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45 PINE ST.PDF� 11111111 lill 11 12809 45 PINE ST PLANNING DATA ILE New Commercial / Multi -Family Projects --I Name: D ate: 11 IZO 2-00 -7 Site Address: Plan Check #: BLD - 0<n�- ,-I _P Project Description: Tool, —di—A-we roo Use(s) Proposed- Allowed Use(l��/ NO) CUP File Number: To Allow What Uses: Legal Nonconforming Land Use Determination Issued.- (YES I Reduced Site Plan Provided: I IES )NO) Zoning: Map Page: Comp Plan Designation: Corner Lot: (YE Flag Lo . (YES 0) k-5 / AD6 File Number (date waived): Lot Area: I So ko+- e'an S i =pe'4 Plans Match ADB Approved: (YES I NO) Shoreline Required: (YE - ;I - 0) Critic Determinatio '4 war1w will llkat =t'd y Re k?wl­ be V&velo CIA W f _ e�r (re;r. SEPA Determination: El Exempt Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form). Required Setbacks ):—:7>( X7k,!.o�l Street.- Side: Side.- Rear: ActualSetbacks S Street: Side. Side: Rear: Lot Coverage/F ,kr,gequired: Lot Coverage/FAR Provided: i.e. eA4 Lot Coverage/FAR Calculatio��49 ns: ------ Building Height Datum Point: z7v'_ Datum Elevation: Maximum Height: Actual Height: 4 Subdivision: Lot Aggregation Required: Landscaping andscaping Matches ADB Approved: pt. excoa ery^ Landscaping Bid Provided: A H F4 A F"Gunt (A 00"4 Qid)- Plan Review By: I-OwfMo Dtvyee Wks PLANNING DATA New Commercial / Multi -Family Projects STREET =FILE Name: 'Pot tq+ F—et Date: 5- q- :2-00 -7 Site Address: q5- pt;je Plan Check #: BLD -900-100/0 Project Description: 32- Use(s) Proposed: k"t /Cl, Allowed Use((YE!,��O) CUP File Number: To Allow What Uses: ------- Legal Nonconforming Land Use Determination Issued: (YES / NO) Reduced Site Plan Provide!6E)SNO) MAIl Zoning: A4 P_ I Map Page: Comp Plan Designatiomme-tk—Tia-11 Dw. Corner Lot: (YES (69 Flag Lot: (YE <?9Pile Number (date waived): 02-2.Z( '0 Lot Area: Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES /60D) Critical Areas Determination #: X'Study Required Waiver SEPA Determination: �,In e, El Exempt MEWS 6;-med S/44,/7-&-03- El Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form). Required Setbacks Street: 7 Side: 10,, Rear: ActualSetbacks ol Street: he5_ r 7V4- Side: 1 (0 Side, Rear: Lot Coverage/FAR Required: 43 kill - Lot Coverage/FAR Provided: Lot Coverage]FAR Calculations: Building Height Datum Point: k�rlp /Ow 106V WCV_Ie�� Datum Elevation: 00 tah"I Maximum Weig4t- O;s rTyr� , ual Height: Act Ila 0. 555 Subdivision: Lot Aggregation Required: Landscaping Landscaping Matches ADB Approved: Landscaping Bid Provided: (YES / NO) 1 Bond Amount (100% Bid): Plan Review By: 7� .':::�7� STREET FILE 0 PLANNING DATA STREE New Commercial / Multi -Family Projects CommercialPark�n s _gAnalysi Business Name Type/Use Parking Tenant Required Ratio Ajrpa-____' Parking Total Parking Required. - Total Parking Provided.- .�,W,"'/Y-Famflk Parking Anal # Bedrooms per Dwelling Unit Parking Ratio # Units Required Parking Studio 1.2/D.U. I Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. ql.q 3 + Bedrooms 2.0/D.U. Total Parking Required.- A-7 !D'l Total Parking Pro vided.- 55- e e -.- , - �01_� 7 Plan Review By: 19; 09 ct'tp of (Wolb on� b DEPARTMENT OF BUILDINGS it kin -4 ER International Building Code Section 1 1 0 At: 45 Pine Street, Edmonds, W Bull inci Permit.#--, BLID2007-0018 Occupancy established by this certificate: .,.Dwelling -Units: *.*29* No. Stories: 4 R2/S2/S1 -1TypqXonstruction: VA Sprinj Basement: No AS** Maximum (Occupant Load* (P:111r IBC 1004) I — 4imes. Room capacity signs,-whe, tt main posted at alt Owner of Building: Point Edwards L1:Cww&Owner A IF IMkkan.NawSuite-1,07,, Seattle, WA 98121 THE Point Edwards 29 Unit Condo S BE .1 I,S P"MUMEEAMMUMPLYING WITH THE REQUIREMENTS OF THE C 2003 EDITION OF THE INTERNATIONAL BUILON D THEQ5ROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCyY4­ k!'SIFIE'D. Issued this ay-of..��, Marc 2008 C I B'I I C L B . Y: This certificate shall be posted in a conspicuous public area and shall not be removed, *mutilated or obscured and sh I be maintained in legible condition at all times. Any change of occupancy or use requires a building permit and anew Certificate of Occupancy issued by the City of Edmonds Building Official. &sees so, a b TERRA ASSOCIATES: Inc.. A . . f Consultants inGeotechnical Engineerin Geology 9 and Environmental Earth Sciences December 12, 2006'� Project No. T-4893 Mr. Ross,.Wo.ods Point Edwards, LLC 2801 Alaskan Way, Suite 10.7 RECEIVED Seattle, Washington 98121 J AN Subject: Supplemental, Geotechn 1 cal Report — Building:9 Point Edwards Condominiums BUILDING DEPT. Edmonds, Washington References:. I Preliminary Geotechnical Report, Unocal Site, Project No. T4895,, prepared by Terra Associates, Inc,dafed November 21, 2001 2. Excavation'and Temporary Shoring, Poi ' nt Edwards Condominiums Building 9,'Project No. T-4893,� prepared by Terra Associates, Inc., dated November 29,2006 Dear Mr. Woods: As requested by'Ms.'Valerie, Sargent* of Weber.+ Thompson, we, reviewed the planned location and building' elevations for Building 9 of the PointEdwards Condorruiiniurns project in Edmonds,' 'Washington. T . he purpose of our review. was to verify that'. the 'gqotechbical recommendations presented in -our refere' c' n ed reports are dpplicable4or the proposed Building 9,construction and to provide additional. reco.mmen.dations,.as necessary. PROJECT DESCRIPTION Building 9 is situated northwest of and adjacentto the'intersection of Pine Stre'�e't and the proposed Loo Road in p .the'southern portion of the site. A plan.'sheet by Triad Associates titled Buiiding 9 Fine Grading and Excavation' Cross Sections, dated June 1,. 2006, indicates the- 2 lower floor. . levels (Floors.P1 and LI) of Building 9 will be constructed at Elev. 132.66 and Elev. 142.66, respectively. Based on the ex . isting topography shown on this plan, excavations required for consttuction of the lower b luilding' levels will approach maximums of about 10 to 20 . feet below existing site grades. Temporary shoring' will be required along the s . outhern po ion of the building rt excavation due to its proximity to existing utilities located within the,adjacent Loop Road,� Recommendations for temporary shoring were provided in the referenced report, dated November '29, 2006. We. expect that the building will be wo.od-framed,l with the lower floor level coristructed at grade. WA a 19-iM&M.1 1252.5 �Alillbws Road,'Suite* 101 , Kirkl-and, Washington Phone (425) 821-7777 9 Fax (425) 821-4334 Mr. Ross Woods' December. 12, 2006 SUBSURFACE CONDITIONS We recently explored subsurface 'conditions in- the area -of Building 9 by, excavating 6 test 'its to maximum p depths of 5 to 14 feet below existing siirface.grades using a track -mounted excavator.- The approximate locations of the test pits are'shown on Figure 1. The Test -Pit Logs are included as Figures 3 through 8. The soils We observed in Test Pits� TP-101, TP, 102, TP-104, and'TP7-106 consist of about 5.5 to-12 feet of uncontrolled fill overlying mediurn dense to den§e.structural, fill; and native denseto very'oense silt and stiff to hard clay. The structural fill we observed in o'ur'test.pits consists of -about 2.0 to 4.5 feet of poorly -graded, fip'e-. to medium -grained sand that -was placed, as part of "the site remediatidn work. We. did not observe uncontrolled fill at the locations of Test Pits* TP- 103 and TP- 105-. We did not observe grouhdwater seepage in any of the test. Pits. DISCUSSION Based on our, review, it is- our opinion that the geotechnical recommendations presented in otirreferenced reports are,applicable to Building 9. -The following discussion addresse's -additional geotechnical issues -not specifically covered in the previous reports. Foundations In . our - referenced preliminary geotechnical report,� we, recommended, dimensioning foundations for a net allowable bearing capacity.of 5,000 pounds per square foot (psf) where supported by very dense silt and hard clay soils. Ba'sed'on our site explorati . ons and th e -planned . footing elevations, we, expect that the vast majority of the. foundations excavations for the lower floor levels will expose very de.nse.silt.a . nd hard clay soils suitable for support of allowable 5,000 psf bearing pressures. - The existing undocumented fill soils observed throughout the area of Building, 9 are� not suitable -'for support of building foundations as they are typically loose and wet, and contain. vdrying -amounts of organic. material and debris. The,existing undocumented fills must be, removed and replaced with new structural fill for support of building foundations and floor slabs. New'structural fill should be placed'and com acted as recommended in the mp referenced November 21 st geotechnical- report. Due to the variations in §ubgrade conditions, it is possible ihat structural fills placed during site remedial work performed by Unocal, or -medium dense to dense native. silty sand to sandy silt will be present. in footing excavations in the.western portion of Building 9. , Where 'these soils are exposed -at the. bearing elevation, or . where :new structural. fill Is used to replace areas of existing undocumented fill, as recommended in our referenced November 21 st geotechnical report, footings should be dimensioned for an allowable bearing capacity of 3,000 p'sf, , If desired footings in these areas c I an be designed for a. maximum,soil bearing of 5,000 psf,' provided the . exposed soils are. excavated a, minimum of 3 feet below the footing'and grade restored with, compacted, clean 1 V4-inch'minus'cru -shed rock. The crushed rock 'should extend laterally. beyond the edges' 'of the footing a minimum distance of 18 inches. Project No. T-4893 Tage No. 2 MT. Ross WoOds December 12, 2006 .'Slab -on -Grade Floors The recom.inetidationsfor'slab-on-gade floor construction presented in our referenced report should be-a'n ended' as follows: Immediately'below the -floor slab, we recommend placing'a foui-in&h thick � capillary bie'ak layer composed,'of clean, . coarse sand or fine gravel that, has less than three percent passing, the No. 200 sieve. Thismaterial. will. reduce the potential. for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion thfough the slab- caused by water, vapor transmission. Where moisture by vapor transmission is undesirable, such as,covered'floor areas, a"common practice islo plac . e a . durable. p . lastic -membrane on the capillary break layer and then cover, the membrane. with a' layer*of clean sand or fine gravel to prof6ct it from damage during 6onstructioinand aid'in uniform curing of the concrete slab. It should be noted that, if the, sand or gravel'layer overlying'the membrane is saturated prior to pouring the slab, it will be ineffective in 'assisting uniform curing -of the slab,, and can actually serve as -awater, supply,for moisture seeping through the -'slab with potential. for- adverse impacts. to. floor coverings., Therefore, in our opinion, covering the membrane with a -layer of sand or gravel. should be avoided if floor slab construction occurs during the Wiet winter months and the layer'cannot be effectively drained. We recommend"floor designers and contractors referiothe 2003 American'Co'ncrete Institute (ACI) Manual of Concrete Practice, Part 2, 302.IR 96, for, further. inforination regarding vapor barrier. installation below slab.�on-grade floors. Drainage The recommendations for drainage presented in our referenced gebtechnic'al reports are. applicable to Building .The need for drainage measures in addition to those recommended in ounreferencied geotechnical reports should. be based, on conditions observed in the field during construction. LEMTATIONS This report is the propert 'y of Terra Associates- Inc. and was prepared in accordance' with generally accepted geotechnical engineering practices. No other war-ranty,.expressed or implied, is, made. This report is intended for specific application.to Building 9 of the Point Edwards Condonuiniums project andthe exclusive use of Point Edwards, LLC and its.authorized representatives. The recommendations presented in this review are based on data'.obtained from on -site test pits. Variations in soil conditions can occur, the -nature and extent or which may not become evident until construction. If variations appear evident, Terra A�sociates, Inc. sh6uld be r'equested,to reevaluate the recommendations in- this review, prior to proceeding with,construction. Project No. T-4893 Page No. 3 6 NOTE: LEGEND: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR 19TP-1 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. 0 40 80 REFERENCE: SITE PLAN PROVIDED BY TRIAD ASSOCIATES APPROXIMATE S . CALE IN FEET MAJOR DIVISIONS', LETTER' TYPICAL DESCRIPTION SYMBOL,' Clean GW Well -graded gravels, gravel -sand mixtures, little or- no GRAVELS Gravels fines. GP Poorly -graded gravels, gravel -sand mixtures, little or (le ss than 0 M Uj 'More tha n 5% fin es) no fines. GM Silty gravels, gr I avel.-sand-silt mixtures, non -plastic Cn 50% of coarse 0 Q a) > - fraction is larger than No. Grovels fines. GC clayey gravels, gravel -sand -clay mixtures, plastic fines. W 0), Z (D — E 4 sieve with fines < C) 0 0 C) Clean SW Well -graded sands,, gravelly sands, little or no fines. U-) 0 SANDS Sands. S p Poody-gradiad sands or gravelly sands, 'little' or L no W . C z (less than a-- --More than 5% fines) fines. cu < 50% of coarse 0 0 fraction is S M Silty -sands, sand -silt mixtures, non -plastic fines. smaller than Sands SIC, Clayey sands, sand -clay mixtures,. plastic fines. No. 4 sieve with fi.nes M L 'Inorganic. silts, rock flour, clayey silts with. slight _j .M C) SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). C) 0 N M U) E 0' Liquid limit is less :than 50% in Z N �O .7 W .1 4 OL, Organic 'silts and organic.clays of low plasticity. C:) r- z Lo CD .(D 'Cc MH Inorganic silts, elastic.. a) SILTS ANDCLAYS. CH Inorganic'.clays of high, plasticity, fat cl�ys. LU E .z '0 Liquid limit is greater than 50% OH organic. clays of, hig,h plasticity. HIGHLY 'ORGANIC SOILS PT Peat. DEFINITION OF TERM'S AND SYMBOLS., U) cO W Standard Penetration Densit Resistance in Blows/Foot 1 2" OUTSIDE DIAMETER SPLIT SPOON S AMPLER. _j z 0 Ve.ry loose 0-4, 2.4' INSIDE DIAMETER RING SAMPLER F L -10 Loose 4 -OR SHELBY.TUBE- SAMPLER W Medium dense -1,0-.30 Dense 30'750 WATER LEVEL (DATE) 0 Very dense >50 Tr. TORVANE- READINGS, tsf Pp PENETROMETER READING, tsf Standard Penetration COnsistbnc - Resistance in Blows/Foot DID DRY DENSITY,,pounds per cubic foot�_, W Very soft 0-2 LL LIQ UjD LIM IT,. percent W Soft. 2-4 Medium stiff 4-8 PI PLASTIC INDEX Stiff 8-16 Very stiff 16-32 N STANDARD PENETRATION, blows per foot Hard >32 Terra UNIFIED soiL cLASsIFICATION SYSTEM. Associates, Inc.., 'POINT EDWARDS CONDOMINIUMS -'BUILDING 9 EDIVIONDS,. WASLH.INGTON Consultants in Geot echnical Engineering Pr9j. No. T-4893 D ate DEC 2006 Figure.,2 Geology and Environm6ntal.Earth Sciences LOG OF TEST PIT NO. TP-1 01 TIGURE 3 PROJECT NAME: Fjoo�t Edwards Condomen'um PROJ, NO: T-4893''. LOGGED BY:' JCS LOCATION. Edmonds, Washonaton SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: Noveinbe 14,2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 0 Z' 2i UJI _j DESCRIPTION CONSISTENCY/ RELATIVE DENSITY W [L 1-1 RE MARkS Lu Lu 0 CL FILL: -gray and brown SILT, CLAY, and silty SAND, with -occasional organic material and construction debris - 'Loose to Medium (plastic s . heeting), moist to wet. -Dense 57 10- Gray brown SILT and CLAY, laminated, moist. (MU.CL) Dense/Stiff Test pit terminated at 14 feet. 15— No groundwater seepage: 20— Terra. NOTE:' This subsurface informatio!k pertains only to this test pit location and should' Associates,- Inc. not be interpret6d as being indicative of other locations at the site, Consultants in Geotechnical. Engineering Geology and Environmental Earth Sciences. LOG OF TEST PIT NO. TP-102' FIGURE 4 PROJECT NAME: Po*nt Edwards Condomenwums - Buildeng-9 PROJ. NO: T-4893 ._--LOG.GED.BY: JQS LOCATION: Edmonds, Washongton SURFACE CONDS: APPROX. ELEV: 146 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: N DEPTH TO CAVING:- N/A 0 z 2i x LU -j (L DESCRIPTION CONSISTENCY/ RELATIVE DENSITY LU IL REMARKS LU W 0 FILL: gray and brown SILT, CLAY,.and silty SAND, with occasional organic material, moist to wet. Loose to Medium 5— Dense 10— FILL: gray SAND, fine to medium grained, moist. Medium Dense (SP) (Structu n§l' fill placed during site remediation) to Dense Test pit terminated at 14 feet. .15— No groundwater seepage. 20— Terra NOTE: This subsurface information pertains only to this test pit location and should Associates, Inc. not be interpreted as being indicatiVe of other locations at the site. Consultants in Geotechnical Engineedng Geology and Environmental Earth Sciences LOG OF TESTRIT NO. TP-103 FIGURE 5 PROJECT NAME: Poent'E dwards Condomhums - Buffildwria 9 PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Edmodds. Washohaton' SURFACE CONDS: APPROX. ELEV: 152 DATE LOGGED: Noverriher 14, �006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 0 z W -j. . . . . . . I DESCRIPTION. CONSISTENCY/. RELATIVE DENSITY LU (L REMARKS [L Lu �w 0 IL (8 inches. BALLAST ROCK) Tan SILT and CLAY, most. (ML/CL) Dense/Hard Gray.SILT and CLAY; laminated, moist. (MUCL) Very Dense/Hard. 4.5+ 5 Test'pit terminated at 5 feet. No groundwater seepage. 10- 1 51 Terra NOTE: This subsurface information pertains only to this test pit-locati6n and should Associates,' Inc. not be interpreted as, being indicative of other locations at the site. Consultants in Geotechnical Engineering So Geology and Environmental Earth Sciences 6 LOG OF TEST PITNO. TIP-104 FIGURE 6 PROJECT NAME: Po*nt Edwards Condomhums - Buffildng 9 PROJ. NO:- T-4893 LOGGED BY: JCS' LOCATION: Edmonds, Wash*ngtm SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: 'November 14, 2006 DEPTH TO GROUNDWATER:, N/A DEPTH TO CAVING: Munor. 5.5 t6 8,5 U. 0 4- z DESCRIPTION CONSISTENCY/ RELATIVE DENSITY ::�. LU CL REMARKS LU UJI '0 FILL: gray and brown SILT, CLAY, and silty SAND, with occasional organic material, moist to wet. Loose to Medium Dense 5— FILL: gray SAND, fine to -medium grained, moist.". (SP) (Structural fill placed during site remediation) Mediurn Dense TamSILT and CLAY, laminated, moist. (MUCL) Very Dense/Hard. Test pit terminated. at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. 15J Terra' 'NOTE: This sub�urfa�e information pertains only to this test pit location and should Associates, Inc. noibe.interpreted as being indicative of other locations at the site. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST -PITNO. TP-4'05 FIGURE 7 .PROJECT NAME: Poont Edwards C6ndom*n urns - Bu*ldmnga PROJ: NO: T-4893 LOGGED by: JCS LOCATION: Hi-nonds. Wash2naton SURFACE CONDS: APPROX. ELEV: 136 PATE LOGGED: Noy4mber 14. 2006 DEPTH TO GROUNDWATER:, N/A DEPTH TO CAVING,: N/A 0 z z uj _j IL DESCRIPTION CONSISTENCY/ - RELATIVE DENSITY Lu P. REMARKS Lu Lu W. 0 IL Fill: gray SAND, fine to medium grained, moist. (SP) Medium Dense to. (Structural fill placed during site remediation) Dense 5— Gray CLAY, massive,.moist..(PL) Hard 4.5+ Test pit'termin'ated at 6 feet. No groundwater seepage.. 10— Terea NOTE: This subsu rface information pertains only to this test pit location and should Associates, Inc. not be interpreted as being indicative of other locations at the site. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 06 FIGURE'8 PROJECT NAME: Po*nt Edwards Condomon"ums - Bualdhn�a PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Edmonds, Washingt n SURFACE C6NDS: APPROX. ELEV: 150 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 0 z LU DESCRIPTION CONSISTENCY/ RELATIVEDENSITY lu REMARKS W LU a U) 0 Fill: gray and brown SILT and CLAY, moist -Medium Dense 5— Fill: gray SAND, fine to medium grained, moist. Medium Dense to, 10— (SP) (Structural fill pla ced during site remediation) Dense 4.5+ Gray CLAY, massive, moist.- (CL) Hard . Test pit terminated at 12 feet.. No groundwaterseepage. 1 5 Terra NOTE: This subsurface information pertains only to this test pit location and should. Associates, Inc. not be interpreted as -being indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and Environmental Earth Sciences T ORA ASSOCIATES, Inc. ER Comultants in Geolechnical Engineering, Geology and Environmental Earth Sciences November 29, 2006 Project No.T-4893 Mr. Ross Woods Point Edwards, LLC 2801 Alaskan Way, Suite 107 Seattle, Washington 98121 Subject: Excavation and Temporary Shoring Point Edwards Condominiums — Building 9 Edmonds, Washington Reference: Preliminary Geotechnical Report, UNOCAL Site, Project No.T4893, prepared by Terra Associates, Inc., dated November 21, 2001 Dear Mr. Woods: As requested, we performed supplemental subsurface exploration in the area of Building 9 at the subject site. The purpose of' our work was to eValLiate subsurface conditions on the upgradient (southern and eastern) sides of Building 9, provide recommendations for design of temporary excavation shoring and appropriate temporary excavation slope inclinations. Unless discussed herein, alt previOLls recommendations given in our referenced geotechnical report still apply. A plan sheet by Triad Associates titled Building 9 Fine Grading and F—rcavation Cross Yections, dated June 1, 2006, indicates the 2 lower floor levels (Floors PI and Ll) of Building 9 will be constructed at Elev. 132.66 and Ellev. 