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123 SUNSET AVE N.PDF11111111111111 13342 123 SUNSET AVE N ADDRESS: 'R1A� ACCOUNT/PARCEL ,o % cif/ BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: �9 DETERMINATION: ❑ Conditional Waiver ❑ Study Required R Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: \ PARKING AGREEMENTS DAT D: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: r7 SCALED PLOT PLAN DATED: 1 SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: f L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc 12/01/94 11:22-1 .. 2 236 3646808 PRUUENTIOLL�S.�•IG PP�� P.0.7 CA { Tritical Areas Checklist ' sits Xnfornladoll (9o11,i/topograpity/hydrology/vegetation) I. Site Addrv40Lo*&1Ivnt f ar 3 �x L o ��-� s- ��o�k l J0S7- ##,*r� 2. Proporty Tax Account Number: �'� `�'� -d 13 - 003.7 � QV ��� 3. Apfroximoto Shc Size (acres or square feet). Lem Gi/4.9,, 7 C3 ta7- 4 61 C+74 r 2 G 4. Is M4 014 currently devolopod? -_yes; jw, . y�►.r�r If yea; how Is site developed?,4vr- 5. Docriba tho pncral alto tolKitraphy. Check all that apply. sta Rtitar Nst: loss than 5-feet elevation change civer e+alre site, Rolling; slopos on alte gonorally less Utan 15% (a vcrdeal rite of io-feet ovor a lo' t►ori�t+ntsl diatanae of ty6-feet). }silty; Plopcs present on alto of mere titan 15% and leas titian 30% (a vMical rite of to -foes over a horizontal distance of 33 to 66*0), Steept grades of greater than 30% present on site (a vtrtical rise of 1040 4vcr a horizontal distance of loss,thatt 33-feel), Q(hur (please duscrlba):,,._-__„ 6. Site contains areas of year-round standing water: �0 ; Apt►mx. Doxh: 7. SlW iwtalns Arm of seasonal standln$ water., Ytr„; Approx. Depth,. Whet $ ago*) of me year't 8. Site Is in the floodwar ti0 tlovoplain �� of a water uWurt:e. 9. Site wntains a crock or an area where water flows across the grounds surfauo? Flows are yorW round? . lid Flows ttre WavitlA1? 1— '' (What tinoa of y4a{I 10. She Is pri»tarity; rorwtod ; �tleadnw : shrubs ; mixed urban iandbc&pCd (leWrt,fihrubs etc) 1 t _ obvious wetland is present on ; w ui�Wi Wi�;P VFW Nr.i ..�t� ......� or City 6tAff Use Unl..............f ►I.�.��.�iM'r''.�T�Hw�r�1yA'. �w..wi/r,•i �. 1.. ^1Nr i�c+d'�ny�t�ry vr'C.A. twp indicame wWrod presmi on she?. 1✓0 = : ':' -�;";ticai:,�tcao►iava�tvey.ar,A'.'malrindicetta'Griticat'Area or. sue? 'S:::fitk vVittijq•,Q,�.31�ttnl�iU rnrlii a�i;�icluaou iandsiicin i1eiAr� AtwA? , , /�/O:..,<.: .: . $it fe g" t+ l:bn:thu r�virctAW6 Mats? r WF EMU Y� 421 Jt CIONDY'�brir . p s-R•r..ro ,, .,•. t . :,�.tannQT,? • .. � . - :Detu: c.:rv.'.".�Y.�ti..�. ,•rt d . -:E{ RO100/11 • 1 12/01/94 11:37 • $ 206 36462eg PRUDENrIQL SIG P P.a3 0- City of Edmonds Critical Areas Checklist The Critical Areas Checklist contairod on this form is to be idled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development Permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Area are or may be present on Vie subject property. The inforniation needed to complete the Checklist should be easily available from observations of the site or data available ai City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checldist, make a precursory site visit, and make a determination of the subsequent stops necessary to complete a development permit application. With a signed copy pf this form. the applicant should also submit avicinity_mag or plot plan for individual lots of the parcel with enough detail that City staff can find and identify the subject parccl(s). In addition, the applicant shall include other pertinent Information (e.E. site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff to completing their preliminary assessment. of the site. l have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill eut the appropriate column below). Owner / Applicant.: Name Street Address City, State. 'LIP Mon-, Signature Date. Applicant ]Representative: CAVE j7 ETAfr~tZ Na1n�► 13D 3(0 L-AJU, C-_t tat 1lL L Street Address _", WA 9812 5- 3& Z -firs -? o City, tote, ZIP ' Mone I1-ZQ7-rS q Inaturo Date City of Edmonds Critical Areas Determination Applicant: Dave Stetner Determination #: CA-94-225 Project Name: Permit Number: Site Location: North of 111 Sunset Property Tax Acct #: 4344-013-003-0007 Project Description: Waiver Criteria (all criteria must be found to apply): ✓ There will be no alteration of the Critical Area or its required buffers; ✓ The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; ✓ The development proposal meets the minimum standards of the Critical Areas ordinance; Based on the above findings and conditions, the requirement for a Critical Areas Study associated with this development permit is hereby Waived, as authorized by Chapter 20.15B.150 (B) of the Edmonds Community Develo.me'nt Code. Kirk J. Vinish �,�e'L � K f Z -S fV Planner Sign re Date M STREE PLANNING DATA T FILE Ji Commercial • Multi -Family Name: SLAn5?.t 121 Date: 0J.?.-S.,kC)0$ Site Address: 12 23 12 5 GLAY) SP-t A -VP— • N , File Number; Project Description: U n-e W Cn f' GOnd-0 u'n 1t'5 'r tA pffl Ce, S Q A Ge- Use(s) Proposed / Allowed: rn.f t Lpm CUP File Number: / Reduced Site Plan Provided: (0 / NO) ADB File Number: Legal Nonconforming Land Use Determination Issued:. (YES / Map Page: Zoning Designation: OFL Flag Lot: (YES / To Comp Plan Designation: Corner Lot: (YES / t y Lot Area: Plans Match ADB Approved: (G)/ NO) Shoreline Required: (YES /To 2D(0, ' YDVY)Q}iw M Critical Areas Determination It: C "- IOil t{., .yW n�D f-2C.� Ill I CQ I r2 D✓'� %uu ❑ Study Required 9 � J ® Waiver dUtC d �• 12. O$ SEPADetermination: SeFA cJV15 1SSlaed 51$/t)$ for (p tkn(+S A. ❑ Exempt ® Needed O i tG + A r k- ( V1 9 t 9 rA d 1 n g C '�PbD -fill / 15 b Required Setbacks Street: !C� Side: 5, Side: 5� ,S Re r: , Actual Setbacks Street: ( Side: 2 5 ,I Side. Rear: Lot Coverage Required: m we Lot Coverage Provided: --� Lot Coverage Calculations: Buildin Hei ht Datum Point: Datum Elevation: Maximum Height: yCj'� 1�-►} Actual Height: 4q , I (� '��; 9 to.I Subdivision / Legal Description: - Lot Aggregation Required: 6Y`C—r q,yt yytigjr.�+, v I_ Notes: res • Rockeries • Retaining Walls • Fences • Trellises • Arbors Bay Windows • Projecting Modulation 4Stairs Covered Deck • Covered Porch • Eaves Chimney • Elevator Penthouse • Uncovered Unenclosed <30" Deck • Porch • Patio Trash Enclosure • Mechanical Equipment a nit cY- Plan Review By: gina c. rLANNING DATA �STREET FILE Commercial • Multi -Family LandscapingLandscapirig Notes. Landscaping Matches ADB Approved: I b ut'b0G � a I ` ' landscaping Bid,Provided:' 1�f21 O O 0 • • : 'Bond•`Amount:­ 00 ne, ec-fim Commercial Parkin 'Ana! psis Business Name Type/Use Parking Ratio' ' Tenant Area Required Parking • , to fJp 1eY • A I O Total Parking Required: A — 1 Total Parking Provided: Afulti-Fariti! , Parking Anal ,sr , # Bedrooms per,Dwelling Unit. Parking Ratio' • " # Units, , ', Required Parking Studio 1.2/D.U. n1 Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. T 3 + Bedrooms 2.0/D.U. Total Parking Required: Total Parking Provided: Other Dowvt WV1 I&uyiV1 cep s Arce4 (pty Ma✓ IO 1500 EP iokaq arca. --+ avid ► sta 11 U CUA . 0 Lo $1-A MP + 0 `43 = (c. 4 3 =e�p a les regwi rcd A -0 0 PYDV1Ae4 i5 + ISM --2 = 15.0� = Iq-! $ GdL L : .qo - ZI � 11 1., Plan Review By: gina c. i c 4M ENGINEERING 250 4th.Ave. South Suite 200 Edmonds, WA 98020 Phone: 425.778.8500 Fax: 425.778.5536 July 14, 2010 Jeanie McConnell City of Edmonds 121 5`h Ave N. Edmonds, WA RE: Sunset Condos-DCDA Vault Dear Jeanie, Ron Skinner with Landsverk Quality Homes provided us with as -built drawings of the DCDA vault on the Sunset Condos site. It is our understanding that the layout of this vault needs to be verified and submitted with a stamp from the original design engineer. The purpose of this letter is to confirm with the City of Edmonds that we have reviewed this layout and confirmed the dimensions in the field. I have attached the drawings of the vault that we were given to CG Engineering. Please call me at (425) 778-8500 or email me at grego@cgengineering.com if you have any additional questions or concerns. �+/� Sincerely, CE;Sli f ® CG Engineering GCS CJUL ! 5 2010 EVELOPMENT SE COUNTER �►CES' Greg Guillen, PE, SE Principal IF G GUI.. WAsgrL4� as . 25M ONaL�'� R LE V M(O H JUL 16 2010 ®UWNG DEPARTMENT .......... 21003030JM 5 PGS 1, 2:1��, �66.00 C John RAUS'H OUN ASHINGTON 16118 W"*' Edmonds; WA-Siow" WASIHNGTON'STATEMN:CORDER'S Cover Sheet atew 6s.00 Document (aU arras applicable toyaw ftc=cnt Mwtbc film ill) % . .......... % Trash Enclosure PTT.: E-2nd**Joinf-Use AVeement Reference Number(s) of Oocum*�6 asikipwtor released: Additiwa] reference O's on Pw Grantor(s) Sean N Drew Additional names on page of document. Sunset 100 LP Additional names on page of docameaL Legal description (abbreviated i.e. im block, plat or Edmonds Plot of Block 01 B-00, Lot 2 Additional Is an PW ofdocumeuL &7AI 96 Assessor's Property Tax Pareel/Account Number I AssessoF flax # Rot Yet assigned 00434MI300200 The Auffitar/Recorder will rely on the khrmation provided an the fbmL The staffwill ant mead the, document to verify the acawacy or compkgham of ft!pqEM injonb=bL- I am requesting an emergency nonstandard recording for an additionai as provided in RCW 36.18.010. 1 understand that the recording processing-.., requirements may cover up or otherwise obscme some vart of the text of the original document. Signature of Requesting Party Trash Enclosure Development and Joint Use Agreement Wtierea.S, Sunset .1.00 Limited Partnership is developing 6 condominium units, garage, and %offic&asseqrbly space at 121 Sunset Ave N,123 Sunset Ave N., and 125 Sunset Ave N, Parcel' Fls 004341.0.1300300 and 00434401300401(Sunset 100 Property); and Whereas; -the piew FamiLy.is the owner of the property directly to the south at 111 Sunset Ave. Ti, Parcel..#VQ4.34481300200 (Drew Property); and Whereas, tk.Drew Pfo ty currently has an exposed trash bin near to the sidewalk along Sunset Ave.`for..it.use; and''.. Whereas, the City. of Edmonds is rlrgdesting the development of a new trash enclosure and joint use of that enclosure bct;reeit the Drew Property and the Sunset 100 Property; and �....... ► Whereas, Sunset 100 Limited PatFfiieiship, is required to construct new sidewalks and other improvements in front of the-Sun�1-104 Property; and Whereas, Improvements ir-•J�ont'of the'I)rew Property will add aesthetic and financial value to the Drew Property, Now Therefore the Parties Agree•.ta-the following:' f 1. Sunset 100 Limited Partnership -will corstruct a City of Edmonds approved trash enclosure at the Northeast comer of the brew Property, as shown on the attached site plan and as per the attached drawing. The enclosure will be constructed of either concrete, or wood -*the -following dimensions, 16 feet wide, 10 feet deep, and 6 foot high. The enelgsupe opening will face toward Sunset Ave. The color of the enclosure will.zhatph the Drew Property Building. 2. Sunset 100 Limited Partnership will be responsible --for. all design and permit fees associated with the construction of te'itei�v epclosure. 3. The Drew Family agrees name Sunset 100 LimiW Partnership as their agent to submit plans to the City of Edmonds for the. eohstr.ucilom•of-the new trash enclosure on the Drew Property - 4. Sunset 100 Limited Partnership will remove the trees that •are .nbw impeding on the City of Edmonds right-of-way, and place potted triees arouiid.•the back of the trash enclosure to screen the view from the Drew Propepry`$rrilding...The trees will be at least 6 feet in height at initial planting. 5. The Drew Family will grant to the owners of 121, 123,'40-' i5'§unset;•joint use of the trash enclosure in perpetuity or until other joint o.riangeinphts ate made. 6. This Agreement will convey to the Drew property and/or any s'ubuent owners. 7. Sunset 100 Limited Partnership will construct improvements in frot 6�.Oie Drew Property in like fashion to those being constructed in front o-rtlae Stin!0-*` 100 Property at the same time as those being constructed in front of the Sunset 100 Property. • .. •. Sunset 100 Limited Partnership, the Sunset 100 Property Homeowners Association, or any other owner of the Sunset 100 Property will be responsible to pay for, all collection fees for all ordinary trash collected or removed from the rjewly constructed and shared Trash Enclosure on the Drew Property, once the -"new 6110snre becomes operational for the entire term that this agreement is in .#'once: The pai�y (ies) responsible will alert the trash collection company of this responsibi)it�,-and billing information. 9: Upon the redevelopment of the Drew Property, a new Joint Use Agreement will ne to be.ne otiated and: to b the City of Edmonds. ed g d Y tY Agreed this I & of IAnilary, 2009 '. .......... Drew Family ..Sunset 100 Limited Partnership Sean ew:' esen, ` I gMember + 4' STATE OF WASHINGTON •�; .i�flUNTY OF �� On:tfiis :' � l ..•••day of Y , 20_oq, before me, the duly 'unde'rsig d oN to y Public in and for State of Washington, duly commissioned a'nd•�.wgm, personally ap eared�' 1 p ( P,t,e) who executed the foregoing iri'4'6merit, and acknowledged to me that he signed the same as his own-ffee•and vott:ritary. act and deed for the uses and purposed therein mentioned: k'' In WkTNESS..VVHEREOF, I have hereunto set my hand and affixed my official seal the'day and -yea r first above written. ..........0 TA ti l It . �. `��ee • J► O y -►.._ •9 State, f ashin on, Residing in W is in�r►sN STATE OF WASHINGTON COUNTY OF On this l day of ;-.20L;,iefore me, the duly .1 undersigned, a Notary Public in and for a Sta " f•W hington duly commissioned and sworn, personally appear who executed the foregoing instrument, and acknowledged to me that'he sOni6d.the same as his own free and voluntary act and deed for the uses -and purpQsed. therein mentioned. In WITNESS WHEREOF, I have hereunto set my h�nd•*&affixed. my official seal the day -and year first above written. ,. qG ti ro OTAq :" a•-►..•. Yam. State ofWashing, Residing in iJ ires kh_ ti. Ihc. is9"1 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering December 15, 2009 John Thoresen Sunset 100, LP 16118 72"d Ave W Edmonds, WA 98026 RE: Request for Building Code Interpretation 121, 123, 125 Sunset Ave N Dear Mr. Thoresen, GARY HAAKENSON MAYOR STREET FILE This letter is in response to a letter from architect Brian Corbett, dated April 7, 2009, received by the City on December 2, 2009. Based on his letter it is our understanding that the subject exterior stairway and landing will only be located between the north and middle buildings (Buildings B & C on the approved plans), specifically between 123 and 125 Sunset Ave N. As noted in previous City letter dated April 2, 2009, we have read the report and have determined that the engineer has adequately justified that the proposed exterior stairway landing area between the two buildings can be considered pedestrian walkways as set forth in IBC 3104 to address fire separation issues. Based on the architect's letter it is our understanding that the landing and stair will be self-supporting with no attachment to either building in order to utilize exception 2 to IBC 3104.2. This will be confirmed during review of the revised architectural plans and shop drawings (shop drawings must contain the shop drawing review stamped approved by the structural engineer of record). Please submit 3 sets of revised architectural plans and shop drawings reflecting the stairway/landing changes. Also, we are still awaiting revised architectural plans in response to Plan Review Comments dated April 17, 2009 (copy enclosed). This was due to the changes made to the parking garage area. Please include these changes in the revised architectural plans to be submitted to the City for review. Sincerely, -Mt- Ann Bullis, CBO Building Official Incorporated August 11, 1890 Sister City - Hekinan, Japan • • City of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425)771-0220 DATE: April 17, 2009 TO: Duane Landsverk duane@lqh-inc.com FROM: Ann Bullis, Building Official RE: Revision to Permits 2008 0463, 2008-0464, 2008-0465 Project: Sunset Condominiums — Architectural Revision to Lower Floor Project Address: 121, 123, 125 Sunset Ave N During review of the revised architectural plans for the above noted project, it was found that the following information, clarifications or changes are needed. Please provide written responses as to where the changes can be found on the plans, and submit revised plans/documents to a Permit Coordinator. 