill 169 214 all 199 491 Got 727 OSl 1600 IM till Idol l31 20 14.4 34.1 31.1 62.4 71.0 116 173 240 319 401 s10 623 746 110 1026 lilt 115o 15111 it 14.7 24.0 35.0 53.9 72.1 lit 111 146 311 ' 419 fit 618 164 Sol loll 1211 111) 1666 2a 16.1 25.1 31.0 11.1 14.6 121 all 212 315 419 139 653 all 923 2076 1340 141% 1"1 13 11.4 26.1 39.1 56.5 76.3 131 iti ill 142 429 147 M l00 644 1106 Isis 1441 1611 34 1$.1 36.7 40.6 61.7 12.8 Is? l09 It) 350 444 551 661 Ili 964 Ila) till 1411 1614 is 16.1 17.2 41.1 So.$ 79.4 1la Ill 166 157 412 oil 696 /Ld 984 1141 Ilia 1501 173 a 16 16.4 37.7 42.1 60.0 11.0 all 107 214 364 467 Sol 710 ISO 1004 1161 1141 1531 1141 as 16.1 16.) 43.1 61.2 $1.1 131 101 279 371 416 Sol Ili 662 1011 lilt 1173 1164 III% 1/ 11.0 il.1 43.6 12.2 14.1 138 lot 111 ill 404 604 131 Ili 3011 1214 Dog lit? load 39 17.1 21.1 44.1 61.4 15.1 140 Iol I90 344 411 616 ISO its 1060 123S 141) has 1464 so 11.6 21.1 46.4 64.5 01.0 142 312 214 lit Its Gat 741 011 1071 1156 1446 Jill IuI t, t0 lest 4lorrettloa motors rot other Pi" lsrgth0 _ _. -• __Y __. 10 I'll 1.34 1.31 1.11 1.16 1.11 1.10 1.01 1.07 1.06 I.vs 1.06 - 1.04 "1.01 -r:yr 30 1.12 l.ls 1.11 1.13 1.11 1.09 1.09 1.06 1.01 1.06 1.04 1.04 1.01 1.61 1.01 1.01 1.02 i.e. 40 1.16 1.13 1.11 1.10 1.01 1.01 L OS 1.01 1.04 1.03 1.01 1.01 1.02 1.01 1.02 1.02 1.01 Lw 60 1.01 1.01 1.07 1.06 1.05 1.04 1.04 1.03 1.01 1.01 1.02 1.02 1.01 1.01 1.01 I.01 1.01 I.II to 1.04 1.64 1.61 1.08 1.63 1.01 1.02 1.61 1.01 1.01 1.01 Lot 1.41 1.61 1.01 1.01 1.01 1.01 70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.06 1.00 1.04 1.00 10 .96 .11 .97 .61 .91 Al .08 .05 .90 .91 .00 A9 .09 .10 .I1 .20 itt .41 90 .61 .94 .9d .l1 .11 .96 .97 .11 .12 .21 .01 i11 .01 .91 A9 It .41 ei IGO .00 .61 .93 .11 .13 .0% AS .66 .11 .01 .91 .00 .44 .64 .14 .11 .41 I20 .44 .66 .01 .N Jo .I1 M .94 .04 As At ." .16 .91 As .91 .I1 ea 1^s Ids .40 .91 .61 .11 .41 .61 .16 .$1 .12 .13 .94 ./4 .91 .06 .96 .So .16 .11 164 ,16 .26 .80 It i .11 A6 .41 .96 .00 31, .92 .93 Ad Sd .$I •AS tf li N f71 Woe NO.L0V-1-12 DATE Q� OOODS ENGINEERS. INC. - S/ CIVIL. 9NGIAMUGAI VG 9UNV@Y/N/i F./.ANNINIi BfiEET.ZfOF_� AQOO 14aTM ^V@ N.S_ =LUTZ 800 - CQL.I.XV1.W6 WA O60D7 Qom/ . I2061 8615-7677 OR-45A-0743 By 4�,«�ro,,r� ��'��r �� sue'' ��'•s�,�s ��.s�G l,U/-12 71-5 Z- /01,m 41 ::5 � BAD/.tf 1� 1141 s� 40, s�a2r �,� .��9 s►'Jz opNN � �1� Q. � � , I R Al tj� Zz zWE okc, o a Zvi Oro 0J013 NO. • Q OOODS ENGINEERS, INC. 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