142.66, respectively. Based on the exisfing topography showm on this plan, excavations required for construction of the lower building levels will approach maximums of about 10 to 20 feet below existing site grades. Based an our review, it appears that temporary shoring will be required along the southern portion of the building excavation due to its proximity to existing utilities located within the adjacent Loop Road. The remaining portions oftlic building excavafions can likely be completed with open cuts. Temporary shoring in this area may consist of a cantilevered soldier pile system. We expect that the shoring wall will have a maximurn exposed height of about 12 feet where used in conjunction with appropriate temporary sloped excavation above (lie shoring wall. SIREE, FILE 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 * Fax (425) 8214334 Mr. Itoss Woods November 29, 2006 The recommendations presented in this report are based on our understanding of site grades as indicated on the referenced plan by Triad Associates. If actual grades vary or changes are made, we should review them in order to modify our recommcndat ions, as required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. SUIBSURIF,ACE CONDITIONS We explored subsurface conditions in the southern and eastern portions of Building 9 by excavating 6 test pits to maximum depths of 5 to 14 feet below existing surface grades using a track -mounted excavator. The approximate locations of the test pits are shown on Figure 1. The Test Pit Logs are included as Figures 3 through 8. The soils we observed in Test Pits TP-101, TP-102, TP-104, and TP-106 consist of about 5.5 to 12 feet of uncontrolled fill overlying medium dense to dense structural fill, and native dense to very dense silt and stiff to hard clay. The structural fill we observed in our test pits consists of about 2.0 to 4.5 feet of poorly -graded, fine - to medium -grained sand that was placed as part of the site reinediation work. We did not observe uncontrolled fill at the locations of Test Pits TP-103 and TP-105. We did not observe groundwater seepage in any of the test pits. TEMPORARY SHORING We recommend (hat soldier plies have a maximum center -to -center spacing of eight feet. Recommended design earth pressure diagrams are presented on Figure 9. For pile spacing of 8 feet and less, the lateral soil pressure uniformly distributed over the width of the lagging can be reduced by 50 percent to account for soil arching between the soldier piles. Unshored excavation heights should not exceed four feet through the upper fill horizon and six feet in native soils. No excavations should remain unsupported for more than 24 hours. If necessary, vertical loads may be carTied by the soldier piles using pile end bearing and pile shaft friction below the base of the excavation. Pile shaft friction above the base of the excavation should not be used to resist vertical downward loads. The following soil parameters can be used for soldier pile design: 0 Bearing soil: Very dense siltilhard clay 0 Minimum depth of embedment below excavation base: 10feet 0 Allowable end -bearing capacities for soldier piles: 20 kips per square foot (kso (FS=2.5) 0 Allowable skin friction below excavation base: i.o ksr(FS=2) Caving or collapse of opened drilled shafts may occur when installing soldier piles in the existing fill soils. The contractor must be prepared to case the drilled shafts or use other appropriate means and methods during pile installation to prevent hole collapse and ground loss during pile construction. Project No. T4893 Page No. 2 Mr. Ross Woods November 29, 2006 Over -break or gaps berween the excavated soil face and the back of the lagging must be filled following each excavation lift. Filling with crushed rock or grouting with control density fill (CDF) is reCOLnniended. This will be an important consideration in limiting movement of the adjacent shored ground. If the shoring wall will be incorporated into the building wall, we recommend installing wall drainage as shown on Figure 10. kloniforing Program A monitoring program must be implemented to verify the performance of the shoring system. Monitoring of the shoring system should include measurements of hodzontal and vertical movements at the top of soldier piles. All reference points on the existing ground surface should be installed and read prior to commencing the excavation. Monitoring of the shoring system should be performed twice a week as the excavation proceeds, and then every other week upon completion of the excavation. A registered land surveyor should be retained to perform the monitoring. Monitoring should continue until the basemcnt walls are adequately braced at the ground surface level. The monitoring data should be reviewed weekly by the project's structural and geotechnical engineers. EXCAVATIONS Temporary excavations associated with Building 9 should be completed in accordance with the maximum slope inclinations given in Section 5.3 of our referenced gcotechnical report. In general, temporary excavations made in the soils we observed in the test pits excavated in the area of Building 9 should be sloped to the following inclinations: a Fill (uncontrolled and structural): 1.5:1 (HorizontahVertical) 4 Native dense to very dense silt and hard clay: 0.75:1 As discussed in Section 5.2 of our referenced geotechnical report, all permanent cut and fill slopes should be graded with a finished inclination no greater than 2:1 alorizonta]:Vertical). LIMITATIONS This report is (lie property of Term Associates, Inc. and was prepared in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is intended for specific application to Building 9 of the Point Edwards Condominiums project and the exclusive use of Point Edwards, LLC and its authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the on -site test pits. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report, prior to proceeding with construction. Project No. TA893 Page No. 3 Mr. Ross Woods November 29, 2006 We trust the information presented is sufficient for your current needs, If you have any questions or require additional inforniation, please call. Sincerely yours, TERRA ASSOCIATES, INC. )n System (0 Figures 3 through 8 —Test Pit Logs Figure 9 — Earth Pressure Diagram Figure 10 — Shoring and Pernianent Wall Drainage Detail cc: Mr. John Byrne, Ground Support Project No. T-4893 Page No. 4 i NOTE: LEGEND: EXPLORATION LOCATION PLAN THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND f Terra POINT EDWARDS CONDOMINIUMS DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR ISTP-1 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR BUILDING 9 DESIGN OR CONSTRUCTION PURPOSES. 0 30 60 Associates, Inc. im Consultants In Geolechnical Engineeiing EDMONDS, WASHINGTON REFERENCE: G mwlll� d .T Eon SITE PLAN PROVIDED BY TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET arlh Sciences Proi. No. T-4893 I Date NOV 2006 1 Finij MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well -graded gravels, gravel -sand mixtures, little or no GRAVELS Gravels fines. GP Poorly -graded gravels, gravef-sand mixtures, little or U) —1 ED (less than -T a) N More than 5% fines) no fines. GM Silty gravels, gravel -sand -sill mixtures, non -plastic U) CU 50% of coarse fraction is > W —.a) larger than No. Gravels with fines Fries, z M E 4 sieve GC clayey gravels, gravel-sand7clay mixtures. plastic fines. C:) 04 In Clean Sands SW Well -graded sands, gravelly sands, little or no Fines. - 0 SANDS SP Poorly -graded sands or gravelly sands, little or no C: Z CD M (less than More than 5% fines) fines. 2= 50% of coarse 0 Q fraction is SM Silty sands, sand -silt mixtures, non-plastir, fines. smaller than Sands SC Clayey sands, sand -clay mixtures, plastic fines. I No. 4 sieve with fines ML Inorganic slits, rack flour, clayey silts with slight SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). 0 C-4 ch E ci 4) Liquid limit is less than 50% OL Organic slits and organic clays of low plasticity. 0 -. Z.N W co r z a) > a) MH Inorganic silts, elastic. C. 4i SILTS AND CLAYS --- W 41 E CH Inorganic clays of high plasticity. fat clays. z C3 Lo Liquid limit is greater than 50% OH Organic clays of high plasticity. —Peat. H IGHLY ORGANIC SOILS PT _T DEFINITION OF TERMS AND SYMBOLS Standard Penetration Dqaql!y Resistance in Blows/Foot 2" OUTSIDE DIAMETER SPLIT uj _j z 0 Very loose 0-4 SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER Loose 4-10 OR SHELBY TUBE SAMPLER Medium dense 10-30 m: Dense 30-50 !E WATER LEVEL (DATE) 0 Very dense >50 Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf Standard Penetration Lu Consistent: Resistance in Blows/Foot DID DRY DENSITY, pounds per cubic foot > (n Very soft 0-2 LL LIQUID LIMIT, percent W soft 2-4 0 Medium stiff 4-8 PI PLASTIC INDEX 0 Stlff 8-16 Very stiff 16-32 N STANDARD PENETRATION, blows per foot Hard >32 Terra UNIFIED SOIL CLASSIFICATION SYSTEM Associates, Inc. POINT EDWARDS CONDOMINIUMS - BUILDING 9 EDMONDS, WASHINGTON Consultants in Geolechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-4893 I Date NOV 2006 1 Figure 2 LOG OF TEST PIT NO. TP-101 FIGURE 3 PROJECT NAME: Point Edwards Condominiums - Building 9 PROJ. NO. T4893 LOGGED BY: ics LOCATION: Edirrinnds. Washington — SURFACE CONDS: APPROX. ELEV; 150 DATE LOGGED: Noyarrihpir 14. 2006 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: N/A z 13ESCRIPTION CONSISTENCW RELATIVE DENSITY — ag IL REMARKS (L Uj rE < cl v) U FILL: gray and brown SILT. CLAY, and silty SAND. with - occasional organic material and construction debris Loose to Medium (plastic sheeting), moist to wet. Dense 5- 10— Gray brown SILT and CLAY, laminated. moist. (ML/CL) Dense/Stiff Test pit temlinated at 14 feet. 15— No groundwater seepage. 20� Terra NOTE: This subsutfaca irdormalJon pertains only to this test pit location and shatild Associates, Inc. nol be Interpreted as being indicative of other locations at the site. Consuhants in Gootechnical Eng)neefing Goology and EnWronmontal EarlhSciences LOG OF TEST PIT NO. TP-102 FIGURE 4 PROJECT NAME: Poinj Edwards Gntridonniniums - Building 9 PROJ. NO: TA893 LOGGED BY: JGS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV: 146 DATE LOGGED. November 114- 9006 DEPTH TO GROUNDWATER., N/A DEPTH TO CAVING; N/A 6 z U, I a. DESCRIPTION CONSISTENCYI RELATIVE DENSITY LU REMARKS CL fu FILL: gray and brown SILT. CLAY. and silty SAND. With occasional organic material, moist to wet. LoOSG to Medium Dense 10— FILL: gray SAND, fine to medium grained, moist Medium Dense (SP) (Shuctural fill placed during site remediation) to Dense Test pit terminated at 14 feet. 15— No groundwater seepage. 20d i Terra NOTE: This subsurface Information Pertains only to this last pit ["Ion and should ssociates, Inc. not be intetweled 2s being Indicative of other locaWns at the silo. Consultants in GeotechnIcal Engineering wow . (30010gy and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 03 FIGURE 5 PROJECT NAME: Pnint Filwards Condominiums - Building 9 PROJ. NO: T-4823 LOGGEO BY; JCS LOCATION: EdMnnds. Wa-thingtan — SURFACE CONDS: APPROX. ELEV- 152 DATELOGGED: Ncivemher-114.9006 DEPTH TO GROUNDWATER- NIA DEPTH TO CAVING: NIA C -7 6 U3 z UA DESCRIPTION CONSISTENCY1 RELATIVE DENSITY uj REMARKS Lu a U) lu (8 Inches BALLAST ROCK) Ton SILT and CLAY, most. (MLJCL) Dense/Hard Gray SILT and CLAY, laminated, moist. (MUCL) - Very Densell-lard 4.5+ 5— Test pit terminated at 5 feet. No groundwater seepage. 10- 15— Terra NOTE: This subsurface information pertaIns only to this test pit location and should Associates, Inc. not be interpreted as being indIcaliva of other locations at the site. Consultants In Geotochnical Engineering Geoloo and Enviramnenial Earth Sciences LOG OF TEST PIT NO. TP-1 03 FIGURE 5 PROJECT NAME-, Point Edwards Condominiums - Building 9 PROJI. NO: T4893 LOGGED BY: JCS LOCATION: Edmands. WaRhIngton — SURFACE CONDS: APPROX. ELEV: 152 DATELOGGED: Nnyernher-114,201[16 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: N/A C (n z z x Lu DESCRIPTION CONSISTENCY1 RELATIVE DENSITY Uj IL REMARKS Lu z 0 W (6 inches BALLAST ROCK) Tan SILT and CLAY, most. (MLICL) Dense/Hard Gray SILT and CLAY, laminated, molsil. (MUCL) - Very DensefHard 4.5+ 5— Test pit terminated at 5 feet. No groundwater seepage. 10— Terra NOTE., Th;r. subsurface Inrormation oertains onty to this fast pit location and should Associates, Inc. not be interpreted as being Indicative of other locations at the site. Consultants In Geotachnical Engineering Geology and Environmental Earth Sciences -k- . '-�k LOG OF TEST PIT NO. TP-104 FIGURE 6 PROJECT NAME: _R0jn1 l7dward,; Condominiums - Building 9 PROJ. NO: T-4893 LOGGED BY: -JCS LOCATION. Edmonds. Washinaton — SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: November 14, 200a DEPTH TO GROUNDWATER. N/A DEPTH TO CAVING: Mqnor- 5.5 to 8.5 G7 to U. C; 13ESCRIPTION CONSISTENCY/ 17� uj 0. REMARKS KL RELATIVE DENSITY Lu 0 FILL: gray and brown SILT. CLAY, and siltySAND, with occasional organic material, moist to wel. Loose to Medium Dense 5— FILL: gray SAND, fine to medium grained, moist. (SP) (Structural rill placed during site rernedlation) Medium Dense 4.5+ Tan SILT and CLAY, laminated, moist. (MLJCL) Very Dense/Hard Test pit terminated at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. Terra NOTE., This subsurface Inforinallon pedains only to this lest pit location and Should Associates, Inc. not be interpreted as being Indicalivo of other locaiions at we site. Consultants in Geolechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 05 FIGURE 7 PROJECT NAME: Point Friwards Cgindominiums - Building 9 PROJ. NO: T-4flq3 LOGGED BY� JQS LOCATION: EdMnnds- Washington — SURFACE CONDS: APPROX. ELEV: 136 DATE LOGGED: Noymber 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NIA -r Cj tz DESCRIPTION CONSISTENCY/ RELATIVE DENSITY LU CL REMARKS t Uj Q. Fill: gray SAND. fine to medium grained, moist. (SP) Medium Dense to (Structural fill placed during site remediation) Dense 5— Gray CLAY, massive. moist. (CL) Hard 4.5+ Test pit terminated at 6 fact. No groundwater seepage. Terra NOTE: This 5ubsurfambdDffnationpartalnGcntytolt4terotpliteaftnaMstmkr Associates, Inc. not be interpreied as boing Indicative of Wier locations at the site. Consuflards in Gedlechnical Engineering GedloMand Environmerdal Earth Sciencos LOG OF TEST PIT NO. TP-106 FIGURE 8 PROJECT NAME: Point Edwards Condominiums - Building 9 PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Fdrrionds. Wash'ngton — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: Novl5niher 14, 2005 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING., NIA a: t2 Ci z DESCRIPTION CONSISTENCY/ 2i LU CL REMARKS iS RELATIVE DENSITY 3: $.- ul y 0 Fill: gray and brown SILT and CLAY, moist Medium Dense 5— Fill: gray SAND, fine to medium grained, moist. Medium Dense to 10— (SP) (Struclural fill placed during site remediallon) Dense 4.5+ Gray CLAY, massive. malst. (CL) Hard Test pit terminated at 12 feel. No groundwater seepage. 15� Terra NOTE: This subsurface infornialion pertains only to this test pit locatim and should Associates, Inc. not be;,iterpreted as being indicative at other locations at the site. Consultants in Gootechnical Engineering Goologyand Environmental Earth Sciences CANTILEVER SOLDIER PILE WALL TEMPORARY SLOPE GRADE (MAXIMUM 1:1 [H:V]) H I _,— 35 pcf 12" " PASSIVE EARTH PRESSURE = 350 pcf TAKEN OVER (2) PILE OMVERS NOTE: VALUE INCLUDES SAFETY FACTOR OF 1.5 35(H) psf (OVER FILE OWOER) NOT TO SCAL Terra Associates, Inc. Consul(ants in GeotechnIcal Englneering Geology and Environmental Earth Sciences 7 + L 75 psf CONSTRUCTION TRAFFIC SURCHARGE (WHERE APPUCASLE) 1 66(h) psf SLDPE SURCHARGE (WHERE APPUCABLE) EARTH PRESSURE DIAGRAM POINT EDWARDS CONDOMINIUMS BUILDING 9 EDMONDS, WASHINGTON Pro]. No. T4893 I Date NOV 2006 Figure 9 MIRADRAIN GlOON DRAIN BOARD OR EQUIVALENT —FULL am= V COVERAGE ON THE WALL SOLDIER PILE TIMBER LAGGING v? PROVIDE 1/4- HORIZONTAL GAP BETWEEN LAGGING CAPILLARY BREAK LAYER BOARDS AT DEPTH INTERVALS (SEE GEOTECHNICAL OF THREE FEET REPORT) FLOOR SLAB ANY VOIDS BETWEEN LAGGING AND SOIL CUT SHOULD BE FILLED WITH CLEAN CRUSHED 5/8" MINUS ROCK NOT GROUTED 4' PVC TIGHTLINE TO SUITABLE 2" PVC DRAINPIPE CONNECTED TO DISCHARGE POINT DRAIN GRATE AND DRAINAGE PANEL. PIPES SHALL BE CENTERED BETWEEN SOLDIER PILES. DRAIN GRATE CONNECTION TO BE MADE PER MANUFACTURER'S SPECIFICATIONS NOT TO SCALE SHORING AND PERMANENT WALL Terra DRAINAGE DETAIL POINT EDWARDS CONDOMINIUMS Associates, Inc. BUILDING 9 go Consultants In Geotechnical Engineering EDMONDS, WASHINGTON Geologyand Environmental Earth Sciences Proi. No. T- JOV 2006 igure 10 4��- 711fle-,5r 2475 152ndAvenue NE Ground Redmond, WA 98052 Phone (425) 376-0177 Fax (425) 376-0277 Support PLLC www.croundsupport. . com November 3 0, 2006 Our ref. 06-43 RECEIVED Point Edwards LLC Pier 70 DEC 18 2006 2801 Alaskan Way, Suite 107 Seattle, WA 98121 BUILDING DEPT. ATTENTION: Mr. Ross Woods RE: CANTILEVERED SOLDIER PILE SHORING DESIGN, BUILDING 9, POINT EDWARDS CONDOMINIUMS PROJECT, EDMONDS, WASHINGTON Dear Ross: This report documents our design of cantilevered soldier pile shoring for the southern comer of the Building 9 excavation for the above -referenced project. The design plans are presented separately. Backeround The planned condominium project requires shoring along the southern comer area of Building 9 where temporary construction slopes cannot be used because of the presence of the adjacent loop road and associated buried utilities. The overall wall length will be on the order of 90 feet, with maximum depths of excavation of 16 feet. The shoring wall will pass. around the southern comer of the building. A central area of the wall approximately 40 feet long will be used as a permanent retaining wall. In preparing this design, we have used information provided in the following document: 0 "Excavation and Temporary Shoring, Point Edwards Condominiums — Building 9, Edmonds, Washington", prepared by Terra Associates, Inc., dated November 29, 2006. Subsurface Conditions The site investigation has established that the subsurface soils consist of up to 12 feet of uncontrolled fill overlying medium dense to dense structural fill and native dense to very -dense silt and stiff to hard clay. No groundwater was encountered within the test pits. STREET FILE INNOVATIVE AND COST EFFECTIVE EXCAVATION SUPPORT DESIGN SOIL NAIL WALLS - ANCHORED PILE WALLS - VENISC SYSTEM - MICROPILE WALLS Shorine System The shoring system design herein consists- of drilled steel piles installed within CDF-filled holes, with wood lagging installed as the excavation proceeds. The piles will be installed on typically 5- to Moot centers, depending on the wall height and geometric constraints associated with the layout of the wall. Desien Earth Pressures Design earth pressure diagrams are shown on the Plans. The cantilevered shoring design earth pressures are defined by the following soil parameters: Active earth pressure 35 psf/ft Passive earth pressure 350 psf/ft Lateral earth pressure (slope surcharge.) 6h psf (where h is the slope height in feet) Design We have performed this design in accordance with locally accepted standards of practice and in accordance with the International Building Code (2003). The cantilever pile design was performed using the design earth pressure diagram indicated on the Plans and solving for both force and moment balance of the wall. . Design analyses for each pile are presented in Appendix A. The information shown in Appendix A includes the active earth pressures applied to the rear side of the wall, the passive or resisting earth pressures on the front toe of the wall, as well as the calculated shear force and bending moment diagrams for the soldier piles. The results of these analyses show that beam sizes range from W14x3O to Wl8x76 shapes for excavation depths of 6.5 to 16 feet. The required depth of penetration of the pile below the base of excavation is also indicated. For the maximum design earth pressure on the order of 600 psf, 4-inch Hem -Fir No. 2 treated wood lagging will be adequate in accordance with local experience with such relatively shallow excavations. Closure We trust that this shoring design is in accordance with your needs at this time., We will continue to support you in addressing design review comments and in dealing with other issues that might occur during construction. If you have any questions, please call. Sincerely, GROUND SUPPORT R. John Byrne, P Partner V �006_6 Ground Support PLLC APPENDDC A CANTILEVERED SOLDIER PILES DESIGN ANALYSES Ground Support PLLC Passive Pressure (psf) 6000- 5000 __ I I I I I I I I I I I 1 00 OLO 4000- J.000 000"_ 3000 - — io 00- LD 00 a. 2000 1000 - 0 - —if 00_'_ 0 5 10 15 20 25 Depth If MINOR I Active Pressure (psf) IMININIMINIMININ Wall Height (ft) 6.5 Pile Spacing (ft) 8 FIGURE 1 CANTILEVERED SOLDIER PILE P1 Passive Pressure (psf) 10000 8000 LD = 6000 U) 9 4000 CL 2000 0 1 .... 1 . . . 6-i-JAm''" 'I'll 11111111111111114 0 5 10 Is 20 25 30 35 40 Depth IN Jill Active Pressure (psf) 1500 1:00 00 0 F-1 111.1111IL4 0 5 10 15 20 25 30 35 40 Depth Bending Moment (ft-kips) 1 ENRON 1111111 in Apd-9111111111 MINION milli 101,011 TPA IN �.Sib� FiWili� LIFiTt Wall Height (ft) 10.5 Pile Spacing (Ift) 9.25 FIGURE 2 CANTILEVERED SOLDIER PILE P2 Passive Pressure (psf) 10000 8000 '000 00 6000 4000 IL 00 2000 — 0 0 10 20 30 40 so Depth 111:311:211: A 11 ,,1 1, : I I 111111011111111 10111111111111 Active Pressure (psf) 150 M pop f! 1111111111111110-109 1 2 1Q00 -..Nod 500* 0 F 1 f. 1 1 1 .1 1 1 1 1 1 1 1 1 1 1 1 1 1 1-4 0 10 20 30 40 50 Depth Wall Height (ft) 12 Pile Spacing (ft) 8.75, FIGURE 3 CANTILEVERED SOLDIER PILE P3 Bending Moment (ft-kips) ad Passive Pressure (psf) 10000 0000 LD 8000 oo� 6000 000e 4000 M 2000 10 010 0 0 10 20 30 40 so Depth All: 1111111111104 loll 101111111 IIIIIIIIIIIIN NIMBI Wall Height (ft) 12 Pile Spacing (ft) 8.5 FIGURE 4 CANTILEVERED SOLDIER PILE P4 Active Pressure (psf) lob dd I ME Passive Pressure (psf) 10000 8000 6000 4000 200D 0 i .... i , , , 1 .... i I ... 1 1 . 1 , I ; I ! . . 4 0 5 10 15 20 25 30 36 40 Depth loss minim MEN 111111 Wall Height (ft) 11.6 Pile Spacing (ft) .8.5 Active Pressure (psf) 11 1 map 0 MINIM 0 a on 0 son 0 P 1111 on son I INNER d III 1 loss IMMMINE I son I volooss INOMMIN 1111111101 NONNI Emmomwig INIMINNIMM 10,1110 I... - ................... 1110005 FIGURE 5 CANTILEVERED SOLDIER PILE P5 Passive Pressure (psf) 10000 8000 6000 4000 2000 0 1 1 1 1 1 1 1 6.1-6d--i I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 0 5 10 is 20 25 30 36. 40 Depth Shear Force (kips) 40- 20 0 LL 0 .2CPL — — — 10 OC — — — Is 00--%420 0�_ 00 40 - — — — — — — CO) -60 n Depth Active Pressure (psf) 1500 , - 1000 J LD 500 T. --admillINNEENE I Wall Height (ft) 11 Pile Spacing (ft) 7.25 0 P 1 1 1 1 1 i I I I I i I I I I i I I I I i I I I I! I I I I P I I I L�q 0 5 10 15 20 25 30 35 40 Depth Bending Moment (ft-kips) ,W-- 110110111 ANN Bonn 11111111111PAr mill go 11111111OP-15911111111 kl�ql FIGURE 6 CANTILEVERED SOLDIER PILE P6 Passive Pressure (psf) 12000 10000 Lo 8000 00 Opp z u) 6000 if 4000---- — — — — 000 2000 — _;0_ 00 0 0 10 20 30 40 60 Depth 1112111111 PIP. i I IS Wall Height (ft) Pile Spacing (ft) Active Pressure (psf) loolimillooloom milli . J11 Bending Moment (ft-kips) 1 -11 P. 111111 moll-Iil 110011111 I rip IMINION IMINIP lk I IIIIIIIINIMPFAid I I "N---- IIIIIINIPP-1911 I IIIIIIIIJIkIIII 111011115-FT:W11111 11.11111 ilo�-Kdi� I ololo� L-WiTs . . I 13.5 6 FIGURE 7 CANTILEVERED SOLDIER PILE P7 11111001M moons Pw idNEMMMEN MONSOON op�pm-ggmmmmmmmmm 0000011000001111w� I111010I Active Pressure (psf) pop — Bending Moment (ft-kips) i ! ! 1111111111111111111111111111 IIIIIIIIIIIIIIII10MV, III PP 'I Wall eight (ft) 15.5 Pile Spacing (ft) 5.5 FIGURE 8 CANTILEVERED SOLDIER PILE P8 Active Pressure (psf) lid ... 'Inn! 1111111111111111EN Bending Moment (ft-kips) .-R IL Wall Height (ft) 16 Pile Spacing (ft) 6 FIGURE 9 : CANTILEVERED SOLDIER PILE P9 Passive Pressure (psf) 12000 10000 FRO 8000 00 6000 00e!7 00 4000 -- — — — — — — — 00 2000 - 0 1 a -4— 4 0 10 20 30 40 so Depth ON 1 :31: III IN III III Wall Height (ft) Pile Spacing (ft) 13.5 7 Active Pressure (psf) go -moms Bending Moment (ft-kips) FIGURE 10 CANTILEVERED SOLDIER PILE P10 RE il Passive Pressure (psf) 12000 10000 2 8000 - PP 6000 4000----- — — — — 2000 00 0 —14- 0 10 20 30 40 so Depth Wall Height (ft) 12.5 Pile Spacing (ft) 7.5 Active Pressure (psf) 1111111111MMIN I I ON 1111MM11111111111 110,41 R.M.F. RVER R-111 FIGURE 11 CANTILEVERED SOLDIER PILE P1 I V Passive Pressure (psf) 10000 8000 6000 LD 4000 IL 2000 0 1 . . . . ! , . , , 1 1 1 1 ; 1 1 1 1 T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t I 0 5 10 15 - 20 .25 30 35 40 Depth INN 11111111110110 MEMO a Active Pressure (psf) 111111115 i 0 11111111111111111111111111 0009111 . 10 liiiiiiiiiiiiiiiiiialm,opgodpiiiiiiiiiiiiiI I VNEEMEMP, --.ffil - - I 0 P11 1!1 111 1111!1111 ill 11 1111!1111i Ill L-4 0 5 10 Is 20 25 30 35 40 Depth 300.0 260.0 200.0 150.0 100.0 50.0 0.0 Bending Moment (ft-kips) Depth Wall Height (ft) Pile Spacing (ft) 11.5 8 FIGURE 12 CANTILEVERED SOLDIER PILE P12 MENNEN 0 x KENN 0 0 ta MENEM EMMENE N pp � Ad SEMEN MMMMEMM Pop— 0 0 JEMMNEMM ga 1000110 0 MENNEEN .,d1i on MENNEN Shear Force (kips) 20- 10- 0 0 LL up. 2000 -20 -30 Depth Wall Height (ft) Pile Spacing (Ift) Active Pressure (psf) IN I Wall I ll- I I TWO logo IN - filling MMfill Million 0 alloolim loollooll Bending Moment (ft-ki.ps) 100.0 80.0 00 60.0-- — 40.0---- 20.0--- 0.0 .20.OD 00 Depth 8 8 FIGURE 13 CANTILEVERED SOLDIER PILE P13 From:UTILITY VAULT CO 2537354201 -03/23/2006 13:34 04 P-001/002 Recessed Lift Handle TOP SECTION No. 5106-TI-3-332 5.740 lbs. VAULT N6.5106-ML 6,560 lbs. BA SE -;,-No� 5106-BL 4,980 Ibs. OPTIONAL TOP SECTIONS /— 42" Dia. Access TOP SECTION No. 5106—TL-42E 5.260 ibs. APPROVE9106-LA FIRE MARTMENT Full 180' Open 5'-8" TOP SECTION No., 5106—TL-42C 5,260 lbs. 5'-0" ADJOSTABLE COVER SLAB STE�L COVERS No. 51-06—AT-3-332P (Steel) 3,7CO Ibs '—, . . . . . . . . . . . . . . . . . . . . . 91-0. no� TOP SEC N No. 5106—TL-39 5,050 Ibs. UTILITY VAULT T11 a division of C1 bildcastle Precasrinc. P.O. BOX 588, Auburn, Washington 98071-0588 Phone., 25j-839�3500 Fax: 253-735-4201 Website! wvAv-oldcastleprecasLcamlauburnwa 7'-2" 4'— 10' 1 42" Dia- Access LOCKING STEEL COVERS No. 5106- 9 T RIM 5, 20 EWID JUN 2 1 2007 CWILQIN&iD ER-Tkid S.rface STREET FILE For Details See Reverse Side 33 Copyright 0 1970 0 Oldea-tie P—asi � M WATI KW61RKSat"ii.