1. Revised Sheet A-1 shows a reference to detail 10/A-1 at the northeast corner of the building which could not be found. Please provide the detail on the plan. 2. Submit revised Sheet A-0 showing the revised floor area for the lower floor. cc: Brian Corbett via email: r brian(Qmsn.com �-AEGIS .ENGINEERING March 24, 2009 Mr. John Thoresen Sunset 100 LP 16118 72nd Ave W. Edmonds, WA 98026 SUNSET PROJECT - EDMONDS EXTERIOR STAIR CONDITION Dear Mr. Thoresen: 6725 162"d Pl SW Lynnwood, WA 98037 www.AegisEngineering.com (425) 745-4700 fax (206) 801-5797 RECEIVED MAR 2 4 2009 BUILDING DEPARTMENT CITY OF EDMONDS ' Aegis Engineering has been retained by Sunset 100 LP to evaluate exterior stairs located between buildings at the Sunset Project in Edmonds, at 121, 123, and 125 Sunset Ave N. We understand this project is subject to the 2006 International Building ' Code (IBC) as adopted and amended by the State of Washington and enforced by the City of Edmonds. BACKGROUND ' The Sunset Project consists of three Type VB Group R-3 structures situated atop a Type I underground parking garage, separated in accordance with Section 509.2 by 3-hour fire -resistance -rated construction. The project is equipped throughout with an ' approved automatic sprinkler system. Each Group R building is separated by 6 feet. An assumed property line is extended ' between the buildings such that the fire separation distance varies from less than 5 feet to greater than 5 feet to accommodate exterior window and door openings. Exterior walls are 1-hour fire -resistance rated from both sides in accordance with IBC Section ' 704.5. The Group R-3 structures are two -stories, with up to 2 dwelling units; one dwelling unit ton the main floor and a second dwelling unit on the upper floor. The primary ingress and egress access for each unit is from the east in accordance with Item 2 of IBC Section 1019.2. An additional stair is proposed within the 6-foot space between the ' north and central buildings to serve the two upper dwelling units. This supplemental stair and landing would be of noncombustible construction. No openings are proposed Fire Protection - Building Code Consult - Design - Engineer ' SUNSET 100 LP • • Page 2 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION beneath the stair element, or facing the stair other than for access from units served by the stair. EVALUATION ' Aegis Engineering has evaluated the proposed conditions at the Sunset Project with regard to applicable provisions of the IBC. BUILDING AREA ' The code generally seeks to limit the magnitude of potential conflagrations through compartmentalization and regulating the size of buildings. However, at the Sunset ' Project, the individual buildings are classified as Group R-3 buildings, which are permitted to have an unlimited area. This suggests that the code recognizes an inherently low level of risk to be associated with Group R-3 construction. If multiple Group R-3 buildings at the Sunset Project were considered together as Group R-2, the actual area of the two subject adjacent buildings could be considered portions of a single building in accordance with IBC Section 503.1.2. As the code would permit two buildings to be connected and enclosed by combustible construction if classified as Group R-2, the separation and openness provided between the Group R-3 buildings with 1-hour exterior walls and a noncombustible exterior stairway should be considered to maintain the level of safety anticipated with the provisions of IBC Section 503.1.2. EXTERIOR PROJECTION ' In order to limit the potential for lateral fire spread between buildings, the code regulates projections extending from a building. Section 704.2 permits projections to extend (1) one-third the distance to the lot line where protected openings are required, or (2) up to twelve inches into areas where openings are prohibited. Based on Footnote C to IBC Table 704.8, unprotected openings are permitted with a fire separation distance of more than 3 feet at the Sunset Project. Therefore, where the exterior stairway element between the buildings Is attached to only one building, It may be considered as a projection of that building. In accordance with the provisions of IBC I' Section 704.2, it is permitted to extend up to 12 inches into the area where openings are prohibited. ' Based on a 3-foot fire separation distance where openings are prohibited, and assuming the imaginary property line between the two buildings is located nearly at the SUNSET 100 LP • Page 3 SUNSET PROJECT - EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION face of the adjacent building, the stairway should be permitted to extend up to 2 feet from the face of the adjacent building. As illustrated in Figure 1 below, the 3-foot — 6-inch wide exterior stair shown in the October 7, 2008 architectural plans by R. Corbett Architects and 2-foot minimum separation distance prescribed by code to the assumed property line can be accommodated in the 6-foot separation distance between the buildings. LC f � s e FIGURE 1: SUBJECT GROUP R-3 BUILDING (RED) WITH PROJECTING EXTERIOR STAIRWAY (GREEN) WITH MINIMUM 2 FEET SEPARATION TO ASSUMED PROPERTY LINE AT ADJACENT BUILDING (BLUE) SUNSET 100 LP • • Page 4 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION PEDESTRIAN WALKWAY While code provisions for projections generally seek to maintain a space between elements extending from one building toward a separate building, IBC Section 3104 describes conditions for which a pedestrian walkway is permitted to link separate buildings. Figure 2 below illustrates how the upper landing of the stair can link both upper dwelling units to the supplemental stair, functioning as a pedestrian walkway. SUNSET 100 LP • Page 5 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION In order to maintain the degree of separation desired with the Sunset Project, while the exterior stair may be connected to one building, structural connection to both buildings must be avoided as described in Exception 2 to IBC Section 3104.2. As the Sunset Project residential buildings are of combustible construction, Exception 1 to IBC Section 3104.3 would permit the pedestrian walkway to also be of combustible construction. With this project, noncombustible construction is proposed for the exterior element, such that the level of safety provided is in excess of that prescribed -by code. Exception 3 to Section 3104.5 does not require fire -resistance rated exterior walls where the buildings are on the same lot in accordance with IBC Section 503.1.2. Section 503.1.2 permits such buildings to be regulated as separate buildings or as portions of one building. As described in the Building Area section above, the aggregate area of the two subject buildings at the Sunset Project are within the allowable area limitations of the code. However, this project identifies an assumed property line between the buildings, and each building is regulated as a separate building in accordance with Section 503.1.2. While the applicable exception to Section 3104.5 does not require a fire -resistance rating, as these buildings are regulated as separate buildings, the exterior walls are fire - resistance rated and exterior openings are limited based on the proximity to the assumed property line in accordance with IBC Section 704.3. It can be noted in Figure 2 that opposing doors accessing the common exterior pedestrian walkway are offset in accordance with IBC Section 704.8. CONCLUSION The Sunset Project in Edmonds consists of three Group R-3 buildings atop a common ' garage element, in accordance with Section 509.2 of the IBC. The physical separation of the buildings, fire -resistive construction of the exterior walls, and limited openings of the exterior walls, contribute to an inherent level of fire safety between the buildings. tEach Group R-3 building contains no more than 2 dwelling units and is protected throughout by approved automatic sprinkler protection. In addition to the subject ' exterior stairway located between the buildings, the dwelling units are provided with another exit to the east in accordance with Item 2 of IBC Section 1019.2. ' Based on the construction and occupancy of the Sunset Project, where connected to one building, the subject exterior stairway located between two buildings as identified on design plans dated October 7, 2008 should be considered to comply with the limitations ' for projections in accordance with IBC Section 704.2 as illustrated in Figure 1 above. 1 SUNSET 100 LP Page 6 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION When this exterior stair element is expanded to serve two buildings, the upper landing and exterior stairway should satisfy the provisions of IBC Section 3104 as a pedestrian walkway, as described with Figure 2 above. Feel free to contact me, or to have Ms. Ann Bullis, City of Edmonds Building Official contact me directly, at 425.745.4700 or by e-mail at BrianT@AegisEngineering.com with any questions or for clarification of the information presented in this document. Brian C. Thompson; cc: Collin Madden / cmadden@triliadcapital.com R. Brian Corbett / r—brian@msn.com 6725 162n, Pl W AE61 S Lynnwood, WA 98037 E N G 11�1 E E R I NG www.AegisEngineering.com (425) 745-4700 fax (206)801-5797 Brian C. Thompson, P.E. Summary Brian Thompson, the Principal of Aegis Engineering, is a registered professional engineer in Washington, Oregon and California. He holds a Master's Degree in Fire Protection Engineering from Worcester Polytechnic Institute and has project experience involving high-rise buildings, health care facilities, historic rehabilitation, mixed -use and industrial occupancies. Mr. Thompson entered the fire protection field over 15 years ago, and is familiar with the application of current engineering models and methodologies to evaluate unique project conditions, including complex analysis of the anticipated performance of fire protection and smoke control systems. His project responsibilities include developing design strategies for project fire protection and building code approaches, evaluation of design plans for code compliance, as well as system inspection and testing. Other fire protection engineering experience has been gained by Mr. Thompson through previous employment in Chicago and San Francisco. Other applicable experience includes firefighting, civil engineering work, site master planning, and forensic investigations. Experience Brigade Complex, Microsoft Office Buildings, Snoqualmie Casino Fort Lewis, WA Redmond, WA Snoqualmie, WA City Heights, Olympic BioFuels Facility, UW Medical Center Ferndale, WA Poulsbo, WA Seattle, WA Emerald Queen Casino Plaza Center, Vancouver Clinic Fife, WA Bellevue, WA Vancouver, WA Group Health Cooperative, Providence Cancer Center, Wells Fargo Plaza, Seattle, WA Everett, WA Tacoma, WA Education US Green Building Council, Berkeley, CA LEED-NC Technical Review (2005) Worcester Polytechnic Institute, Worcester, MA M.S., Fire Protection Engineering (2003) Marquette University, Milwaukee, WI B.S., Civil Engineering (2000) Protection Knowledge Concepts, Chicago, IL Automatic Sprinkler System Design and Water System Analysis (1998) Affiliations . International Code Council (ICC), WA Fire Code Technical Advisory Group • National Fire Protection Association (NFPA), AEBO Section • Salamander Honorary Fire Protection Engineering Society, Gamma Chapter • Society of Fire Protection Engineers (SFPE), Pacific Northwest Chapter Fire Protection • Building Code Consult • Design • Engineer C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Phone: 425.778.8500 Fax: 425.778.5536 u{vG1NEER1��' December 2, 2008 Jeanie McConnell '� { City of Edmonds 121 50' Avenue N, 2°d Floor pats: ®pp�►1� a Edmonds, WA 98020c Application Number: bld2008O463, b1d20080464, bld2008O465 Project Name: Sunset Condos WO k0D Project Address: 121 Sunset Ave RE: Detention Waiver Dear Ms. McConnell, cry 1 �,►"`_`- Due to the circumstances surrounding the site at 121 Sunset Ave, our firm would like to submit this request to waive detention requirements for this project. 18.30.065 of the Edmonds Community Development Code lists the requirements needed to be met in order to waive detention. • The exemption provides equivalent environmental protection and is the overriding public interest; and that the objectives of safety, function, environmental protection, and facility maintenance, based on sound engineering, are fully met. The impact caused by the site is minimal, with the 100-year storm in the developed conditions being on 0.09 cfs larger than the 100-year storm in the existing conditions. In updated editions of the Western Washington DOE Manual, this allows the development to be exempt from flow control. The proposed method of conveyance will not cause any environmental, safety, or functional problems. See Drainage Report for Calculations. • There are special physical circumstances or conditions affecting the property which the strict application of these provisions would deprive the applicant of all reasonable use of the parcel of land in question, and every effort to find creative ways to meet the intent of the minimum standards has been met. Groundwater was discovered 6 feet below the ground surface, as shown in the geotechnical report. This could vary because of the close vicinity to Puget Sound or changing seasons. Having a detention pipe under the building structure with this much groundwater would raise concerns, which are avoided without using detention. RESa le UM DEC - 9 2008 BUILDING �� CITY OF EDMON S Detention Waiver December 2, 2008 Application #20080463, -0464, -0465: Sunset Ave Condos Page 2 • The granting of this exemption will not be detrimental to public heath and welfare, nor injurious to other properties in the vicinity and/or downstream, and to the quality of waters of the state. The quantity of water being added to the existing conveyance system is very minimal, as stated in (A) above. Pipes downstream appear to be in adequate condition to convey the water to Puget Sound with little risk of damaging adjacent properties. Analysis of the off -site conveyance system including pipe flow equations is included in the Drainage Report. • The exception is the least possible exception that could be granted to comply with the intent of the minimum requirements. This appears to be the most adequate method for successfully conveying stormwater into Puget Sound. The increased flows are minimal, the site creates problems with adding a detention system, and the off site conveyance is adequate. All of these concerns are analyzed in greater detail within the Drainage Report and the Geotechnical Report. We look forward to hearing from you. Sincerely, CG Engineering 43�� - Greg illen, PE, SE Principal 0 C04M ENGINEERING AP P OVER BY PNGINEERING December 2 2008 Jeanie McConnell Date: e City of Edmonds 121 50' Avenue N, 2°d Floor Edmonds, WA 98020 Application Number: bld2008O463, bld2008O464, bld2008O465 Project Name: Sunset Condos Project Address: 121 Sunset Ave RE: Driveway Slope Waiver Dear Ms. McConnell, Due to the circumstances surrounding the site at 121 Sunset Ave, our firm would like to submit this request to waive driveway slope for this project. In Section 18.80.060.D.2 of the Edmonds Community Development Code it states that: The public works director may authorize driveway slopes to exceed 14016, up to a maximum of 20%, if he determines that: a) The driveway is the only economically and environmentally reasonable alternative. b) The driveway will not present a traffic, pedestrian, bicycle, or safety hazard. c) The police and fire chief concur in allowing the proposed driveway slope. d) The public health, safety and general welfare will not be adversely affected. Because of building height requirements and the size of the site it is difficult to fit a building the size of the one being proposed onto this site. The driveway needs to go down approximately 13 feet in elevation from the existing Sunset Ave. North right of way. To ease the transition to an 18.35% maximum slope, the driveway begins after the property line sloping at 8% for 20 feet. After the 18.35%, there is 20 feet of slope at 6% to ease the transition into the relatively flat parking area. The driveway will not create any safety hazards for pedestrians, bicyclists, or motorists. The proposal is to build the driveway entrance according to city standards. We look forward to hearing from you. Sincerely, CG ngineering Gr uillen, PE, SE Principal DEC - 9 200B BUILDING DEPART'MEN! CITY OF EDMONDS 1-7 pip cJ) APR 19 L008 K ` CITY OF EDMONDS PLANNING DEPT.. 'R FFIC IMPACT ANALYSIS WORK SHEET pS �OiEO pppg( N , EER�NG Name of Proposed Project: Sunset 121 5 13�tPw Owner/Applicant: /CEO � /' Name Street/Mailing Address City State Zip Telephone: oZ 0 "' 7� y� — // 5' S Applicant Contact Person: Name / Street/Mailing Address city State Zip Telephone: Traffic Engineer who prepared the Traffic Impact Analysis: Gibson Traffic Consultants Matthew J. Palmer, PE Firm Name Contact Name 1. PROJECT DESCRIPTION a. Street address (if known): 121 Sunset Avenue N, Edmonds, WA b. Location: Edmonds, WA c. Specify existing land use: vacant 425-339-8266 Telephone (Attach a vicinity map and site plan.) d. Specify proposed type and size of development: 6 condominium and 217 SF of f ice construct late 2008 e. When will the project begin construction and when will it be completed? _occupy 2 o o 9 f. Define proposed access locations: one access to Sunset Avenue N g. Define proposed sight distance at site egress locations: Greater than 386 feet Page 1 S.LNCE LESS TON TR.ZPS. 2. TRIP GENERATION a. Existing Site Trip Generation Table: I AND 3, AlEc E s sA Qy 25 PEO k HOUR Land Use Daily (ADT) PM Peak -Hour Trips IN OUT Vacant b. Proposed Project Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT Condominium 35.16 2 1 General Office 2.39 0 0 c. Net New Project Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT Above 37.55 2 1 d. State assumptions and methodology for internal, link -diverted or passby trips: None I Page 2 3. TRIP DISTRIBUTION Prepare and attach a graphic showing project trip distribution percentages and assignments. 