�. IE 5823 238th SE Woodinville, WA 98072 (425) 483-2724 FAX (425) 486-0981 CUSTOMER: SEWELL UTILITIES ATTN: JOE SEWELL DATE: 612012007 1 PHONE: 1 (425) 745-308 COPIES 3 JOB NAME: POINTEDWARDS 1JOB # 3 LOCATION: EDMONDS FROM. , Travis @ HD Supply Waterworks ITEM # DATED VENDOR PRODUCT DESCRIPTION 1 612012007 PACIFIC STATES 4" C52 DUCTILE IRON PIPE 2 612012007 CLOW RESILIENT WEDGE GATE VALVES 3 612012007 TYLER / UNION DUCTILE IRON FITTINGS 4 612012007 FORD PIPE RESTRAINTS (MEGA -LUGS) 5 612012007 CLOW INDICATOR POST 6 612012007 CLOW ULFM SWING CHECK 7 612012007 WATTS D.D.C.V 8 612012007 HARRINGTON 30 DEG. STORZ ADAPTER 9 612012007 STANDON 6" S92 PIPE SUPPORTS 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2 30 31 PS cl 0 r o n i e 0 m a n 0 N ­­1­._._­. -.---. I � . . . - . . . . . - . I . . . . . I . . I . . . . . I . . I .. . I. �. .1 .1 � . . . � .. . .. . � . . � . . . .. .. - . . . . . . . � .. . . . . . I : . . . ... . : . - .; . . . I . i ; .. . . 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INC SELECTION TABLE FOR DUCTILE ]RON PIPE 'this table shows thickno!jF, of pipE, y for Ilm rated water workint: ,) pressures an(I th e rnaxiinurn dopth of cover. Tho thicknesses in this table aro qual to or ill cxcesr� of those requirM to withstand thp ralod working pressures plus it surge allowance of 100 psi. Ouctile iron pipo for working pressures higher than 350 psi is available. V0 BOX 170. PROVO. UTAH B4603 TIM1101,11. (AREA r0DF 8011 313 691() Pipe Thick. Nom. R' te LAYING CONDITION Size Class Thick. at ir !I c fW Maximum Depth of Cover, Feettt In. In. Workl,�? Pr s 1 —1 Type 3 1 Type 4 -1 Type 5 Pre Type I I Type 2 psi:: 51 .25 350 98 100* 100* 100* 100 52 .28 350 100, 100, 100, 1oo* loo: 53 -31 350 100* 100, 100, 100, 100 54 .34 350 100, 100, 100, 100, 100* 55 .37 350 100, 100, 100, 100, 1 oo* 56 .40 350 100, too, 100, 100, 100, 51 .26 350 76 86 96 100, 1 oo* 52 Tjo 100, loo, 1 oo* 100, 100, �3— �32 350 1oo* '100, too- '100- -Too, 54 .35 350 100, 100, 100, 100, 110 0 55 .38 350 too. 100. 100. 100* 00 : 56 .41 350 100, '100, 100, 100, 1 oo* 50 .25 350 32 38 44 56 75 51 .28 350 49 57 64 80 1oo* 52 .31 350 6'/ 77 86 100* 1oo* 53 .34 350 91 100* 100* 100* 100, 54 .37 350 1 oo* too* I Do^ 100, loo: 55 .40 350 100, 100, 100, 1 oo* 100 56 .43 350 100, '25 1001 1 00* 100* 1 oo* 50 .27 377 30 36 46 - 64 51 .30 350 36 42 49 61 81 52 7 .33 350 47 5 4 62 77 99 53 -.36 350 6 4 73 82 100, loo: 54 . 39 350 80 91 1 oo* 100* 100 55 .42 350 98 100, 1 0o* 1oo* 1 oo* 56 45 350 100, 1 oo* 1 oo* 1 oo* 100 50 .29 350 19 24 29 38 55 51 .32 350 27 32 38 49 66 52 .35 350 4*1 47 59 79 53 .38 350 45 52 59 /4 95 1 54 .41 350 57 65 /4 91 loo: .44 350 67 77 86 1 oo* 100 L55 56 1 .47 350 81 92 100* 1 oo^ 1oo* W 350 17 22 27 36 52 51 .34 350 23 28 33 43 60 52 .37 350 30 35 41 53 71 53 .40 350 36 42 49 61 81 54 .43 350 45 52 59 74 95 55 .46 350 54 62 '/1 81 100* 56 .49 350 64 73 83 100, 1 oo* Art albworlCo for ningle 11 20 truck with I.) impact factor IS, 111CILUICKI for kill depilis of cover. C Alculaled maximuill doptil of ('OV-r exceu(l�; 10C. If OF IT A'L V Original, and the Definitive standare In 1975 Clow recognized the increased'requirements and escalating maintenance cost of water systems in the United States. Clow responded by'introducing the first R/W (Resilient Wedge) Valve in America. This introduction revolutionized the valve market in the U.S. - - Clow is the first to introduce and still leads in the Design and Technology of the Bubble. Tight Resilient Seating Valve. The Clow Valve with its unique features and benefits is the first to be manufactured with both. AWWA and ULFM Approval for all water system requirements. RECOMMENDED SPECIRCATIONS FOR * RESIUENT WEDGE GATE VALVES CLOW VALVE COMPANY Valves shall conform to the latest revision of AWWA Standard C-509 covering resilient seated gate valves and be approved by ULFM- The valves shall be either non -rising stem or rising stem, opening by turning stem left or right -and provided with 2 " square operating nut or handwheel with the word Open and an Arrow cast in the metal to indicate direction to open. The wedge shall be of cast iron completely encapsulated with rubber The sealing rubber shall be permanently bonded to the cast iron wedge to meet ASTM tests for rubber metal bond ASTM D429. Stems for NRS assemblies shall be cast bronze with integral collars in full compliance with AWWA. OS & Y stems shall be bronze. The NRS stem stuffing box shall be the o-ring seal type with two rings located above thrust collar The two rings shall be replaceable with valve fully open and subjected to full rated working pressure. 01 There shall be two low torque thrust bearings located above and below the stem collar The stem nut shall be independent of wedge and shall be made of solid bronze. There shall be a smooth, unobstructed waterway free of all pockets, cavities and depressions in the seat area. The body and bonnet shall be coated with fusion bonded epoxy both interior and exterior Each valve shall have maker's name, pressure rating and year in which manufactured cast on the body. Prior to shipment from factory, each valve shall be tested by hydrostatic pressure'equal to requirement for both AWWA (twice the specified working pressure) and 400 PSI ULFM requirements. Features and. Benefits DELRIN THRUST BEARINGS ABOVE AND BELOW THE THRUST COLLAR REDUCE FRICTION AND MINIMIZE OPERATING TORQUES. ELECTRO-PLATED NUTS AND BOLTS PROVIDE LONG -LIFE CORROSION PROTECTION. % LONG, TROUBLE FREE LIFE WITH HIGH STRENGTH, NON -CORRO- SIVE BRONZE STEM AND STEM - L Z 0" 100% COATED WEDGE IN- SURES BUBBLE -TIGHT SEAL EVERY TIME UP TO 200 PSI. SMOOTH, UNOBSTRUCTED WATERWAY IS FREE OF POCKETS, CAVITIES, AND DEPRESSIONS ALLOWING FOR MINIMAL FLOW LOSS AND LOWER PUMPING COSTS. ALL VALVES ACCEPT FULL SIZE TAPPING CUTTER. - TWO 0- RING SEALS ARE REPLACEABLE WITH THE VALVE FULLY OPEN AND SUBJECTED TO FULL -RATED WORKING' PRESSURE. ALL VALVES HYDROSTATICALLY TESTED TO 400 PSI. O-RING SEALS AT STUFFING BOX AND BONNET TO BODY FLANGES TO INSURE THE BEST POSSIBLE SEAL 1 CLOW CORROSION RESISTANT FUSION - BONDED EPDXY COATING PROTECTS BOTH INSIDE AND OUTSIDE OF VALVE. PADS ON THE BOTTOM OF ALL VALVES KEEP VALVE IN UPRIGHT POSITION FOR EASIER STORAGE AND PROTECTION FROM THE ELEMENTS E E E F-6100 F-6102 F-6103 04 F-6iO6 MECHANCAJOINT FLANGED TW &ADED ENDS RGO.&K-CH.J1 2".12" 2'-12' 2'-3- 4 -12' 3'-12' E E E E . -1. . I A I L-G F-6108 F-6110 F-6111 F-6112 F-6113 FLANGED& RNGTITE PUSH -ON FOR PVC MECHANICAL PUSH40N ENDS RANGED & PUSH -ON C-12" 2'.8- CUTTING4N JOWT FOR CAST PON PIPE 4'-12* 4'.8- 4'-12' I F'2* E a E E ! E U ,-- "I L—K— y A—j F-61W F-6115 F-6116 F-6120 F-6136 MEM A FOR LAMG PUSH -ON FOR MPPING ONGTiTE FOR WPING MECHANCALJOW RMOSiYOONSTRUCION 4'.12' 4'.8- 4--8- INDCAM POST VALVE 2-1/2'-12* 2'-12' A B C -D E I G H J K P 0 R S ' U V w y No. of T� to Fun Open 2' 3-1/4 5-1/4 10-7/8 - - 3 - - 7-1/4 . 4 2-M' 7-W - 7 11-W8 - - 3-1/4 16-3/8 13-7/8 7-1/4 .4-W 3- 8 3-1t2 - 7-118 12,W - 5-N4 3-1/2 18-718. 15-518 10 10 4- 9 4-112. 6-3/4 - 14-3/4 4-1/2 "4 .6-W4 1G-318 4-1r2 22-314 18-1/4 10 6-314 M4 M4 10-1/4 137112 6" 10-1/2 5 - 19 5-1/4 M4 B-1/4 12 5 30-1/8 23-3/4 12 7,V4 11-1/4 7 4 11-1/4 -19-1/2 6- 11-1/2 5-1/2 22-1/2 5-5/8 8-1/2 7- 81/2 12,314 5-W 37-W4 29-1/4 14 B-1/2 11-314. . 9-1/4 12-W4 25-1/2 10, 13 - 7 26-1/2 7 10 7� - - 4---T4 18 10 13-112' - 3171/2 12* 14 8 11-114T� 30 B-1/2 11 - 53-1/8] 40-5M 1 18 11 14-314'. 37-314 CLOW VALVE CO. 1375 Magnolia Avenue Corona, Carifornia 91719 Phone 714-735-5556 FAX 714-735-0837 A41fthb, Gmw VALVE COMPANY A Division. of Mr -wane, incorporated CLOW VALVE CO. 902 South 2nd Street Oskaloosa, Iowa 52577 Phone 515-673-8611 FAX - 515-673-8269 6-1 Eg 0 "OZAAff IP PC-V991 Dated May 10, 1999 U UHIOH FOUHDRY COMPAHY - Tyler Pipe/Utilities Division 0 P.O.Box 2027 * Tyler, Texas 75710 * (903) 882-5511 Union Foundry Company * P.O.Box 309 9 Anniston, Alabama 36202 e (256) 236-7601 Tyler/Union eZP LE�S P �EC IF I CAT 10 �NS I NT DUCTILE IRON FITTINGS shall be produced in the USA in accordance with all appi cable terms and provisions of ANSI/AWWA C1 53/ A21.53 and ANSI/AWWA C 111 /A2 1.11. NOTE: Fittings are cement -lined and seal - coated in accordance with ANSI/AWWA C1 04/A21.,4; also available double cement - lined or bare. See list price sheet for details. MECHANICAL JOINT C 153 DUCTILE IRON COMPACT FITTINGS Sizes 3" thru 12" UL Listed For Fire Main Equipment K� i D C JOINT DIMENSIONS IN INCHES F A K1 BOLTS Size A Dia. B -, C Dic. D Dia. F Dia. J Dia. K' Dia. K2 Dia. L M S T X Dia. Size No. 3 3.96 2.50 4.84 4-94 4.06 6.19 7.62 7.69 .58 .62 .39 .33 3 /A 5/8x3 4 4 4.80 2.50 5.92 6.02 4.90 " 7.50 9.06 9.12 .60 .75 .39 -.34 7/ a 3 /4x3'/2 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 .63 .88 .43 7 /8 3 /Ax3'/2 6 8 9.05 2.50 10.17 10.27 9.15 11.75 12.31 13.37 .66 1.00 .45 .36 .38 7/ 8 3/4x3'/2 6 10 11-10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 .70 1.00 A7 7/8 3 /Ax3'/2 8 12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 .73 1.00 .49 .40 .42 7/8 3 /4x3'/2' 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.31 20.25 .79 1.25 .56 .47 7/8 3/Ax4 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.56 22.50 .85 1.31 .57 .50 7/8 3/4X4 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.83 24.75 1.00 1.38 .68 .5A 7 /8 3/ 4x4 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.08 27.08 1.02 11." .69 .57 '/8 3/4X4 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.58 31.50 1.02 1.56 .75 .6 1 7/8 '/4X4'/2 16 BENDS .R kA-4 VP�r- 90' Bends (1 /4) 45' Bends (11 /8) 221/20 Bends (11/ 16) 111/4- (1/32) Dimensions Dimensions Dimensions Dimensions Size T A R Weight A . R Weight A R Weight A R Weight 3 .3,4 4.5 4.0 20 2.00 3.62 16 1.50 .4.98 15 1.25 7.62 15 4 .35 5.0 4.5 26 2.49 4.81 22 1.82 6.66 21 1.55 10.70 20 6 .37 6.5 . 6.0 48 3.50 7.25 AO 2.59 10.50 37 1.81 13.26 33 8 .39 7.5 7.0 68 4.00 8.44 59 2.85 11.80 51 2.06 15.80 48 10 .41 9.5 9.0 136 5.01 10.88 86 3.35 14.35 67 2.32 18.36 61 12 .43 10.5 10.0 141 5.98 13.25 109 3.86 16.90 90 2.56 20.90 79 14 .51 12.0 11.5 220 5.50 12.06 164 3.93 17.25 148 2.59 21.25 133 16 .52 13.0 12.5 264 5.98 13.25 202 3.98 17.50 179 2.62 21.50 159 18 .59 15.5 1 A.0 410 7.50 14.50 325 7.50 30.19 292 7.50 60.94 320 20 .60 17.0 15.5 505 8.00 16.88 368 8.50 35.19 364 8.50 71.07 346 2,4 .62 20.0 18.5 695 9.00 18.12 A81 9.00 37.69 481 9.00 76.12 457 Tyler Pipe/Utilities Division 0 P.O. Box 2027 * Tyler, Texas 75710 - (903) 882-5511 2 Union Foundry Company * P.O. Box 309 0 Anniston, Alabama 36202 e (256) 236-7601 5-10-99 Tyler/Union SAMPLE SPECIFICATIONS Y-1 2" Compact Flanged Fittings shall be ductile iron and shall be produced in accordance with laying lengths specified in ANSI/AVMA C1 10/ A2 1.10. Flange surface shall be faced and drilled in accordance with ANSI Class 125 BI 6. 1. Nomi- nal body thickness shall be Manufacturer's Stan- dard, but shall not be less than those specified in ANSI/AWWA C1 53/A21.53 "Standards for Ductile iron Compact Fittings". Flange thickness shall be in accordance with the Manufacturer's Standards. Working Pressure Rating shall be 250 PSI for water. Fittings shall be made in the United States of America and shall not have been refur- bished or re -worked by anyone other than the manufacturer. Standard Class 125 template for drilling shall be used for all flanges. Drilling templates shall be in multiples of four, so that fittings may be made to face in any quarter. Bolt holes shall straddle the center line and shall be equally spaced. Misalign- ment of bolt holes of two opposing flanges shall not exceed 0. 12 inches. All fittings shall be in accordance with NSF-61. interiors shall be lined and seal coated in accor- dance with ANSI/AWWA C 1 04/A21.04 "Cement - mortar Lining for Ductile Iron Pipe and Fittings for Water" unless otherwise specified by the user. Flanged Compact 900 (1/4) Bend Dimensions In Inches Size T A R Weig�t 3 0.3,4 5.50 4.00 23 4 0.35 6.50 4.50 32 6 0.37 8.00 6.00 56 8 0.39 9.00 7.00 78 10 0.41 11.00 9.00 125 12 0.43 12.00 10.00 178 DUCTILE IRON COMPACT FLANGED FITTINGS, 250 P.S.I. RATING go T O.D. T Joint Dimensions In Inches Nominal Flange Flange Bolt Bolt Hole Number Pipe Size O.D. Thickness T Circle Diameter of Bolts 3 7.5 0.60 6.00 31A 4 4 9.0 0.63 7.50 3 /4 8 6 11.0 0.63 9.50 7 /8 8 8 13.5 0.70 11.75 7/8 8 10 16.0 0.75 14.25 1 12 12 19.0 0.81 17.00 1 12 Flanged Compact 450 (1/8) Bend Dimensions In Inches Size T B R Weight 4 0.35 4.00 A.81 28 6 0.37 5.00 7.25 41 8 0.39 5.50 8.AA 69 10 0.41 6.50 10.88 98 12 O.A3 7.50 13.25 139 Tyler Pipe/Utilities Division a P.O. Box 20V a Tyler, Texas 75710 - (903) 882-5511 5-10-99 Union Foundry Company 9 P.O. Box 309 o Anniston, Alabama 36202 o (256) 236-7601 27 Uni-Flangel Series 1400 WORKING PRESSURE - 3" THROUGH 16" 350 PSI - 18" THROUGH 36" 250 PSI Ductile iron wedge actuating screw, with the Auto-Tork(D break -away head design, insures proper torque during installation. Gland body is of High Strength Ductile Iron per ASTM A536, Grade 65-45-12. Compatible with all mechanical joints conforming to ANSI / AWWA C111 / A21.11. Color Code: Black for ductile iron pipe sh is shop coat that is suitable most field applied coatings. Wedges are ductile iron and heat treated to a hardness of 370 BHN minimum. Jni-Flange Series 1400 offers a i rium 2:1 safety factor at the full pressure of the device, in all when tested in dead-end tions. L3"THROUGH 36"SIZES - 100% DUCTILE IRON CONSTRUCTION MADE IN USA Uni-Flange Series 1400 Installation Instructions 1. Clean the socket and pipe end. Lubricate gasket and plain end with approved pipe lubricant meeting AWWA C111. Placethe gland on the plain end with the lip extension toward the plain end, followed by the gasket with the tapered edge of the gasket toward the plain end. 4. Tighten the T-bolts to the same torque recommended in AWWA C111 (45-60 ft. lbs. on 3", 75-90 ft. lbs. in 4" - 24" sizes, 100- 120 ft. lbs. in 30" - 36" sizes). Tighten in an alternating manner, (12 o'clock, 6 o'clock, 9 o'clock, 3 o'clock) maintaining the same gap between the gland and the face of the_MJ bell at all points around the socket. Repeat the process until all bolts are within the approximate torque range. Use of a torque wrench is recommended. 2. Insert the pipe into the socket and press the gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. .......... . . . . . ........ . . . . . 3. Push the gland toward the socket and center it around the pipe with the gland lip against the gasket. Hand tighten the Auto-TorkO actuating screws to center the gland around the pipe. Insert T-bolts and hand tighten nuts. With the gland positioned and centered around the pipe, loosen the Auto-Tork@ actuating screws and continue to tighten the T-bolts. Set deflection after joint assembly but before fightening bolts (max. deflection is 5*). 5. After correct assembly of the 6. Tighten each Auto-TorkO actuating screw mechanical joint, bring all wedges by turning approximately 180 degrees (1/2 in contact with the pipe surface by turn), alternating among screws until the turning the Auto-TorkO actuating break away heads twist off. Never turn a screws in a clockwise direction single head over 180 degrees without until contact is made and screw is alternating to another screw. "hand tight.." 6 Note: The Series 1400 can be re -used or re -installed after the Auto -Tore screw heads have been twisted off. In this case, tighten the hex head of the wedge activating screw to 75 - 110 ft. lbs. Consult factory before attempting installation on plain end fittings. A& W 52 3/ Pits 2" Square Operating Nut INDICATOR PO ST STYLE 2925 GENERAL DIMENSION LAYOUT CLOW VALVE COMPANY I F-5760 I I '. C 14 . 6" Dia. Dund Line 2".Black Vinyl Tape I -A- VALVE SIZE GATE. VALVE M17 VALVE 411 1 9/16 1 9/16 611 1 7/8 1 7/8 81, 2 2 101, 2 1/8 2 1/8 12 " 2 1/8 2 1/8 1411 18 1/4 NA Dia. 4 - 5/8 - 11 N.C. x 2 1/411 Hex Head Bolts 10 1/2" Dia. B.C. 5 Series 774 & 774DCDA (4,1- 12 19 Coln' act, staffiless'steel double check and double cheeg' defeetor backflow preveh ters • Designed to prevent the reverse flow of polluted water from entering into the potable water system. • Used, where approved by the local authority, for non -health hazard installations. The 774DCDA is the same as the 774 except with a hydraulically balanced meter bypass assembly to detect low flows. Specifications' • Size 4" - 1211000 - 300mm), main valve body and internal metal parts are 300 series (lead free) stainless steel; check assembly, Noryl.0. • For supply pressures up to 175 psi (12 bars). • Water temperatures up to I I OOF (43'C) continuous. • Flange dimension in accordance with AWWA Class D. Options For 774, add Suffix: LF - less gate valves. NRS - wit non -rising stem resilient seated flanged gate valves. OSY - UUFM resilient seated outside stem and yoke gate valves. S - with cast iron strainer. For 774DCDA, add Suffix: 0 0 CFM - with cubic feet per minute meter. Ic 0 0 GPM - with gallons per minute meter. LF - less gate valves OSY - with LIUFM resilient seated outside stem and yoke gate valves. Flow Charts see page 46-47. L)?iMensio'V-2S1VVgts. I P — Features • Short end -to - end dimensions make it ideal for. retrofitting- • Patented torsion spring check module 7740 provides lowest documented head loss available • Stainless steel body weighs half of that of competitive units, reducing installation and shipping costs • Stainless steel construction provides long term corrosion protection and maximum strength • Ease of maintenance via single top access cover • Trouble -free operation with thermoplastic and stainless steel check modules • Requires no special tools for servicing • Compact design permits use of smaller vaults and enclosures For detail model information, request ES-774, ES-774DCDA. For WattsBox Enclosures, request ES-WB and ES-VVB-T §O,rdor Strainer B . N Sin C06 M N SY Ill.. mkir i' . I : II . IIIIII Ill. IIIIII 4 100 0438001 0438004 121/8 308 81/4 210 6 150 0438009 0438012 181/2 470 131/2 343 8 200 043602� 0438b28 2 1 5/8 549 151/2 394 10 250 0438041 0438044 26 660 181/2 470 12 300 04*81 0438084 291/8 759 211/4 552 Net Weights �Dirn.ensions 774 774 774DCDA 774DCDA Slize�'(P��), A C (00,eh). D' G L P WGates w/d d6te's 0/ Oates w/o Gates In. �:mrn.� _.m� .1n;*, In., mm,, in. Arn in.� rnm in. rnin in. mrn 1b.. :'k 9. Ifi. ko. I b.'.� ., kg. 1b. kg. 4 100 40 1016 223/4 578 41/2 114 10 250 22 559 141h 368 225 102 58 26 240 109 73 33 6, 1'50 .481/2 A232' 301/8, 765 51h 140 15 381 271/2 690 151/2 394 375 170 105 48 390 177 120 54 8 200 521/2 1334 373/4 959 6Y4 171 15 381 291/2 749 181/4 464 561 254 169 77 572 259 180 82 1.0 250, .1 �51/2 il 410 _453/4 11,62 8 200 15 381 291/2 749 191/2 495 763 346 179 , 81 774 351 190 86 12 300 571h 1461 54 1372 91/2 241 15 3 . 81 291/2 749 21 533 1033 469 209 95 1044 474 220 100 Contact your local Watts Agent or call Customer Service (978) 689- 6066 for other models and order numbers or refer to PL-WR watts regulator e backflow products division 19 CLOW PRODUCT 0q. 'TI*, ASTM Sp... 2A A-lel.of SI-1 A-307 3A 4A I C.P A-126 C1.5 SA I _C.I. Sort, C &A--- I HIMQ* Pin SS A-276 (304) 7AA I "Ing. B-nz. (r.31 tr-ir I 7AII 1 1,11.9. A.T..y for LSILW 11 AAA 01.. Doll 10 , 1r) S ..I f, 1,1� &AS I D1.0 B.1% (4--IT)... 81011, S., JAA I Dive 5011 0-R)'g (ler, Ir) S n. Rubber OAS 2 Di- 8.11 W-h- (".6'] IDA I Dj.c hold.r wo.a. (r.3,) C.L A-126 C1.6 441-17') IiA I Mi. P1.1. 5,0n.. i7AA I 0I.0 Syn. R.bb MAI— I Di.c Bronze 17*.;) C.I. A-126 CLa (4-.12-) i3A 1 01.4 N.t A..Ip'oof SI-1 D'on'. 14A** 01.c, Ring (C-171 ISA_ sw Ring If—'. 19A 1 1 SI-1 17A I 1!��.d .1.,. Pin to, LSILW SS A-276 1304) IIA 2 Xey lot ILSILW SS A-276 (3041 IIA I S.1 sc— S1..1 20AA I Levor Arm for LS si..f 70AD I L.— A— for LW st-I — 22A 2 M., H..d ff—W 0.11 SI..1 23A I Ey. Soft -12 H., NW. SI—I 24A I slyfffn2 so. 13-1. 2SA 2tutil. Fill.d 24A I B,.n. 27A I W.Iffhl C.I. A-176 C1.9 28A I S.1 S-- S1.0 inst p-t a only p.n of n m—bly. LEVER AND WEIGHT ASSEMBLY ,/27A 6A 19A 24A 12.6A 25A 2SA-,., 7A 20AA 16A 18A,, �tzN�20AB "`4j LEVER AND SPRING ASSEMBLY 22A Y21A/ DATA M —5A SHEET Disc Arrangement 2"-3" �11 12AB BRONZE 00 1�7AA DISC 13A 7AB I 4A 4, 115 5A @ 10A k7AA RESILIENT 7AB I DISC 11 11A 13A 7AA 7AB -KEYWAYED I FOR LSILW RESILIENT TO BRONZE SEATING ASSEMBLY 7AA - KEYWAYED 7AB FOR LSILW BRONZE TO BRONZE SEATING ASSEMBLY A11111hh, Asia%, Mff AMPMR—M CLOW VALVE CO. 2" - 12" Horz. Swing Check Valve rtw% DIV. OF McWANE W— Figure 106 902 SOUTH 2nd ST. AIN11-J'A 200 WP OSKALOOSA, IOWA 52577 Harrington Hydrant Storz 1/4 Turn, Hose On Quick connection of hose to hydrant saves time, lives and property. "Fight The Fire ... Not The Connections" Harrington, Inc. Hydrant Storz Specialists 2630 West 21st Street, Erie, PA 16506 Phone: 1-800-553-0078 0 Fax: 814-838-7339 www.hydrantstorz.com - info@harrinc.com . HARRINGTON PART S TORZ S PANNER WRENCHES *HSSW-41-61 —"Single-End Spanner Wrench" HSSW TM HHSW- 100 —"Hydrant Spanner Wrench" HHSW TM 04" & 5" STORZ - HIHSTm —Integral Hydrant Storz w/Cap 'HIHS-AMLOK-40-4,5 ,HIHS-AVK-40-45 'HIHS-CLOW-40-45 *HIHS-EJIW-40-375 *Hl1�S-EJlW-40-45 'HIHS-KEN-40-45 'HIHS-MLR-40-45 *HIHS-USPIPE-40-45 OHIHS-WAT-40-45 *HIHS-AMLOK-50-45 *HIHS-AVK-50-45 *HIHS-CLOW-50-45 'HIHS-EJIW-50-375 OHIHS-EJIW-50-45 *HIHS-KEN-50-45 *HIHS-MLR-50-45. 'HIHS-USPIPE-50-45 'HIHS-WAT-50-45 Note: Each OEM connection method is unique. *4" & 5" STORZ - HPHA TM —Permanent Hydrant Adapter w/Cap ,HPHA40-40 (Special thread) * HPHASO-40 (Special thread) * HPHA40-40NH (4"NST) *I-IPHASO-40NFI (4"NST) ,HPHA40-45NH (4.5'NST) *HPHA50-45NH (4.5"NST) 04 Note: Rigid (non -swivel) Female Thread. * 4" NST (National Standard Thread) = 5 .0 10 (ODM) x 4tpi *4.5" NST (National Standard Thread) = 5.760 (ODM) x 4tpi "ODM" = outside Diameter of the Male I&,-> Z) I "K/- - HFSS " —Permanent *HPSS40-40-001 (4"NPT) OHPSS50-40-001 *HPSS40-50-001 (5"NPT) OHPSSSO-50-001 IHPSS40-60-001 (6"NPT) OHPSS50-60-001 Note: Rigid (non-swiVel) NPT Female Thread. Storz w/ca—p (4"NPT) (5"NPT) (6"NPT) *4" NPT (National Pipe Thread, Tapered) = (approx) 4'.470 (ODM) x 8tpi * 5" NPT (National Pipe Thread, Tapered) = (approx) 5. 563 (ODM) x 6tpi *6" NPT (National Pipe Thread, Tapered) = (approx) 6.590 (ODM) x 8tpi 4" & 5' STORZ _c *H30E-40-40-002 * H30E-40-50-002 *H30E-40-60-002 �- ELBOW H30E'rm —300 EIbOw _w/Cap (4"NPSH) *H30E-50-40-002 (4'NPSH) (5"NPSH) *H30E-50-50-002 (S'NPSH) (6"NPSH) -H30E-50-60-002 (6'NPSH) Note: Swivel NPSH Female Thread. 14" NPSH (National Pipe Thread, Straight) = 4.470 (ODM) x 8tpi *5" NPSH (National Pipe Thread, Straight) = 5.563 (ODM) x 6tpi * 6" NPSH (National Pipe Thread, Straight) = 6. 590 (ODM) x 8tpi 04" & 5" Storz Permanent Cap- HBCTm —Storz Blind Cap, with aircraft cable. 4" & 5' Storz Hose Couplings, Harrin on, Inc. NFPA/U.S. Standards: 9t ,,Storz Pressure Seal Hydrant Storz Specialists *Storz Locking Devise 2630 West 21st Street, Erie, PA 16506 Phone: 1-800-553-0078 * Fax: 814-838-7339 *Hard -anodized aluminum ikWww.hydrantstorzcorn - info@harrinc.com i .-Axon Powhatan Double Clapper Siamese Connections - Y Type Back Outlet Pagel of2 ORDER ONLINE or Toll Free 1-800-: 14,IJE The John M. 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Our Price: $281.65 Volume Pricing $267.56 2-5 $254-19 6 or more Features • Cast brass finish • U/L listed and FM approved • For use up to 175 PSI • -P (polished) • -C (polished chrome plated) http://www.imefireequil)ment.conVitemlIO87991DIxon-Powhatan-Double-ClaDDer-Slames... 