4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY a. Have sight distance requirements at egress location been met per AASHTO requirements? b. Intersection Level of Service Analysis; • Existing Conditions LOS Delays • Year of Opening LOS Delays • Five Years Beyond Change of Land Use LOS . Delays (Intersections to be evaluated shall be determined by the City of Edmonds Traffic Engineer.) c. Describe channelization warrants: d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths): 50% • Existing Conditions • Year of Opening • Five Years Beyond Change of Land Use e. If appropriate, state stop sign and signal warrants: f. Summarize local accident history: (Attach striping plan.) 95% Page 3 5. TRAFFIC VOLUMES a. Describe existing ADT and peak -hour counts, including turning movements, on street adjacent to and directly impacted by the project. b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the project is fully open (with and without project traffic). c. Describe the estimated ADT and peak -hour counts, including turning movements, five years after the project has been fully open (with and without project traffic). d. State annual background traffic growth factor and source: 6. LEVEL OF SERVICE ANALYSIS Summarize Level of Service Analysis below and attach supporting LOS analysis documentation. Provide the following documentation for each arterial street or arterial intersection impacted by ten or more peak - hour trips. Other City -planned developments must also be factored into the LOS calculations. Existing LOS: Existing Condition: Year of Opening LOS: With Project: Without Project: Page 4 Five Years After Opening LOS: With Project: Without Project: Note any assumptions/variations to standard analysis default values and justifications: 7. AUTIGATION RECONIlVIENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. Condominium/Townhouse $2, 740.01 184 � , y4 General Office $392 .59 31,.,+q Total $3, 132 .60 S'4MR1Dar WY ProjectIMIA Gui&1iwATnBnryA JyWmk 9-04.doo Page 5 • O B SOO N TflkF OC COO NSUL T&HYS TRAFFIC ENGINEERING • TRANSPORTATION PLANNING 2802 WETMORE AVE. - SUITE 220 - EVERETT, WA 98201 - PH: (425) 339-8266 • FAX: (425) 259-2922 April 15, 2008 RECEIVED Mr. Dave Gebert, P.E. APR 1 8 2008 City of Edmonds 121 5 h Avenue N PLANNING DEPT. Edmonds, WA 98020 Re: Sunset 121 - 6 New Condominium/Townhouse Units & 217 SF of General Office Traffic Impact Analysis, GTC #08-048 Dear Mr. Gebert: Gibson Traffic Consultants (GTC) has been retained to provide a traffic study for the proposed Sunset 121 development in the City of Edmonds. This study summarizes traffic generation, access sight distance and traffic impact fee information per the City's guidelines for the developments generating less than 25 peak -hour trips. This study has been organized in the manner of the SEPA Traffic Impact Requirements for the City of Edmonds. DEVELOPMENT SITE DESCRIPTION The proposed development would consist of 6 condominium/townhouse units and a 217 square feet (SF) office space. The site is currently vacant. The development site is located at 121 Sunset Avenue N, Edmonds, Washington. The proposed development is anticipated to be occupied in 2009. There are three driveways proposed to Sunset Avenue N. A site vicinity map is included in Figure 1. TRIP GENERATION Trip generation rates were obtained from the ITE Trip Generation, 7"' Edition, 2003. Land Use Code 230, residential condominium/townhouse, and LUC 710, General Office Building, have been used to determine the number of trips that will be generated by the proposed development. With the 6 new condominium/townhouse units and a 217 SF of general office space, the development is anticipated to generate 37.55 new average daily trips with 3 AM peak -hour trips (1 inbound/2 outbound) and 3.44 PM peak -hour trips (2 inbound/1 outbound). A summary of the trip generation has been included in Table 1. The trip generation calculations have been included in the attachments. COUNTSISURVEYS - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING Mr. Dave Gebert, P.E. April 15, 208 Page 2 SIGHT DISTANCE ANALYSIS The development is proposing to have a single access to Sunset Avenue N. The sight distance checks were performed where the driveway connects to Sunset Avenue N. There were no posted speed limit signs along Sunset Avenue N in the site vicinity. A posted speed limit of 25 mph was assumed due to the residential street nature of the roadway. Based on the American Association of State Highway and Transportation Officials (AASHTO) sight distance requirements and 25 mph posted speed limit, , the required stopping sight distance is 155 feet and the required entering sight distance is 386 feet accounting for the maximum 18% upward slope from the driveway. The stopping sight distance was measured from the centerline of the roadway to an object 2 feet in height to an assumed driver eye height of 3.5 feet. The entering sight distance was measured from 10 feet back of the pavement of an assumed driver eye height of 3.5 feet to another assumed driver eye height of 3.5 feet. Note: although the maximum slope of the driveway is 18%, there is approximately 25 feet of landing space before a vehicle enters the roadway. Where the driveway connects to Sunset Avenue N, stopping and entering sight distances extend beyond 386 feet toward both the north and to the south through the signalized intersection. The proposed development would satisfy the sight distance requirements per the City of Edmonds' guidelines. TRAFFIC IMPACT FEES Traffic impact mitigation payments to the City of Edmonds are based on Edmonds Road Impact Fee Rate Study Table 4 Impact Fee Rates updated to reflect the latest ITE trip generation rates. Based on the calculations, the traffic impact fees for the condom inium/townhouse and general office parts are $2,740.01 and $392.59, respectively. The total traffic mitigation fees for the Sunset 121 development is $3,132.60. The per unit mitigation fee for the condominium/townhouse is $456.67. The traffic impact fees calculations are shown in Table 2. ROA"A"I'C"MOUL (n14� Mr. Dave Gebert, P.E. April 15, 208 Page 3 GTC trusts that this memorandum and attachments adequately address the traffic impacts of the proposed Sunset 121 residential development. If you have any questions or comments, please contact GTC at (425) 339-8266. Sincerely, GIBSON TRAFFIC CONSULTANTS, INC. Matthew J. Palmer, P.E. Traffic Engineer Attachments CC: John Thoresen EXPIRES 8-13- &W5 4QW R C�RR'A���VQMn Sunset 121 GTC #08-048 TABLE 1 TRIP GENERATION SUMMARY • Proposed Land Uses Units Average Daily Trips AM Peak -Hour PM Peak -Hour Total Inbound Outbound Total Inbound Outbound Condominium 6 Units 35.16 3 1 2 3.12 2 1 General Office .217 ks ft 2.39 0 0 0 0.32 0 0 Total 37.55 3 1 2 3.44 2 1 0 c �QtJ`I RAFFIC OOb3MO.46 Sunset 121 GTC #08-048 TABLE 2 TRAFFIC IMPACT FEES SUMMARY 9 ITE Code ITE Land Use Category Trip Rate Trip Length Factor % New Trips Net New Trips per Unit Impact Fe per Unit Unit Total 230 Condominium/Townhouse 0.52 1..15 100% 0.60 $ 6 Units $ 2,740.01 710 General Office 1.49 1.59 100% 2.37 $ l 1.81 1217 sgft $392.59 Total $ 3,132.60 z?4s-q , 332-if 3W.�� i � � " Ca Ob�N�d4Qa4�AN Sunset 121 GTC #08-048 Trip Generation for: Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK LAND USES VARIABLE ITE LU Trip , /, , /, In+Out %, of Gross Trips In+Out In+Out % of Ext' In+Out % of E In+Out In+Out In Out In Out In Out code Rate IN OUT (Total) Trips Total (Total) Trips (Total) Tr s (Total) (Total) Condominium 6 Units 230 5.86 50% 50% 35.16 0% 0 35 0% 0 0% 0 35 0 0 0 0 17.58 17.58 General Office .217 ks ft 710 11.01 50% 50% 2.39 0% 0 2 0% 0 0% 0 2 0 0 0 0 1.20 1.19 Total % //�/% %� %/%/ �// / ///,� % //�, 37.55 %% /// 0 38 %�%%'•;, 0 /// 0 38 0 0 0 0 18.78 18.77 0 Sunset 121 GTC #08-048 0 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK ITE Trip % % In+Out % of Trips In+Out % of In+Out % of In+Out In+Out LAND USES VARIABLE LU I Gross In+Out Ext. Ext. In Out In Out In Out code Rate IN OUT (Total) Trips Total (Total) Trips (Total) Tri (Total) (Total) Condominium 6 Units 230 0.44 17% 83% 2.64 0% 0 3 0% 0 0% 0 3 0 0 0 0 1 0.45 2.19 General Office .217 ks ft 710 1 1.55 88% 12% 0.34 0% 0 0 0% 0 0% 0 0 0 0 0 0.30 0.04 Total '1- % N �' i; 2.96 % � 0 3 . - � 0 /�� 0 3 0 0 H-1 071 0.75 2.23 0- Sunset 121 GTC #08-048 C� Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK LAND USES VARIABLE ITE LU Trip % % In+Out % of Gross Trips In+Out In+Out % Of Ext In+Out % of Ext' In+Out in+Out In -Out In Out In Out code Rate IN OUT (Total) Trips Total (Total) Trips (Total) Trips (Total) (Total) Condominium 6 Units 230 0.52 33% 3.12 0% 0 3 0%. 0 0% 0 3 0 0 0 0 2.09 1.03 General Office .217 ks ft 710 1.49 L17 8 3 % 0.32 0% 0 0 0% 0 0% 0 0 0 0 0 0 0.05 0.27 Total / i 3.44 /j ' i 0 3 /i 0 j 0 3 0 0 0 1 0 2.14 1.30 Sunset 121 GTC #08-048 Net New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error) AM Version New ADT New AM Peak Hour Trips % In I Out I Total 100 37.5 1 r 3 1 T4 0.38 0.01 0.04 0.03 294 0.75 0.02 0.041 0.06 3Y4 1.13 0.02 0.0 0.09 404 1.50 0.03 0.0 0.1 504 1.88 0.04 0.11 0.1 604 2.25 0.05 0.1 0.1 704 2.63 0.05 0.1 0.21 804 3.00 0.06 0.1 0.241 9 3.38 0.07 0.2 0.2 1 3.76 0.08 0.2 0.3 11 4.1 0.08 0.2 0.3 12 4.51 0.09 0.2 0.36 13 4.88 0.10 0. 0.39. 14 5.26 0.11 0.31 0.4 1 5.63 0.11 0. 0.45 16 6.01 0.12 0. 0.4 17 6.38 0.13 0.381 0.51 1804 6.76 0.14 0.44 0.54 1904 7.13 0.14 OAA 0.571 221 7.51 0.15 0. 0.6 2104 7.89 0.16 -0.4A 0.6 2204 8.26 0.17 0.41 0.66 230A 8.641 0.17 0.51 0.6 240A 9.01 0.18 0. 0.72 2 9.39 0.19 0. 0.751 260A 9.76 0.20 0. 0.7 27q 10.14 0.20 0. 0.8 28A 10.51 0.21 0.6 0. 2904 10.891 0.22 0.6 0. 3 11.271 0.23 0.671 0.8 312q 11. 0.23 0.6 0.92 32 12.021 0.24 0.71 0.9 33 12.3 0.25 0.7 -0.98 34 12.7 0.26 0.7 1.01 3 13.1 0.26 0.7 1.04 36 13.5 0.27 0. 1.071 3 13.8 0.28 0. 1.101 38 14.2 0.29 0. 1.131 39 14. 0.29 0.8 1.161 4004 15.0 0.30 0.8 1.191 41 15.4 0.31 0.91 1.221 42 15. 0.32 0. 1.251 4304 16.151 0.32 0.94 1.2 44 16.52J 0.33 0. 1.31 4504 16.901 0.34 1.04 1.34 4604 17.2 0.35 1. 1.3 4 17. 0.35 1. 1.40 48 18.0 0.36 1.0 1.4 49 18. 0.37 1. 1. 18.7 0.38 1.1 1.4 New ADT I New AM Peak Hour Trips % I In I Out 11 Total 1000AI 37.5 ----IF 211 3 51 19.15 0.38 1.1 1.52 522 19. 0.39 1.1 1.55 53 19. 0.40 1.1 1.58 54 20.2 0.41 1.2 1.61 55 20.6 0.41 1.2 1.64 56 21.0 0.42 1.2 1!67 57 21.40 0.431 1.2A 1.70 .582q 21.78 0.441 1.2 1.73 59 22.1 0.44 1.3 1.76 60° 22 0.45 1. 1.7 61 22.91 0.46 1. 1.82 62 23.2 0.47 1.3 1.85 63 23. 0.47 1.4 1.88 6404 24.03 0.48 1.431 1.91 65 24.41 0.49 1.44 1. 66 24.78 0.50 1.41 1.97 67 25.16 0.50 1.4A 2.00 6804 25.53 0.51 1.54 2.03 6904 25.91 0.521 1. 2.06 7004 26.29 0.531 1.54 2.09 71 26.66 0.531 1.581 2.12 7204 27.04 0.54 1.611 2.15 7304 27.41 0.55 1.631 2.18 7494 27.79 0.56 1.61 2.21 750/ 28.16 0.56 1.671 2.24 76 28.54 0.57 1.61 2.26 77 28.911 0.581 1.74 2.29 7804 29.2 0.59 1.7 2.32 79 29. 0.59 1.7 2.35 80 30. 0.60 1.7 2.38 81 30.4 0.61 1.81 2.41 82 30.7 0.62 1.8 2.44 83 31.1 0.62 1.81 2.4 84 31.541 0.63 1.871 2.50 31.940.64 1.90 2.63 86 32. 0.65 1.9 2.56 87 32.6 0.65 1. 2.5 88 33. 0.66 1. 2.62 89 33.4 0.67 1.94 2.65 33.8 0.68 2.01 2.68 91 34.1 0.68 2.01 2.71 9204 34. 0.69 2.01 2.74 9304 34. 0.70 2.042.77 9404 35.30 0.71 2.101 2.80 9SO4 X67 0.71 2.14 2.83 9604 3605 0.72 2.14 2.86 97 36.42 0.73 2.1 2.8 9804 36.80 0.74 2.1 2.92 992q 37.171 0.74 2.21 2.95 1004 37.551 0.75 2 2 2.98 Drainage Report & Calculations . o�iti1 D Eau 'J FOR Sunset Condos 121 Sunset Ave Edmonds, WA 98026 �G Guxlt 4' pF SPA sIONAL aZ�p CG Engineering Project No. 08053.20 January 23, 2009 C C ENGINEERING 250 41h Avenue S, Suite 200 Edmonds, WA 98020 ✓ED BY ENGINEERING JAN 2 3 2009 BUILDING DEPARTMENT CITY OF EDMONDS STREET FILE ° DRAINAGE REPORT 'i PROJECT OVERVIEW: C G ENOW-eri The project is located at 121 Sunset Ave in Edmonds, Washington. The project site consists of an irregularly shaped parcel encompassing approximately 0.283 acres. Development on site will consist of 6 condo units arranged in 3 separate buildings. ,Parking will be underneath the units. A vicinity map and photographs are included in the attachments at the end of this report. EXISTING CONDITIONS: The existing project site is currently covered with bushes and grass. There is a steep slope downward from Sunset Ave on the west side of the site. After the steep slope, the site remains fairly flat until the train tracks on the west side of the property. For the most part, runoff flows to the west towards the Burlington Northern Railroad. Currently there is very little or no off site drainage onto this site. Sunset Ave currently has a curb along the side of the street which prevents surface water from flowing onto the property.. The pre -developed flow rates for the 2-year, 10-year, and 100-year 24-hour storms are 0.04, 0.06 and 0.12 cfs respectively. Currently, cars cannot enter the site from Sunset Ave. There are no wetlands on -site or near the site. Photographs are included in the appendix to this report. DEVELOPED CONDITIONS: The developed site will consist of 6 units arranged in 3 separate buildings. Impervious areas on the site include rooftops and asphalt in the driveway. There is plenty of asphalt in the basement of the proposed project but very little stormwater will reach it. Access will be located at the southeast corner of the parcel in the form of an asphalt driveway that ranges from 6% to 18.35% slope. A trench drain at the bottom of the driveway will collect all of the runoff. Stormwater in the parking area will only be what falls off of cars after they have been driven to the building in the rain. Storm water runoff from the impervious areas inside of the building will be captured and drained into an oil water separator. After entering the oil water separator water shall be conveyed into the sewer system. Storm water runoff from the roof and footing drains will be routed to a catch basin with a pump to convey the water east, toward Sunset Ave. A catch basin on the northeast corner of the site will be used to transition the conveyance from a force line to a gravity flow condition. The stormwater will be conveyed via new pipes toward the Sunset Ave and Bell Street intersection, where there is an existing stormwater conveyance system running toward Puget Sound. This existing system is described in the Off Site Analysis section of this report and is shown in the City of Edmonds Storm Drainage map, located in the appendix. The new pipes that will gravity flow toward the Sunset Ave and Bell Street Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page I I DRAINAGE REPORT C G intersection will be 12" PVC pipes sloping at 1 %, more than adequate enough to handle the flows from our existing site. Calculations for the pump are included in the appendix. Being so close to Puget Sound and having a more than adequate conveyance system, in will not be necessary to detain the stormwater to convey it off site. The developed flow rates for the 2-year, 10-year, and 100-year 24-hour storms are 0.09, 0.13, 0.21 cfs respectively. The difference between the existing and the developed 100-year storms is only 0.09 cfs, further negating the need for detention. A detention waiver has been granted by the City of Edmonds, per the comment letter dated 1-6-09. Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page I I DRAINAGE REPORT WATER QUALITY: C G epxarteefam Water quality will be provided through a Utility Vault Company oil/water separator. This detail has been provided in the appendix. Operation and maintenance information for this type of system, as required by the most recent DOE Manual, is included in the appendix. OFF SITE ANALYSIS: Several areas flow towards the site, but only negligible amounts of surface water actually • need to be accounted for because of existing drainage systems. All surface water along Sunset Ave. flows southerly toward Main Street, where it then flows westerly into a catch basin one block downstream. There is also a stormwater conveyance system that runs down Bell Street, and collects all of the water from 2nd Ave. and 4t Ave. All catch basins appear to be in good condition and all pipes appear to have a slope more than capable of handling large storms. This stormwater all conveys to the 3-way intersection of Sunset Ave and Bell Street. On the • west side of the 3-way intersection there is a storm drainage manhole in the grass, which will be the connection point from the proposed site. A 12" diameter pipe carries flows down the hill to a manhole where it transitions to an 18" diameter pipe. This 18" diameter pipe then conveys the stormwater underneath the train tracks. It connects to a catch basin near the restrooms for the park and beach. From this catch basin stormwater is conveyed • to the Puget Sound. Further analysis of the downstream conveyance system is included in the appendix to this report. The pipe flow calculation shows that the additional flows only require about 1% of the system's capacity for flow and less than 5% of its capacity for area. As explained on the calculation sheet, this conservative calculation assumes the slope of the downstream system to be just 2%, which is considerably lower than the actual condition for the majority of the existing conveyance system. In some areas the slope of the pipe is • approximately 15%. On areas with larger slopes the additional flows from the proposed project require even less of the conveyance system's capacity than they do for the assumed 2%. Also included in the appendix is an off site basin map and photographs. To conclude, the amount of stormwater being added to the system is minimal and should have no negative impacts on the existing conveyance system to Puget Sound. EROSION AND SEDIMENT CONTROL: Clearing limits are delineated on the engineering plans and will be flagged in the field prior to the start of construction. A filter fabric fence will be installed around the entire downhill perimeter of the site along the property lines. The filter fabric fence will be checked periodically during the wet season. It will be inspected during and after any heavy rainfall. Damage will be repaired prior to leaving the site. The fence shall be removed within 30 days after the site has been stabilized. Any disturbed areas resulting from construction or removal of the erosion control measure shall be stabilized. If possible, the clearing and land alteration work will be scheduled in the dry season. Trapped sediment will be removed or stabilized on site. Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page 12 DRAINAGE REPORT �G ENdNEER�NG A gravel construction entrance will be placed on the southeast corner of the site for the new condos to minimize truck tire soil tracking. To install the construction entrance a berm will need to be built at the approximate location of the proposed driveway. The maximum slope of the berms side shall be no greater than 1.5:1. If construction vehicles transport soil and/or debris onto road surfaces, the roads shall be cleaned thoroughly at the end of the day. Sediment shall be removed by shoveling and sweeping and transported to a controlled sediment disposal area. Street washing shall be allowed only after sediment is removed in this manner. A sediment trap is not necessary on this site due to the size of the site. If a sediment trap were to be required, there would be no where to convey the stormwater unless it was pumped up to Sunset Ave. Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page13 DRAINAGE REPORT C C ATTACHMENTS: • Vicinity Map • Aerial Photograph • SCS Western Washington Runoff Curve Number Table • Tc Calculations • "n" and "k" Value Tables • Tc Maps • Isopluvial Maps • Storm Flow Rate Calculations • Water Quality Facility Details • Stormwater Pump Details • Pump Flow Calculations • Storm Detention Waiver Request • Site Photographs • Offsite Flow Calculation • Offsite Analysis Map • Driveway Slope Waiver Request • Sheet C3.1 Grading and Drainage Plan • Cost Summary • Operation and Maintenance Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page 14 DRAINAGE REPORT i r- �,M- e4MM-EFUNG 0,2008 VICINITY MAP 200 m 61313 ft 171 Aloha St z Glen St 2 IIa C� cfvk Lsprague 5t-1 Center Playfle Offd Main St s r;y—t-,-n--stl L T:Mapi. a S`] Walnut St Cedar St ,Spruce !-. rtela,pd Dom_ E=7 A02008NAVTEO ofiL-Aft. Drainage Report for SUNSET CONDOS - Pj # 08053.20 Page 15 DRAINAGE REPORT �CIMP EWAPAEEFUM AERIAL PHOTOGRAPH Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page 16 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural,. suburban and urban land use for Tvne IA rainfall distribution. 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land:. undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on �:75% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100 -Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses &. must be industrial areas computed (1) For a more detailed -description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. III-1-12 FEBRUARY, 1992 (Time of Concentration ( Te) - Existing Conditions for: City of Edmonds Sheet Flow - Segment 1 L= 29 ft Ns = 0.24 Dense grass P2 = 1.50 in 2-year So= 0.44 ft/ft Tt = 2.22 min Sheet Flow - Segment 2 L = 130 ft Ns = 0.24 Dense grass P2 = 1.50 in 2-year So= 0.02 ft/ft Tt = 25.43 min Total = 27.65 Minutes Use: 28 Minutes C Time of Concentration BY Jared Date n ENGINEERING _ Existing Conditions Chkd Date 250 4th Ave. South Scale N.T.S. Sheet No. Suite 200 Edmonds, WA98020 Sunset Condos Job No. 08053.20 Time of Concentration ( Te) - Developed Conditions for: City of Edmonds Sheet Flow - Segment 1 Sheet Flow - Segment 2 L = 20 ft L = 65 ft Ns = 0.011 Ns = 0.011 P2 = 1.50 in P2 = 1.50 in So= 0.06 ft/ft So= 0.16 ft/ft Tt = 0.31 min Shallow Concentrated Flow - Segment 3 Tt = 0.54 min L = 140 ft K= 21 So= 0.01 ft/ft Vo = 2.10 ft / sec Tt = 1.11 min Total = 1.96 Minutes Use: 5 Minutes C� C Time of Concentration - Jared D, ENGINEERING Chkd Developed Conditions Date Scale N.T.S. Sheet No. 250 4th Ave. South Suite 200 Job No. Edmonds, WA98020 Sunset Condos 08053.20 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.4 "n" AND "k" Values Used in Time Calculations for Hydrographs "n," Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel) n, smootn surfaces (concrete, asphalt, gravel, or soil) 0.011 raiiow yields or loose soil surface (no residue) 0.05 Cultivated soil with residue cover (s-< 0.20 ft/ft) 0.06 Cultivated soil with residue cover (s> 0.20 ft/ft) 0.17 Short,prairie grass and lawns n is a�iuuua y,.ann 0.41 Range (natural) 0.13 Woods'or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 *Manning values for sheet flow only, from Overton and Meadows 1976 (See TR-55, 1986) "k" Values Used in Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1) k, 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n = 0.040) 8 4. High grass (n = 0.035) 9 S. Short grass, pasture and lawns (n = 0.030) 11 6. Nearly bare ground (n = 0.25)' 13 7.. Paved and gravel areas (n = 0.012) 27 Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) kc 1. Forested swale with heavy ground litter (n = 0.10) 5 2. Forested drainage course/ravine with defined channel bed (n = 0.050) 10 3. Rock -lined waterway (n = 0.035) 15 4. Grassed waterway (n = 0.030) 17 S. Earth -lined waterway (n = 0.025) 20 6. CMP pipe (n = 0.024) 21 7. , Concrete pipe (0.012) 42 8. Other waterways and pipe 0.508/n Channel Flow (Continuous stream, R = 0.4) k. 9. Meandering stream with some pools (n = 0.040) 20 10. Rock -lined stream (n = 0.035) 23 11. Grass -lined stream (n = 0.030) 27 12. Other streams, man-made channels and pipe 0.807/n** III-1-16 FEBRUARY, 1992 • • I `PROPOSED CIEARNO . .. !{ _ .. - - NSTALL ENTER 1 I r •. t - _ FABRIC FENCE-' e I 16 Total Area • auto TO i BE RDNRTD 12.326 Sf E. sec.,-M 0 • /� nl ( INSTALL TE1POR.WY r2 I I r/ moo yyc I CONSIRXIION ENTRAaW c m J pt { ' MAX UK FOR TBIP • C� DtTWVRE E€RlE 1.5 TO . I I _ I. v - =' ,`I77 N29T4'18'E N29V1'OO'E(D) - ,2U.16' . .. Ram DOSING CURB .. 0 DRNEMAY EOCAI N 11 . N 29'04'18" E 420.47' (420' Plat) V Sunset Avenue _WA _ _ _ _WA _ _ _ _WA _ _ _ _WA _ _ _ _Wq _ _ _ _— _ _ _ - WA _ _ _WA. _ _ _ - WA- _ _ ._ _yfq. _ _ ._ -WA. _ _ _ _WA _ _. _ _WA. _ _. _ - WA _ _ _ -WA- _ _ _ _WA. _ _ _ _Wq. _ _ _ - WA _ _ _ -Wq. _ _ _ _Wq. _ _ _ _Wq _ _ _ _Wq _ _ _ _Wq _ _ _ - WA _ _ _ _Wq.' I' m A _ _ _ _WA _ _ _ - WA _ _ _ - WA _ M' • V � N C TEMPORARY EROSION CONTROL PLAN • SCALE: 1' = 10, THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP BEFORE YOU DIG 1-800-424-5555. 4M ENGINEERING 250 4TH AVE. S.. SURE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 a DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/02/08 z O N o O o Q:: Z LJ 00 N > rn W Q J z3:: WCL L) z to O z w N g 11. Z z .- o � o w O IV, V) Lo () SHEET: C2.1 r1 NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. to -ss n Northern — _ - — -_ TDPSECTwt SSYH - -S$__ _ itOd -- 16SS- �S 19 8 tY� ' -Ss r < _SS _<._ I -cum / ci S _.� 1 A sszl a S_..,y-- sa ut roa Aoolnacu � > '� •-W •.J4is u'" ss�.�� slEx aidi ubm I Asphntl .. �� - - NfpT �•�R 1 •ffm 1 _--m----- ------`------d LNCwLtIT __'-�-• ->\ 4 tASr-AIS.[uiSa' 14,15 I sv9 PC . i _ `I J(`„� `T' l` fi E �'itdl Q{S) • tfa �! ' • • ..f • t - _ss�, ®) \ VAULT • �Ihhtiul] r•. 7 - �q• t.x6r / Conc.SSoivB4 Ism - ink DO ttL$S sOtE .�' < .. � � � _ •- ;_ _ is tF, er ', / - MIA l tow 1. �DOmg ;It•.+�7.`tiP21 9a 50/lroo� ~._ fRAtE -tab _---t-`'••Y770. Il ' ZR� RS010 SOMr- SPECIAL RDOF k iTG INWN No E . iso wE — isa 1 •: I •_®. E. nTs i ALL rs r/7m owws Murt HOOF h FTO DRAINS m Ee 01 SEE ijl 0R- �-- ;.--- �/ • OE-*Y. 1f, - e��, • if • las 5 i K_fLCPAZw_ AR01 PLANS IM DOrNWW LOGrIML •� U1K= 0001EON) • • . 1. , '%p a 0E-SAr.Yllitti i •�Dpnpy . 805 SEE S=7 DWM FOR Wa SLAB DRAN • 6(w •L ,,1 (102 1 • j • LOCATIONS •FDMIE OtAOi IGYS FIR • ® - I 1S.a _ 22 -22 % '1 1 F 1.NSIllltt tANS .Y •.� 'teas • '� " `. su« r } <t 90PE ASADnm ; 1 .p I . %S9 ' tltT r /S tF raTf'PLt: 01,Jx• I ZI I CD I am Too c &NMIr 1 ta9S ltleg F ' ! , j �. t7 Et. I< ts2t • ti . 1• , v, j�OL 5 ,Pitch + .X •'10'S6' / • I (}""':., "/ I 0.26'PPSoe�y ; Hose #, 3 �� as7; /�• , C ®NGNEERM 150 !TN AVE. S:, SUITE 200 EONONOS, NASICINO 011 93020 PIgNE(IIS) ne (n," TY.-I-sssNm SAE U. I NOT K-S' Top SaetYlt �.•� L%omd Plote Oas a o b i I I I It DESIGN: .fPU DRAWN: JRP PLAN VIEW '44t D . Mu11 JDB NO: 08053:20 DATE: 06/03/08 ----------- --- FatSEt. 41 .41 Pc .iq u t •\' ;_ INLET I.E. � I •\.`\ ,— • • • • / - E . 21A lb TOE I .Ou¢ Bm FROM .sa Sa1�t0heg tP�« ` •- - - ttTi %- Z • i. / } - Cvt+eie TAPE I CB RIM AVE A BELL 81 s • 'ems• �W` _ - - _ _ 0.6t' Dii.t.ap 'n UNTIL E Q 1 UIN E Cr DIM PPE - - - — •PPo-e R�.rcf N2SW'!0'E - �DdE(D% 1 T t l 1 - •Set -bc• & Ccp. 11111" AM- c 0� 91POi '- _,--�2. r` fson'1 -*- •"cam :r - *_ -T - LS' _VI (tFP) as isN� TFIIOS •c•t �G-_.c•--- - -ky cam- .-tl -- - --y -- - �- - --- ^'� -- - -- - -- c J^ --c- � e .t ' •o I7.7 / ' n 10 Lux REGIM / ff POE Y .. t�s t6 f. -oa EiiOE - RAt .:7so• (5� SO&MI1 tta �' 7aY �� IV • / . �, - EE»D 9oEtvx. -�.� PPogt+W:�.— - ✓ � E X�2 (E') :SECTIO 6' WL ORBS % P t6o Rt to st.;o I!6ruE tFB 0F31 /. =34.0(U ' t 1 x .. NsiRl Df7U6Uc PfR Drc OF EggDs D[iAC Eia ./ DlYll00a m DE - S?RUNURAL NOM DX= ENTRANCE qp TALE •3R PANQIC S01 � r &MR eE160 DE PACE OF r �ID Br S IKm 1 o I m A1oo OIMM PF pm OAFI01 REOIIREA MIR m OMSM)COUI (Iq Fln'EOTTOFE01O05'Sm / ;/ ® / $AR1R A9�ItILA 1101 ow ESFV Mai X Qt' �y s .�� TM am P9 L REBM 60 GRADING QUANTITIES �,� I � ELtt: 1 1 r/ F stR»<t t�Es / Dm,'ADPi,)¢[DY7D00�5 sm�ocua nts . As �0`D � auN �+ a FEgc Am A-tns otAOE_ u . / / .. DEWt ACI-3 2 WILDW CIZE ASN o-M WaW . . TOTAL EXCAVATION (CUT) -- B0.0 CII: YDS - aF P = UD - - - — SMICVJ AL 1111" UNIM FOR U DIDIM RD PRECAST aoxaaTE TOTAL EYBAN101ENT (FILL) - 44Q0 CU. YDS PA1tA1NO ARD1 m I N 2SOA Id' E �j0 A' (12C Plat) 35 NAx M REtAFaA uLL \ g� . ELU unm smxmmr TOTAL 520.0 CU. YDS. SE ttatttFEq IAtLE a/!Walt/- E • 2tt (h s Laws N-20 WXK OM 111130 WACT PUt AAM PAM ISM FROMFCR MYS Nm °E } sunset Avenue \ \ E-Dj Q4 -WEAK NO7E4 nE auANom stFOIPL At301E ARE FOR BE PWEf PROCESS QLY DIEM VALUES ARE APPRD MIC Do NOT U \ \ \ L ALL BAITIES +ILA 03RS- To BE F RI.CAsi OONa M USE FOR ti000iO,.PArNENT, OR EMT= PURPOSES ARICA TO RE XSVISM \ _ �. - - L STAIX M%lUt UM . ".. ' .. R�15.F Of PROP06FD JZ 1 CMIRACM TR.SUI%Y_MA INSTALLALLMWj SAWLING MIS'\ \ 001EIIAYy m� JO ` W-CUT IN ALL FM RL WIN CLEAN WAIM PA1M,70'61ART_w OF -WA - - -'.•!A. \i _ - _WA. - - _ - -WA -. - •••A _ _}•/A -� - - _ •, ' - -WA _ : _ -',VA _ _ ._ _WA, - - - _YlA. - _ - -Wk _ _ - -WA - - - -.YA - - SI U WtSY ALL-FLW= MM AND UZAT10LS, : az+7L-c"tr- T-.. +�-- I I 'MIR to SITE IMPROVEME G DING do RAINAGE PLAN ��U P TLG MAP n _0_I-L/WATER SEPARATOR SCALE: NTS THESE PLANS. HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE. SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. SHEET: C3.1 • • • STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN • 124 123 122 121 • 49 25 a da a won to 25 20 20 • ; L, 2 • 1 BE r 2 531 21 t rQ OLGA i i6 s0 a ZQ C FRIDAY HARBOR 1 S Is tM • \ PORT STA LEY 30 2s MTV Pf 35(�- /' T • ; 35 302520 1 1 �0 1 '? • 148 ERETT 2' 40\ 15 45\if • 50 5 4 ss 15 C 26 • 511� 30 5 g s _ t F • 15 S AT '� a 35.• ATCA • .a ..a 3 f "V • 40 20 p V s 35 • 4S 40 COMA . 2 _ • 47 \ 3 r , AB DE N • I 30 3 m 3 • _ L 35 1 40J R • ' )40 •CENT r c 20 YAKI 55 20 • — --� ° _ t 45- s 40 • 35 'ADA 3 2 L' 1 55 45sAn -- — ! WASHINGTON 3 25 e K • ' ass EN E 10 0 10 20 30 40 51 15 3 • MILES 20( , _ I!MO iFigure 25 NOAA ATLAS 2, Volume IX ISOPLUVIALS F 2-YR 24HR PRECIPITATI N IN Prepared by U.S. Department of C merce NetionelOceenicantlAtmospherie ministration TENTHS OF A INCH 1 National Weather Service, Office of Hydrology Prepared for U.S. Department of AJriculture, S ;Soil Conservation Service, Engineering Division 124 123 122 121 • III-1-44 FEBRUARY, 1992 • STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 46 I .L \fir t _ A. �',- ---\ TACOMA in ,�� / j - (*N -- 'FNT WASHINGTON 10 0 10 10 30 40 --� MILES 30 VAN .( Figure 27 = . ISOPLUVIALS F 10-YR 24-HR PRECIPIT TION IN TENTHS OF AN INCH 124 123 —REMME ` UNTi 1 7 0 6 Ali • lY� 16 0 18 i '155 25 \ A AMS 20 GOLDENDJ5V / 0 — ;=rwi.trstion a NOAA ATLAS 2, Volume IX Prepared by U.S. Department of National Oceanic and Atmospheric National Weather Service, Office of Hydrology Prepared for U.S. Department of Agl icutture, Soil Conservation Service, Engineering Division 122 121 ill-1-45 rE,BRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 I 123 45_� 40- 0 V. f GA FRIDA.Y HAR OR t :.PORT S1ANL" io T . vwn%ji111\uI WIN K 10 0 10 20 30 40 MILES i 40�)' Figure 30 � ISOPLUVIALS 6F 100-YR 24-HR PRECIPITATION 50 55 60 IN TENTHS OF (AN INCH 124 123 — 122 rvational Oceanic and Atmospheric Administration National Weather Service, Office of:Hydroiogy Prepared for U.S. Department of A iculture, Soil Conservation Service. Engineering Division 122 121 tLKLl iii-1-46 rEBRUARYr 1992 KING COUNTY DEPARTMENT OF PUBLIC WORKS surface water Management Division HYDROGRAPH PROGRAMS Version 4.21E 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,1.5 ---------------------------------------------------------------------- ***************** S.C.S. TYPE-lA DISTRIBUTION ******************* ** **** 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 7.83 817 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2pre S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 '92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) .06 7.83 ENTER [ ][path]filename[.ext] 10pre VOL(CU-FT) 1263 FOR STORAGE OF COMPUTED HYDROGRAPH: S.C.S. TYPE—lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3 ---------------------------------------------------------------------- ******************** S.C.S. TYPE—lA DISTRIBUTION ******************** ********* 100—YEAR 24—HOUR STORM **** 3.00" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT—OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .12 7.83 2204 momm ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100pre S.C.S. TYPE—lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,1.5 ---------------------------------------------------------------------- ******************** S.C.S. TYPE—lA DISTRIBUTION ******************** ********* 2—YEAR 24—HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.046,90,0.237,98,5 DATA PRINT—OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 90.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .09 7.67 1215 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2dev S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .046,90,0.237,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 90.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.67 1709 sm- ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10dev S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* -------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .046,90,.237,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) 00 A CN A CN .3 .0 .2 98.0 5.0 _90.0 PEAK-Q(CFS) .21 T-PEAK(HRS) 7.67 VOL(CU-FT) 2712 J c£s &JeloPec) ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100dev SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP O.(A d;ppere.nct 0 660-CPS OIL WATER SEPARATOR Projected Plate Area = 444 Sq/ft Maximum Process Flow = 415 GPM Lift Inserts • '048 I' I---I-I-I •-I-I---1-I-I --1-1----I-I- 1-I-I--1-1-I-1-1-1-1 6'-8" UV Co. 2-332P, Galvanized I-I-I-I-I-I-I-I-I-I-I-I- ---I---1----1-I-I- Cover ' i 'T_T 1 1 i 1 i 1 l' , ,1_ With Locking L tch • TOP SECTION '--I----I---------I--I-i- ,_1_1_1_1_1_1_1_I_,_,_1_,_With Locking Latch -I-I --I-I--I-1---------I----I-I- I-I-I-I-I-I-I-I-I-I-I-I-I-I-I-I-I-1-I-I-I-I-I-I- No. 660-2-332P - -I- -I- -I-I- -1-I- - - - -I-I- - -I-1- - 11-1-I - -11 11-1-I-I-1- - - - - - --I-I-1-I-1-I-I- I- -I-I-I-I-I-I-I-1-1-I-1-I-I-I-I-I-I-1-I-I-I-I- ' I - - -I- -I-I- - - - - - - - -I-1- -1-I-I I-I- 1,490 lbs.---I---1--I-------I-I-I- --I-I- - -I-I-I-I-I-I-I-I-I-1-I-I-I-I-I-I-I- I -I -I -I -I- --I-1-1-1-1-1-1-1--1-I--1---I---1-I-_ -I- I-I--I--I--I-I -I -I---I-1-I 1 I I -I -I- -1-I- - -1- -I-I- - - -I-1- - -I--1-I-I-I-I X -I I--I--I-1-I I-I-I-I-I-1-1-I-I-I-I-I-I- .OI-I-I-I 1-1-1-1-I-t-1-1-1-1-1-1-1- i•-1-1-1-1-1- 1-1-1-1-1-1-1- 1 I--I-I-I-i-I-I-I-I-I-1-I-I-I 6" I-I-I-1-1'T'T -I--I-I-I-1I /,}( I-1-'-'-1-1-1-f_i-'-1-I-1 -i-I-I-I-I-I-I-I-I-I- I-I-I-I-I-I-I-I-I- :.,0. 1 • OUTLET PIPE Oil Retaining Weir With Sampling Tee By Others OUTLET PIPING TO BE LARGER • THAN INLET PIPE 1 1h" Dia. Lift Hole 1 Each Side, 2 Sides Contractor To Plug (Grout) After Installation D 6.0„ 0 BASE ASSEMBLY _ No. 660-CPS-B 0. —INLET PIPE •. 6,500 lbs. n . With Sampling Tee By Others 1 • D.. 5'_6„ • • P. o:p . 6-0 �o 4'-0" • Coalescing Media Sediment Weir J • UTILITY VAULT COMPANY For Details Of Access Covers, See COVER Section. • P.O. BOX 588 Phone (206) 839-3500 ' ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. • Auburn, Washington 98071-0588 Fax (206) 735-4201 FOR DETAILS SEE REVERSE SIDE. . Copyright 01985 C1 Oldeastle Precast, Inc., All Rights Reserved 133 Issue: January, 1996 . 1t s 660-CPS OIL WATER SEPARATOR Projected Plate Area = 444 Sq/ft 6-8° Top Section Maximum Process Flow = 415 GPM 6-0° Vault s • s s s s s s s • UV Co 2-332P, Galvanized Diamond Plate Cover I r,r rrr-i- ' I r`irrr`irrrrrrrrr `�\ o ii•ir`irir'iir I I rrrr �rrr,rrrrrr rrrrrrrrr,rrrrrr I I �rrrrrrrr`rrrrrr rrrrr'iri,r•irrrrr I I rrrrr:r: rrrrrrr rr:•rrrrr•irrrrrr I c I rrrrrr�r,r`irrr. rr, rrrrrrr`,rrr I �' \ i\: \i�i i\i r\i\ • •i\ \ \r i i i' i\ •`i i'i i i r ` .\r\r� I j � A �i'i'�'rrr,r:rr�r,rrr r.r,rr`rr.rr.rr, I A o I rrrrrr'irr. r. rr r. r�r �, r; rrrrrrrT I q F T �r' �r\;� r\ • r� :: �r \,y\ ��\ r� ' �\ ter\ �r\rT a co Trr`ir rrrr rr. rr-rrr.�rr,rrrrrrrrl � rr, irrrr. rr rr r rrr,'rri, r`irrr I r�rrr'i,rr,.,rr;�rr,,. � 'i.rr'rrr rrrr rrrr I r r`irrr sir �i �r'ir �.; r•ir rr 'rr �� o '-art •k 2��\��-���1 I 3I4" Dia. Lift Insert PLAN VIEW 4 Places In Top Section 1 1h" Dia. Lift Hole 1 Each Side, 2 Sides Contractor To Plug (Grout) Hold -Down After Installation For Coalescing Media s TOP ELEVATION s D,' D D s INLET I.E. s INLET PIPE^"N With Sampling Tee o �" __ fy^V^ • By Others ....... .- .. • 0 Oil Retaining m • ...,.....--_--..