6/20/2007 Jixon Powhatan Double Clapper Siamese Connections - Y Type Back Outlet Page 2 of 2 Additional Double Clapper Siamese Connections - Y Type Back Outlet SKU Powhatan # Outlet NPT Inlets Branding Price DCS4025F 21-132-00016 4" 2-1/2" NH(NST) AutoSprinkler $281.E DCS4025F-P 21-132-00017 4" 2-1/2" NH(NST) AutoSprinkler $306.7 DCS4025F-C 21-132-00018 4" 2-1/2" NH(NST) AutoSprinkler $331.S DCS4025F-SP 21-132-00031 4" 2-1/2" NH(NST) Standpipe $281.E DCS4025F-NB 21-132-00037 4" 2-1/2" NH(NST) None $281.E DCS403ONYFD 21-132-00043 4" 3" NYFD AutoSprinkler $326.S DCS403OF 21-132-00048 4" 3' NH(NST) AutoSprinkler $326.G DCS6025F-SP 21-132-00055 6" 2-1/2"NH(NST) Standpipe $388.S DCS6025F 21-132-00061 6" 2-1/2" NH(NST) AutoSprinkler $388.S Home I Contact Us I Ordering I Credit Application I Catalog Request I E-mail List I Categories I Petroleum Equipment I Sanitary Fittings I � I ISAI T' 1CMD1 fM3 ORDER ONLINE or Toll Free 1-800-563-8858 @ 2007 John M. Ellsworth Co., Inc. httD://www.imefireeouit)ment.comlitemll08799IDixon-Powhatan-Double-ClaDDer-Siames... 6/20/2007 Stary-Ion Model S92 Saddle Pipe Support Specification Page I of 2 Home Standon Model S92 Adjustable Pipe Saddle Support Products The "Standon" model #S92 pipe support is Sp �qcifications s pecifically designed to fit ductile iron pipe. A nearly 50% circumferential cradle, and a pipe to saddle gap of less than. 12 5 " guarantees excellent • S89 Flaage performance. A neoprene liner is available for IPS Support size pipe for a perfect fit. • S92 Saddle Support 9 Accepts standard IPS pipe - No threading • C92 Cla= required. Sqpport e Comes complete with over -sized anchorable • S96 Flange base plate. Cradle e Available in sizes 2" through 36". Sqpport 9 Also available in 100% 304 Stainless Steel. • TP Thrust Plates Installation MATERIAL Guides Saddle Strap: ASTM A36 Distributor Collar/ Base Cups: ASTM A53 D.O.M. tubing Threaded Stud: ASTM A36; rolled thread Literature Grade ASTM A307 CAD Drawingas Base Plate: ASTM A3 6 Sheet Steel - .2 5 " plate Corporate Info Optional Material: 100% 304 Stainless Steel FABRICATION Contact Us All welds: 100% MIG welding, electrode E70XX Saddles: Formed to ductile iron radius. FINISH All pipe supports have a corrosion resistant, galvanized finish. DIMENSIONS htt,p://www.standon.net/s92spec.html 6/20/2007 Stanjon Model S92 Saddle Pipe Support Specification Page 2 of 2 3/8" x 4"x6"xl/4" 2" SCH. 40 711 211 1 1� 5/8" x 8vvx8 11 XV2" 3" SCH. 40 9V211 311 1� 1611 17.40" 5/8" x 811x8"xV2" 3" SCH. 40 9V211 311 http://www.standon.net/s92spee.html 6/20/2007 Mr. Ross Woods Point Edwards, LLC 2801 Alaskan Way, Suite 107 Seattle, Washington 98121 T E DMRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences riv % 20 ove"T '81J11 DING oe9 tos ov Of EDMO Subject: Supplemental Geotechnical Report— Building 9 Point Edwards Condominiums Ednionds, Washington December 12, 2006 Project No. T4893 9" 7"OT-70 1100 ST P11 1, L E References: 1. Preliminary Geotechnical Report, Unocal Site, Project No. T4893, prepared by Terra Associates, Inc., dated November 21, 2001 2. Excavadon and Temporary Shoring, Point Edwards Condominiums — Building 9, Project No. T4893, prepared by Terra Associates, Inc., dated November 29, 2006 Dear Mr. Woods: As requested by Ms. Valerie Sargent of Weber + Thompson, we reviewed the planned location and building elevations for Building 9 of the Point Edwards Condon-dniums project in Edmonds, Washington. The purpose of our review was to verify that the geotechnical rccommendations presented in our referenced reports are applicable for the proposed Building 9 construction and to provide additional recommendations, as necessary. PROJECT DE, SCRIPTION Building 9 is situated northwest of and adjacent to the intersection of Pine Street and (he proposed Loop Road in the southern portion of the site. A plan sheet by Triad Associates titled Building 9 Fine Gi-ading and Excavation 0-oss Sections, dated June 1, 2006, indicates the 2 lower floor levels (Floors PI and Ll) of Building 9 will be constructed at Elev. 132.66 and Elev. 142.66, respectively. Based on the existing topography shown on this plan, excavations required for construction of the lower building levels will approach maximums of about 10 to 20 feet below existing site grades. Temporary shoring will be required along the southern portion of the building excavation due to its proximity to existing utilities located within the adjacent Loop Road. Recommendations for temporary shoring were provided in tile referenced report, dated November 29, 2006. We expect that the building will be wood -framed, with the lower floor level constructed at grade. 12525 Willows Road, Suite 101, Kirldand, Washington 98034 Phone (425) 821-7777 o Fax (425) 821-4334 Mr. Ross Woods December 12,2006 SUBSURFACE CONDITIONS We recently explored subsurface conditions in the area of Building 9 by excavating 6 test pits to maximum depths of 5 to 14 feet below existing surface grades using a track -mounted excavator. The approximate locations of the test pits are shown on Figure 1. The Test Pit Logs are included as Figures 3 through 8. The Sol I we observed in Test Pits TP-101, TP-102, TP-104, and TP-106 consist of about 5.5 to 12 feet of uncontrolled fill overlying medium dense to dense structural fill, and native dense to very dense silt and stiff to hard clay. The structural fill we observed in our test pits consists of about 2.0 to 4.5 feet of poorly -graded, fine - to mediurn-grained sand that was placed as part of the site remediation work. We did not observe uncontrolled fill at the locations of Test Pits TP-103 and TP-105. We did not observe groundwater seepage in any of the test pits. DISCUSSION Based on our review, it is our opinion that the geotechnical recommendations presented in our referenced reports are applicable to Building 9. The following discussion addresses additional geotechnical issues not specifically covered in the previous reports. Foundations In our referenced preliminary geotechnical report, we recommended dimensioning foundafions for a net allowable bearing capacity of 5,000 pounds per square foot (pso where supported by very dense silt and hard clay soils. Based on our site explorations and the planned footing elevations, we expect that the vast majority of the foundations excavations for the lower floor levels will expose very dense silt and hard clay soils suitable for support of allowable 5,000 psf bearing pressures. The existing undocumented fill soils observed throughout the area of Building 9 are not suitable for support of building foundations as they are typically loose and wet, and contain varying amounts of organic material and debris. The existing undocumented fills must be removed and replaced with new structural fill for support of building foundations and floor slabs. New structural fill should be placed and compacted as recommended in the referenced November 2 1 st geotechnical report. Due to the variations in subgrade conditions, it is possible that structural fills placed during site remedial work performed by Unocal, or medium dense to dense native silty sand to sandy silt will be present in footing excavations in the western portion of Building 9. Where these soils are exposed at the bearing elevation, or where new structural fill is used to replace areas of existing undocumented fill, as recommended in our referenced November 21 st geotechnical report, footings should be dimensioned for an allowable bearing capacity of 3,000 psf. If desired footings in these areas can be designed for a maximum soil bearing of 5,000 psf, provided the exposed soils are excavated a minimum of 3 feet below the footing and grade restored with compacted, clean I 1/4-inch rninus crushed rock. The crushed rock should extend latcrally beyond the edges of the footing a minimum distance of 18 inches. Project No. T4893 Page No. 2 Mr. Ross Woods December 12,2006 Shib-on-Grade Floors The reconunendations for slab -on -grade floor construction presented in our referenced report should be amended as follows: Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab eaused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and ca-n actually serve as a water supply for moisture seeping through the slab with potential for adverse impacts to floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs dufing the wet winter months and the layer cannot be effectively drained. We reconunend floor designers and contractors refer to the 2003 American Concrete Institute (ACT) Manual of Concrete Practice, Part 2, 302. 1 R- 96, for further information regarding vapor barrier installation below slab -on -grade floors. Drainage The recommendations for drainage presented in our referenced geotechnical reports are applicable to Building 9. The need for drainage measures in addition to those recommended in our referenced geotechnical reports should be based on conditions observed in the field during construction. LIMITATIONS This report is the property of Terra Associates, Inc. and was prepared in accordance with generally accepted geotecluiical engineering practices. No other warranty, expressed or implied, is made. This report is intended for specific application to Building 9 of the Point Edwards Condominiums project and the exclusive use of Point Edwards, LLC and its authorized representatives, The recommendations presented in this review are based on data obtained from on -site test pits. * Variations in soil conditions can occur, the nature and extent or which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the reconunendations in this review, prior to proceeding with construction. Project No. T-4893 Page No. 3 Mr. Ross Woods December 12, 2006 We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. John C. S d, S- I Project M. /2- -/Z -o � Principal Encl: Fki: cition Plan System Logs cc: Ms. Valerie Sargent, Weber + Thompson Project No. T-4893 Page No. 4 NOTE- LEGEND: EXPLORATION LOCATION PLAN THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND Terra POINT EDWARDS CONDOMINIUMS D MENSIONS ARE APPROXIMATE. IT IS INTENDED FOR IVTP-1 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR BUILDING 9 DESIGN OR CONSTRUCTION PURPOSES. 0 40 so Associates, Inc. No Consultants In Geatedutcal Engineeft EDMONDS, WASHINGTON REFERENCE: an, SITE PLAN PROVIDED BY TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET Em= EaM Sciences Prd. No. T4893 I Date DEC 2008 1 Floun MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well -graded gravels, gravel -sand mixtures, lIttle or no GRAVELS Gravels fines. U) j co 2 (less than GP Poorly -graded gravels, gravel -sand mixtures, little or More than 5% fines) no fines. M 'C: 50% of coarse fraction is GM S0ty gravels, gravel -sand -silt mixtures. non-plaslic 0 a) > -6� d) larger than NO. Gravels with fines fines. Z M.— E M 4 sieve GC Clayey gravels, gravel -sand -clay mMures, plastic fines. 'n e 00 a 04 in - SANDS - Clean Sands SW Well -graded sands, gravelly sands, fittle or no flnes. Ul U) 0 C z M (less than SP Poody6-graded sands or gravelly sands, little or no More than 5% fines) fines. 50% of coarse 0 fraction is Sands SM Silty sands, sand -silt mixtures, non -plastic fines. smaller than SC Clayey sands, sand -clay mixtures, plastic fines. No. 4 sieve with fines CD IVIL Inorganic silts, rock flour, clayey silts with slight SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). M C-4 E Liquid limit is less than 50% OL Organic silts and organic clays of low plasticity. 0 Uj Z C 0 MH inorganic silts, elastic. tu 5 10 SILTS AND CLAYS CH Inorganic clays of high plasticity, (at clays. M E Z 0 Liquid limit is greater than 50% OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS Cn W Standard Penetration Densi Resistance in Blows/Foot 2" OUTSIDE DIAMETER SPLIT LU _j SPOON SAMPLER z 0 Very loose 0-4 2.4" INSIDE DIAMETER RING SAMPLER W Loose 4-10 OR SHELBY TUBE SAMPLER uj Medium dense 10-30 X 0 Dense 30-50 !E WATER LEVEL (DATE) Very dense >50 Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf Standard Penetration W Consisten Resistance in Blows/Foot DID DRY DENSITY, pounds per cubic foot > Very soft 0-2 LL LIQUID LIMIT, percent soft 2-4 0 Medium stiff 4-8 PI PLASTIC INDEX 0 Stiff 8-16 Very stiff 16-32 N STANDARD PENETRATION, blows per foot Hard >32 Terra UNIFIED SOIL CLASSIFICATION SYSTEM Associates Inc. POINT EDWARDS CONDOMINIUMS - BUILDING 9 EDMONDS, WASHINGTON Consultants In GeotechnIcal Engineering Geology and Environmental Earth sciences Proij. No. T-4893 I Date DEC 2006 TFigure 2 LOG OF TEST PIT NO. TP-101 FIGURE 3 PROJECT NAME: Point Edwards Condaminlumcl - Building 9 PROJ. NO; T410511.1 LOGGED BY: -JCS LOCATION: Fdmnndr.- Washington — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: Novambar 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A C z CL OESCRIPTION CONSISTENCY1 RELATIVE MSITY 2! U1 IL REMARKS I.- Lu 0 CL FILL: gray and brown SILT, CLAY, and silly SAND, with occasional organic material and construction debris Loose to Medium (plastic sheeting), moist to wet. Dense 5- 10— Gray brown SILT and CLAY, laminated, moist. (MUCL) Dense/Stiff Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Term NOTE: This subsurface Information pertains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In GeotechnIcal EngInaering Geology and Environmental Earth Sciances LOG OF TEST PIT NO. TP-1 02 FIGURE 4 PROJECT NAME: Point Edwards Condominiums - Building 9 PROJ. NO: T4893 LOGGED BY: JCS LOCATION: Edmonds, Washington- SURFACE CONDS: APPROX. ELEV: 146 DATELOGGED: Npyamber`14.9006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 0 z DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Lu ru REMARKS 0 FILL: gray and brown SILT, CLAY, and silly SAND, with occasional organic material, moist to wet. Loose to Medium 5— Dense 10— FILL gray SAND, fine to medium grained, moist. Medium Dense (SP) (Structural fill placed during site remedlation) to Dense Test pit term Inated at 14 feet. 15— No groundwater seepage. 20] Terra NOTE: This subsurface Infaffnallon pertains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-103 FIGURE 5 PROJECT NAME: Point Fdwards -Candominiums - Rull(fing 9 PROJ. NO: I-A893 LOGGED BY: JCS LOCATION: Edmonds. WaShInaton — SURFACE CONDS: APPROX. ELEV: 152 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A C U) W DESCRIPTION CONSISrENCY1 RELATIVE DENSITY REMARKS (8 inches BALLAST ROCK) Tan SILT and CLAY, most. (MUCL) Dense/Hard Gray SILT and CLAY, laminated, molst. (MUCL) Very Dense/Hard 4.5+ Test pit terminated at 5 feel. No groundwater seepage. 10- 15� Terra NOTE: This subsurface Inrormation pertains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geolechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-104 FIGURE 6 PROJECT NAME: Point Edwards Candorrilniums - Building a PROJ. NO: T-4R93 LOGGED BY: JCS LOCATION. Edmnnds- Washington — SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: Minor, 5.5 to 8,5 z x W Nj DESCRIPTION CONSISTENCY1 RELATIVE DENSITY REMARKS tu 41 FILL: gray and brown SILT. CLAY. and silty SAND, with occasional organic material. moist to wet. Loose to Medium Dense 5— FILL: gray SAND, fine to medium grained, moist. (SP) (Structural fill placed during site remediation) Medium Dense - 4.5+ Tan SILT and CLAY, laminated, moist. (MLJCL) Very DensefHard 10— Test pit terminated at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. Terra NOTE: This subsurface information pertains only to this test pit location and should Associates, Inc. not be Interpreted as being indicative of other locations at the site. Consultants in Geole0nical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-105 FIGURE 7 PROJECT NAME: Point Edwards r-ondgminlurrig - Buildfan 'a , PROJ. NO: T-093 LOGGED BY: JCS LOCATION: Edmoridg- Washinglon - - SURFACE CONDS: APPROX. ELEV: 136, DATELOGGED: November 14,2006 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING- NIA z LU DESCRIPTION CONSISTENCY/ REMARKS IL E RELATIVE DENSITY ul 0 CL Fig: gray SAND, fine to medium grained, moist. (SP) Medium Dense to (Structural fill placed during site remediation) Dense 5— Gray CLAY, massive, moist. (CL) Hard 4.5+ Test pit terminated at 6 feet. No groundwater seepage. 10— Term NOTE: This subsurface inforinallon pattains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and EnAmnmental Eaith Sciences LOG OF TEST PIT NO. TP-106 FIGURE 8 PROJECT NAME: Point Edytards Condaminlums - Building 9 PROJ. NO: T4893 LOGGED BY: _jfOL__ LOCATION: Edmonds, Washingtan — SURFACE CONDS: APPROX. ELEV. 15j) DATE LOGGED: November 14, 9006 DEPTH TO GROUNDWATER. N/A DEPTH TO CAVING: NIA 0 z 2i DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Re W a. REMARKS 0 Fill: gray and brown SILT and CLAY, moist Medium Dense Fill, gray SAND. One to medium grained, moist Medium Dense to 10— (SP) (Structural fill placed during site remedlalion) Dense 4.5+ Gray CLAY, massive, moist. (CL) Hard Test pit terminated at 12 feet. No groundwater seepage. Terra NOTE: This subsurface info;rnallon pertains only to this test pit location and should Associates, Inc. riot be intotpreted as being Indicative of other locations at the site. Consultants In Geolechnical Engineering Geology and Environmental Earth Sciences TERRA ASSOC ATES Inc. ConSL]lianis in Geotechnical Engineering, Geology and Environmental Earth Sciences December 12, 2006 Project No. T-4893 Mr. Ross Woods Point Edwards, LLC RECEIVED 2801 Alaskan Way, Suite 107 Seattle, Washington 98121 JAN - 8 2007 Subject: Supplemental Geotechnical Report— Building 9 BUILDING DEPT. Point Edwards Condominiums Edmonds, Washington References: 11. Preliminary Geotechnical Report, Unocal Site, Project No. T4893, prepared by Terra Associates, bic., dated November 21, 2001 2. Excavation and Temporary Shoring, Point Edwards Condominiums — Building 9, Project No. T4893, prepared by Terra Associates, Inc., dated November 29, 2006 Dear Mr. Woods: As requested by Ms. Valerie Sargent of Weber + Thompson, we reviewed the planned location and building elevations for Building 9 of the Point Edwards Condominiums project in Edmonds, Washington. The purpose of our review was to verify that the geoteclinical rccornmendations presented in our referenced reports are applicable for the proposed Building 9 construction and to provide additional recommenda t ions, as necessary. PROJECT DESCRIPTION Building 9 is situated northwest of and adjacent to the intersection of Pine Sti-eet and the proposed Loop Road in Elie southern portion of the site. A plan shect by Triad Associates titled Building 9 Fine Grading and Excavation Cross Sections, dated June 1, 2006, indicates the 2 lower floor levels (Floors PI and LI) of Building 9 will be constructed at Elev. 132.66 and Elev. 142.66, respectively. Based on the existing topography shown on this plan, excavations required for constTuction of the lower building levels will approach maximums of about 10 to 20 feet below exist-Ing site grades. Temporary shoring will be required along the southern portion of the building excavation due to its proximity to existing utilities located within the adjacent Loop Road. Recommendations for temporary shoring were provided in the referenced report, dated November 29, 2006, We expect that the building will be wood-frained, with the lower floor level constructed at grade. 12525 Willows Road, SUite 101, Kirldand, Washington Phone (425) 821-7777 a Fax (425) 821-4334 Mr. Ross Woods December 12, 2006 SUBSURFACE CONDITIONS We recently explored subsurface conditions in the area of Building 9 by excavating 6 test pits to maximum depths of 5 to 14 feet below existing surface grades using a track -mounted excavator. The approximate locations of the test pits are shown on Figure 1. The Test Pit Logs are included as Figures 3 through 8. The soils we observed in Test Pits TP-101, TP-102, TP-104, and TP-106 consist of about 5.5 to 12 feet of uncontrolled fill overlying rnediurn dense to dense stj-uctural fill, and native dense to very dense silt and stiff to hard clay, The structural fill we observed in our test pits consists of about 2.0 to 45 feet of poorly -graded, fine - to medium -grained sand that was placed as part of the site remediation work. We did not observe uncontrolled fill at the locations of Test Pits TP-103 and TP-105. We did not observe groundwater seepage in any of the test pits, DISCUSSION Based on our review, it is our opinion that the geotechnical recommendations presented in our referenced reports are applicable to Building 9. The following discussion addresses additional geotechnical issues not specifically covered in the previous reports. Foundations In our referenced preliminary geolechnical report, we recommended dimensioning foundations for a net allowable bearing capacity of 5,000 pounds per square foot (pso where supported by very dense silt and hard clay soils. Based on our site explorations and the planned footing elevations, we expect that the vast majority of the foundations excavations for the lower floor levels will expose very dense silt and hard clay soils suitable for support of allowable 5,000 psf bearing pressures. The existing undocumented fill soils observed throughout the area of Building 9 are not suitable for support of building foundations as they are typically loose and wet, and contain varying amounts of organic material and debris. T'lle existing undocumented fills must be removed and replaced with new structural fill for support of building foundations and floor slabs, New structural fill should be placed and compacted as recommended in the referenced November 2 1 st geotechnical report, Due to the variations in subgrade conditions, it is possible that structural fills placed during site remedial work performed by Unocal, or medium dense to dense native silly sand to sandy silt will be present in footing excavations in the westem portion of Building 9. Where these soils arc exposed at the bearing elevation, or where new structural fill is used to replace areas of existing undocumented fill, as recommended in our referenced November 21 st geotechnical report, footings should be dimensioned for an allowable bearing capacity of 3,000 psf. If desired footings in these areas can be designed for a maximum soil bearing of 5,000 psf, provided the exposed soils are excavated a minimum of 3 feet below the footing and grade restored with compacted, clean I 1/4-inch minus crushed rock. The crushed rock should extend laterally beyond the edges of the footing a minimum distance of 18 inches. Project No. T4893 Page No. 2 Mr. Ross Woods December 12, 2006 Slab -on -Grade Floors The recommendations for slab -on -grade floor constmction presented in our refierenced report should be amended as follows: Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of cleari, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab eaused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and ca-n actually serve as a water supply for moisture seeping through the slab with potential for adverse impacts to floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs duiing the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003 American Concrete Institute (ACI) Manual of Concrete Practice, Part 2, 302. 1 R- 96, for further information regarding vapor barrier installation below slab -on -grade floors. Drainage The recommendations for drainage presented in our referenced geotechnical reports are applicable to Building 9. The need for drainage measures in addition to those recommended in our referenced geotechnical reports should be based on conditions observed in the field during construction. LIMITATIONS This report is the property of Terra Associates, Inc. and was prepared in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is intended for specific application to Building 9 of the Point Edwards Condominiums project and the exclusive use of Point Edwards, LLC and its authorized representatives, The reconunendations presented in this review are based on data obtained from on -site test pits. Variations in soil conditions can occur, the nature and extent or which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this review, prior to proceeding with construction. Project No. T-4893 Page No. 3 'Mr. Ros§-Wobd§ December 1:1,2006. We trust: ilie: information presenied Tis sufficient for your curreni needs. If you haye, a,ny- q'ue,stions, olr require .addhional infon-nation please call. $ii ' Icerely yours, TE]k� ASSO'ClATESjNC. V4, Ms, Valefib �.Sargenfi, Weber + Thompson Project i'46.14991 Page No. 4 i4*0 Yl 4w 4 V "x C r > -- ------- - 0? r A -------------- ----------------------- WAX.) ------- SL G 7uvv AVG. GRADE 157.5 BLDG NO. 9 —1-1 HGT 192.5" AMX. HGT. 178. 