- Weir � a o, D O • Sediment Weir Coalescing Media p a Zo OUTLET I.E. y - -OUTLET PIPE With Sampling Tee By Others 20 Ln OUTLET PIPE TO B LARGER THAN ID INLET PIPE s STRUCTURAL NOTES: SECTION AA INFORMATION NEEDED: 1. Concrete: 28 Day Compressive Strength fc = 4500 psi Top Of Separator Elevation 2. Reber: ASTM A-615 Grade 60 Inlet Pipe Size 3. Mesh: ASTM A-185 Grade 65 Inlet Pipe Elevation 0 4. Design: ACI-318-89 Building Code Outlet Pipe Size ASTM C-857 "Minimum Structural Design Outlet Pipe Elevation Loading For Underground Precast Concrete Utility Structures" a 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS - Oil Specific Gravity = 0.88 • GENERAL NOTES: Operating Temperature = 50' 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentration = 100 ppm • 2. Static Water Depth = 4'-0" Mean Oil Droplet Size = 130 micron 3. Contractor To: 0.033 ft/min Oil Rise Rate Supply and Install All Piping & Sampling Tees Designed Per Washington State Department Of Ecology Grout In All Pipes 100% Fill w/ CLean Water Prior To "Start -Up" Of System Verify All Blockout Sizes and Locations FLOW EFFLUENT RATE QUALITY COLLECTED SIZE 110 G MP , 10 ppm 60 Micron 133.1 HYDROMATIC 1'� HYDROMATIC SKHS50/100 ,k�iccd Application* Sewage, High capacity 160 GPM 0 0.1 I/s) Heads to58ft(17.7m) gectrical 208-23OV I HP, 208-230/460-575V 3PH Motor 1/2 HP + I HP 3400 RPM mm); Minimum Recommended Simplex = 24" (381 Sump Diameter Duplex = 30' (762mm) Automatic Operation Wide angle float switch Materials of (onstruction Class 30 cost iron Impeller Class 30 cast iron Discharge Size 2"NFTSTD. 3'OPT. (914mm) Solids Handlim 2" (50.8mm) Y-TSMINKRARFM Description ENGINTEERING 250 4th Ave. South Suite 200 Edmonds,WA98020 _ ; _ C2=! ��q,3��M �' 0�2\' cis � + 1 - � -_? _.;. '_ - if+ 2`-'...€ J! I j ? Di .. �� �.. S X', , I� "b G-61 or 6 LIL J 0 16 i 1 OA5 'T--- - --; �` `, ��i �"; A Minor-1 ! P, 2 lik. L-A A. Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Edmonds,WA98020 Sunset Townhomes. CG Proiect # 08053.20 Mav 21- 20OR Photo 1: Looking south across site (east side) Photo 3: Looking north across site Photo 2: Looking south across site (west side) Photo 4: Looking east across site a.� Sunset Townhomes, CG Project # 08053.20 May 21, 2008 PugetlySound o I Photo 5: 2°a St looking east toward Puget Sound v _ N .Bell Street • C Photo 7: Looking west on Sunset Ave & Bell Street E-_ e_ P Ave N I Photo 6: Looking east on Bell & 3rd a Photo 8: Looking west toward Puget Sound r+r+ m m r+ Sunset Townhomes, CG Project # 08053.20 May 21, 2008 1 d Photo 9: Parking lot near restrooms downstream of site Photo 11: Pipe from catch basin in Photo 10. G, Photo 10: Catch basin near park restrooms conveys drainage from Bell Street to Puget Sound 11/24/2008 18-inch ADS Outlet Pipe Capacity for 121 SUNSET Channel Design Calculations Full Flow Calculations Design Discharge Hydraulics Hydr (4.221) Total Radius Capacity, Velocit from Flow Total runoff, Q Slope of Diameter, Area, , Rfurt QfU11 Y, Vfn Chin Area Velocity Depth Energy (cfs) SD (ft/ft) do (in.). A full (ft 2) (ft) (cfs) (fps) 0* (rad) (2000) (ft) Vel. (fps) head (11) (ft) (ft) 1 2 3 4 5 6 7 (8) (9 10 11 12 13 14 0.21 1 0.0200 18 1.77 0.38 1 16.14 9.13 1.26 1 0.001 1 0.087 1 2.42 1 0.09 1 0.14 89.94 Constants n -value for pipe = 0.012 0 = 1.49 g = 32.16 ft/s2 (9) = 20.16*n pipe *Q * (d 0/ 12)-" * (S 0-pipe-0.5)-(0-21)* (0-sin(0))si3 Vary 0 in (8) until (9) equals 0.00 The existing conveyance system drops approx. 30' of elevation in a span of approx. 300' between the storm drain manhole we are tapping into to and the outlet into Puget Sound. This would indicate that the average slope in the system is approx. 10%. To prove that the pipe is adequete for the extra stormwater added by the Sunset Ave project, a very conservative 2% slope is used in this calculation. At an assumed 2% slope, we are only at 1% of the system's flow capacity and 5% of its area. If we increase the slope these values become even less significant. All catch basins and pipes appear to be in good condition and functioning properly. It is not expected that added flows will create any drainge problems. A basin map and photographs are also included in this appendix. Conveyance.xls: Hydro Calcs OFF SfTEE 1 I 1 40 417 474 4J9 41 8_92 414 326 4003 410 320 401j44069 310 ?27 402 !0E 74L®WwN J07 411 � 232 /yO 1zl E 723 0 3' 300 ! aB 215 32. 31.1 rl1- ' fROTOSED , ` j>jT IONS B- t I\�C'Ij f\ • 227 301 Be a -mod Bro ckPtt'S Landing North P nk 221 : 1g5�1NG COtJvEy • '" 0 137 ^^y 215 22428 2J379a �^ � � 71 204 o D Y67� MPLE �'� � i8 !35 107 302 4 JD F M1 I -47, '201 Q• 222 - p ?J IS➢ Gj I70 ^ ti SEE SECTION A — A �$ '' QQ� s: ' °� 1f5� m PARKING 213f /1�� • ]~c• / 20 �� 2 ti Landm S � - `C �~ 1- 1 �ti ryn ST !36 7_Ix pac3a 8-16 ro ^/"^ f • � ^�^Y^'� Q� ^ j,11 ^ t �hF`IC£ 121 1 l33 >• m � !a e- Pam, s p.� ` f - �f !(�,�C' 20J r�� I !10 ,` 'V J�F�� Il � !29 0 J6>•�'a Olympic Beach 144 5! 1•'1"` '" UN 3 ^ ^,• 9 J. I 202 �''S4 3D! ddy I!7 '}n B J ,'` ° ,' •1-^ ^,+`1P� �� .�� �'�`` 1i's , (L` �� ,:°� >-6a e ti 4f '�b 20 S', `04' �; 71 32 31 11i B9S,�P P1ER 11' � A � he b �+. !20 f15t31�G^•BAMERICAF '��b ^J2 A2 2 D7-�Il 7JB1 50 �i• \L 1B0 1787-72 71 7 7 >- 42 !10 >�dP 'i�0 _q.6 tB2 194 >. ^ 221 a' a� p iari h 200 iaz9 7aa > � r23 t2D £FS5� S e 57 r tad £ONO/9D t22 L715L lE EL CAPITAN 210 190 8-73 �g NABANK A -3a 003 5 o v s 128 G, 194 LQy 7-76 1-74 7-102 7-100 146 130 Cn 127 IOB Ill 8 i/ 518 $ SEC TIDN A —A c Q�� ,2 Z ISO 7-111 0 `� � ', !tJ 115 119 123 S 7-77 ] ]8 1/2 I45 !22 m 7311 8 D 7t.0 �C' 70G' ' p n b !� n, lE14!23 5/5 ti ' 3 ^" -109 ] 7-la8 EDMONDS -- 7-104 ]-103 ] ]8 ryb '1' I '3 N 7-220 5ffi 7-55 /40 130 1 �O h Q ti ]-107 - 7-280 r -980 ] 221 7-46 212 4!0 / -llOB 7-209 7-281 9-[I 22G P02 7-dB3 400 :! 7-31 - 'b49Tl7ltavn 52 5 i 7- pC 7-279 o > 209 72D 33D 8-11�el 7-110 7-I07A !JO 7-79 I 98. e09 7_ Ed ands Ha�Jna 375 190 120 7-107 I W 7 , 4 ti Flo 221 276 215 7-283 2 201 7-278 ' 7 10D 7-107C 7-10]g0 1107M 7 9ST 7_ 3 N 222 220 221 72 D 1 t I 523 ]-IIOF ]-107F -90 223 7-358 -bbc 8-237 7 07E ' JASPER 7-38 ttz 225 3!7 ti� 7-1070 1�. 7-266 7-267 N ]-U ¢ 224 225 7-39 114 7-35C LUHB£ 8-G2c 8-279 2 7-u0 738 -107G 7- 079E t 75 Q ALDER 232 229 234 - 180 i N SUN➢OWNER d3� 229 7-35A 5c 520 170 130 217 112 7 4] 7-282 m ]-35 12 306 303 a RK 7-11- 7-1101 7-107H 7-1071 7 'R 86 7-85 7_49 239 308 7_1107 7_ 7 ALDER S T 233 242 8-394 \ 1oG HARBOR SOUARE O I 7-258 n I I 314 7-259 e47 3l6 315 5!7 DfvELOPt4£NT �0 1 SUNSET -22 oq f V - P 0�iQ7OcJ-� Sfl^]' 9'� Y3 ' /> I / .,. - ``•.1y07-7]1.31 07KD �_1a71 160 J 251 ]] -22e34P44211a450 50 7-t07 l 318 �0 S H 9--61cam7-17n53 72]-59c]-10]0 •304 1 I PUD]-194 263 4100 -1p7 ?2] 72] 27-214 7-97 SUB260 -195 17-171 7-173 328 STA 267 405 7-296 445 BECY'S Q• ¢ 7-313 ?1 7-23271 7-I0IV 154 338 J31Z7A 520 <tJ /'t'•. -"I 7-10]V I N 7231 MUTUAL51 S, 466 156 T£NNlS BLOC I'� 275 7 529 > I q 40P2 ,�! 325 -13 I , (Be `Z• i TENNIS BUBBLE i Z ti I -� 401 7- 48 �4 -137 7-236 405 ]-135 ' 59 ' • If O r I 7-13 j 7-So 7-SIWAL ST - /2c F, 465 �I i'� A R S r? ]-no � �O 1 q 403 IB 71z� F1 231 HEEi r SE 8 2 • �i 11 jO"0 m 53 O �• sl2 4f0 a08 409 404 512 l4 <20 a17 SET 1 ti I '\' •' '• -` ~�o-• I ESGUNDviry $70 �25' 1-4v-t7 DMONDS PARK �� I > 540 L Y e24 I1-59 _ <OS 546 I l2 �03 JL 11-60 403 5D4 10 5J4 11-130 / I `\ •, i L j �- 303 401 55Lt1_f40 a-1 9 $2$ L 4p2B -141 FA S 12-3D2 430 11-59 1K YMPIC viry I3-123 / UNION 0/L fJ72 U-64 3_62 II-B4 5J8 K 134 �\ I 171L HARSH - V / 11-15 13-bi 11-63 1/2 I1-1 HOVEL& VAY 12-301 II-l28 a-1• I - I tl 1p7 u~_Ell-83 5'7 I11-12ZOMPAN�o-;1 I 12 tl6-1!0l4 537 D-23d 11-124 '/4q -134 2-ll7 II-123i 11-123< 17720 51!- 1'1 n `l2�ff " K/OS A�fA BOTTOM 112 SEC' 23 — SHEET 7 SCALE: NTS REVISED: MARCH 2O04 i NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. ngton _55-�--, g th rn Ra 16 - ----- - SSMH -ss- E _ _ - d Rim 15.61 IE S 7.09 8" OUT _5 7.19 8" IN _SS_IF SSS ° _____.F__SS_�--..__F 1 721 t\ N401 SEE C41 FOR ADDITIONAL II I• WS.Z�: - •_ti0.15 SEVER WOWTO a gwhoit 832E ••. (/wATER SEPARATOR TOP SECTlo1 No. 6601 1,490 M •OUTUI T P J. so _. _ _ _ BI81101G WAIL. iW _ - T °-`s,.-: $`..7__ r 11 = 1L635, S) ej 5 PVC __ ___ _ ' 1.� _ 1{ r NJ934� I VAULT 1568 -� - - _ 1)_ <„ K 1j,02 _`--sue- - J014:. ' +- Conc. No. 660-CPS4 O.t3' - /�a • 1�• �. - Z' Rs a r 1 . � Is OF i 00 1835E SLOPE :I• p\° t - ' P1C-0201 INSTALL/ 1L06 reO 15s61'\ I- �•`" _'` .� Imo. -+ _ ° +: KIODS DRAIN ACD_ ETdI E.Uf SLOPE q1 ..15i2 \• 14221. ° F I • � GRATE = 16.48 • �* ��--r_� J'' ' �. • .' •I . ) (RAKE'• .T4.75 E - 110 MAX �15,22 15.9 (i-o I)T CtR- >!-- ^ . ° _ -� ° • •° gNFWf�Y.VAlf1lE.° °4 4. li = 11.t5% (S} 0 NOTING CONDITION - -I& - - I . ( '� _ .I • ONE-WAY VALVE -° °�� s. I ..• ° PEN NRATE 011•BE/OIS PFR+® I. , ai r4 t- 15.0, •: 16 °, !/S4.I.IN S11U1CT OMCS }: \`S • I• �•Ia85 q m •.16.9E s �„ ADI SLOPE AS PVC OJ.A 1•.� I • :1 - Col- :.1599 48 If'- %' PVC 011,3R • 1 • 15.29 , 110 EU'+ 0 1571 °.1519 LK'O f. 1TP :. 14.98• I' TLy ° I I M7q 1T if • 2aesa r • f Parch >•' /m.-.- I COLUMN i } w . ,z� ice. •� � „�ECR PIT 5T161CT. TtP _ S'• •2262 \ >r�•�r:� 1 "-.-`'• _ _II - ." :'} �_ I . •�_SX� 24.49, 10.5�x 2'. �. I �\ , _ 1$.32 152741521, '1507' 1S2 / END 8.0% - 24.59 -• • ,-z<r > > 1 , _x- �^z -- ._.-.. ° BEGIN 1S3`�i M1 ( - t 1 - N PART go ve I015iALL (A FINISHED _ r / . a 19E O[ EL04B• S1F MAX HE - r RE'T4" WALL - t ARIX R A80yE.. SEE i 111E ONID OOOF.� ✓. ✓ ✓ ./ i I 7E57L 'flu WN1� ASJhGi `o ^ _` •f .__ - v: }-- TIP' 211 24.3 I- -_24.1 - 24.72 t7.90-2zaf. T _ _ T _ T _ •Pj,.4",R�,s��', N29W'18'E N '00'E(0) e • - t20.N6° • .e •/ 1 PANT�B'o0F 990 YELLOW / • , i i'' TA61T�5'" OF.- • . �� • pSOEYlAk1( ° �,17 . i % •� , - - . ,. ° YI NRB YII10W ® -S- c�F-s s,nao e. )sA1� Pu1Q T. - SPECIAL ROOF do FTG DRAIN NOTE: tavfl' ZALL CES. 3 PARKING i LOT SURFACES ROUTE ROOF 3 FTC DRAINS TO CO (1. SEE ARCH PLANS FOR DOWNSPOUT LOCATIONS F - 11.55 E SEE STRUCT DINGS FOR UNDER SLAB DRAIN BOTTOM .SOS LOCATIONS. _ 22 26 mil Tq- of tm y El. / 77 IF r PR69RE LIE - Top of Root D. 47.65 - m 41'----•p CD A (TYPE 1) GtATE = 10 T .STES- 1 Ot PLANS FOR STRIPING OF PARKING SPACES IN GARAGE OF BUILDING. 2 PAINT THE PROPOSED CURB YELLOW FOR A DISTANCE OF 5 TO OTHER SIDE OF THE DRIVEWAY APPROACH. 1 TRAFFIC CONTROL PER DETAIL 4 e 4. STREET TREE GRATES SHALL BE .THIS AND SHALL BE ADA COMPLIANT. 5. UNDERSI.AB DRAIN PER- JE 29V�(Ih N/ DOW - ELBOIN E . 27.9 (E) TYPE I t8 "CIUSE TION FROM PROPOSED Cmcrefe TYPE 1 w SUNSET AVE d 6E11 D-ewoy 5T PUNTIL E CTIOI UNTIL OF PROPOSED VI AREPIE OEx 01'.IOER SD PPE •Se ^?or & :.ap J e RELIVE AND REPLACE L5.3 5,�7 I tyF I `dJ Se ON AS NEEDED C �I ENGINEERING 250 4TH AVE. S.. SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-85W FAX (425) 778-5536 R&POR'T Goey -INLET PIPE �e.roMe r 61 Top S.U. a N ¢ ¢ I 6'4' Vault ( UV Ca 2-332P. Gokmleed Diamond Plate Cale 0 w w w w o a a a Wood Q Oo�o O O N S b m- K Q I L• I � - SIC- -� J DESIGN: JPU DRAWN: JRP CHECK: RMS PLAN VIEW 3/4' Dim UR heart M1 1 4 Name in Tap Seetlen JOB NO: 08053.20 DATE: O6/03/08 1 1� Dio. Ult Hole -Hold-Dawes t Eaah Side, 2 Sides1 / Fe Codeacna Madlo I IE - 11:5 plat w- -Outlet Pipe With Sampling Tee By Others with Tee $ By Othersvers ° • III • j °, b : ° 50' • , PELOCATE POE 5' FM - 36.0 Sediment Weir I J Media �01 Retaieng 27.7 3'a7 Au COPUANT lO MAX RETA➢ALG BEHIND SIDEWALK i� ) / / '� F e 261 (S) n SECTION AA G TALL CIIIf85 / p� TREE (RATE. TYP ?) _ - (� Baffle 1 AILNRT 0MR S GUTIER -= •1 "3f! PVC'01.0><K '•6i .... IE = 34.0 (E) .) INSTALL I, PER CITY GF EDMM DETAL E28 1 I-. ELEVATIONS m BE A Mow "" PARKING' SIGN / PR AWCU GUTTER REQUIRED. FACE O � V�EYOM D�IMtlOtLm;CONSRtUCTNN NPFe4`exT� PRIOR BY SURVEYOR STRUCTURAL NOTLs I u cam E SLCPE CITY AN E PER ISM I .� m AVOID CONFECT SAWCUT ASNUIi IN ROW 1. CONCRETE 28 DAY COMPRESSIVE STR I rC- 45M PSI 2 ROM WST ELEV MUST BE 01' ASTM A-615 GRADE 60 GRADING QUANTITIES °�� E727'2 W/PROPOSED " SDEwuxs 7D "I'ID PER e T REoro / , va IAlIF3t RUN SOUTH 1 MESH: AM A-185 GRADE 65 j CITY OF EDMONDS SEE) DETAIL E21I C3 ELEV. 4. DESIGN: TOTAL EXCAVATION (CUT) - 80.0 CU. YDS. _ _ ) 1'r - - / - CB W/ SOI LID - - - - STRUCTURAL ABS 0AD1N BUILOUNG CODE AM �� �'q� - TOTAL EMBANKMENT (RILL) 440.0 CU. YDS. �- N 29'04'lW E �0.4Y (420Nat) 35 MAX HE RETANONG WALL GRATE . 31.51: 5. LOADS. S. H-20 TRUCK ( ) - 1 W/ HANOM E - 27.7 (w) S LOADS H-zo TRUCI( wlEa W/ 3oX IMPACT PER AASNm TOTAL 520.0 CU. YDS. `'o, • T ( Sunset Ave n u � � `, E • 21.6 (N) GENERAL E4 THE QUANTITIESQUANTITIES SHOWN ABOVE ARE FOR THE PERMIT � i \ \ 1. ALL BAFFLFFLES AND wEORS TO BE PRECAST CONCRETE PROCESS ONLY. THESE VALUES ARE APPROXIMATE DO NOT I p�G � m BE RESIRPED. \ 2 STATIC WATER DEPTH . 4'-T 1 USE FOR BIDDING• PAYMENT, OR ESRMARNG PURPOSES --_. \ 1 CONTRACTOR TO SUPPLY Alm INSTALL AL1 PIPING 3 SAMPLING TEES BEdN 5' NORTH O PROPOSLD \ J2 JO \ 37 _ _ _ _ _ _ _ _ _ _ GROUT N ALL PIPES FEEL,LOC WITH CLEAN WATER PRIOR m 'START-UP' OF \ _ WW _WA _WA _ - _WA _ _ _ _ _yyq _ _ _ -yyq. _ _ _ _yrq. - _Vyq. _ _Wq. _ _yyq. _ _WA� - SYSTEM VERIFY ALL BLOGCOUT SITES AND LOCATIONS _WA. _ _ -Wq. _ _ _Wq. _ H-k. ..�.ytv.H _ - -WA - - on� Gu tT 1�ypy \ ' - - - I 1 4 SITE IMPROVEMENT GRADING & DRAINAGE PLAN %1 OIL/WATER SEPARATOR SCALE: 1' = 10' m o s 10 20 SCALE NTS THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. V �a z? C4 W Q laJ DO w O 1 0 0 4d Z 1- 3 v Z to Z 0 - V) 0 LLJ Z M =- W (/1 (N (D SHEET: C3.1 r' No. 17 — Coalescing Plate Oil/Water Separators MaInidii- atiw �Compon ,60.hd L R _dt6dWhL ... .... diftift-Upe JoiiRorriied: General Monitoring Inspection of discharge water for obvious signs of poor water Effluent discharge from vault should be clear with no thick visible quality. sheen. Sediment Accumulation Sediment depth in bottom of vault exceeds 6-inches in depth and/or visible signs of sediment on plates. No sediment deposits on vault bottom and plate media, which would impede flow through the vault and reduce separation efficiency. Trash and Debris Accumulation Trash and debris accumulated in vault, or pipe inlet/outlet, floatables and non-floatables. Trash and debris removed from vault, and inlet/outlet piping. Oil Accumulation Oil accumulation that exceeds 1- inch at the water surface. Oil is extracted from vault using vactoring methods. Coalescing plates are cleaned by thoroughly rinsing and flushing. Should be no visible oil depth on water. Damaged Coalescing Plates Plate media broken, deformed, cracked and/or showing signs of failure. A portion of the media pack or the entire plate pack is replaced depending on severity of failure. Damaged Pipes Inlet or outlet piping damaged or broken and in need of repair. Pipe repaired and or replaced. Baffles Baffles corroding, cracking, warping and/or showing signs of failure as determined by Baffles repaired or replaced to specifications. maintenance/inspection person. Vault Structure Damage- Includes Cracks in Walls, Bottom, Damage to Frame Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the cracks, or maintenance/inspection personnel determine that the vault Vault replaced or repairs made so that vault meets design specifications and is structurally sound. and/or Top Slab is not structurally sound. Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or Vault repaired so that no cracks exist wider than 1/4-inch at the joint evidence of soil particles entering through the cracks. of the inlet/outlet pipe. Access Ladder Damaged Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure wall, missing rungs, cracks, and misaligned. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. It February 2005 Volume V —Runoff Treatment BMPs 4-49 to ;j Drainage. Report & Calculations FOR Sunset Condos 121 Sunset Ave Edmonds, WA 98026 t2 S� J00 z� 9 CG Engineering Project No. 08053.20 January 23, 2009 C � ENGINEERING 250 4`h Avenue S, Suite 200 Edmonds, WA 98020 RWROVED By TER ENGINEERING R.ESUB. JAN 2 3 2009 BUILDING DEPARTMENT CITY OF EDMONDS i I DRAINAGE REPORT PROJECT OVERVIEW: C G ENGINEE(i1NG The project is located at 121 Sunset Ave in Edmonds, Washington. The project site consists of an irregularly shaped parcel encompassing approximately 0.283 acres. Development on site will consist of 6 condo units arranged in 3 separate buildings. Parking will be underneath the units. A vicinity map and photographs are included in the . attachments at the end of this report. EXISTING CONDITIONS: The existing project site is currently covered with bushes and grass. There is a steep slope downward from Sunset Ave on the west side of the site. After the steep slope, the site remains fairly flat until the train tracks on the west side of the property. For the most part, runoff flows to the west towards the Burlington Northern Railroad. Currently there is very little or no off site drainage onto this site. Sunset Ave currently has a curb along the side of the street which prevents surface water from flowing onto the property. The pre -developed flow rates for the 2-year, 10-year, and 100-year 24-hour storms are 0.04, 0.06 and 0.12 cfs respectively. Currently, cars cannot enter the site from Sunset Ave. There are no wetlands on -site or near the site. Photographs are included in the appendix to this report. DEVELOPED CONDITIONS: The developed site will consist of 6 units arranged in 3 separate buildings. Impervious areas on the site include rooftops and asphalt in the driveway. There is plenty of asphalt in the basement of the proposed project but very little stormwater will reach it. Access will be located at the southeast corner of the parcel in the form of an asphalt a driveway that ranges from 6% to 18.35% slope. A trench drain at the bottom of the driveway will collect all of the runoff. Stormwater in the parking area will only be what falls off of cars after they have been driven to the building in the rain. Storm water runoff from the impervious areas inside of the building will be captured and drained into an oil water separator. After entering the oil water separator water shall be conveyed into the sewer system. Storm water runoff from the roof and footing drains will be routed to a catch basin with a pump to convey the water east, toward Sunset Ave. A catch basin on the northeast corner of the site will be used to transition the conveyance from a force line to a gravity flow condition. The stormwater will be conveyed via new pipes toward the Sunset Ave and Bell Street intersection, where there is an existing stormwater conveyance system running. toward Puget Sound. This existing system is described in the Off Site Analysis section of this report and is shown in the City of Edmonds Storm Drainage map, located in the appendix. The new pipes that will gravity flow toward the Sunset Ave and Bell Street Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page I 1 DRAINAGE REPORT C CM M WATER QUALITY: Water quality will be provided through a Utility Vault Company oil/water separator. This detail has been provided in the appendix. Operation and maintenance information for this type of system, as required by the most recent DOE Manual, is included in the appendix. OFF SITE ANALYSIS: Several areas flow towards the site, but only negligible amounts of surface water actually need to be accounted for because of existing drainage systems. All surface water along Sunset Ave. flows southerly toward Main Street, where it then flows westerly into a catch basin one block downstream. There is also a stormwater conveyance system that runs down Bell Street, and collects all of the water from 2°d Ave. and 4` Ave. All catch basins appear to be in good condition and all pipes appear to have a slope more than capable of handling large storms. This stormwater all conveys to the 3-way intersection of Sunset Ave and Bell Street. On the west side of the 3-way intersection there is a storm drainage manhole in the grass, which will be the connection point from the proposed site. A 12" diameter pipe carries flows down the hill to a manhole where it transitions to an 18" diameter pipe. This 18" diameter pipe then conveys the stormwater underneath the train tracks. It connects to a catch basin near the restrooms for the park and beach. From this catch basin stormwater is conveyed to the Puget Sound. Further analysis of the downstream conveyance system is included in the appendix to this report. The pipe flow calculation shows that the additional flows only require about 1% of the system's capacity for flow and less than 5% of its capacity for area. As explained on the calculation sheet, this conservative calculation assumes the slope of the downstream system to be just 2%, which is considerably lower than the actual condition for the majority of the existing conveyance system. In some areas the slope of the pipe is approximately 15%. On areas with larger slopes the additional flows from the proposed project require even less of the conveyance system's capacity than they do for the assumed 2%. Also included in the appendix is an off site basin map and photographs. To conclude, the amount of stormwater being added to the system is minimal and should have no negative impacts on the existing conveyance system to Puget Sound. EROSION AND SEDIMENT CONTROL: Clearing limits are delineated on the engineering plans and will be flagged in the field prior to the start of construction. A filter fabric fence will be installed around the entire downhill perimeter of the site along the property lines. The filter fabric fence will be checked periodically during the wet season. It will be inspected during and after any heavy rainfall. Damage will be repaired prior to .leaving the site. The fence shall be removed within 30 days after the site has been stabilized. Any disturbed areas resulting from construction or removal of the erosion control measure shall be stabilized. If possible, the clearing and land alteration work will be scheduled in the dry season. Trapped sediment will be removed or stabilized on site. Drainage Report for SUNSET CONDOS — Pd # 08053.20 Page 12 DRAINAGE REPORT c G A gravel construction entrance will be placed on the southeast corner of the site for the new condos to minimize truck tire soil tracking. To install the construction entrance a berm will need to be built at the approximate location of the proposed driveway. The maximum slope of the berms side shall be no greater than 1.5:1. If construction vehicles transport soil and/or debris onto road surfaces, the roads shall be cleaned thoroughly at the end of the day. Sediment shall be removed by shoveling and sweeping and transported to a controlled sediment disposal area. Street washing shall be allowed only after sediment is removed in this manner. A sediment trap is not necessary on this site due to the size of the site. If a sediment trap were to be required, there would be no where to convey the stormwater unless it was pumped up to Sunset Ave. . Drainage Report for SUNSET CONDOS — Pd # 08053.20 Page 13 DRAINAGE REPORT c G ENGINEERING ATTACHMENTS: • Vicinity Map • Aerial Photograph • SCS Western Washington Runoff Curve Number Table • Tc Calculations • "n" and "k" Value Tables • Tc Maps • Isopluvial Maps • Storm Flow Rate Calculations • Water Quality Facility Details • Stormwater Pump Details • Pump Flow Calculations • Storm Detention Waiver Request' • Site Photographs • Offsite Flow Calculation • Offsite Analysis Map • Driveway Slope Waiver Request • Sheet C3.1 Grading and Drainage Plan • Cost Summary • Operation and Maintenance Drainage Report for SUNSET CONDOS — Pd # 08053.20 Page 14 DRAINAGE REPORT C G �r NG MAPOIJ�Sl.i a r - .- 0 200 m Gaspers St. i Viers <t ✓b •r ,.. _ _ Q; ; Gdtner Ln Vista PI_.Mountam.ln z Saber Ln- Aloha St x,^ D Carol}flay CT r rn_Glen St 12 D i on qs jl 9 - -1 . Sprague St K — 1 ------- - � 1 � - Center lgd4n Ec St to PlayReld + : - - _— - _ s y I i_ _- I - dam r i CD v°aa�� ate? Edmonds -. �.._ f I i�,Maln 5t { _..._I'.. ,.. . W-Qaytan St.,Daybon SC I'I - ! ! .. I a .._.. .1 .: Dayton St 1 _ ::.._ Maple1ay lzr. y K: f D DT _ i .. '._. - �. .. -._ ... l Ig- !� Alder Stun Walnut Si i �_..- 1 h ' Walnut StCD _T _ .-- —. ._ _ Cedar St w MoMell y'taY_ ... i j I _ ! I I }Spruce St _ I Hom_eeland t]r I ---- r . ... _ I '-V I ` m Cr Park Erb,.n Dr! Seamcnt to q m ©2f}0819apCucslpinc . ,:, _+, f — tilap�ato £��708NAVTEO-or Ted®Atlas VICINITY MAP Drainage Report for SUNSET CONDOS — Prj # 08053.20 Page 15 ,¢h5; } � yvT��' 4�.ti � �� .fP ,i'!''• r � �s ,t -to-i � _ ' t � "' )fir :M{� r•� ``j t �•Y�y"'�.� '}r r 1 i • rN 4.r a x3r p�9f'v,.r 'fir �t��w� � �� •V r a. � (�� �i fig, � +►rk K� }� - ''a, F t � ,� *�'�m7-.�„, '` :� 'j � hery,' Ju. t� .an „.9� 5�``"t�. i - ""'�"";an '' • T � , � .i�'�yp•+f �t^? Al' � t !4f y.�TT�i-Y'fiir'^-(YrYa. • �"- .<,��'��t �+: ���P _ ���• ~�"'•`�•,."�';„.: �. .ky:.� a r-t�x STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN lj Table III-1.3 SCS Western Washington Runoff.Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Tvne lA rainfall distribution. 24-hour storm.duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land:. undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on 05% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of.. 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 . 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA. 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. III-1-12 FEBRUARY, 1992 (Time of Concentration ( Te) - Existing. Conditions for: City of Edmonds Sheet Flow - Segment 1 L= 29 ft NS = 0.24 Dense grass P2 = 1.50 in 2-year So = 0.44 ft / ft Tt = 2.22 min Sheet Flow - Segment 2 L = 130 ft NS = 0.24 Dense grass P2 = 1.50 in 2-year So= 0.02 ft/ft Tt = 25.43 min Total= 27.65 Minutes Use: 28 Minutes C� Time of Concentration By Jared Date n chkd . Date ENGINEERING Existing Conditions Scale Short No, 250 4th Ave. South N.T.S. Suite 200 Job No. Edmonds, WA98020 Sunset Condos 08053.20 (Time of Concentration ( T,) - Developed Conditions for: City of Edmonds Sheet Flow - Segment 1 L= 20 ft NS = 0.011 P2 = 1.50 in So= 0.06 ft/ft Sheet Flow - Segment 2 L= 65 ft NS = 0.011 P2 = 1.50 in So= 0.16 ft/ft Tt = 0.31 min Tt = 0.54 min Shallow Concentrated Flow - Segment 3 L = 140 ft K= 21 So= 0.01 ft/ft Vo = 2.10 ft / see Tt = 1.11 min Total = 1.96 Minutes Use: 5 Minutes "= 41C�' Time of Concentration By Jared Date Developed Conditions CM:d Date ENGINEERING Scale Sheet No. 250 4th Ave. South N.T.S. Suite 200 Job No. Edmonds, WA98020 Sunset Condos 08053.20 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.4 "n" AND "k" Values Used in Time Calculations for Hydrographs "n," Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel) n, smooth surfaces (concrete, asphalt, gravel, or bare hand pac soil) 0.011 raiiow rielas or loose soil surface (no residue) 0.05 Cultivated soil with residue cover (s<- 0.20 ft/ft) 0.0.6 Cultivated soil with residue cover (s> 0.20 ft/ft) 0.17 Short prairie grass and lawns 0.15 ense� rases ).24 ermuaa grass 0.41 Range (natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 *Manning values for sheet flow only, from Overton and Meadows 1976 (See TR-55, 1986) "k" Values Used.in Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1) k, 1 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n = 0.040) 8 } 4. High grass (n = 0.035) 9 5. Short grass, pasture and lawns (n = 0.030) 11 } 6. Nearly bare ground (n = 0.25)' 13 7. Paved and gravel areas (n = 0.012) 27 Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) kc 1. Forested swale with heavy ground litter (n = 0.10) 5 2. Forested drainage course/ravine with defined channel bed (n = 0.050) 10 3. Rock -lined waterway (n-= 0.035) 15 ' 4,. Grassed waterway (n = 0.030) 17 S. Earth -lined waterway (n = 0.025) 20 6. CMP pipe (n = 0.024) 2l 7. Concrete pipe.(0.012) 42 8. C) Other waterways and pipe 0.508/n Channel Flow (Continuous stream, R = 0.4) ' k. 9. Meandering stream with some pools (n = 0.040) 20 i� 10. Rock -lined stream (n = 0.035) 23 11. Grass -lined stream (n = 0.030) 27 12. Other streams, man-made channels and pipe 0.807/n** III-1-16 FEBRUARY, 1992 NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. Burin- 9ton No - rthern Railroa- a BE REMOVED . 12.326 Sf .' Y f A i;i7 I - ".I i L7 . .... - - - N29'"IS'E N297)1'^_0'E(D)- y RENOYE E)OM CURB rl. 0 DI MAY LOCA71M ).15' �I - - - - - - - N 29'04'18" E 420.47 (420' Plot) - - - Sunset Avenue it a •q. _ _ _ - WA _ _ _ -Wq. _ _ _ - WA - - _ - WA _ _ _ _Wq _ _ _ - WA _ _ _ - WA _ _ _ - WA _ _ _ - WA _ _ ._ -J!ti _ _ _ _+fie. _ _ _ - WA _ _ _WA. _ _ _ _WA. _ _ _ _WA. _ _ _ _WA. _ - - _WA. _ _ _ -WA. _ _ _ _WA. _ _ _ _WA. _ _ _ _WA _ _ _ -WA. _ _ _ _WA. - _ _ _WA. _ - _ _Wq. _ Y_ VA. - _ _ - WA - _ - - WA- _ _ _ _WA. _ _ _ i� m J 0 m •fO/1 O � TEMPORARY EROSION CONTROL PLAN THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. 4= 4 ENG EERING 250 4TH AVE. S., SURE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 0 DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/02/08 Z O u) O O O a� Z N > rn AJ 00 LJ p Q Q i— CL Z ck: O w Q _J vNvi ck::O N Z O w a-� z 0 :2z w 0 D N o N w I- (_) SHEET: C2.1 NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. r-r `T 15.:7 -55- _ � �6 �' -� `�I» -_���� N�ti60tP9•T iE 5 ZO E' (di is `- -Si, �M �1 7 OUTLET PPE I Ms�TQ bJ7�• `�� '--ss`'- _•___-• - S11 CL1 FOR Ammo Als �> \i'I LiiTS�_ i' �, _ 41ER"twD(N A sancit 3AM 9uL 7YP \� 1 �15.2? -�- N40T8'JI 1 •��`-�� i + J 1 } �.� 1 'ss- rkONC�-R [At1 JO 0p;' RM 14A SF.PARATCR 11 - - _✓ _ 14JlS s u�pwc ` 1566. ~ � 1.., . ` /•< :t� ' 11.)I, . •--c E - 1143 KS) ! XJ \ \ \ \ \ I 1 ,• 'T_��•_ .. iSOZ- -ism VAULT r-r + / T. 1Si2Tl J �_�`J414. 5454- _ Ccnc NO.660-CPS-0 i 063' -�. t o I P• _ 15M.1• ` I I _ "-. '1192 I 'I ` ___ - emO E. I t►. 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IS.D< ' ' - LOGYgNS - ' 1t191 . • I < S/54.1.N SROm , 1 1.92;'"fit§ , i��r�__� �:' :2 RC a J-21 WK AS Almm r, ®j TL6s I6w i1JJ i 48 tF z 6' PVC o t 15 • I I W-�.---- ;-------- kin V co I ----- ----- - - ---- r- I !; u .iQ '` �/.//"��r.: '% .J_-7,r �t +•11 < �•• i. •) / i/// / I e �/ rV -_--- _ ...<- �•- 9"�� F.7' t i w .� of 5 ��49e6. ,jt1(•. "<•<n w �' '/V/ ':.If /''L t!/� 1r %�ii:l //-�,•1=-•s' .:C: ���'.��02E� ®"', ____ I � 2272 TF< %�:'/'�'% /{� f �-�I�f 17121AN I. '"ri,�1/��' J •L � t`l r�''°''' .i'�H �il'`'�i. S z;bz \ \ � i'!i;' -'/r:• ;•� j �Q�y� ij ~' 'r .,i/� �'i L • .. ,i � � f � p ;� ,.a`i< a js +... [ l.•; I 59 0. .. \ •'` i .48. 24 •" ;%% y �// 1 •r'�` /si: I. ��l 24 1511) lb DD 60S 3rPC\ i t 2/39 \ /%; %%i/�/f%, jJSJ1 sS.y��3Sfl. jyi/ "'-�/i j <• jipT• ja�yy �ry i �I �c.<{.�s, BEON MS15 `'I k -7.`w�• 4' .rs.. 4= C ENGNEGRM 230 4TH AYE. S., MM 200 EOtl0111M WASHOgYON 95M PHONE (423) nd-EM rAR (423) 776-SWS �. I Nc ' 6•-0^ Mall o=U+ IL '- UV OL 2-m m ed *a O'vnaNd PWte Caw u W g 0 0. :1:':'�':':":�:':'' DESIGN: DRAWN: 1� CHECK: PLAN VIEW 3/4' ft LM L"e't JOB NO- 4 PloeeE 6 Top SeeUw DATE: 11 Dia JPU JRP RMS 08053.20 ' /.. / / • %/ //./ D1Qi•9163' pRA1J. / I, / /�:. I %I• - Hd. „ c } If\ �.T :l 45-" '.•'. %'tY Ni:/A� j:/ / Udlt•oFr14Ea Oi1DE, /:- I nIF. r PRISM UE /� t<.�of 1Earn Slda: SOw' Fer TOP ELEVATION a •� Ir..I� �T_i_ .7r.. i .-/ / / ��.,, / fi// "fQ. IGX� i�.,�i i%i ., /t ��!+ --- ------ -- :7,E5 Par.'3 t.,��i1 i '1- __-L •,I =1� i,' -- �� -_','. %./ ��i i��F: ' tft /T1PE AMORAL ' _ • I rim<.-.. --_' ' 2S1 _ - / �_. OWk `.}LO - _ 2 -t29TFM 9/ p>a4Am( Dgp� INLETOUTLET I.E. 2/.72 _ -24. - ..' . - Y / - E . 273 I / 11(N FA011 TYK I [8 �" - ;t4 - PROP06tD lYM SmplYq Tw - -Oa0e1 < i-• `• e � T< _ r _ _ - - - - • �-� - 1 % -r C' . jrele T1PE ST N 519KEE AYE d BE11 87 OUta. Mtb Sen�ip 4 Tom - Z 7-_ �< • •) � I _ - I F-. _ s- �� _ - _ - ,-- � - I� F,. .a; PROPOSID i�rEE�x er � J - SF3O 'ZFAS' NNI E Of 0( SD PPE i jO -_._.l-t'- T - _ -' _ _ - _ =1 1�1 •c7,e..+ F',�--�' , I I N2904'19•E ri'OdE(D)�- 'rt - - ` < •Set. .5a• & C:o 1 r C:PATVT d':0F +: - r ..n _ rk .': • ','pA11T/}'♦>F T _ < ,'�jEY/1Rl f -' ! ISM AID ROVa I § W an YQ109 . I I I `. -= _ •Y--` _ i : _ _ r _ -• . -. < CIBB AS NEIDED G ! -', ). ) rr 27.7 /',•'Stl ' /�/ ' ' I¢n I' _-_'-_ -_ _ - zn te_a ® .;, .a .a Z Z 101L12 PDEs -. - ---... - REr - / ANNG. - ,. Z / . r. nr - xD � 7d // � L10[ IF7-•12• P1COIJIS�`• �,7 Am O3IL - 1 / ,o< rPLL aRBs / p I t fa to svr, otAAG Tm wL BOE7Atx 1,.m.BE•. PIrORm. ^.'2rz . - rl E . 26J s) seameM Na• I N'�0 R*+'R C W / / j % NSTIII vm,DN81 Dm[R- / J E . 2L2 M SECTION AAcr- NSULL MMY., • • - FER CRY a' Mypw OtTu E2.6 + _ _ - atrAnas io BE - . W W 0' - - E nwa PEA I + NOK •3N PAAIJD" Sql 2• SAM KOO AE rAQ o I; o SDPE CM OF I1UM;$m I / 0 A14D CO6UCT PROPOSED TAKER REWRFD. '~ KR:ED BY 91RK10R SIRIICTIRAL No7ES 0 ; , GRADING QUANTITIES " / MAL EL272 e 9/ PRWM San tPEFs / � ® / SAeDR ASI4MLi N Ra P1A0R m DExsTRElEtzz4 I. k 28 DAY DaaR. STwim f a �45M P9 L RIOTAR 0 Q Q O 4d �.a MMMXS m BE NS &M PER Im E11Y MRT EE 61' A MM A 15TN ADE6s OAAOE• 6S 3 TOTAL EXCAVATION aJ / , 01Y OF Mom sm oaAL E1U % AS REo'D UN Low VM SOUN Arn AS (BADE m Z jr c n - eo.0 CIf. ms _ _ _ _ i _ [IEY 4. OE90t A0 J16-O2 RAZING 000E AS1Y O-W,-M1Zk" aa-- TOTAL ELBANKLENT (fill) 440.0 CU.YDS PARNOiC AFG m1 I I \ N 291D1Y6• [ {�0 4i (420 Flat) 15 tL11f M RETArY4G 11A11 0d 9/ St1lm iD - - - - . SIAl1C1UR/[ DESIGN LOAO9p FOR UIXUA OU D PREUST Da0CRIM Z N L . Z TOTAL 520.0 CU. YDS E RMVM MM N/ RUDRAL \ MT - J13! MIT STAIGI" � PAR70JC CITY TROY <,, •, ; T E • 9 (h - S LOADS: N-201AU0f iN m t/ mS mr= PER IAASNm rxPERalrsms a , Sunset -venue �\ \, E-n,p� QNMJIM y o W 1FE OUANATES SHOW A80YE ARE FOR 1TE PERMi Q PROCESS Otis AESE YAM ARE APPROMATE 00 NOT � USE FOR ADONO, PAY11DIT,OR TINGFSTYAPURPOSES. '.� \PARmD AREA TO K FORPM \ t 1. ALL 6MYf:S AND IIENS TO BE PRECM GONKIik Z BF'o".7DRA1 or PmP06ED i SU11C W47M DEPIN - r-T ( N Mn ALL PMN W 1 OONRACT014 TO: SLPPLT ANq NSTALL ALL PtP9D d SAMt94C 7EE5 -7l).\_ _ _ _ •!p - _,.q. \...;-I.Y.E« - - -1'!^ - u/! - G iTni 11' 1 _ _ _ti•; j _ _ �_; _ _ _ _y;p _ _ _ --NA - _ �_•;7n - - _ _•,�. - - _ -�: �. _ _ _ _ _ _ _„p _ _ _ sTSTIJt AOOYY A1.R00(q!T 92ES AND LauPmm m <STMT-W' OF SHEET: ,x - SITE IMPROVEMENT GRADING di RAINAGE PLAN �j 10ve6 Tc- i OIL TER SEPARATOR C31 THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURP D 3 i0 m 2 NTS I' OSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. i )vJ STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN FRIDAY HARBOR, �� 40 .40 302520WA l It 101 Pro fi, b,• ire '�i� ��� �� ^ti; i ,,� .�►� 4 WASHINGTON PPL EN E 'F_ ,. 15 MILES 20 Figure 25 ,.. ATLAS 2, INCH 1 National weather Service. Office of Hydrology 1 Soil Conservation Service, Engineering Division III-1-44 FEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 19 r� BEL I A OLGA� \ FRIDAY HARBOR 2 (PORT STANL Y 3 \ M V E co 20 N Tl7.V,; y 5 'S 10 I�! 48 n i 50 501--�' v 4 40 '% C 35 I WASHINGTON 30 10 0 10 20 30 40 --+ MILES 30 VAN .1 Figure 27 ISOPLUVIALS F 10•YR 24-HR PRECIPIT TION IN TENTHS OF AN INCH 124 123 121 T REMME UNT; 1 101 'A �� s 0 ,1� • 1Y�,x, 1s t8 � ; 55 25 , ;A AM5 20� 60 • so �'� �— V 8 PPL GOLOENDfjkE / NOAA ATLAS 2, Volume IX Prepared by U.S. Department of Conmerce NationalOceeniesndAtmoso ericA iministration National Weather Service, Office of Hydrology I Prepared for U.S. Department of Agjricutture, Soil Conservation Service. Engineering Division 122 121 lli-1-45 rEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 471-- I I �2 ' 2 YAK 4 50 40 It K L I WASHINGTON 40 i IC� P EN E 10 0 10 20 30 4090— 40 CMON MILES hn ssso4535 -- Figure 30 I \ NOAA ATLAS 2, Volume IX ` 45 50 55 60 65 Prepared by U.S. Department of CaFnmerce ISOPLUVIALS 6F 100-YR 24-HR PRECIPITATION National Oceanic and Atmospheric Administration IN TENTHS OF [AN INCH National Weather Service, Office of Hydroiogy ! I Prepared for U.S. Department of Agriculture, Soil Conservation Service. Engineering Division i 124 123 122. 