164 R 1770'( 700 266 lb 64.61 \1 �k L3 I QBB)- L2 153.61, (LOBBY O�R MI.;T Lf 14Z66' P1 132.86' im 160 162 ------- FIL N, X-1 law L NOTE: LEGEND: EXPLORATION LOCATION PLAN THIS SIT E PLAN IS SCHEMATIC. ALL LOCATIONS AND Terra POINT EDWARDS CONDOMINIUMS DIMENSIONS ARE APPROXIMATE IT IS INTENDED FOR ff INITIP-11 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR BUILDING 9 DESIGN OR CONSTRUCTION PURPOSES. 0 40 80 Associates, Inc. go Conudlants In Geolechnical Engineeling EDMONDS, WASHINGTON REFERENCE: Geology and SrTE PLAN PROViDEO 13Y TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET Environmental Earlh Smenm Proj. No. T-4893 I Date DEC 2006 1 Figure 1 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well -graded gravels, gravel -sand mixtures, little or no GRAVELS Gravels fines. GP Poorly -graded gravels, gravel -sand mixtures, little or 2 (less than Q) 12 N More than 5% fines) no fines. I GM Silty gravels, gravel- sand -silt mixtures, non-pfastic W �5 50% of coarse fractio . n is Q3 > larger than No. Gravels with fines Fines. E 4 sieve Gc Clayey gravels, gravel -sand -clay mixtures, plastic Fries. (.D Clean SW Well -graded sands, gravelly sands, little or no fines. 0 SANDS Sands SP Poorly -graded sands or gravelly sands, little or no W 0 M_ (less than r M More than 5% fines) fines. 50% of coarse 0 0 fraction is M Silly sands, sand -silt mixtures, non -plastic fines. 0 smaller than Sands SC Clayey sands, sand -clay mixtures, plastic Fines. No. 4 sieve with fines IVIL Inorganic silts, rock flour, clayey silts with slight SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). C) 0 C'4 fu E 0' Liquid limit is less than 50% - 0 L Organic silts and organic clays of low plasticity. Z N C - zo- Z U-) M :E; > MH Inorganic silts, elastic. 0 _A� a) SILTS AND CLAYS W 2 E CH Inorganic clays of high plasticity, fat clays. Z 0 in Liquid limit is greater than 60% OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS Standard Penetration Densit Resistance in Blows/Foot 2' OUTSIDE DIAMETER SPLIT Uj j z 0 Very loose 0-4 SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER W Loose 4-10 OR SHELBY TUBE SAMPLER W Medium dense 10-30 M: 0 Dense 30-50 V_ WATER LEVEL (DATE) Very dense >50 Tr TORVANE READINGS, tsf Ppi PENETROMETER READING, tsf Standard Penetration W Consistenc Resistance in BlowslFoot DD DRY DENSITY, pounds per cubic foot > W Very soft 0-2 LL LIQUID LIMIT, percent W soft 2-4 Medium stiff 4-8 PI PLASTIC INDEX 0 stiff 8-16 Very stiff 16-32 N STANDARD PENETRATION, blows per foot Hard >32 Terra UNIFIED SOIL CLASSIFICATION SYSTEM Associates, Inc. POINT EDWARDS CONDOMINIUMS - BUILDING 9 WASHINGTON EDMONDS, Consultants In GeotechnIcal Engineering Proj. No. T-4893 FDate DEC 20�71�e 2 1 Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-101 FIGURE 3 PROJECT NAME: Point Edwards CondQmIniums - Building 9 PROJ. NO: TA893 LOGGED BY: JCS LOCATION- Edmoridg. Washington — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NIA C' U) Ci F7- z ;i OESCRIPTION CONSISTENCY/ RELATIVE DENSITY LU (L REMARKS CL LU 0 U) L) 0 FILL: gray and brown SILT, CLAY. and silty SAND, with occasional organic material and construction debris Loose to Medium (plastic sheeting), moist to wet. Dense 10— Gray brown SILT and CLAY, laminated, moist. (MLJCL) Dense/Sliff Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Terra NOTE: This subsurface information pertains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In GeolechnIcal Engineering Geology and Environmental Earth Scionces LOG OF TEST PIT NO. TP-1 02 FIGURE 4 PROJECT NAME; Point Edward5 QondomiIniUm,5 - Quilding 9 PROJ. NO: TA893 LOGGED BY: JCS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV: 146 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A z V) 6 z lu DESCRIPTION CONSISTENCY/ RELATIVE DENSITY — -.R W IL REMARKS C1 U) 0 FILL: gray and brown SILT, CLAY, and silty SAND, with occasional organic material. moist to wet. Loose to Medium 5— Dense 10— FILL: gray SAND, fine to medlum grained, moist. Medium Dense (SP) (Structural Ell placed during site remediation) to Dense Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Terra NOTE: This subsurface information penalns only to this test pit locabon and should P70 Associates, Inc. FOWN-49-1-2001 not be interpreted as being indicative of other locations at the site. Consultants In Geolechnical Engineering Geologyand Environmental Earth Sciences LOG OF TEST PIT NO. TP-103 FIGURE 5 PROJECT NAME: Point Edwards Condominiums - Building 9 PROJ. NO: 1-4893 LOGGED BY: JCS LOCATION: -Edmonds. Wa2hlnaton — SURFACE CONDS: APPROX. ELEV: 152 DATE LOGGED: November 14,2006_ DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: N/A El 6 z IL DESCRIPTION CONSISTENCY/ RELATIVE DENSITY W IL REMARKS < 0 (8 inches BALLAST ROCK) Tan SILT and CLAY, most. (MUCL) Dense/Hard Gray SILT and CLAY, laminated, moist. (MUCL) Very Dense/Hard 4.5+ 5- Test pit terminated at 5 feet. No groundwater seepage. 10- 15- Terra NOT�: This subsurface liformation pertains only to this lest pit location and should Associates, Inc. not We interpreted as being indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-104 FIGURE 6 PROJECT NAME; _aQJaLEdyards Condominiums - Building 9 PROJ. NO; T-4893 LOGGED BY: JCS LOCATION: Edmonds- Washington — SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: _NL&_ DEPTHTOCAVING: Nnor.5.5to&5 C -7- ci DESCRIPTION CONSISTENCY/ RELATIVE DENSITY UJ REMARKS 0 U) 0 FILL: gray and brown SILT. CLAY, and silly SAND, with occasional organic material, moist to wet. Loose to Medium Dense FILL: gray SAND, fine to medium grained, moist. (SP) (Structural fill placed during site remedialion) Medium Dense - 4.5+ Tan SILT and CLAY, laminated, moist. (MUCL) Very Dense/Hard 110— Test pit term inated at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. 15-j Terra NOTE: This subsurface informallon pertains only to this test pit locallan and should Associates, Inc. not be Interpreted as being indicallve of other locations at the site. Consultants In Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-105 FIGURE 7 PROJECT NAME: Pnwnt Fdwards Condominiums - Building 9 PROJ. NO. T-411193 LOGGED BY: JCS LOCATION: Fri(nonds. Washunaton — SURFACE CONDS: APPROX. ELEV; 136 DATE LOGGED: November 14, 2006 DEPTH TO GROUNDWATER: NJA DEPTH TO CAVING- NIA Z' z W DESCRIPTION CONSISTENCY/ RELATIVE DENSITY IL F- REMARKS rn U 0 a. Fill: gray SAND, One to medium grained, moist. (SP) Medium Dense to (Structural rill placed during site remediation) Dense 5— Gray CLAY, massive, moist. (CL) Hard 4.S+ Test pit terminated at 6 feel. No groundwater seepage. 10- 15� Terra NOTE: This subsurface informallon pertains only [a this test pit lo"llon and should Of Associates, Inc. not be i nierpreted as being indicative or other locations at the site. Consultants In Geolechnical Engineering Geology and Envirizinmental Earth Sciences LOG OF TEST PIT NO. TP-106 FIGURE 8 PROJECT NAME: E!o4r]t Edmrds Condominiums - Building 9 PROJ. NO: T4693 LOGGED BY: JCS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: Novernber 14, 2006 DEPTH TO GROUNDWATER; NIA DEPTH TO CAVING: NIA El z z DESCRIPTION CONSISTENCY1 RELATivrz DENSITY REMARKS lu L) 0 CL Fill: gray and brown SILT and CLAY, moist Medium Dense 5— Fill: gray SAND. fine to medium grained, moist. Medium Dense to 10— (SP) (Structural fill placed during site remediation) Dense 4,5+ Gray CLAY, massive, moist. (CL) Hard Test pit terminated at 12 feet. No groundwater seepage. I Terra NOTE: This subsurface Infoffnallon penains only to this lest p1t location and should Sociates, Inc. not be Interpreted as being Indicative of other lDcatfons at the site. Consultants in Geotechnleal Engineering Geology and Envirorunental Earth Sciences TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences December 12, 2006 Project No. T-4893 Mr. Ross Woods RECEIVED Point Edwards, LLC 2801 Alaskan Way, Suite 107 DEC 1 8 2006 Seattle, Washington 98121 Subject: Supplemental Geotechnical Report —Building 9 BUILDING DEPT., Point Edwards Condominiums Edmonds, Washington References: 1. Preliminary Geotechnical Report, Unocal Site, Project No. T4893, prepared by Terra Associates, Inc., dated November 21, 2001 2. Excavation and Temporary Shoring, Point Edwards Condominiums — Building 9, Project No. T4893, prepared by Terra Associates, Inc., dated November 29, 2006 Dear Mr. Woods: As requested by Ms. Valerie Sargent of Weber + Thompson, we reviewed the planned location and building elevations for Building 9 of the Point Edwards Condominiums project in Edmonds, Washington. The purpose of our review was to verify that the geotechnical recommendations presented in our referenced reports are applicable for the proposed Building 9 construction and to provide additional recommendations, as necessary. PROJECT DESCRIPTION Building 9 is situated northwest of and adjacent to the intersection of Pine Street and the proposed Loop Road in the southern portion of the site. A plan sheet by Triad Associates titled Building 9 Fine Grading and Excavation Cross Sections, dated June 1, 2006, indicates the 2 lower floor levels (Floors PI and Ll) of Building 9 will be constructed at Elev. 132.66 and Elev. 142.66, respectively. Based on the existing topography shown on this plan, excavations required for construction of the lower building levels will approach maximums of about 10 to 20 feet below existing site grades. Temporary shoring will be required along the southern portion of the building excavation due to its proximity to existing utilities located within the adjacent Loop Road. Recommenda lions for temporary shoring were provided in the referenced report, dated November 29, 2006. We expect that the building will be wood -framed, with the lower floor level consftucted at grade. STREET FILE 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 a Fax (425) 821-4,334 1� Mr. Ross Woods December 12,2006 SUBSURFACE CONDITIONS We recently explored subsurface conditions in the area of Building 9 by excavating 6 test pits to maximum depths of 5 to 14 feet below existing surface grades using a track -mounted excavator. The approximate locations of the test pits are shown on Figure 1. The Test Pit Logs are included as Figures 3 through 8. The soils we observed in Test Pits TP-101, TP-102, TP-104, and TP-106 consist of about 5.5 to 12 feet of uncontrolled fill overlying medium dense to dense structural fill, and native dense to very dense silt and stiff to hard clay. The structural fill we observed in our test pits consists of about 2.0 to 4.5 feet of poorly -graded, fine - to medium -grained sand that was placed as part of the site remediation work. We did not observe uncontrolled fill at the locations of Test Pits TP-103 and TP-105. We did not observe groundwater seepage in any of the test pits. DISCUSSION Based on our review, it is our opinion that the geotechnical recommendations presented in our referenced reports are applicable to Building 9. The following discussion addresses additional geotechnical issues not specifically covered in the previous reports. ]Foundations In our referenced preliminary geolechnical report, we recommended dimensioning foundafions for a net allowable bearing capacity of 5,000 pounds per square foot (pso where supported by very dense silt and hard clay soils. Based on our site explorations and the planned footing elevations, we expect that the vast majority of the foundations excavations for the lower floor levels will expose very dense silt and hard clay soils suitable for support of allowable 5,000 psf bearing pressures. The existing undocumented fill soils observed throughout the area of Building 9 are not suitable for support of building foundations as they are typically loose and wet, and contain varying amounts of organic material and debris. T'he existing undocumented fills must be removed and replaced with new structural fill for support of building foundations and floor slabs. New structural fill should be placed and compacted as recommended in the referenced November 2 1 st geotechnical report. Due to the variations in subgrade conditions, it is possible that structural fills placed during site remedial work performed by Unocal, or medium dense to dense native silty sand to sandy silt will be present in footing excavations in the western portion of Building 9. Where these soils are exposed at the bearing elevation, or where new structural fill is used to replace areas of existing undocumented fill, as recommended in our referenced November 21 st geotechnical report, footings should be dimensioned for an allowable bearing capacity of 3,000 psf. If desired footings in these areas can be designed for a maximum soil bearing of 5,000 psf, provided the exposed soils are excavated a minimum of 3 feet below the footing and grade restored with compacted, clean I 1/4-inch minus crushed rock. The crushed rock should extend latcrally beyond the edges of the footing a minimum distance of 18 inches. Project No. T4893 Page No. 2 Mr. Ross Woods December 12,2006 Slab -on -Grade Floors The recommendations for slab -on -grade floor construction presented in our referenced report should be amended as follows: Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab eaused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture seeping through the slab with potential for adverse impacts to floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003 American Concrete Institute (ACT) Manual of Concrete Practice, Part 2, 302. IR- 96, for further information regarding vapor barrier installation below slab -on -grade floors. Drninage The recommendations for drainage presented in our referenced geotechnical reports are applicable to Building 9. The need for drainage measures in addition to those recommended in our referenced geotechnical reports should be based on conditions observed in the field during construction. LIMITATIONS This report is the property of Terra Associates, Inc; and was prepared in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is intended for specific application to Building 9 of the Point Edwards Condominiums project and the exclusive use of Point Edwards, LLC and its authorized representatives. The recommendations presented in this review are based on data obtained from on -site test pits. Variations in soil conditions can occur, the nature and extent or which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this review, prior to proceeding with construction. Project No. T-4893 Page No. 3 Mr. Ross Woods December 12, 2006 We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. John C. Project 12, '/2 -o � Principal A S� Encl: F ocition Plan System Figures � ffiFb6RA---Tesr`Pit Logs cc: Ms. Valerie Sargent, Weber + Thompson Project No. T4893 Page No. 4 BLDG'NU, 1OW AVG. GRADE 157.5. MAX. HGT 192.5" NOTE: LEGEND: EXPLORATION LOCATION PLAN THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND Terra POINT EDWARDS CONDOMINIUMS DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR 19TP-1 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR BUILDING 9 DESIGN OR CONSTRUCTION PURPOSES, 0 40 80 Associates, Inc. Consultants In Geotedmical Engines" EDMONDS, WASHINGTON REFERENCE: off anci SITE PLAN PROVIDED BY TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET Emvir= Earth Sciences Proi.No.T4893 I DatDEC2000 I Flour( MAJOR DIVISIONS LETTER TYPICAL DESCRIPTION SYMBOL Clean GW Well -graded gravels, gravel -sand mbdures, little or no GRAVELS Gravels fines. GP Poorly -graded gravels, gravel -sand mixtures, little or U) 1 2 (less than 75 M,441 More than 5% fines) no fines. GM Silty gravels, gravel -sand -sill mixtures, non -plastic W —'US M *C: 50% of coarse fraction is n W 0 0 > 9 larger than No. Gravels with fines fines. Z M 60 4 sieve GC Clayey gravels, gravel -sand -clay mixtures. plastic fines. 1 rn 00 C%j Clean - SW Well -graded sands, gravelly sands, little or no fines. to SANDS Sands SP Poorly -graded sands or gravelly sands, little or no W C z U) M (less than C More than 5% fines) fines. (0 em 50% of coarse — 0 fraction is SM Silly sands, sand -slit mixtures, non -plastic fines. L) smaller than Sands SC Clayey sands, sand -clay mixtures, plastic fines. No. 4 sieve with fines ML Inorganic silts. rock flour, clayey silts with slight CD 1 .0 C2 L_ SILTS AND CLAYS plasticity. - CL Inorganic clays of low to medium pleslicity, (lean clay). a) CD 0 Z F4 C/5 M 6 a) Liquid limit is less than 50% 0 L Organic silts and organic clays of low plasticity. 0 Z.W LLI CD z 0 MH Inorganic silts, elastic. M 67 SILTS AND CLAYS CH Inorganic clays of high plasticity, fat clays. Lr) W 2) M E Z 0 Liquid limit is greater than 50% 1 OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS to Standard Penetration Densi Resistance in Blows/Foot 2' OUTSIDE DIAMETER SPLIT Ul _j z 0 Very loose 04 SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER (n Loose 4-10 OR SHELBY TUBE SAMPLER W Medium dense 10-30 a: 0 Dense 30-50 3F WATER LEVEL (DATE) Very dense >50 Tr TORVANE READINGS, is( Pp PENETROMETER READING, tsf Standard Penetration W Consisten Resistance in Blows/FDot DID DRY DENSITY, pounds per cubic foot > U3 Very soft 0-2 LL LIQUID LIMIT, percent soft 2-4 Medium stiff 4-8 PI PLASTIC INDEX 0 Stiff 8-16 Very stiff 16-32 N STANDARD PENETRATION. blows per foot Hard >32 Terra UNIFIED SOIL CLASSIFICATION SYSTEM 777" Associates, Inc. POINT EDWARDS CONDOMINIUMS - BUILDING 9 EDMONDS, WASHINGTON Consultants In Geolechnlcal Engineering Geology and Environmental Earth Sciences Proj. No. T-4893 I Date DEC 20067Figure 2 LOG OF TEST PIT NO. TP-101 FIGURE 3 PROJECT NAME: Point Edwards Candarninfurns - Building A PROJ. NO: T41LI93 LOGGED BY: -JCS LOCATION: Edmonds- Washington — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: Noyarnbar 14, 70f)6 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NLA 0 z 2! IL DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Ul IL REMARKS CL UA 2 di LU 0 in 0 FILL: gray and brown SILT, CLAY, and silty SAND. with - occasional organic material and construction debris Loose to Medlum (plastic sheeting). moist to wet. Dense 5- 10— Gray brown SILT and CLAY, laminated, moist. (MUCL) Dense/Stiff Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Tenra NOTE: This subsurface Information pertains only to this test pit location and should Associates, Inc. not be Interpreted as being indicative of other locations at The site. Consultants In Geotechnkal Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 02 FIGURE 4 PROJECT NAME: Point Edwa[ds Condominiums - Building a PROJ. NO: TA8193 LOGGED BY: JGS LOCATION: Fdmnndg- Washirilglon — SURFACE CONDS: APPROX. ELEV: 146 DATE LOGGED: Novamher l4.2QQQ_ DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A c 0 z 2i US DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Lu REMARKS IL 0 FILL: gray and brown SILT. CLAY, and slity SAND, with occasional organic material. moist to wet. Loose to Medium 5— Dense 10— FILL gray SAND. fine to medium grained, MOISL Medium Dense (SP) (Structural fill placed during site remedlation) to Dense Test pit terminated at 14 feet. 15— No gmundwater seepage. 20� Terra NOTE: This subsurface Information pertains only to this test pit location and should Associates, Inc. not be interpreted as being Indicative of other locations at the site. Consultants In Geolechnicall Engineering Geology and EnAronmentall Earth Sciences LOG OF TEST PIT NO. TP-103 FIGURE 5 PROJECT NAME: Point Fdwards -Condorniniums - Building 9 PROJ. NO: I-A893 LOGGED BY: JCS LOCATION: Edmonds. Washboton — SURFACE CONDS: APPROX. ELEV: 152 DATE LOGGED: November 14. 2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 0 z x LU DESCRIPTION CGNSISTENCW RELATIVE DENSITY a. REMARKS (8 inches BALLAST ROCK) Tan SILT and CLAY, most. (MUCL) Dense/Hard Gray SILT and CLAY, laminated, moist. (MUCL) Very Densa/Hard 4.5+ 5— Test pit terminated at 5 feet No groundwater seepage. 10- 15-1 Terra NOTE: This subsurfaca information pertains only to this test pit loullon and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and Envininmental Earth Sciences LOG OF TEST PIT NO. TP-104 FIGURE 6 PROJECT NAME: Point Edwards Condominiums - Building 2 PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: Nnyamher 14. DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: Minor, 5.5 to 8,5 C 0 Uj DESCRIPTION CONSISTENCY1 RELATIVE DENSITY LU CL REMARKS IL 0 FILL: gray and brown SILT, CLAY. and silty SAND, with occasional organic maleriat moist to wet. Loose to Medium Dense FILL: gray SAND, fine to medium gralned, mo!sL (SP) (Structural fill placed during site remediation) Medium Dense 4.5+ Tan SILT and CLAY. laminated, moist. (MUCL) Very Densefflard 10— Test pit terminated at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. 15-1 1 Terra NOTE: This subsurface information pertains only to this test pit beallon and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geolechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-105 FIGURE 7 PROJECT NAIVIE- Pnint Edtmrdr, Condominitims - Building 9 PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Fdmnnds- Wash6naton — SURFACE CONDS: APPROX. ELEV: 136 DATE LOGGED: hIffiffirribeE 14, 2006 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING- WA C 0 t DESCRIPTION CONSISTENCW z ii ul REMARKS CL RELATIVE DENSITY I'- LU U 0 Fiff: gray SAND, fine to medium grained. moist. (SP) Medium Dense to (Structural fill placed during site remediation) Dense Gray CLAY, massive, moist. (CL) Hard 4.5+ Test pit terminated at 6 feet. No groundwater seepage. 10- 15-1 Term NOTE: This subsurfate information pertains only to this test pit location and should Associates, Inc. not be Interpreted as being Indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and . Environmental Earth Sciences LOG OF TEST PIT NO. TP-106 FIGURE 8 PROJECT NAME: Point Edwards Condominiums - Building 9 PROJ. NO: T4893 LOGGED BY: JCS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV; 150 DATE LOGGED: Noyamber 14, 9006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NIA 0 z 2! DESCRIPTION CONSISTENCY/ RELATIVE DENSITY i Bpi A. REMARKS 0 Fill: gray and brown SILT and CLAY, moist Medium Dense 5— Fill, gray SAND. One to medium grained. moist. Medium Dense to 10— (SP) (Structural fill plaoed during site remediation) Dense 4.5+ Gray CLAY. massive, moist. (CL) Hard Test pit terminated at 12 feet No groundwater seepage. 15-1 Terra NOTE: This subsurface Infonnallon pertains only to [his test pit location and should Associates, Inc. riot be inteipreted as being Indicative of other locations at the site. Consultants In Geotechnical Engineering Geology and EnvIroarnental Earth Sciences TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences November 29, 2006 Project No,T-4893 Mr. Ross Woods Point Edwards, LLC REcr- WED 2801 Alaskan Way, Suite 107 Seattle, Washington 98121 DEC 1 9 2006 Subject: Excavation and Temporary Shoring BUILDING DEPT. Point Edwards Condominiums — Building 9 Edmonds, Washington Reference: Preliminary Geotechnicall Report, UNOCAL Site, Project No.T4893, prepared by Terra Associates, Inc., dated November 21, 2001 Dear Mr. Woods: As requested, we performed supplemental subsurface exploration in the area of Building 9 at the subject site. The purpose of' our work was to evaluate subsurface conditions on the upgradient (southem and eastern) sides of Building 9, provide recommendations for design of temporary excavation shoring and appropriate temporary excavation slope inclinations. Unless discussed herein, all previous recommendations given in our referenced geotechnical report still apply. A plan sheet by Triad Associates titled Building 9 Fine Grading and F—wavadon Cross Sections, dated June 1, 2006, indicates the 2 lower floor levels (Floors P1 and LI) of Building 9 will be constructed at Elev. 132.66 and Elev. 142.66, respectively. Based on the existing topography showm on this plan, excavations required for construction of the lower building levels will approach maximums of about 10 to 20 feet below existing site grades. Based on our review, it appears that temporary shoring will be required along the southern portion of the building excavation due to its proximity to existing utilities located within the adjacent Loop Road. The remaining portions ofthe building excavations can likely be completed with open cuts. Temporary shoring in this area may consist of a cantilevered soldier pile system. We expect that the shoring wall: will have a niaxinium exposed height of about 12 feet where used in conjunction with appropriate temporary sloped excavation above the shoring wall. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 021-7777 * Fax (425) 821-4334 Mr. Ross Woods November 29, 2006 The recommendations presented in this report are based on our understanding of site grades as indicated on the referenced plan by Triad Associates. If actual grades vary or changes are made, we should review them in order to modify our recommendations, as required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. SUBSURri ACE CONDITIONS We explorcd subsurface conditions in the southern and eastern portions of Building 9 by excavating 6 test pits to maximurn depths of 5 to 14 feet below existing surface grades using a track -mounted excavator. The approximate locations of the test pits are shown on Figure 1. The Test Pit Logs are included as Figures 3 through 8. The soils we observed in Test Pits TP-101, TP-102, TP-104, and TP-106 consist of about 5.5 to 12 feet of uncontrolled fill overlying mediurn dense to dense structural fill, and native. dense to very dense silt and stiff to hard clay. The structural fill we observed in our test pits consists of about 2.0 to 4.5 feet of poorly -graded, fine - to medium -grained sand that was placed as part of the site rernediation work. We did not observe uncontrolled fill at the locations of Test Pits TP-103 and TP-105, We did not observe groundwater seepage in any of the test pits. TEMPORARY SHORING We recommend that soldier piles have a maximum center -to -center spacing of eight feet. Recommended design earth pressure diagrams are presented on Figure 9. For pile spacing of 8 feet and less, the lateral soil pressure uniformly distributed over the width of the lagging can be reduced by 50 percent to account for soil arching between the soldier piles. Unshored excavation heights should not exceed four feet through the upper fill horizon and six feet in native soils. No excavations should remain unsupported for more than 24 hours. If necessary, vertical loads may be carried by the soldier piles using pile end bearing and pile shaft friction below the base of the excavation. Pile shaft friction above the base of the excavation should not be used to resist vertical downward loads. The following soil parameters can be used for soldier pile design: • Bearing soil: Very dense silt/hard clay • Minimum depth of embedment below excavation base: 10 feet • Allowable end -bearing capacities for soldier piles: 20 kips per square foot (kso (FS=2.5) • Allowable skin friction below excavation base: 1,0 ksf(FS=2) Caving or collapse of opened drilled shafts may occur when installing soldier piles in the existing fill soils. The contractor must be prepared to case the drilled shafts or use other appropriate means and methods during pile installation to prevent hole collipse and ground loss during pile construction. Project No. T4893 Page No. 2 Mr. Ross Woods November 29, 2006 Over -break or gaps between the excavated soil face and the back of the lagging must be filled following each excavation lift. Filling wifli crushed rock or grouting with control density rill (CDF) is recommended. This will be an important consideration in limiting movement of the adjacent shored ground. If the shoring wall will be. incorporated into the building wall, we recommend installing wall drainage as shown on Figure 10. Nlaniforing Prograin A monitoring program must be implemented to verify the performance of the shoring system. Monitoring of the shoring system should include measurements of horizontal and vertical movernents at the top of soldier piles. All reference points on the existing ground surface should be installed and read prior to commencing the excavation. Monitoring of the shoring system should be performed twice a week as the excavation proceeds, and then every other week upon completion of the excavation. A registered land surveyor should be retained to perform the monitoring. Monitoring should continue until the basement walls are adequately braced at the ground surface level. The monitoring data should be reviewed weekly by the project's structural and geotechnical engineers. EXCAVATIONS Temporary excavations associated with Building 9 should be completed in accordance with the maximum slope inclinations given in Section 5.3 of our referenced geotechnical report. In general, temporary excavations made in the soils we observed in the test pits excavated in the area of Building 9 should be sloped to the following inclinations: a Fill (uncontrolled and structural): 1.5:1 (Hori zon(a]: Vertical) 0 Native dense to very dense silt and hard clay: 0.75:1 As discussed in Section 5.2 of our referenced geotechnical report, all permanent cut and fill slopes should be graded with a finished inclination no greater than 2:1 (Horizonfal:Vertical). LEWITATIONS This report is tile property of Terra Associates, Inc. and was prepared in accordance with generally accepted geotcchnical engineering practices. No other warranty, expressed or implied, is made. This report is intended for specific application to Building 9 of the Point Edwards Condominiums project and (he exclusive use of Point Edwards, LLC and its authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the on -site test pits. Variations in soil conditions can occur, the nature and extent of which may not become evident until constniction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendat ions in this report, prior to proceeding with construction. , Project No. TA893 Page No. 3 Mr. Ross Woods November 29, 2006 We trust the information presented is sufficient for your current needs. If you havc any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. p / r��.' 99VIrr 4'r', h Principal goralqation Plan Encl : __-W - urcx�t U 02 0 Ir il Classification System Figures 3 through 8 —Test Pit Logs Figure 9 — Earth Pressure Diagram Figure 10 — Shoring and Pennarient Wall Drainage Detail cc: Mr. John Byrne, Ground Support Project No. T-4893 Page No. 4 ND'rE: LEGEND: EXPLORATION LOCATION PLAN THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND t Terra POINT EDWARDS CONDOMINIUMS DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR ISTP-1 APPROXIMATE LOCATION OF TEST PITS REFERENCE ONLY AND SHOULD NOT BE USED FOR BUILDING 9 DESIGN OR CONSTRUCTION PURPOSES. 0 30 60 go Associates, Inc. EDMONDS, WASHINGTON Consultants In Geolechnical Engineering REFERENCE: Geology and SITE PLAN PROVIDED BY TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET Environmental Earth Sciences Prol.No.T-4893 I D11:1 NOV2OD6 I Ficup MAJOR DIVISIONS LETTER I SYMBOL N > W —.0 z M E IN to W C: Z C/) M of -C r .Ccc (0 (D 0 co 0 C-4 U) E 6 4) 0 Z N F4 W z (D W E z Lo TYPICAL DESCRIPTION Clean GW Well -graded gravels, gravel -sand mixtures, little or no GRAVELS Gravels fines. GP Poorly -graded gravels, gravel -sand mixtures. little or (less than More than 5% fines) no fines. 50% of coarse fraction is GM Silty gravels, gravel -sand -silt mixtures, non -plastic larger than No. Gravels with fines Fines. 4 sieve GC Clayey gravels, gravel-sandwelay mixtures, plastic fines. SANDS Clean Sands �W Well -graded sands, gravelly sands, little or no fines. SP Poorly -graded sands or gravelly sands, little or no (less than More than 5% fines) fines. 50% of coarse fraction is Sands SM I Silty sands, sand -silt mixtures, non -plastic fines. smaller than SC Clayey sands, sand -clay mixtures, plasfic fines. No. 4 sieve with fines ML Inorganic silts, rack flour, clayey silts with slight SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). Liquid limit is less than 50% OL Organic silts and organic clays of low plasticity. MH SILTS AND CLAYS CH Liquid limit is greater than 50% Inorganic silts, elastic. Inorganic clays of high plasticity. fat clays. 011 Organic clays of high plasticity. Peat. HIGHLY ORGANIC SOILS PTT' DEFINITION OF TERMS AND SYMBOLS Cn Density Standard Penetration Resistance in Blows/Foot z 0 Very loose 0-4 (0 Loose 4-10 w Medium dense 10-30 m: 0 Dense 30-50 0 Very dense >50 Standard Penetration CDnsisten Resistance in Blows/Foot > Very soft 0-2 (n W soft 2-4 :r Medium stiff 4-8 0 Stiff 8-16 Very stiff 16-32 Hard >32 Terra 7 Associates, Inc. Consultants in Geolechnical Engineering Geology and Environmental Earth Sciences 2" OUTSIDE DIAMETER SPLIT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER Y WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, Isf DID DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot UNIFIED SOIL CLASSIFICATION SYSTEM POINT EDWARDS CONDOMINIUMS - BUILDING 9 EDMONDS, WASHINGTON I Proj. No. T-4893 I Date NOV 2006 1 Figure 2 LOG OF TEST PIT NO. TP-101 FIGURE 3 PROJECT NAME: Point Echyards Condominiums - Building 9 PROJ. NO; TAR93 LOGGED BY: JGS LOCATION: Edmonds. Washington — SURFACE CONDS: APPROX. ELEV; 150 DATE LOGGED: Noyambpr 14.2006 DEPTH TO GROUNDWATER: NIA DEPTH TO CAVING: WA 0 z DESCRIPTION CONSISTENCY1 RELATIVE DENSITY CL REMARKS LU 0 IL FILL: gray and brown SILT, CLAY, and silty SAND, with - occasional organic material and construction debris Loose to Medium (plastic she eting), moist to wet. Dense 5- 10— Gray brown SILT and CLAY. laminated. moist. (ML(CL) Dense/Sflff Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Terra NOTE: This subsurface information pertains only to this test pit location and should Associates, Inc. not be interpreted as being Indrafive of other locations at the site. Consultants in Gootechnical Engineering Goology and Environmentad Earth Sciences LOG OF TEST PIT NO. TP-102 FIGURE 4 PROJECT NAME: Poinj EdWards Condominiums - Building 9 PROJ. NO: T4893 LOGGED BY: JGS LOCATION: Fdrnonds. Wachingitgn — SURFACE CONDS: APPROX. ELEV: 146 DATE LOGGED. November 14. 900S DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING; N/A 0 LU IL DESCRIPTION CONSISTENCY1 RELATIVE DENSITY LU REMARKS CL U) L) FILL: gray and brawn SILT. CLAY, and silty SAND, With occasional organic material. moist to wet. Loose to Medium 5— Dense 10— FILL: gray SAND, fine to medium grained. moist Medium Dense (SP) (Structural fill placed during site remediation) to Dense Test pit terminated at 14 feet. 15— No groundwater seepage. 20� Terra NOTE: This subsurface Information pertains only to this last pit location and should Associates, Inc. not be interpreted as being indicative of other locations at the site. Consultants in GeotechnIcal Englnoc ring Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 03 FIGURE 5 PROJECT NAME: Point Fdwards QUndominiums - BuIldinu 9 PROJ. NO: T4flq3 LOGGED BY: JGS LOCATION: Eftonds. Waghington SURFACE CONDS: APPROX. ELEV: 152 DATELOGGED: NnyerTiher14,2006 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: NIA C U) z 2i L" DESCRIPTION CONSISTENCY1 RELATIVE DENSITY W REMARKS Q. Uj 2 (8 Inches BALLAST ROCK) Tan SILT and CLAY, most. (MLfCL) Dense/Hard Gray SILT and CLAY, laminated, moist. (MUCL) Very Dense/Hard 4.5+ 5— Test pit terminated at 5 feet. No groundwater seepage. 10— erra NOTE: Th;s subsurface inlormation pertains ordy to this test pit location and should Associates, Inc. not be interpreted as being indicative of other locations at the Me. Consullants In Geotochnical Engineering law Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-1 03 FIGURE 5 PROJECT NAME: Point Fdwards Condomhurris - Building 9 PROJI. NO: T-4893 LOGGED BY: JGS LOCATION: Edmonds. Wa-thington — SURFACE CONDS: APPROX. ELEV: 152 DATELOGGED: November 114,70013 DEPTH TO GROUNDWATER- NIA DEPTH TO CAVING: N/A z (n x W I DESCRIPTION CONSISTENCY1 RELATIVE DENSITY ul Q. REMARKS W t Y. (8 Inches BALLAST ROCK) Tan SILT and CLAY, most. (MLJCL) Dense/Hard Gray SILT and CLAY, laminated, molst. (MUCL) Very Dense/Hard 4.5+ 5— Test pit terminated at 5 feet. No groundwater seepage. Terra NOTE., This subsurface Information partalns only to this test pit location and should Associates, Inc. not be interpreted as being indIcalive of other locations at the site. Consullants In Geotochnical Engineering law Geology and Environmental Earth Sciences I LOG OF TEST PIT NO. TP-104 FIGURE 6 PROJECT NAME: _Pdnt l7dwards Condominiums - Bu'lding 9 PROJ. NO: T-4fJ93 LOGGED BY: -JCS LOCATION: Edmonds, Washinoton — SURFACE CONDS: APPROX. ELEV: 145 DATE LOGGED: November 14, 2005 DEPTH TO GROUNDWATER. N/A DEPTH TO CAVING: Minor- 5.5 tn 8-5 U- z 2! I.- a. DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Uj IL t REMARKS LU Q U3 FILL: gray and brown SILT. CLAY, and silly SAND. with occasional organic material, moist to wet. Lcose to Medium Dense 5— FILL: gray SAND, fine to medium grained, moist. (SP) (Structural rill placed during site remedlation) Medium Dense 4.5+ Tan SILT and CLAY, laminated, moist. (MUCL) Very Dense/Hard Test pit terminated at 10 feet. No groundwater seepage. Minor sloughing between 5.5 feet and 8.5 feet. Terra NOTE: This subsurface Information perfaIns only to ihis tesl pit localJon and should Associates, Inc. not be inlerpreled as being indicalivo of other locations at the site, Consultants in Gootechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-105 FIGURE 7 PROJECT NAME: Point Fdwards CDndominiums - Building 9 PROJ. NO: T-4893 LOGGED BY: JCS LOCATION: Edinonds- Washington — SURFACE CONDS: APPROX. ELEV: 136 DATE LOGGED: Novamher 14. 2006 DEPTH TO GROUNDWATER: NtA DEPTH TO CAVING- N/A M 6 t:. DESCRIPTION CONSISTENCY/ RELATIVE DENSITY Uj REMARKS U.1 U 0 Q. Fill: gray SAND, fine to medium grained, moist. (SP) Medium Dense to (Structural fill placed during site remediation) Dense 5— Gray CLAY, massive. moist. (CL) Hard 4.5+ Test pit terminated at 6 feet. No groundwater seepage. 10- 15— Terra NOTE: This 5ub5urfaw Intoffriation parlaIns only to fifttest,pil location and shoutir Associates, Inc. not be interpreted as b" indlcz� of oflier locadons a[ Via site. Consultants in God echnical Engineering Geology and Eirvironmental EarlhSciencos LOG OF TEST PIT NO. TP-106 FIGURE 8 PROJECT NAME: Paint Fdwards QQ13daminti-ims - Building 9 PROJ. NO: T-4893 LOGGED BY: -JCS LOCATION: Edmonds, Washington — SURFACE CONDS: APPROX. ELEV: 150 DATE LOGGED: NayglMher 14, 20()fl DEPTH TO GROUNDWATER: NtA DEPTH TO CAVING: N/A 6 z DESCRIPTION CONSISTENCY1 2! LU IL REMARKS 0. M RELATIVE DENSITY — 3: $- uj x 0 Fill: gray and brown SILT and CLAY, moist Medium Dense 5— Fill: gray SAND, fine to medium grained, moist. Medium Dense to 10— (SP) (Structural fill placed during site remediallon) Dense 4.5+ Gray CLAY, massive. moist. (Cl-) Hard Test pit terminated at 12 feel. No groundwater seepage. Terra NOTE: This subsurfaca information pLrtains only to INS test ph lDcafion and should Associates, Inc. not be interpreted as boing indicative of other locations at the site. Consultants in Gootechnical Engineering Geologyand Environmental Earth Scienros CANTILEVER SOLDIER PILE WALL TEMPORARY SLOPE GRADE (MAXIMUM 1:1 [H:V]) H I .— 35 pcf 12" PASSIVE EARTH PRESSURE = 350 pcf TAKEN DAER (2) FILE MOM NOTE: VALUE INCLUDES SAFETY FACTOR OF 1.5 35(H) psf (OVER Flif OXOR) NOT TO SCALE RpTerra Associates, Inc. Con5ul(anls in Geotechnical Engineering Geolagy and Environmental Earth Sciences 7 75 psf CONSTRUCTION TRAFFIC; SURCHARM (WHERE APPUCABLE) 16(h) psf SLJOPE SURCK4RGE (WHERE APPUCABLE) EARTH PRESSURE DIAGRAM POINT EDWARDS CONDOMINIUMS BUILDING 9 EDMONDS, WASHINGTON Pro]. No. T4893 I Date NOV 2006 1 Figure 9 MIRADRAIN GlOON DRAIN BOARD OR EQUIVALENT —FULL COVERAGE ON THE WALL SOLDIER PILE TIMBER LAGGING v! PROVIDE 1/4" HORIZONTAL GAP BETWEEN LAGGING CAPILLARY BREAK LAYER BOARDS AT DEPTH INTERVALS (SEE GEOTECHNICAL OF THREE FEET REPORT) FLOOR SLAB ANY VOIDS BE71"WEEN LAGGING AND SOIL CUT FA Fk SHOULD BE FILLED WITH CLEAN CRUSHED 5/8" MINUS ROCK NOT GROUTED 4" PVC TIGHTLINE IN TO SUITABLE 2" PVC DRAINPIPE CONNECTED TO DISCHARGE POINT DRAIN GRATE AND DRAINAGE PANEL. PIPES SHALL BE CENTERED BETWEEN SOLDIER PILES. DRAIN GRATE CONNECTION TO BE MADE PER MANUFACTURER'S SPECIFICATIONS NOT TO SCALE goTerra Associates, Inc. Consultants in Geolectinical Engineering and Envi.r,= Earth Sciences SHORING AND PERMANENT WALL DRAINAGE DETAIL POINT EDWARDS CONDOMINIUMS BUILDING 9 EDMONDS, WASHINGTON Proj. No. T-4893 I Date NOV 2006 1 Figure 10 LRY GEOTECHNICAL REPORT UNOCAL Site Pine Street and Chinook Road Edmonds, Washington Project No.. T-4893 Terr a Associates, Inc. Prepared for: MI. Triad Point Edwards h' Seattle; W s in t' Ugg. on AUG - 4* 2006 BUILDING DEPARTMENT CITY OF EDMONDS' November 21., 2001 ST.MPTET, A NOV.- Wr i y . -XIr- Mal ".. ILE ILE ILI TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences November 21, 2001 Project No. T4893, Mr. Ross Woods triad Point Ed, wards 2801 Alaskan Way, Suite 107 Seattle, Washington 9812 1 Subject: Preliminary Geotechnical Report UNOCAL Site Pine Streetand Chinook Road Edmonds, Washington Dear Mr. Woods: As requested, we. have'conducted a preliminary geotechnical engineering study for the subject project. The attached report presents,our findings and recommendations for the geotechnical aspects of project'design and construction. Our fi' Id ex ica tes.that the site is gene ally underlain by medium dense'to ve e ploraition'ind. r ry'dense native sandi silty sand, sandy silt, and laminated to massive, Yery dense silt and/or hard'clay. Fill has.been placed 'atlocgtions,� -across the Site in thickn esses ranging fr om about I to .12 feet. The consistency of the fill soil is variable, but generally appears to.have beenAerived from the on -site soils. Much of the fill we observed contained prganic* material and/or debris. We.observed light Seepage of perched groundwater in several test pits at depths ranging from about 2.5. to 11.0 feet below th6 ground Sur -face. Iri our-opinibn, the. subsurface conditions at the site are Suitable for the proposedlkvelo ment, of.the,.pro' ert'. In- p, P y� general, c' tional spread f6otin 's may be used for supporting the buildings bearing on undisturbed native soil onven 9 .or w . mpacted structural filL. The slopes on the site are gener ally $table, and the'stabili ty is.ndt expected to be affected, by the proposed 'development. The uncontrolled fill encountered on the site Will not, be. 7suitable for diri,-ctly su*pp6'rting.*struaur_a1 loads.*o,r pavements. Conceptual �plans for development indicate sigm icant cuts. in. 4he uphill part of the site, adiacent to Pine Street. The'se -excavations Will most likely need to be,provided'. with temporary support. during construction. 12525 Willows Road, Suite, 10.1, Kirkland, Washington M634 Phon� (425) 821�-7777 Fax (425) 8214334 W. November 21, 2001 Once project plans have been finalized, we will conduct additional deta iled analyses to evaluate impacts on slope stability and prepare final recommendations for the geotechnical aspects of site development. We trust the inforniation presented is sufficient for your current.needs. If you have any questions -or require additional information, please call. Sincerely yours, TERRA ASSOCUTES, MC. John C. S A. 0 4 10 Projec I IQ Ito I Anil itak, P.W agP- Prir i 17005 ics/' -, a TABLE OF CONTENTS � e^Page No. l]} � --------------.------------..-----.—1 Projectl � . 2]} Scope of\�mrk---.--..,---.---.—_-----------_.-----.---- � lO Site Conditions ............................................................................................................... 2 3urbao�—.----'------`.--.--------.---------.----.— %3.l 3 l2 Sodo.----.-----.------.-----..'---.—_.__._._._____.� '33 Groundwater ............................. ......................................................................... 3 4 4�} ffouozdn---------.----.---------'---''----'—'---' .4`1 Bcouknn--_---'-'.--.—.---.---._------..—.-�------'--4 4.2 Steep ���oe.---------.-'-----.'--'-----..—_—.--.--..4 ' ' � ---'--'----'`—.----------^----'--`--`-5 4`3 � 4.4 Se�n�o............................................................................................................... � - �1) I��uuuu��uood --.-._----.---.—'-'-----.. 5 5.1 General ----.—'---.----.-----------'—'-----.—_----''5 5.2 Site � and —.---_--------..--------.--6 ' - 5.3 Excavations ........................................ ....... ......................................................... 7 5'4 Foundations ....................................................................................................... 8 �.5 Basement and Retaining Walls .............................................................. ....... ...... 9 ` 5.0 Slab -on -Grade Floors ........................................................................................ lO � � ` 5.7 lO ---.---'.—.—.—.----.—'-------'—'----'—''---'' 5'0 Utilities .............................................................................................................. I 5 l.�9 Pavements ---.---.-----_------------_.—.—..,---.._.. � 6]3 Additional Services ...................................................................................................... I ' 7]3 Limitations ..................................... 12 , 8ig8r6Vicinity� � y�un—_—_--------.----,._.—.----...—..`_._._..'''—'�.-'Fi"rrl ` LocationPlan ........................................... ...................... Figu,re 2 ` General Slope Fill Detail ................................ ............... _...`.r—_,.^-.—.—_---^—^'�Figure 3� `Ficld Exploration and* Laboratory Testing -----_�__--'--._-_.._---- A Preliminary Geotechnical Report UNOCAL Site : Pine Street and Chinook Road Edmonds, YVashington 1.0 PROJECT DESCRIPTION We understand the project will consist of a residential development. Detailed building and site development plans are currently not available. However, a preliminary. site plan. by GrGLO indicates the development will consist of 15 multi -unit buildings. We understand that the buildings will be three to four stories, with daylight basements and attached garages. We expect that the build . ings will be, wood -framed, with lower floors constructed at grade. We expect structural loads will be about five to seven. kips per linear foot. for continuous bearing walls. Column loads may be on the order of 200 kips. Our review of an unreferenced prel.ii-ninary grading plan, dated February 20, 2001, indicates that the planned site development will require extensive grading with cuts and fills up to ..about 20 and 3,0 feet, respectively. In addition, it appears that. temporary c�o ristruction cuts up to about 20 feet will be- required along the downgradient side of Pine Street. Proposed permanent cut And fill slopes, are shown with an inclination* of 2:1 (Horizontal: Vertical). The recommendations contained 'in the following sections. of this report are preliminary and are based on the conceptual information described above. We should review design drawings as they become available 1 n order to supplement or amend.our recommendations, as required. 2.0 SCOPE OF WORK (in October 18 and 19, 200 1, we. excavated' 17 test pits to depths ranging. from 9.5 to 16.0 feet belo,* existing surface s we in i n grade . In addition, we-revie d existing subsurface� formatio' 66m previous environmental studies at. the site to augment the information obtained in our subsurface investigation. Using this subsurface information, we performed analyses to develop.