121 ill—l-46 rEBRUARY, i992 s�. KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface water Management Division HYDROGRAPH PROGRAMS version 4.21E 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD -' 9 - DATA 10 - RDFAC 11 - RETURN TO DOS SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH i} S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,1.5 ----------------------------------------- 7---------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 7.83 817 ' ENTER [d:][path]filename[•.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2pre S.C.S. TYPE-lA RAINFALL DISTRIBUTION •ENTER: FREQ(YEAR),. DURATION(HOUR), PRECIP(INCHES) 10,24,2 ---------------------------------------------------------------------- ******************** S:C.S. TYPE -IA DISTRIBUTION ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ******* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN i t .3 .3 92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .06 7.83 1263 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10pre S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.283,92,0,98,28 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 92.0 .0 98.0 28.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .112® 7.83 2204 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100pre S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DU.RATION(HOUR), PRECIP(INCHES) 2,24,1.5 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.046,90,0.237,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS. IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 90.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .09 7.67 1215 I. , ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2dev S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2 ---------------------------------------------------------------------- * :........ ' is :...... S.C.S. TYPE-lA DISTRIBUTION 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .046,90,0.237,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 90.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.67 1709 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10dev S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3 1 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .046,90,.237,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 90.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .21 7.67 2712 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100dev 100 r sfUrrn OXL c,;�s ex65v'(1:5 a .2 cFs &,jelcFec) SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP MR Cis Ferernc.e i �� \ (4) 1 Dia. TOP SECTION No. 660-2-332P 1,490 lbs. 660-CPS ®IL WATER SEPARATOR Projected Plate Area = 444 Sq/ft Maximum Process Flow = 415 GPM 2-332P, Galvanized d Plate Cover -king Latch . 6" OUTLET PIPE Oil Retaining Weir With Sampling Tee By Others OUTLET PIPING TO BE LARGER THAN INLET PIPE 1 'h" Dia. Lift Hole 1 Each Side, 2 Sides r, Contractor To Plug (Grout) After Installation �W4 y<_d 4I� ZAx�3 xd 6' 0" + 't'B a. Sew i�(r t�4u st, X. o �Pd i `�� ,,'tom � gat' �i 3+` �'`�;•SYa BASE ASSEMBLY No. 660-CPS-B �: J.i ,nt a4r �x{ {m e. — INLET PIPE � With Sampling Tee 6,5001bs. o' ; �} rM r rdr°IA By Others 1 0 5,_6.. gvJyA�' 424..n'ie �Y p .0 o,o 6'-0„ o. Q,, 0> ,0 d 4'-0" Coalescing Media Sediment Weir J 7 ® ' UTILITY VAULT COMPANY For Details Of Access Covers, See COVER Section. P.O. BOX 588 Phone (206) 839-3500 ' ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. Auburn, Washington 98071-0588 Fax (206) 735-4201 FOR DETAILS SEE REVERSE SIDE. Copyright 0 1985 0Oldcas;Wftcasttrx,All Rights Reserved 133 Issue: January, 1996 . I 660-CPS OIL WATER SEPARATOR Projected Plate Area = 444 Sq/ft Maximum Process Flow = 415 GPM 0 TOP ELEVATION INLET I.E. 6'-8" Top Section 6_0" Vault UV Co 2-332P, Galvanized Diamond Plate Cover -------- ------- I ---------------- - - - - - - - - - - - - - J L - - - - - - - - - - - - - - v — — — — — — — — — - — — — J -------- ITI ---------- \ ---- J PLAN VIEW 1 1/2 " D ia. Lift Hole I Each Side, 2 Sides Contractor To Plug (Grout) . After Installation L. . 3/4 " Dia. Lift Insert 4 Places In Top Section Hold -Down For Coalescing Media Z0 0 0 OUTLET I.E. Lin INLET PIPE —OUTLET PIPE With Sampling Tee .0 With Sampling Tee By Others— By Others OUTLET PIPE TO E W 9 LARGER THAN INLET PIPE ..6 Oil Retaining m D Weir 76 0. Sediment Weir Coalescing Media STRUCTURAL NOTES: —SECTION AA_ INFORMATION NEEDED: 1. Concrete: 28 Day Compressive Strength fc = 4500 psi Top Of Separator Elevation 2. Rebar: ASTM A-615 Grade 60 Inlet Pipe Size _ 3. Mesh: ASTM A-1 85 Grade 65 Inlet Pipe Elevation 4. Design: ACI-318-89 Building Code Outlet Pipe Size ASTM C-857 "Minimum Structural Design Outlet Pipe Elevation Loading For Underground Precast Concrete Utility Structures" 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS - Oil Specific Gravity = 0.88 GENERAL NOTES: Operating Temperature = 50* 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentration = 100 ppm 2. Static Water Depth = 4'-0'* Mean Oil Droplet Size = 130 micron 3. Contractor To: 0.033 ft/min Oil Rise Rate Supply and Install All Piping & Sampling Tees Designed Per Washington State Department Of Ecology Grout In All Pipes 100% Fill w/ CLean Water Prior To "Start -Up" Of System FLOW EFFLUENT COLLECTED Verity All Blockout Sizes and Locations RATE QUALITY SIZE 110 GPM', 10 pprn 60 Micron . 133.1 TypicalApplication' Sewage, High capacity Capacities to 160 GPM (10.1I/s) Heads to 58 h (17.7m) Electrical 208-230V 1 HP, 208.230/460-575V 3PH Motor 1/2 HP + 1 HP 3400 RPM Minimum Recommended Sump Diameter Simplex = 24" (381 mm); Duplex = 30" (762mm) Automatic Operation Wide angle float switch Materials of Construction Class 30 cast iron Impeller Class 30 cast iron Discharge Size 2" NPT STD. 3"OPT. (914mm) Solids Handling 2" (50.8mm) Power (ord 14/3 STWA I e 20' STD 18/4 STWA 3e 20' STD Superior Features • Carbon/Ceramic type 21 mechanical seal • Oil filled motor w/automatic reset thermal overload for maximum protection • Upper and lower single row ball bearing construction • Non -clogging, two -vane, semi -open cast iron impeller • Piggy -back plug available for easy maintenance and replacement a� 9Pei) Description By Date C Checked Date ENGINEERING Scale Sheet No. i`►r ;. 250 4th Ave. South project Job No. Suite 200 Edmonds, WA 98020 a a_ �9 3��� ---, 0,2\ �S Q= V� Aq �+ Q/A z (0,00�i�_7�- 0.25CT 4,4 '—� U Minor" : SE 1 -Pr . Pi IFIC�NcJO �FQ eA 1&o"0v-� or 06 -A 2 ,..j� Description ENGINEERING 250 4th Ave. South Project Suite 200 Edmonds, WA98020 - - - - - - - - - - 7;UT 1-4 SIM& xr 3R �y i 4- Xl r i �-ir it i� I t . ,'�' -e� ; •z. rk g'X',.�._....�„i�- h—;'�-+wt� ' ` nl ,t � �-- � �t �,� 1� yxp�c Vim �_� `�i`y:�'S�.iE i-:J[ � '� ,,,��� v` --r. •T' �-5i h k =.�/�'S, .��i' } {z '* y(6 �` {,� �� y �S .t%Y -+Ji '? +� ,a- i:� X' .P6(r• 'F 44. 3NOI 7!W IF . :���...:. '. f. � - � Sl t" f yc 1� � c� �'' z }� �� Rt f'•L tt xs� � � �-: . - ..'f't . � .?i=*�,r. �..i:. c � a, , xw�� +,? ..asf: Mv: .`�b�3•;Ynr � # .q`_.,..xv^, t s!A,< Y .x._ - x J u£ M p c ��'-'nG .•�'' �t r Aw - Al a t "�'' T"1 i' �•}"'.2"z., a -Z� i,.--,F'dt `,.. ` ry Farr t - a �it r�irr .5�� 'R. P• .. L '".' -h ... ."' _ s �'. c 1' y_ t 4 r AJ i 7.-• h rt d. t{ 5 ,:. — �r j �'ii Vic`. µ ..*i /2112008 .i'n,�.` i..`T - V co- --IN , ka� Existing pipe ,To'Pijg'L from upstream K e M .7 A� T bFet'Sb' ' -0 1308 5121/2 -, qu . . . . . . . . . . . Zf, p �� '` 9 MA")w 11 /24/2008 1 18-inch ADS Outlet Pipe Capacity for 121 SUNSET Channel Design Calculations Full Flow Calculations Design Discharge Hydraulics Hydr (4.221) Total Radius Capacity, Velocit from Flow Total runoff, Q Slope of Diameter, Area, Rfrr Qfun Y, Vf.0 Chin Area Velocity Depth Energy (cfs) SD (ft/ft) do (in.). Afu (ft 2) (ft) (cfs) (fps) 0* (rad) (2000) (ft2) Vel. (fps) head (ft) (ft) (ft) 1 (2) (3)_ (4) (5 (6) (7) (8) (9) 10 11) (-12) (13) (14 0.21 0.0200 18 1.77 0.38 16.14 9.13 _ 1.26 0.001 0.087 2.42 0.09 1 0.14 1 89.84 Constants (9) = ( 20.16*npipeQ(d * * 12 -8/3*(Soyipe -0'S)-(0-'-/3)*(0-sin 0)) si3 � ) n -value for pipe = 0.012 Vary 6 in (8) until (9) equals 0.00 �= 1.49 g = 32.16 ft/sz The existing conveyance system drops approx. 30' of elevation in a span of approx. 300' between the storm drain manhole we are tapping into to and the outlet into Puget Sound. This would indicate that the average slope in the system is approx. 10%. To prove that the pipe is adequete for the extra stormwater added by the Sunset Ave project, a very conservative 2% slopeis used in this calculation. At an assumed 2% slope, we are only at 1 % of the system's flow capacity and 5% of its area. if we increase the slope these values become even less significant. All catch basins and pipes appear to be in good condition and functioning properly. It is not expected that added flows will create any drainge problems. A basin map and photographs are also included in this appendix. Conveyance.xls: Hydro Calcs NL 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. C-IlmI _ _ss_- -=s n North \ \ _ -ss- -ss \ \ \ -Ss _ errs R - _ TOP SECTION SSMH 'ss_.� a''rO ,6 ` - _ _ - 'A i1w, .T a \ sao r Rim i5.67 -ss-�' ss- � _ r -'-IE- S 7.09 8' OUT - -ss- _ \ �\ -'ss_ -ss_ � I w -ss_ F _ vma Pn 7.21 S--,ss �-. • -ss_ > II • _ z •- vTO 15,. ss��s 5¢ C4.I FOR ADDITIONAL I - `` As halt �1522 I s SLYfR IFa61AlIO1 - - BMNI WAIL lYP • . • . ° ,ti� 4QT8'JI E s 3• we "AIR SEPARATOR I + --- a--- I N ----------------- ------ -- - "- -. ;• , "\ �.1 ° r d N �16-R�WALL �' N I s IF P IN . 14A IS \ ° .;S(i6.1 - _ .. • . , • • 15A2 14.72: NJ9 '4,1 [ 1-. �- E . t1.63 (N$) \ Wood Porch °r"�a i• \ �° - _ •IS02° 14.92 s, • : I .. L'24.81' s I °p t •\ 115 F roomy 4. / 1a0d Ar�. - IS.fi6� .I• oK • .'� e I . I �• - _+ _ _ ISiz + `i4.92 w p .. _1aQ7 15a2 4 '. (RATE•• 14.75 (T=OTiz'ax--.-d- / rI O L001910 OamITK11).' �^ 1 •• O�WAY.VAII . ^, • g ONE .I - . I 4i . I . •° ONE-WAY.VN,* ' d. I . I ' ° PENETRATE � BEAMS PER • ® • • ISO N 3/S4.1.SIM DWTS I _4}92. �+ I I +AOAISF SLOPE AS AVID@ '.i .,� I •• ° PUBS .1a99 ' (A.LT f 48 U Ti -7VC:0 in • 1 • I I • GO,.I .. J °_ I • ..) L i `1fl99- iB.ON /• t YS79 : • „ I . 110 - .. 'E:� jiT I• 1521 •.1519- llN�XAl1 14.98'- ?;LIE -� _ ,j /, 7 '.�.��/� ,�• 'i, /./ -r pL� M1 J `CCLE9N 1. / -J • / '• �'/. / �, PER SIR OCT. •W.• 1 / 4' i IKIO 24.59,- - � i'/• _ 1S>z _ 15,'N e / • 1507' �19E OE/•' /i '/ / ✓•�., ' //,.' .°i ,1Gpg PART 9fON YAQB /; /. tm• Asphalt o �` 's-.-/ -'; ._.- %. ..F.-,. ,+, �l Pn•kinq u J i . ° . - �.g�XT - j 2T85-- s- Ta - _ r _ _._ T _ o CcPANMOF ;a yam1 •Ppone°�R�' r T.- - +' _ _ T se` �lii. � � - I i F. N29W'18'E R f YANT�ar' •- Z - - - _ ' , / 27.7 /I �ljd TALL GIBS /PQiW ±4.35; 96TALL OH1ElYAl , FUSING I_ ENIRNEE PER I GRADING QUANTITIES TOTAL EXCAVATION (CUT) - 80.0 CU. YDS. TOTAL EMBANKMENT (FILL) - 440.0 CU. YDS. TOTAL . . 520.0 CU. YDS. THE QUANTTES SHOWN ABOVE ARE FOR THE PERMIT PROCESS ONLY. THESE VALUES ARE APPROXWATE DO NOT 115E FOR ERGO , PAYMENT. OR ESTIMATING PURPOSES I o SLOPECITY OF EITYO D DETAIL E2271 l Nam\ -W)t - - - - -WA - - -WA. \ 0.63' - DO 435% SLOPE INSTALL K1O1S ADD TWO DRAIN CRATE - 1'. E - 110 MAX - 0 Ali END &0% v A \ BEGIN 18.3i \ 0 •- � U7 rj 1 / 7il' ADbCOPUANT to Strip ATE• 71P TN.4ti•• .J J. 'Y Pam- Y•--®®r -T- i �- - --- -.< •c. �T 3.0 MAX RE MIND / lE PONE 5- BEHIND SCENALX / Conc VAULT / No. 660CPS-8 UW r Frfa TD C0NYE1. DRA/SS 4t PARIOIG SPECIAL ROOF R FTG DRAIN NO • LOT SIItFAaS ROUTE ROOF k FIG DRAWS TO CB Q. SEE GRAZE r119 �E ARCM PLANS FOR DOWNSPOUT LOCATIONS . - 11.55 SEE STRUCT DWGS FOR UNDER SLAB DRAIN ,DIM- 605 / LOCATIONS � 22 26' House 77 IF S PRESSURE LINE Top of Chimney El. 51.15 Lot 5 Top of Root El. d 47.65 ------- _--------------- .41' CB 03 (TYPE 1) I �CRATE T31 _ T E - 27.9 (E) TYPE I CIS 'CHASE 7101 FROM PROPOSED Concrete TYPE I CB k SUNSET AVE A BELL L61 • Driveway ST IKIIRSECTWN UNTIL E OF PRPUSED )2' PVC IS OX NEATER AN E OF EX SD PPE • Set ebar & Cap ,11 ••. LT V.i (tyP) 1 /�J--G---G�j �--b- "fT L �YET�ED; P,IEONrlO' °T� SAWOUT ASPHALT IN ROW AS REOb J d3�� - CRATE - 31.51 E-27.7(W) E - 27.6 (N) EA 1. SEE ARCH PLANS FOR STRIPING OF PARK04G SPACES N GARAGE OF SUIUD0NG 2. PANT THE PROPOSED an YELLOW FOR A DISTANCE OF 5' TO OTHER SIDE OF THE DRIVEWAY APPROACH. 1 TRAFRC CONTROL PER DETAIL e 4. STREET TREE GRATES SHALL BE 3'a5 AND SHALL BE ADA S UNDERSLAB DRAIN PER -INLET HPE 8'-8' Top Swtla. 6'-0' Valt UV Cn 2-33r, Gal -Ind Dlanald Plats Coos I i �i YY 4 A lab 7 PLAN VIEW 3/4' m.7. R mast 4 Plooss In Top Swum I 1 1/2- Dim Uft Hds Nyo-�„ 1 Eddl SMq 2 SMes1 4ror Melia. t ' I NotIPOO MI81 9 ioeIT fMh Toe BY � 7a Y - REMOVE AID REPLACE CIS' CUB AS NEEDED I/CB RIM - 3&0 Sadrnent warp � �� " . . . E . 26.3 (S) o Medb Rsfammq r E • 282 (IQ SECTION AA Bo1ne IE = 34.0 (E) ELEVATIONS TD BE - T4'AEIED BY SUtYEYOt STRUCTURAL NOTES 10 WESTPin MUST BE 0.1' MIN EWER NISI BE al" 1. CONCRETE 28 DAY WEPRESSK STREMM rC. 45M PSI 2. REBAR MN LOWER THAN SOUTH ASTM A-615 GRADE 60 ) 1 MESH, ASIM A-185 GRADE 65 - ELEV. - 4. DESIGN AO-318-M BUILDING CODE ASTM1 C-857 'MINIMUM STRUCTURAL DESIGN LOADING FOR UNOERGAa1ND PRECAST CONCRETE UTILITY STRUCTURES' . 5. LOADS H-20 TRUCK M1HEE1 w/ 30% IMPACT PER AASHTO Gi}MM NOTES 1. ALL BAIT ES AND MEETS TO BE PRECAST CONOtETE \ 2 STA71C WATER DEPTH . 4-0' 1 32 1 CONTRACTOR TR SUPPLY AND INSTALL ALL. PIPING 4t SAMPLING ZEES GROUT IN ALL FILL NTH UM WATER PRICIR _ - WA _ _ -WA. _ _ _ -WA. _ - - -WA. _ _ - -WA. - - - - WA- _ _ _ SYSTEM 1�y � pIS BLOCKOUT SIZES AND LOCATm `START-UP- OF 10 2 OIL ATER SEPARATOR -HESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR SCAM NIS. CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED20 AGENCY APPROVAL STAMP. _ _ _ CALL BEFORE YOU DIG 1 E00 424 5555. / PER CITY OF EDMNDS DETAIL E2fl 1 MOVE 'RR PARIONG' SON Y SAWCUT BEYOND THE FACE a' TO AVM COEl1CT PROPOSED GUTTER REfXIDA w/ PROPOSED MEET TREES / SBEWALKS TO BE INSTALLED PER e / OTr OFi EDYODS STD DETAIL Eil3 •\N 29'"Ifr E - #0.4i (42GF Hot) w AYAXH�H�-AIo1G wALL \Sunset'iWenue AATOOIG AREA TO Tf TESBtffD. \ BIE f3' GRIM a' Hia'OSFD \ ORYEWA . 30 \ \ 31 - _WA. - to GutTer-M.Y - -WA. -11A- - - -WA - - = WA-- - - ENGINEERING 250 4TH AVE. S., SURE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778-SW FAX (425) 778-5536 KEPORT C.o"y DESIGN: JPU DRAWN: JRP CHECK: NO: ARJOB 080DATE: O6/ Z J CL LLJ � Q Z Z. O LLJ04 Q N Lj 00 > LLJ > o a a ZO 046 La 3 U CL 0 Z N W V) Z 0. (f) O Z LLJ . Q N NW NCO SHEET: C3.1 No.17 — Coalescing Plate Oil/Water Separators Maintenance Compo� :Defects ? y ^{ tr :Y Condition When tiAairitenance:�s ` Needed, u{f qa Results Expected When ri Mainteiianceis'Performed General Monitoring Inspection of discharge water for obvious signs of, poor water Effluent discharge from vault should be clear with no thick visible quality. sheen. Sediment Accumulation . Sediment depth in bottom of vault exceeds 6-inches in depth and/or visible. signs of sediment on plates. No sediment deposits on vault bottom and plate media, which would impede flow through the vault and reduce separation efficiency. Trash and Debris Trash and debris accumulated in Trash and debris removed from Accumulation vault, or pipe inlet/outlet, floatables and non-floatables. vault, and`inlet/outlet piping. Oil Accumulation Oil accumulation that exceeds 1- inch at the water surface. Oil is extracted from vault using vactoring methods. Coalescing plates are cleaned by thoroughly rinsing and flushing. Should be no visible oil depth on water. Damaged Coalescing Plates Plate media broken, deformed, cracked and/or showing signs of failure. A portion of the media pack or the entire plate pack is replaced depending on severity of failure. Damaged Pipes Inlet or outlet piping damaged or. broken and in need of repair. Pipe repaired and or replaced. Baffles Baffles corroding, cracking, warping and/or showing signs of failure as determined by Baffles repaired or replaced to specifications. maintenance/inspection person. Vault Structure Damage- Includes Cracks in Walls, Bottom, Damage to Frame Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the cracks, or maintenancefinspection personnel determine that the vault Vault replaced or repairs made so that vault meets design specifications and is structurally sound. and/or Top Slab is not structurally sound. Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles entering through the cracks. Vault repaired so that no cracks exist wider than 1/4-inch at the joint of the inlet/outlet pipe. Access Ladder Damaged Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure wall, missing rungs, Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. cracks, and misaligned. Y Q.l .. February 2005 Volume V —Runoff Treatment BMPs 4-49 LE40=SERIES TECHNICAL SPECIFICATIONS PUMP _ The pump(s) shall be model _ �.,�_ y as manufactured by Liberty PLlmps, Bergen, NY, or equal. The pumps) shall have a capacity of at a total dynamic head of feet. Motor size shall be 4/10 horsepower, single phase, 60 hz. and 115 volt operation. MOTOR The pump motor shall be of the submersible type, oil filled, hermetically sealed and shall be thermally protected. The overload element shall automatically reset when motor cools. Motor windings shall be of the class B insulation rating. The.rotor shaft shall be made of 416 stain- less steel and shall be supported by lower and upper ball bearings. The power cord shall be of the quick -disconnect design.al lowing replacement of the cord without breaking seals to the motor and/or oil chamber. rED BY ENGINEERING Fate:lldd /� I *t: 57c9M 'PIA 1`4 P 10AI NNW fdMP _-:5P061`i6D , IMPELLER The pump shall have a\VORTE style impeller capable of passing a 2 `spho-ncal solid. SEAL The shaft seal shall be of the carbon/ceramic unitized design, with BUNA N elastomers and. stainless housings. EXTERNAL CONSTRUCTION The pump volute, legs and motor housing shall be gray iron castings, ASTM class 25 or better. All castings shall be powder coated before assembly. All fasteners shall be of 300- series stainless steel or brass. LEVEL CONTROL Automatic units shall be controlled by an adjustable, mercury -free, wide. -angle float switch. Float cord shall be equipped with a series plug for manual bypass operation. MODELS HP VOLTS PHASE AMPS DISCHARGE AUTOMATIC IMPELLER LE41 M 4/10 115 1 12 2" FNPT NO VORTEX LE41A 4110 115 1 12 2" FNPT YES VORTEX 10' cord standard on above models. For 25' cord options, add a "-2" suffix to model number. Example: LE41 A-2 for Model LE41A with 25' cord. DIMENSIONAL DATA: Weight: LE41 M: 39 LBS. PERFORMANCE CURVE 20 Height:l4" 18 16 Major Width:10.75" (manual models) u_ 14 Maximum fluid temperature 140' F. c V 12 Fo 10 1 k" C us Specilicagwts are subject to change. without iiotice. 