- preliminary, geotechnical. recommendations for project design and,,. construction. Specificall y*, this report addresses the following:: Soil and groundwater conditions Geologic hazards and site stability Site preparation and grading Excavations Foundations November 21, 2001 Project -No. T4893 0 Basement and retaining walls Slab -on -grade floors 0 Drainage Utilities 0 Pavements 3.0 SITE CONDITIONS 3.1 —, Surface The project site is the a' roximately 15-acre upper yard area of the UNOCAL Edmonds Bulk Fuel Terminal pp located approximately between Unoco Road and Pine Street in E diribrids, Washington. The upper yard area was formerly used as a tank farm having 23 aboveground storage tanks (ASTs). All of the tanks and associated aboveground. piping had been removed prior to our field investigation. The approximate location of the site is shown on the Vicinity Map, Figure 1. The site is situated on the upper portion: of a predominantly north -facing hillside. An undated site plan by Triad Associates indicates Plevations -in the planned development area range, from about Elev. 170. in the south-central portion to about Elev. 70 in -the northeastern portion. Surface grades.at the site have been significantly altered for siting fuel tanks. In general, the fuel tanks wereeconstructed on large excavations cut into the hillside. The cut slopes are typically 15 to 20 feet in height with inclinations of about 60 to 70 percent. The downgradient sides of several tank areas are enclosed by- a containment berm constructed of fill. The heights of the berms are about 6 to 12 feet above the bottom of the tank excavation. We observed a tar -like coating covering the surface. of the berms and.most.of the interior slopes of the tank areas. The western, and.northern margins of the , planned development area are, neauthe top of a steep natural slope. The topographic information provided to us indicates the. slope is. approximately 70 t6 90 feet- high'. with inclinations ranging between about 50 and 80 percent. The.areas beyond the toe- of th6.Ao e to the. north-northwest are P, relatively flat UNOCAL yard',and prking areas. Burlington Northern railroad tracks run along the toe of the slopetotheWest. Portions- of the slope have been -subjected to shallow.ekosion and. localized sloughing; however, Ne, did not observe indi�ations.o f deep-seated. irista I bility. Slop . e vegetation consists pp �domffiantl f y oung to y o mature. deciduous trees arid, brush.. The portion of the site located south� -of Pine Street is undeveloped forest,ekeept. at , the western end,..whidh is.. occupied by. two small buildings locate& Within.a fenced triclbsure. This,portion of the site slopes down to the north 'arid moftheast at grades. of about: .20 to- -25 per6eiit. Vegetation consists of predominantly of mature coniferous and --trees-and brush.und.ergrowth-.' Page No. 2 November 21, 2001 Project No. T-4893 3.2 SOUS The native soils encountered in the test pits consist of medium dense to very dense native sand, silty sand, sandy silt, and laminated to massive, very dense silt and/or hard clay. The soils we observed in the test pits are generally consistent with those described in the environmental studies performed at the site+ by others. We encountered the very dense silt/hard clay underlying the medium dense to dense sand, silty sand, and sandy silt in eight of the test pits at depths ranging from about 2.5 to 10.0 feet below the ground surface. Test Pits TP- 11, TP- 12, and TP-44 through TP-17 all ternunated in medium dense to very dense sand, silty sand, or sandy silt. These t est pits are all located at lower elevations in the northeastern to eastern portion of the site. The very dense silty . sand.and sandy silt occasionally contained fine gravel and appeared glacial t11141ke. We observed fill overlying the native soils in 11 of the.17. test pits. The fill soils consist primarily of loose to firm silty sand, sandy silt,' silt, and clay, with varying amounts of organic material and debris. The. thickness of the*fill an 1 generally less th about three feet;.however, we observed fills.of 12 and .11 feet in Test Pits TP-6 and TP-16, respectively. Test Pit TP-6 was located on a berm between two large tank excavations. Test Pit TP-16 was located on the northeast -facing slope, below the two large tank areas in the eastern'portion of the site. In general, we observedthe,original topsoil horizon beneath the fill soils. The Geologic *Map of the Edmonds East and Part of the, Edmonds West Quadrangles, Washington by James P. Minard,'I 983, shows the soils at higher �site elevations mapped as Vashon -till,, Vashon advance outwash, and Transitional beds. Soils at lower site elevations are mapped as medium- to coarse -grained sand of the Whidbey Formation. Transitional bed sediments are described by this publication as massive to bedded clay, silt, and fine to very. fine sand. The soils encountered in the test pits are generally consistent with the descriptions of transitiondl-bed deposits. Detailed descriptions of the subsurface conditions encountered in the test pits are presented on the Test Pit Logs in Appendix A. The approximate test pit locations are shown on, Figure 2. 3.3 Groundwate'r' We encountered -light gio. . undwate'r seepage in 7 of the 17 test.pits. at depths ranging betweenabout .15and. 11.0 feet. —The seepage. was. generally perched, on the very dense silt/hard clay, or -on the dense to very dense glacial till -like silty sand/sandy silt.' The groundwaterconditions described above are typical for sites underlain by relatively impermeable materials, such as glaciallill and glacially cons lidated s . ilts and clay's.' Surface w ter� * 11 M t t o gh the upper sandy .0 a Wi io I tra 6 br u of weathered soils.; arid:beo6me.perched, on the underlying; ..relatively impermeable material. When corribined, withla positive gradient,Ahe. groundwAter'will flow laterallyalong this- contact,- emerging -at lower.eleVations.as. seeps'and springs. ?6mhed grqundwaterlevels and flowfates will flu6titate-'seAsohally andiypically'reach1heir- highest levels. difing'. and. shortly following the wet winter months (October, through May). 'We. did not- observe :indicaiions.6f significant groundwater seepage onthe-site slopes. PageNp., 3 November 21, 2001 Project No. T-4893 4.0 GEOLOGIC HAZARDS 4.1 Erosion The Soil Conservation Service (SCS) has mapped the stitesolls as Alderwood-Urban land complex, 2-toAp&cent slopes and Kitsap silt loam, 8 to 25 percent slopes in the upper southern portion of the site, and Alderi�ood- Everett gravelly sandy loams, 25 to 70 percent slopes in the area of the former tank farm and the steep slope below the tank farm area. - The soils we observed in. the test pit generally conform with the SCS mapping; however,'the very dense silt and hard clay observed in the former tank areas would better correlate with Kitsap silt loam,. 25 to 50 percent slopes. The erosion hazards for soils classified as Alderwood- Urban land complex.,. 2 to 8 percent slopes and Kitsap silt loam, 8 to 25 percent slopes are classified as slight and moderate, respectively. Alderwood-Everett gravelly sandy -loams, 25 to 70 percent slopes is classified as having a moderate to high .erosion hazard.. The erosion. ha�_ard for soils classified as Kilsap silt loam, 25 to 50 percent slopes is considered high. The City of Edmonds defines erosion hazard areas as those areas containing soils that mayexpenence s . evere to. very severe erosion hazard. These soils include, but are not limited to, the following when they occur on slopes of 15 percent or greater: i. Alderwood soils (15 to 25 *percent slopes) ii. Alderwood-7Everett Series (25 to 10 percent slopes) iii. Everett-S eries ( 15 to 25 percent slopes) Based on the'SC8 mapping, much of the site would be considered an erosion hazard area. We did not observe indications'of significant active erosion in the planned development area; however, the soils will be susceptible to erosion when exposed during 'construction. Best Management Practices (BMPs) must be used during construction to mitigate the erosion hazard. If the erosion control measures are properly implemented and maintAined,.it is our opinion that the planned development will not adversely impact the erosion potential for the dj c. , t -prop rM site or a a �en erties. All erosion and sediment control BMPs should confo to City of Edmonds. requirements. 4.2. Steep Slope The City of Edmonds defines steep slope hazard areas as -any ground'that rises atan: inclination of 40 percent or more within. 6 vertical elevation change of at least'� 20. feet. B'ase_d,�on -this-,definitiori. and the topographic information provided,to.us, the steep slope located below the:developmfnt area. and the cut.slopes. on the uphill side of.sdveral of the tank areas are, considered. steep slope hazard areas. The. steep slopes locatedwithin the: former tank farm area.will be graded to inclinations of 2:1 or flatter. It does not appear. that site. grading willdirectly impact the steep slope located below the western and northern portions of the develo*pmerit area. We; wiU evaluaie.potential impacts regarding the steep slope:hazard areas once. final, - si.te:gradmgJnf6miation. is. developed. Page No. 4 November 21, 200.1- Project No. T-4893 4.3 Landslide The City of Edmonds defines landslide hazard areas as follows:. I Any area with slopes of 15 percent or, greater and impermeable soils (typ ically silt and clay) frequently interbedded with granular soils (predominantly sand and gravel) and springs or groui-idwater. 2. Any area that includes areas with significant visible evidence of groundwater seepage, which also includes existing landslide deposits, regardless of slopes. 3. Any area that has shown movement during the Holocene epoch (from 10,000 years ago to present), or is underlain by. mass wastage debris of that epoch, as determined by a qualified geologist or geotechnical engineer. 4. Any area potentially unstable as a result of rapid stream incision or stream bank erosion. 5. Any Area located on an alluvial fan, presently subject to or potentially subject to, inundation b3idebris flow or deposition of stream -transported sediments. Based'.on our observations of site soil conditio.n&.and the above definition, many of the site slopes would be considered -landslide hazard Areas. We expect that the steep slopes located. below the western and northern. portions of the development area would also be considered A landslide hazard area due to soil conditions. Based on our field observations, it does not appear. that the site slopes have been subjected to deep-seated instability. An evaluation of -potential impacts of development and any necessary mitigation -will be made after the site. development plans have been finalized. These evaluations 'will include additional subsurface exploration by deep test bofin. s ' areas of deep excavations. and near the top of the slope. �g in 4.4 Seismic The Puget Sound area -falls within Seismic Zone 3, as classified by the,19.97 Unifonn Building C . ode (UBC). Based - on'the soil, conditions encountered in our test pits and described in the. 'environmental report by others, a. soil profile type of Sc, from Table 16-J of the 1997 UBC, should be used in design. Liquefaction is a, phenomenon where there is a. reduction *or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically repent deposits of fine-grained sands that are below the groundwater table. Based on the soil and groundwater conditions we encountered, it is, our opinion thatthe risk for liquefactiom to occur potential building areas at this site is negligible. 5.0 DISCUSSION AND PRELEWWARY RECOMMENDATIONS 5.1 General Based. on- ourstudy, it is our opinion that the site is suitable for the,,proposed de lopment. Buildings can he ye supported- qn..conventional spread footings bearing on -competent native -soils below the surficiat to soil .14yer p and/or uncontrolled fill'. or. on structural fill placed, and compacted on the cornpetent native soils. Floor.slabs and pavernents.can be similarly s orted.* upp Page No.. 5. November 21, 2 001. Project No. T-4893 The uncontrolled fill encountered should not be considered suitable for directly supporting foundations or slab - on -grade floors. The.existing fill we observed in the northeastern portion of the site is at least I I feet thick in locations, contains a -significant amount of organic material, and does not appear to have been placed in a controlled manner on a properly prepared subgrade. To reduce, the potential of unaccep table. differential settlements of the structures and to avoid impacting the stability of the fill slope*in this portion of the site, we reconunend transferring building loads to competent native,soils beneath the..fill using deep foundations. In our opinion, a foundation system consisting of augercast piles or drilled. piers will provide an economical and suitable building support system. Removing the uncontrolled fill and replacing it 'With an engine- ered structural fill pad is an alternative to using a deep foundation system. Because of uncertainties in the consistency of the fill, there are risks that cannot be quantified associated with constructing pa'vements'over the. existing -fill. Therefore, the ex . isting fill soils'should also be removed from pavement areas andreplaced with structural fill. Much of the existing fill soils observed at the site will not *be suitable for reuse as struc . tural fill'became of excessive organic material -and debris. The native silty sands, silts, and clays are moisture sensitive and will be difficult to compact -as structural fill when.too wet. The ability to use the soils.from.s'ite- excavation as structural fill will depend on the soils' moisture content and the prevailingweather conditions at the time of -construction. If grading activities will. take place during the winter season, the owner should be prepared to import free - draining granular material for use as structural fill and backfill. The following recommendations should be incorporated into the project design drawings* and construction specifications. These recommendations are preliminary and may be altered or augmented upon review of the final plans. 5.2 Site Preparaiion and Grading To prepare, the site for -construction, all vegetation, organic surface soils, and other unsuitable materials including the existing fillsshould be stripped and removed from the portions 'of the site to be developed.. Once clearing and, grubbing operations are complete, cuts and fills.can be made to establish design,grades. Prior to placi..ng'fil.1, we recommend proofrolling all -exposed, surfaces to determine. if any. isolated soft -and yieldi Areas . are;piesent. Cut areas that will provide*direct supp��rt..foi.new-congtructidn'sh6uld:atso be proofr6lled., If excessively yielding areas are observed and cannot be stabilized in place by dompaction,,th6y- should be cut to a firm bearing surface And filled to grade with structural fill. If the de -ofexcav h ils is pth vation to.remove unstab f so, excessive,. you can consider us mig a geotextile fabric, such as,Mirafl 50OX:or equivalent - *_c0pJ unction vith in sti-uctural . fill to limit the depth of removal. In general, a minimum of 18 inches of a clean granular structural, fill. placed.ov.er the-geotextile fabric should establish,a stable bearing surface.. A representative:0 Tefra'Associates, Inc.- -obs&veall: pr6o&blling operations at the ti of co struction to stable subgrades. should itne n ExQa,vations up to, about 20 f6et below the existing ground surface are proposed along the - northern side of Pine Street in the southern portion- of the. site. Based on, our observati ons'. and considering the. time of; y c*ar our:. t co investigation was. performed, it, does not.appear tha significant drainage: ifforts be do in wi require,, plete the -H wever, this should be verified by field. observations at the.time of constriktion.' excavation as proposed. 0 -Page,No..6 November 21, 2001 Project No. T-4893 Most of the granular site soils contain a moderate percentage of fines (silt and clay particles), which will make them sensitive to moisture. The* use of silt and clay soils as structural fill may be possible during dry weather. However, it will be extremely difficult to control their moisture content and to place and compact them satisfactorily. Some of the site soils are wet and will require drying to reduce their moisture content and facilitate compaction. Drying can be accomplished by aeration during dry weather conditions or by the use of an additive such as cement kiln dust or Portland cement. If fill activities must take place during wet weather or on a wet subgrade,the owner should be prepared to use wet weather structural fill. For this. purpose, we recommend using a granular soil that meets the following grading requirements: -U.S. Sieve Size Percent Passing 3 inches 100 No. 4 75 maximum No. 200 5 maximum'* *Based on. the 3/4-inch fraction. Prior to use, Terra* Associates, Inc. should examine and test all on -site or importedmaterials proposed for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches, and then compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by ASTM Test Designation D-698 (Standard Proctor). The.moisture content of the soil at the time.of compaction, should be, within two percent of its op1imum, as determined by this same standard. In non-s'tructural.areas or for. backfill in utility trenches below a depth of 4 feet, the degree of compaction could be reduced to 90 percent. Embankment fills placed on slopes exceeding a grade of: 20 percent must be keyed and benched into competent native. soils.. A general slope. fill detail: is shown on, Figure 3. Sub.surfac.e.drains may also be required. Theneedfor subsurface drains should be evaluated "in � the field at the time of constriactiom, The proposed fill areas should be .stripped of topsoil; duff, existing fill,s*oils, and soils,containing organic materiat,prio,r to creating horizontal benches. for.the -placement of the fill. 'All,perriianent cut. and fill slopes should be graded witfi� a tnished inc'lifiation no greaterttiarill. Upon completion of grading, the, slope faceshould be appr o*'riat6ly vegetated. or�provided with' P other p : hysical means to guar& against erosion. - Final grades at the top of 'the slope must pr otnote surface drai - na away from the slope crest. 5.3 Excavations All excavatio'ns, acthe -site associated' with confined spaces, such as:utility� trOnche& and lower building levels, -must be. completed in accordance' with local, State,.or Federal requirements. Bas . ed on current O.ccopationali -Safety and- Health Administration (OSHA) regulations, theup er p -medium. dense todense grahu ar soils would be -1 into the Groi 'A te classified iis.Group C.soils.. The very dense silt and hard clay soils fial up- ca gory - Page' No. 7 November 21, 2001 Project No. T-4893 Accordingly, for temporary . excavations more than, 4 feet and less than 20 feet deep, side slopes in Group C soils should be laid - back at a - rminimurn slope nclifiattion I of 1.5: 1. Temporary slopes in the. Group A soils can be completed with a gradient of 0.75: 1. If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet deep are planned, temporary shoring may need to be used to support the excavations. The above information isprovided solely for the benefit.of the owner And other design consultants and should not be construed to. imply that Terra Associates, Inc. assume . s responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. Based on the grading information provided to us, it appears that portions of the temporary, excavation along the northern side of Pine Street will require shoring. We- recommend. using a cantilevered soldier pile and timber lagging shoring system. We will provide design parameters for temporary shoring once more details are known regarding final site grading. .5.4 Foundations Spread Footings The buildings may be'supported on conventional spread footing foundations bearing on competent native soils or on structural fill.placed above competent native soils, as recommended,. in the Site. Preparation and Grading section of this report. Perimeter foundatio . ns should be placed at least 1.5 feet below final exterior grades for frost* protection. Interior foundations can be constructed at any convenient depth. On a preliminary basis, foundations can be dimensioned: for a net allowable bearing capacity of 3,000 pounds per square foot (psf) where supported* by the. medium. dens& to dense native soils and compacted structural fill. Foundations supported by the very dense silt and hard clay soils can be dimensioned for a. net allowable bearing capacity of 5,000 psf. For short-�term loads, such as wind and seismici a one-third increase in thi's allowable capacity canbe used. With structural loading as anticipated and these..bmfing stresses a pblied. estimated total, settlements are about one inch, wlth.one�half to'. three4o.tirth inches differential'iri nature. These settlements should be immediate in. nature, occurring. during *and'shortly following application of building loads. For designing foundations to �.resist lateral loadsi a base. friction coefficient of 0.4 Can be used. Passive earth pressures acting on the side of the. footin andburied rtion. of the foundation steiri. wall can also �be considered. 9 P0... We. recommend calculating this -lateral resistance-'usig.an equivalent-MCid Weighf, of 300pounds per cubic foot (pcf). We recbminend....not includin" litipper I . 2 inc;hes- of soi I in this c utation because. it can be affected by g,t e Omp weathei-.or disturbed:'by future grading �actiyity.* This value assuines ithe foundation will be constructed neat against competent-na tive soil'or backfilled. with stnictuialfill, asdescribed in the�S . ite preparation and Grading �section,of this report.'The recommended friction and-paissive valuesiniclud6 a sa'fety-factor Of 1.5. Page No.,8 November 21, 2001 Project No. T4893 Drilled Piles Where footing elevations cannot be readily lowered to the competent native soil, we recomthend supporting building, wall, and floor loads, on augercast.piles.or drilled pier foundations that penetrate a minimum of five feet into the native bearing straturn. Allowable axial and lateral pile capacities for varying pile diameters are as follows: Pile Diameter (inches) Allowable Axial Load (tons) AHowable Lateral Load (tons) 16 30 4 18 35 5 The above allowable axial capacities include a safety factor of 2.0. Full single-ple capacities can be used, provided pilespacing is at least three pile diameters. For closer spacing, there will be a slight reduction in the allowable single -pile capacity dud to group effects. The amount of this reduction will depend on the number of piles in the grouping and their spacing. � We anticipate that settlements under the pile foundations will be less than one-fourth inch. For augercast piles, the pressure.used to inject the grout and construct the pile column will compress the soils immediately adjacent to the pile. As a result, the amountof grout needed to form the pile may be greater than the theoretical grout volume. Also, piles should be constructed at a minimum spacing of five diameters. Once the grout has achieved its initial set, installation between these locations can be completed. The auger should be extracted slowly and uniformly below a sufficientand consistent head of grout. If the auger is extracted too quickly, the pile may neck down I and,soil may collapse into the pile, reducing its structural integrit should use a pressure gauge to monitor the fly. At a point.along the. injection line,. the piling contractor grout pressure during construction. The amount of grout used in forming the pile should also be monitored. 5.5 -Basement and Retaining Walls The magnitude of earth pressures developin& on basement or retaining walls will depend on the quality and compaction of the wall bac . kfil 1. . Wc-recommen . d pI I acing and compacting wall backfill as structural fill. . Below improved areas, such as pavements or floor slabs'the backfill shouldbe compacted to a minimum of 95 percent of its maximurri dry unit weight, as determin6d by American Sotiety of Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). In unimprove4areas, the relative compaction can, be reduced to 90 percent. To prevent' hydrostatic: pressure development,. wall drainage must be installed. Drainage behind basement walls can be provided by attaching prefabricated, wall drainage. panels,, such as Miradrain G I OOW'.to the outer side of the wall,. or by - backfilling the walt with A clean granular material, such, as pea gravel. A foundation � drain consistin ofa-four-inchdanieter' erforateAPVC pipe shoul be. i stalled 4t the base of the wall fdr collection. g il p d in a . nd, r e'rnovatof the int ercepted g ro, . uh I dwater. The . f6undation drain . shoul . d be surrounded by at least six i riches of pea. gravel extending two feetabove the. pipe.. All- drains must be. routed to an.approved point,of controlled., dischar 6. - Cleanouts: should be installed at 4pprop . nate' and easily --accessible locations al'on the drain .9. ..g alignments. These c'leanouts should be serviced at least once each year. Page No; 9 November 21, 200 1 P ject No. T4893 r0i With wall backfill placed and compacted as recommended and drainage property installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing. 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be added. These values. assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or a4jacent buildings, will act on the wall. If such conditions will exist, then the imposed loading should.be included, in the, wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Foundations section of this report. 5.6 Slab -on -Grade Floors Slab-on-gra . de floors may be supported on subgrades prepared as recommended in the. Site Preparation and. Grading section of this report. Immediately, below - the floor slab, we recommend placing A four -inch -thick capillary break layer of clean free -draining sand or gravel having less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the- floor slab. Where moisture by vapor transmission is undesirable, a durable plastic, membrane should be placed over the capillary break material. The merilbrane should be covered with two inches of clean rnoist sand to guard against damage %during construction and to aid in curing the concrete., 5.7 Drainaize Surface Final exterior.grades should promote free and positive drainage. away from the building areas. We recommend providing.agradient of at least three percent,for a minimum distance of ten., feet from the building perimeter, except:in paved locations. In paved locations, a minimum, gradient of one, percent should be provided unless provisio4sare* included fbr�colldction and disposal of surface water adjac.entto the structure. Surface water must not be�aftow6d. to flow -uncontrolled :Over the crest of the site slopes and embankments. ..Stirface water..sho.uld be 'directed away from the slope crests to a point of collection and controlled discharge. If site grades do notallow, for- directing surface water away from the slopes, then water should be. collected, and ti&lined to thebottomof the slo e i e manner. p in,acontroll d Subsurface V . e�; recommend installin g a c I ontinuods drain alon th e o utside lower edge bf,the peri meter buildina foundations. 9 The. foundation drains and roof downspouts should be tightlined separately to an, approved point of controlled discharge.. Subsuifacie drains must be laid wi­tha.gr4dient. sufficient toprornote positive flow to, the, disdharge_� point. All drains should be *de&-,Aiith cleanouts at easily accessible locations. These cleanouts. should, be. Provi serviced at least.once each year. Page No. .10 November 21, 2001 Project No. T-4893 5.8 Utilities Utility pipes should. be I bedded and,backfilled in accordance with American Public Works Association (APWA) or City of Edmonds specifications. Trench backfill should be placed and compacted as structural fill as described in the Site Preparation and Grading section -of this report. If the granular soils excavated on-siie are ftee of excessive deleterious material or debris, and Are not excessively moist, they should be suitable for use as backfill material... The very dense silt and hard clay will not be suitable for use as backfill. If the silt and/or clay soils are exposed 'in utility -trench excavations, or construction takes place during. periods of wet weather, it may'be necessary to import structural.fill for backfilling purposes. 5.9 Pavemeilts Pavements, should be constructed on subgrades prepared as described in the Site Preparation and Grading section of this report. . Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition. The appropriate thicknesses of the various components of the pavement depend on the subgrade soils and.the traffic. conditions to which the pavement will be subjected. We expect traffic to mainly consist -of light passenger vehicles with: only occasional -heavy service vehicles. Based on this information and a properly prepared and stable- subgrade, we. recommend the following pavement sections. - Two inches of asphalt concrete (AC) over six inches of crushed rock base (CRB) 0 Two inches of AC over'four inches of asphalt -treated base (ATB) All paving materials should conform to the Washington State Department of Transportation (WSDOT) specifications hr -Class B asphalt concrete, ATB, and CRB. ..:Long-term pavement performance -will depend on surface drainage. A poorly drained pavement section will,be subject to premature failure, as a result of surface water infiltrating, into the subgrade soils and4educing their sup i rti' performance, we reco . mmend surface draina d' f po ng capability.. To improve ge gra ients o at least two percent. Some longitudinal and transverse cracking of the pavement surface should be expected over time. Regular hiamitenahce should be planned* to seal. cracks when they occur. 6.0.. ADDITJONAL.. SERVICES Terra -Associates,�'hic., should review the final.design and specifications in order to verify that:earthworkand foundation recommendations � have beer) properly interpreted and incorporated into project design and.-. construction. We should also provide clinical, services during construction in� 'order to observe, compliance geote -concepts, specificatio Also allow e I with thip design ns, And recommendations.' This w.i �for d.sign changes if subsurface. conditiong�diff6r from those anticipated prior to the start ofconstructioll. Page No. I I WT- —I- q I )An I VC er , Project No. T-4893 7.0 LIMITATIONS We, prepared this report in.accordance with generally accepted geotechnical engineering practices. This report is the copyrighted property of Terra Associates,.ffic. and is intended for specific application to the UNOCAL Site project.I This report is for the exclusive use of Triad Point Edwards and their authorized representatives. No other warranty, expressed. or implied, is made. The analyses and preliminary recommendations presented in this report are based upon data obtained from the on-site.test pits. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction.. If variations - appear evident, Terra Associates� Inc. should be requested to reevaluate the recommendations in this report Orior.to proceeding with construction. 0 G) w 0, ZF 0 $0 (D .z p ZIM co -, co ZC< oz- Z; :z < po cn C/5 2.M _0 -n -4 0 PD . Z CO) CHrhMK RD c)i V I H L W, IKI IN tk RD _2N 'AV Aft WY s 3R STH r AV 6 ITH 6TH A IV AV AY 7TH AV'l. s .74TH i o4 gl o-+ M T, AV TH i A j _-Y ---- N C AV NI IOOTA AV w, 9TH AV I 4 ALO. K 00 "', 9TH 1 A TA I AV 4 -IV m. FL N - WR .6. M N iR " y b w �m A lg "TH N an Q ULT PIC 96TH pi, w IITH FL p 2200 0 3RD V . F , , I 94TH ....... ...... im 91ST 7 E r . AV W . - 8M PL W 6s 1p AV 4 le -86T� SWT LN _AV 20000, W 86TH PL W 88TH A ie 7 tz-, ie 0 T ALY 84TH ;R AV w WOMAKE 84TH c �r` , R its AV E 84TH w 831T 02"D .(N LV W PL W. rRij . le --- p AV PL W 92NO -W t Is T 32ND AV Al SIST p p u w q 12 It f AV Ile SOTH 19 Mo I WWO 81 le AV 813- 132 B-23 .,SB-217 W-203, TP4 'SB-2 9 N, 13-213 S m El- V1 2 I.SB SB-D�` SB- PA SB-216. TP-14 B-211 -15 'SB-231 Xl\ B-21 0 Tp 2 P-13 TP- "j--M-201' S5 i�3 ' OSB-�- SB-206 B-iO P-20.1. -2 B S 233, I . " TP-17-- S f:;q -8 TP-10 Tp- B-2 S C3 S 20 SB- TP LEGEND NOTE: TP-1 APPROXIMATE TEST PIT LOCATION (TERRA) THIS, SITE PLAN IS FOR REFERENCE PURPOSES ONLY AND EMCON EXPLORATORY BORING IT SHOULD NOT BE USED FOR CONSTRUCTION OR DESIGN PURPOSES. REFERENCE 0 200 400 -SITE PLAN P'ROVIDED.B Y TRIAD ASSOCIATES APPROXIMATE SCALE IN FEET STRUCTURAL FILL R EVERSE SLOPE TO DRAIN 2 B TOE OF 2'. NEW SLOPE �_V­4 A B EXISTING 2' '6ptT6E� 6- ­4 TYPICAL SLOPE BENCH (MAY A REQUIRE 8UBDRAIN IF SEEPAGE CONDITIONS ARE INDICATED)' A TOE BENCH CUT AND 6- ­4 DRAIN (SEE NOTE 1) KEYWAY AND DRAIN (SEE NOTE 11) NOT TO SCALE NOTES: 1) DRAINS SHALL CONSIST OF 6" DIAMETER. PERFORATED PVC PIPE ENVELOPED IN 1 cu. ft. OF WASHED. 314* MINUS DRAINAGE GRAVEL. 2) TOPSOIL REMOVAL THICKNESS BETWEEN KEYWAY AND.BE,NCHES. (IF NECESSARY) VERTICAL ELEVATION DIFFERENCE BETWEEN TOP OF LOWER BENCH BACKCUT AND UPPER BENCH ELEVAtION. GENERAL SLOPE- FILLOETAIL.. SITE Terra ..UNOCAL., EDMONDS, WASHINGTON, Atsociates "I c. Ge6te . ch-nical Cbnsuttant I s,. P . rQj.No.. T48.93 Date -NOV 2001'. 1,,Figqre. 3 APPENDIX.A FIELD EXPLORATION AND LABORATORY TESTING UNOCAL Site Edmonds, Washington On October 18 and 19, 2001, we performed our field exploration using a track -mounted excavator. We explored subsurface soil conditions at the site by excavating 17 test pits to a maximum depth of about 16 feet below existing surface grades. The test pit locations are, shown on Figure 2. The test pit locations were approximately determined by pacing from existing surface features. The Test Pit Logs a re presented on Figures A-.2 through A- 10. An engineering geologist from our office maintained a tog of each test pit as it was excavatedi. classified- the soil conditions encountered, and obtained representative samples. All soil samples were visually. classified in accordance with the Unified Soil Classification System. A copy, of this classification, is'presented as Figure A�- 1. Representative soil samples obtained -from the test pits were placed in seated plastic bags and taken to our laboratory for further. examination and I testing. The moisture content of each sample was measured and is -reported on the Test Pit Logs. The Atterberg limits of four samples were'd6termined and are- reported on the. Test Pit Logs. Grain size analyses were performed on I I of the samples, the results of which are shown on Figures A- I I through A- 16. MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION Clean GW Well -graded gravels, gravel -sand mixtures. little or no GRAVELS Gravels fines. U) _j 0) (less than P Poorly -graded gravelsi gravel -sand mixtures, little or N More than 5% fines) no fines. .0 *r- 50% of. coarse fraction is, GM Sifty gravels, gravel -sand -silt mixtures, non -plastic 0 W 4) CD > larpr than t o. Gravels with fines fines. Z — co E ca 4 sieve GC Clayey gravels, gravel -sand -clay -mixtures, plastic fines. < C:) '.-0 C) C) C\1 u.). SANDS Clean Sands SW Well -graded sands, gravelly sands, little or no fines. W 0 C Z ca (less than SP Poorly -graded sands or gravelly sands, little or no Cr = C More than 5% fines) — fines. < 50% of coarse, 0 0� fraction is Sands. SM Silty sands. sand -silt mixtures, non -plastic fines. C) smaller than SC Clayey sands, sand -clay mixtures, plastic fines. No. 4 sieve with'fines 'ML Inorganic silts, rock flour, clayey silts'with slight SILTS AND CLAYS plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). 0 CM U) E - 0 a) Liquid limit is less than 50% OL Organic silts and organic clays of low plasticity. 0 -o Z.N W 6- 0 C Z co U-) C:= > 0 MH Inorganic silts, elastic. Cd SILTS AND CLAYS E CH Inorganic clays of high plasticity, fat clays. z 0 (n Liquid limit is greater than 50% OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT. Peat. DEFINITION OF TERMS AND SYMBOLS Cn Cn Standard Penetration- Density Resistance in Blows/Foot* 2' OUTSIDE DIAMETER SPLIT W SPOON SAMPLER z 0 Very loose 0-4 2.4*. INSIDE DIAMETER RING.SAMPLER CO Loose 4-1.0 OR'SHIELBY TUBE SAMPLER W Medium dense 10-30 0 Dense 30'50 WATER LEVEL:(DATE) Very dense >50, Tr TORVkNE READINGS, tsf Pp PENETROMETER READING� tsf:. Standard Penetration W Consistency Resistance in -glows/Foot. _DD DRY DENSITY, pounds, per cubic foot co Very soft 0-2, LL LIQUID. LIMIT, percent, W Soff 24 0' Medium stiff 4-8. P1 PLASTICANDEX. stiff * Very stiff 8-16 16-j2 N STANDARD PENETRATION.'blows per foot Hard >32 Term UNIFIED. SOIL CLASSIFICATION SYSTEM UNOCAL SITE Assodatliam, Inc. EDMONDS, WASHINGTON Geotechnical Consultants Proi. No. T-4893 Date NOV. 2Q,01 Figure A-1 Logged by: JCS Date: 10/18/01 Depth (ft.) U 5 10 15 20 Test.Pit No. TP-2 Logged by: JCS Approximate Elev. 124 Date- 10/18/01 Depth Moisture Content (ft.) $oil Description Test Pit No. TP-1- Approximate Elev. 104 Moisture S.oil� Description Content FILL-. crushed rock surfacing over brown to gray silty sand to sandy silt, fine grained, firm, moist. (SM/ML) r s R=I b Zn D fine grained, medium dense, moist, with occasional fine g a tn=r(N) Gray to mottled gray silty SAND, tine grained,'medium dense to dense, moist, with odcasional fine gravel. (SM) Becomes� light brown at approximately 6 feet. Gray CLAY,. hard, moist, massive. (CL) 26 Pp 4.5+. torr.4e LL 35.9 P1 15 Test pit terminated al:14 feet. No groundwater seepage. FILL: crushed rock surfacing over brown silty sand to sandy silt; fine grained, firm, moist. 4-inch thick oroanic layer atbase. (SM/ML) (Old.t6psoil horizon) Brown silty SAND, fine:graihed,,medum dense, moist. . (SM) Mottled grayish-brown.sifty.SAND, -fine grained, medium dense, moist. 20 (SM - Grayish -brown silty SAND, fine grained, medium dense to dense, moist. - (SM) Gray CLAY, hard, moist, laminated with light gray silt partings. (CL) Pp 4.5+ ton&W 37 Test ph, teiTninated,at 14 feet. No groundwat.er.seepa I ge. -PIT- LOGS TEST Term UNOCAL SITE - EDMONDS, WASHINGTON* Associates. Inc. Geotechnicalco'nPultants' Proj..No..T-4863 Jbate.NOV 2001 1, Figure A-2 U ' Logged by: JCS Date: 10/18/01 Depth (ft.) 0- 5 10 15 Test Pit No. TP-3 Approximate Elev. 121 Moisture Soil Description Content rown silty sand, fine grained, firm, moist, with occasional fine gravel and organic material. (SM)* (Hydrocarbon odor) Dark brown o si ty SAND, fine grained, soft, moist to wet. (Old topsoil h= 15 Tan to light gray silty CLAY to clayey SILT, hard, moist. (CUML) (Hydrocarbon odor) Gray CLAY, hard, moist, laminated with partings of light gray silt and gray fine sand. (CL) Pp 4.5+ 32 1 tonsf Test pit terminated at 13 feet. Ught groundwater seepage from point source at 4.5 feet. 20 Test -Pit No. TP-4 Logged by: JCS Approximate Elev. 92 Date:40/1 8/01 Depth Moisture. Soil Description Content N 0 — FILL: ht brown silty sand fine grained firm dry to rnoi ISM) 2-InCh Mick 5 10 15 on I I liglayerat-basd. organic (66,topsoilhorUon) Ught brown to -tan silt Y*SAND, fine grained, medium dense to dense, dry. (SM) Mottled grayish -brown silty SAND fine grained, medium dense to dense. 29 moist. (SM) LL = 42-7 Ught grayish -brown to light brown CLAY and SILT, hard, moist, -laminated 29 PI = 10.7 - with partings of dark gray fine sand. (CUML) Pp 4:5+ t6ristfe Gray CLAY, hard, moist. (CL) PP 4.5+ 29 1, tonsme Test pit terminated at 13 feet. Trace groundwater seepage at 6 feet. TEST PIT LOGS Terra UNOCAL SITE EDMONDS, WASHINGTON' As'$oC1f1t0s,_ na. Gebtechnical Consultants P Noi T-489j Date NOV.401 Figure. A7.3 r9i r Test Pit No. TP-5 Logged by: JCS Approximate Elev. 110 Date': 10/1.8/01 Depth Moisture Soil Description Content N 5 15 6 inches DUFF and TOPSOIL. Light brown SAND with sift to silty SAND, fine grained, medium dense, moist. (SP-SMISM) 23 Molded grayish -brown SAND to SAND with silt, fine grained, medium dense to dense, moist. (SPISP-SM) Becomes wet at approximately 9 feet. 26 34. LL = 44.5 P1 = 21.3 Grayi6h-brown to gray CLAY, hard, moist, generally massive, with occasional thin laminations of graysilt. (CL) Pp = 4.5+ tonsite Test:pit terminated at 16 feet. Light groundwater seepage between 9 and 10 feet. 20 Lpgged.by: JCS Date: 10/18/01 Depth 0 Test Pit No. TP-6 Approximate Elev. 150 Mo isture Content Soil Description I . (%) - FILL- brown to grayish�brown SILT, CLAY, and fine grained SAND, firm moist to wet, with some fine gravel and occasional organic material. 32 FILL: gray to.brownish gray silt, clay, and fine grained sand, firm, moist to wet, with.moderate organic material (including. wood debris) and some vraviil. :1 2.4rich thick organic layer at base. (Old topsoil horizon) Gray silty SAND to sandy SILT, fine grained, dense, Moist, with occasional,fine to coarse gravel.. (S WMQ (Glacial till -like) Test pit terminated at 16 feet. No groundwater.seepage. TEST PIT LOGS Terra ....UNOCAL SITE EDMONDS,. WASHINGTON Associeltes,. ;111c. Geotechnicil Consultants, No.-T-4893,- Date NOV 20 -Figure,A-4. Q1 Fproj r Logged by: JCS Date: 10/18/01 Depth (ft.) 0- 61 10 15 Test Pit No. TP-7 Approximate Elev. 121 Moisture Soil Desc.ription Content (V FILL: dark brown organic silty sand, fine grained, firm, moist. Mottled gray to brown SAND with silt to, silty SAND, fine grained, mediurn dense to dense, moist. (SP-SM/SM) (Hydrocarbon odor) 20 Tan to light grayish -brown silty CLAY to CLAY, hard, moist, occasional 24 mottling. (CL) PP - 4.5+ tonstte 31 Test pit terminated at 15 feet. No groundwater seepage. 20 - Logged by: JCS Date:. 10/18/01 Dept h 0- 5 10 Test Pit No. TP-8 Approximate Elev. 121 -Moistuee Content Soil Description (%) FILL: light brown to gray silty sand, firm, moist to wet, with organics. FILL: dark brown organic silty sand loose, wet, with significant wood debris (timbersand branches). 2.5-foot diameter-Poulder. Gray SILT to SILT with sand,fine grainedi dense, moist to wet. (ML) 25 Light grayish -brown to tan sandy SILT, fine.grained, �ery dense, moist, with occasional fine gravel. (ML) (Glacial till -like) 16 Tbst pit tbrminait6d at 15 feet. Light groundwater seepage at 6 feet. TESTPIT LOGS Terra UNOCAL SITE EDMONDS, WASHINGTON Associates,. Inc. Geotechnical Constiftants. I-F 'NOV2001 i �A-fl 8 td gure Proj.. No. T74 9 Logged by: JCS Date: 10/18/01 Depth (ft.) 0- 10 15 20 Test Pit No. TP-9 Approximate Elev. 150 Moisture Soil Description Content M FILL: crushed rock surfacing over grayish-brow6 sandy silt and clay, firm, moist. 6-inch thick organic layer at base.. (Old-toosoil horizon) Mottled grayish -brown sandy SILT to sandy CLAY, stiff, moist. (MUCL) PP 4.5+ 30 tomW 37 Grayish -brown CLAY, hard, moist, mass . ive. (CH) LL = 58.8 P1 = 30.1 Gray SILT and CLAY, hard, moist, with occasional laminations of gray fine sand. (MUCL) 22 Pp = 4.5+ tons/te - Test pit terminat ' ed at 15 feet. - No groundwater seepage. Logged by: JCS Date: 10/18/01 Depth (ft.) 0- 19 10 15 Test Pit No. TP=1 0 Approximate Elev. 157 Moisture Content Soil Description I ( . %) 6 inc; es DUFF and TOPSOIL. Brown sandy SILT, fine grained, medium dense; moist. (ML) 40 Grayish -brown SILT and CLAY, hard, moist. (MUCL) Pip 4.5+ tonsW - �Gray SILT and CLAY.. hard,rnoist. (MUCL) Test pit termin6lb6at 15 feet. No groundwater seepage. 20 TEST PIT LOGS Terra LINOCAL . SITE EDMONDS,. WASHINGTON Associates,' Inc. Geotechnical-Carisultants Pioj* No. T-4893 Date,NOV200i Figure Logged by: JCS Date: 10/18/01 Depth (ft-) 0 5 10 15 20 Test Pit No. TP-1 1 Approximate Elev. 78 Moisture Soil Descri . Otion Content Mottled grayish -brown SAND to SAND with siltj fine grained, medium dense, moist to wet. (SP/SRoSIVI) 25 15 Ught brown silty SAND to sandy SILT, fine grained, medium dense to dense. moist. (SWML) Increasing silt with depth. 15 .22 - Test pit terminated at 15 feet. - No groundwater seepag I e. Logged by: JCS Date: 10/18/01 Depth (ft.) 0 5 15 Test Pit: No. TP-12 Approximate Elev. 76 Moisture Soil Description Content nc es crushed rock surfacing. Mottled gra s -brown SAND, fine to mediumprained, medium dense, moist, with 00casirin inq gravel. (SP) (Hydrocarbon or) Gray SAND Withsilt WSAND, fine. grained, medium dense to.dense, 17 moist to wet, with occasional fine to -coarse grav61. (SP-SWSP)' 15 Mottled grayjsh�brown silty SAND with -gravel to sandy SILT'with gravel, fine sand, fine gravel, dense to verydense, moist. (SMIML) (Glacial till -like. bdtw e*en 8.and 10 feet) Increasing grave I with. depth. 20 Teit pit terminated'at 15.feet. Trace groundwater seepage. sit 8:feet. Logged by: JCS Date: 10/18/01 Depth (ft.) 0 — .1 1; S, 5 10 15 20 Test Pit No. TP-1 3 Approximate Elev. 86 Moisture Soil Descriptio . n Content nc es crushed rock surfacing.. mottl ' h-brown silty SAND to sandy SILT, very dense, moist. (SWIVIL) (Hydiagrbaoqns odor) 25 31 Bluish -gray CLAY, hard, moist, with partings of gray fine sand and light gray silt. (CL) PP 4.5+ (on&V Test pit terminated at 14 feet. Trace groundwater seepage at 2.5 feet. Logged by: JCS Date: 10/18/01 Depth .0- 5 10 15 2n Test Pit No. TP-1 4 Approxima te Elev. 76 Moisture Content Soil Description - - FILL: bluish -gray silty sand with gravel to sandy silt with gravel, fine sand, fine gravel, medium dense to dense, moist. (SM/ML) 10 Light brown sandy SILT, fine:grained, dense, moist, with occasional fine gravel And.thin layers.of fine grained silly sand. (ML) 19 15 - Test pit terminated at 15.feet.. - No groundwater seelyage. TEST PIT LOGS Terra UNOCAL. SITE EDMONDS, WASHINGTON Ass.oci-ate's, Inc. Geotechnical Consultants -4893 Date OV 20 ure -8. Proj. No. T N A .01 Pig L r Logged by: JCS Date: 10/18/01 Depth (ft.) 0 FILL: 5 10 15 20 Test Pit No. TP-1 5 Approximate Ele v. 86 Moisture Content Soil Description (W ay,sil sand to sandy silt, fine grained, medium dense, moist, with occasional fine gg' WMQ rave . (�_ Dark brown organic sandy SILT, fine grained, firm, moist, with occasional roots. (OL) *(Old topsoil horizon) Mottled grayish -brown silty SAND with gravel to SAND with silt and gravel, fine sand, fine to coarse gravel, medium dense to dense, moist. 10. (sm/sp-sm) Becomes brownish -gray and moist to wet at approximately 8 feet. Y Brownish -gray silty SAND with gravel to sandy SILT with gravel, fine sand, fine. gravel, dense, moist. (SM/MQ ( Glacial till -like) 18 Test pit terminated at 15 feet. Trace groundwater seepage at 11 feet. Test Pit No. TP-1 6 Logged by: JCS Approximate Elev. 68 Date: 10/18/01 Moisture Depth Content Soil Description N 0— FILL' gray�. to brown silty.sand with gravel, fine grained, firm to loose, moist to wet. (SM) 5— FILL grayjsh-brown. silty sand with. gravel,.fine grainedi firm, moist to wet, with'sidnificant organic soils and, wood debris. 23 10� 16 - Bluish SILT with gravel, fine sand, fin gravel, ,Uay st e L ga ,rl,to.sandy dens It 11-like). Ught brown SAND, fine,graindd, medium dense to dense, moist. (SP) 15 Test. pit terminated atl 3 feet. 15-1 No, groundwater seepage. 20 TEST PIT LOGS Terra UNOCAL SITE* EDMONDS, WASHINGTON Inc.J. Date 'Figure A79 Geotechnical c6risu itants -F. Rroj..Nb. T"489� NOV200 r Test Pit No. TP-1 7 Logged by: JCS Approximate Elev. 82 Date: 1.0/18/01 Depth' Moisture Soil Description Content N 0- =brown silty SAND with gravel, fine sand, fine to coarse gravel, m dense. moist. ISM - Motd%greanyish-brown silty SAND wit)h gravel, fine sand, fine to,coarse gravel, medi Cl so to dense, rnoist. (SM 13 - Gra yish-brown silty SAND with gravel to sandy SILT with gravel, fine sand, 5— fine to coarse gravel, dense to very dense, moist. (SM/ML) - (Glacial till -like) Sand content increases with depth. 10- - Test pit terminated at 9.5 feet. - No groundwater seepage. 15— .20 IM=Mllmmlmml