6 4 1550 RPM Liberty Pumps • 7000 Apple Tree Avenue a Bergen, New York 14416 • Phone 800-543-2550 Fax (585) 494-1839 www.libertypumps.com Copyright LF) Liberty Pumps, Inc. 2006 FILE All rights reserved. LL17 7400 F6/O6 RD7, RFI Landsverk Quality Homes 21118 66th Ave W Project Phone: (425)742-2742 Lynnwood, WA 98036 Project Email: duanea-Igh-inc.com R e q u e s t F o r I n f o r m a t i o n Date: November 29.2010 RFI No. 11 Project: Sunset Condo Project #: 08053.10 Contact: Jared P. Underbrink, EIT/Chevy Phone No: (425) 778-8500 Consultant: CG Engineering Fax No: (425) 778-5536 RFI Title: Dwgs and/or Spec Reference: Sunset Condos Sheet C3.1 Description: I have asked Emerald Citv Survevina to Dick LID all the storm water and utilitv work completed on this project. The original stormwater pump system needs to be revised to reflect new location and pump size. There is currently a type 2 catch basin on the SW corner and we need a small D box to pump into prior to gravity flow into type 1 catch basin on the RR property. Please call if you have any questions on this matter. I am including as an attachment shop drawings for your reference that I proposed to the Engineering Department. They did not accept the drawings because of the distance and size pumps we proposed. Could you please design what will work and I will have shop drawings prepared for review prior to installation. From: Duane Landsverk cc: See attached CS Memo Reply Required By: ASAP Transmitted via Email - Yes X No ❑ A&E/OWNER Representative Response '��1 S1QtJ NOTED BUILDING DEPARTMENT I�'r ® ® (js( QQw'(Gf-rfi n� — CITY OF EDMONDS A&E / OWNER'S Representative '+' rl""Jw „"�`�Date n '..ENGINEERING December 15, 2010 Sunset Condos 121 Sunset Ave N Edmonds, WA Project Number: 08053.21 Owner: John Thoresen Contractor: Landsverk Quality Homes RE: RFI 11 Response Stormwater Pump at Southwest Corner of the Site. An HTS50A1 Hydromatic Pump (or equal pending our review) shall be installed in the existing 48" diameter manhole. Attached to this response is the specification for the pump. We have drawn the system curve on the pump curve drawing for the City of Edmonds reference. Calculations have also been included at their request. The entire pump manual (a 20 page PDF document) can be found at http://www.hydromatic.com/pdf/03pdf/HYD505.pdf. The float shall be set at 9.0 within the 48" diameter manhole. The pump will send the stormwater to a Type 1 catch basin. The 2" diameter line from the pump should have a downturned elbow and should be located above the outlet in the Type 1 catch basin. The outlet to the Type 1 catch basin should connect to the stub that was left from the BNSF right of way. This stub is not shown on the survey, but is 8" diameter and is assumed to be at an elevation of 13.0. If this is significantly different please inform us and we will make a revision. Please provide shop drawings for our review once available. Attachments: CS-2 HTS50A1 Pump Sheet System Curve Calculations 250 4th Ave. South Suite 200 Edmonds, WA 98020 Phone: 425.778.8500 Fax: 425.778.5536 DEe 2 s 2010 BUILDING OF EDMONDS� -A A' 18"0 PVC PIPE ON THICK x 2' SQ CONC PAD OUT W/ LOCKING GRATE IN GRATE = 15.0 IE (E) = 13.25 (2" PVC W/ s DOWNTURNED ELBOW) — 3.0 (8" PVC) CONIC PAD = 11.75 s 48" SDMH TE Asphalt IE (W) = 1325 (2 C) \ IE (N = 8.92 (4" PVC) IE (N) = 8.97 (4" PVC) ` IE (E) = 10.37 (4" PVC) \ BTM = 6.77 INSTALL HTS50A1 HYDROMATIC - — — — — — ------P_IUmP— — — Building #111 Top of Roof El. 50.46 _BUILDING WALL, TYF 0. 5 3' END 18.35% SLOPE INSTALL K100S ACO TRENCH DRAIN GRATE = 16.48 IE = 13.0 MAX f—_SS_ - rtSS—�_ s_ � _ ss EXISTING CB —� —ss— �&TYPE I IE (S) = 12.6 (12" P) IE (E) = 12.75 (8" VC) 5LF-8" ss__EYL@ O% 4 7'ss 11 " 15.76 ss 2 ,_ — 40 44'37 E ° 6 Lt ; 2' PVC (PRMU �15.22 I_ 4 . ° F ° �1 4a' pERF PVC ° d ° �C d ° d -- ° ° \ d ° d ° ° ° ° d 4 I ° 4 ° ° d d a LL 4 ' ° I I°° d ° ° d ° 4 1 4 d DS 4 d° ° 4 D —15.5� ° °® 15..66' END 6.0`. ° d d 1 .5 15.22 d ° 15.9° d 6 � ( _0 C ° 16 4 \ ° 4 4 4 ° p°�IMITING° CO TION) � ° CO �& Cdd d° d 4 l� ° DS ® ° d d ti 16.5 d ° ° d o ° �6.55 da I N F" ° I U 5 1U LU VMS DNJ T FILE JAN 0 4 2010 S�RE BUILDING DEPARTMENT' CITY OF EDMONDS ►PCs G U I L� 4� �F WALLAS�rl G1 STno 1� 6Vi ANAL'4` SUNSET CONDOS DATE 01/04/11 DRAWING NO. 121 SUNSET AVE EDMONDS WA 98020 PROJECT NO. 08053.21 SCALE 1• = 10' ENGINEERING TITLE REVISED PUMP SYSTEM PLAN 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 DRAWN BY 2oS CHECKED BY JPU CS-2 PHONE VAX (425))778-55360 REFER TO C3.1 REV#2 APPROVED BY GAG PLOT GATE: 1/4/11 FILE NAME: CS-2.dwg Hydromatic Pump Page 1 of 2 Pentair Water WELCOME News & Events Distributor Locator Search This Site Feedback WHOLESALE PRODUCTS Sump/Effluent Pumps Effluent Pumps Sewage Ejector Pumps Packaged Pump Systems Special Purpose Pumps Price Pages ENGINEERED PRODUCTS Grinders Pumps Grinder Pump Systems Non -Clog Dry -Pit Pumps Non -Clog Pumps Self -Priming Pumps Sewage Ejector Pumps ACCESSORIES Control Panels Float Switches VALUE SERVICES Contact Us Directions to Hydromatic Requests Software MADE FOR YOU Click here if you are a Hydromatic distributor or representatives. HTS50 Submersible Superior Features: Pump -High-capacity sump, effluent, boiler blow -down -Dual silicon carbide mechanical seals for longer life -Oil-filled motor for bearing lubrication and maximum heat dissipation -Thermal overload protection, PSC motor with no starting switch or relay -Heavy cast-iron motor housing for cooler motor which extends the life -Maintenance-free operation -Wide-angle, mercury -free, high -temperature mechanical float switch -Automatic piggyback models available but can be operated manually by plugging directly into outlet -Cast-iron vortex impeller and volute passes 3/4" solids Download PDF Sales Sheet Download PDF Manual Specifications: Typical High -capacity sump, effluent, Application : boiler blow -down Capacities: up to 100 GPM (378 LPM) Heads: up to 50 ft. (15.2 m) http://www.hydromatic.com/sump/su_hts50.html 12/14/2010 Hydromatic Pump Page 2 of 2 Copyright © Pentair Pump Group All Rights Reserved. Privacy Policy_ Terms and Conditions Electrical: 115V, 10, 12.0 FLA, 60Hz Motor: 1/2 HP PSC with thermal overload, 3450 RPM Maximum Liquid 200°F (93°C) Temperature: Minimum Recommended 18" (457.2 mm) Sump Diameter: Automatic Wide-angle float Operation: Materials of Cast iron Construction: Impeller: Cast iron Discharge Size: 2" NPT (50.8 mm) Solids Handling: 3/4" (19.1 mm) Power Cord: 20', 16/4, SOOW-A/SOOW Specifications: 40 F TS50AI (@70Twatertemperatur } fw� 7oG°I' wlit:r' iC�1►�7C/�uiiCl '� 0 Us GPM 30 60 � 90 126 Hydromatic reserves the right to mak revisions to is products and their specifications, this catalog and r lated information without notice. loo 5YST£M CORJE http://www.hydromatic.com/sump/su_hts50.html 12/ 14/2010 � � . � p , _ - - _. - -- __I-_- _---- _--`�2.11 i-h_OFQ'P2_-�'$ �o hand_+�6,Sveri'T�2�Jjp -�e =_.__(3 ,2 C�"S'-- — y- �oca-ctrlx-T 1 f r _ V • 5_x!, 6� i ; `- ori 9_ --� 31___ 2. , E 10 I , I } Description 54 T CO 100 By 1 p v Date I _ / Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 ©�OS3 r.. ; \■11� ■■■■1■■■11��■■■■■1■■■11®�■■■�■1■■■11��■■■■■1■■■11��■■■■■1■■■11 ' ' • , , ; 11■ll� ■■■■1■■�11■■�■■■■■1■■■11��■■■�■1■■■11� 1■■m■■■1■1■■■11 ■lll■■ 11111� aIB��■■■■■1■■■11��■■■1■1■■■11� 1��■■■1■1■■■11 Ill��■■■111■■111��■■IIII■■111��■■IIII■■III��■■�111■■111 IIII■ ■IIIa■■■IIII■■111■■■■IIII■■111■■■■IIII■■III■■■■IIII■■111 IIII■■■■I�il■��ii��!i■■■1�■■11��■■■■■1■■■11��■■■■■1■■■11��■■■■sin ■111 1 1 ' ' IIII■■■■IIll�ii::�o��1111■�111�■��1111��111����1111��111■■■�1111��111 =11W=11110117, 11��!1����111111111����111111111����111111111����111111111 ME .. .�...►`...'�..� .■....,■..t—Z■■.......■.�m.■.........��...........��........... t..■■■■ttl■■tttt■t■..■■■am10tttt.t� 2.■■■ t.tl■tt�t■.■■■■ttl■■tt .. .t....�...,....�t....—tl......ttit■..........ttt.t............�t■.....t....moont .......\' ..����-......tt��..■■■t..■tttttttttl...■■t■t 1,0,no ■.■■■■ttl■■tt 1 1 , ■■1 ► ■��i:��■■■■■1■■.n��■■..n■■.n��■■....■■.on .n■■.n 1 1 x■\ mmossommmoomm ■■1 1■■■■■►��►\.�`��.� .I■■■II��■■■■■1■■■II��■■■■■1■■■II��■■■■■1■■■II 1 1 ■■I f■■■I■1\\\C�`�\'�!�■1■■■11■■�■■■■■1■■■11��■■■■■1■■■11■■�■■■■■1■■■11 ■■ f■■■1■1■\�►1` ■0��■■■1\Iii:i���iCiCiiiCii���iiCCiiCiii����iiiiiiCii o i l : 111■■■111■■►��\\■■Iii:!!!��■■■111■■111■■�■■■■11■■111��■■■111■■111 iiittt�t■i'iiiiiiiiii\ ��iii���ii■��iiiiiiiiii■�iiiiiiiiiii�■iiiiiiiiiii ' " • � 1 ■■tttt.t.n..■■t..■.ttt►� IS ma ■■■ttt.t.tN■.■■ttl■■.tt�\1�\\:�.tlt1.■ttOt■.■.■■ttl.tltttt.t...tl■■t■t1■tttt�t�..■.tlttltl■.t 1 1 1 � ■■tttt.�t\tlt1.■tt. \`\\■■\►\■tttt�t��.■■■ttl■■tttt.t.■■■■ttltl■tttt.t...■■■ttltl■tt �.� �o 1 1 ii��tt�t�.l��■iii:■■t .... \I....■■...�5■\�\\\\�U����.� ■��ii�tt ►������ '��itttt�t�..■■■t■.■tttt�t��....t■■■tt 1 11 ■...��■■....■■...��■■ . \_::i\■■..■.■■...��■■■■■I■■■11��■■■.■1■■■.. ■■11��■■A■■1■■■11��■■■\\��`\Ii� ���■■■■1■■■11��■■■■■1■■■11��■■■1■1■■■11 ■■..��■■N.■.■■■..��■■■.\C.\`.\`\C�■�\�\ism!■■1.�������1������������������ 1 1 ■■11®®■■\■■1■■■11�®■■■■■1\\�C����\�li::��■iit����..:■��.■■����.■.■��.=� off ■■II��■e■a■1■■■11��■■■■■1■■ �►����■■■.:._•.1�1■�Gi:::iii::��Gii:GGiiG■t 1 ■ ■■II■■�■■■I■1■■■ll��■■■111■ .. ���■�.:V■■111��■C:::::C:::=====:::C:::: 1 111. ■■Ire■■■I■I■■■n■■■r■■■■■r■■ ,•,.���.��■I�:::e��■■�■�1�■�n�����������1� ' "' ' "' IIII■■■■IIII■■III■■■■IIII■■II • ���I�i;�111■■■i■i■i■i■II��■■■I■I■■■II IIII■■■■1111�■111■■■■IIII■■111■ '�5i;��111��!�1111■�111■■■■IIII■■111 IIII■■■�1111■1111■■■�11111■111■� 1�s`a!ii:\■■�Illliiiii�■iiiiiliiiil' IIII■■■�IIIIIIIII■■■�111111111�■■�IIII�\\C::!!!!�111■■■�111111111, IIII■■■1111111111■■■IIIIIIIIIII 1■■1111111111'���:!!1111111■■■1111111111 IIII■■■�111111111■■■�IIIIIIIII� 1■■�IIIIIIIII■►���!!���iiiCC::::::::::: ' ' � �' ■■11■■�■■■I■I■■■ll��■■■■■1■■■ll■ ■�■■■I■1■■■ll��■..�.��� .tom.■■o■Iee�L�� • ■■11��■■■1■1■■■11�■i■■■■■1■■■11■ ■B■■■I■1■■■11��■■■�::•�:t���IB:i1GG1i■■II 1 1 / ■■11��■■■I■1■■■11��■■■■■1■■■11■ ■�■■■I■1■■■11��■■■■■IC��!1���■�■■1■■■II 1111��■■■111■■111�■1■■■111■■111■ ■B■■■111■■111��■■■Itl■■�:���■�■:::::::: 1 1 1/ 1 1 1 1- 1 1 1' 1• 1 1 1' 1' 1 1 1° Description _ 0 4th Ave. South 00 Project Edmbnds,•:0 .. Sheet , Associated Earth Sciences, Inc. MEE mom Cefe&abnq Over 25 Yeanof Yervice June 12, 2008 Project No. KE080122A Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72°d Avenue West Edmonds, Washington 98026 Attention: Mr. John Thoresen Subject: Addendum: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Edmonds 121 Sunset Project Parcel Numbers 00434401300300 and 00434401300401 Edmonds, Washington Dear Mr. Thoresen: RECEIVED J U N 2 3 2008 BUILDING DEPT. Associated Earth Sciences, Inc. (AESI) has previously prepared a geotechnical report for the above -referenced property, titled "Subsurface Exploration and Preliminary Geotechnical Engineering Report, Edmonds 121 Sunset Project, Parcel Numbers 00434401300300 and 00434401300401, Edmonds, Washington", dated March 14, 2008. AESI has been requested to address Chapter 23.80.060 of the Edmonds Municipal Code, which states: 23.80.060 Development Standards — General Requirements A. Alterations of geologically hazardous areas or associated buffers may only occur for activities that: 1. Will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely impact other critical areas; 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer or geologist, licensed in the state of Washington. B. Critical Facilities Prohibited. Critical facilities shall not be sited within geologically hazardous areas unless there is no other practical alternative. STREET FILE Kirkland Everett Tacoma 42.5-827-7701 425-259-0522 253-722-2992 www.aesgeo.com In the geotechnical report, AESI documents that on -site conditions do not meet criteria for either Erosion or Landslide Hazard areas, but that liquefaction hazards exist, due to the weak fill and soft peat soils encountered within the upper 15 feet of our exploration. AESI has presented recommendations within the report that address maximum temporary and permanent slopes, as well as erosion mitigations, so that steep slope and erosion hazards are not created during the construction of the proposed improvements. In the report, AESI recommended deep foundation systems that extend below liquefiable soils, thus mitigating the liquefaction hazard. It is AESI's opinion that deep foundations will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions (23.80.060A1) and will not adversely impact or create other critical areas (23.80.060A2). Extending deep foundations through the liquefiable soils will mitigate the hazard to a level equal to or less than predevelopment conditions by ensuring that the proposed structure is supported by soils not prone to liquefaction (23.80.060A3). The recommendations presented in the geotechnical report are to be included as part of the design documents and will be used by a structural engineer in the design of deep foundations (23.80.060A4). The proposed improvements to the lot are expected to be of similar size and use as adjacent structures and are not considered "Critical Facilities" (23.80.060B). It is AESI's opinion that the proposed development meets the criteria set forth in Section 23.80.060 of the Edmonds Municipal Code and will not adversely impact adjacent properties or existing facilities, provided that the recommendations presented in our geotechnical report are adhered to. We have enjoyed working with you on this study and are confident that the recommendations presented in this memorandum will aid in a successful completion of your project. If you should have any questions, or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Everett, Washington .S Edwar o Garcia, E. Project Engineer EG/dr KE080122A3 Projects\20080122\K EM P 2 FxP1;�c_t; �-3 J6�� Bruce L. Blyton, P.E. Principal Engineer Associated Earth. Sciences, Inc. Cele&a6nj Aver25 'Yeats o fSemee January 15, 2009 Project No. KE080122A Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72nd Avenue West Edmonds, Washington 98026 Attention: Mr. John Thoresen Subject: Geotechnical Plan Review Edmonds 121 Sunset Project - Parcel Numbers 00434401300300 and 00434401300401 Edmonds, Washington Dear Mr. Thoresen: Associated Earth Sciences, Inc. (AESI) has completed a geotechnical review of structural plans provided by C G Engineering. AESI reviewed Sheets S1.1- through S7.1, dated December 9, 2008; Sheets C1.1 through C4.2, dated December 2, 2008; and Sheets SH1.1, SH2.1, and SH3.1, dated June 3, .2008. AESI's January .14, 2009 geotechnical report for the project is titled "Subsurface Exploration; Geologic. Hazard, and Geotechnical Engineering Report, Edmonds 121 Sunset Project, Parcel Numbers 00434401300300 and 00434401300401, Edmonds, Washington." Based on our review of these documents, we have the following comments: 1. The shoring notes (Sheet SH1.1) mistakenly reference a report from another geotechnical firm. The shoring notes should reference our January 14, 2009 geotechnical report. 2. As stated in AESI's geotechnical report, AESI did not perform site -specific shoring design as part of our scope of services. A review of the shoring plan performed by C G Engineering indicates that the design was based on geotechnical recommendations presented in the report and, in our opinion, is in general accordance with those recommendations. STREET m L E Kirkland Everett Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com RESUB JAN 2 3 200.9 BUILDING DEPARTMENT CITY OF EDMONDS 3. Structural review comments by the City of Edmonds, item #30, indicate that the reviewer is requesting a reduction factor for lateral capacity of shoring piles. Based on our review of the plan, it is our opinion that a reduction factor for temporary shoring is not warranted. Reduction factors for lateral capacity of permanent building foundation piles should be in general accordance with the recommendations presented in our January 14, 2009 geotechnical report. 4. The structural notes (Sheet S1.1), under the "Foundations: Augercast Piles" section, states that the minimum embedment is to be 10 feet into bearing soils. It is recommended that the notes also indicate that bearing soils are expected to be at least 15 feet below existing site grades. 5. The structural notes (Sheet S1.1), under the "Foundations: Augercast Piles" section, indicates that floating slabs will be utilized as part of a slab -on -grade system. Due to the presence of existing fill and compressible peat soils below floor slab areas, it is AESI's opinion that floor slabs must be fully supported by grade beams and piling. "Floating" slabs should not be used. 6. Slab moisture protection is not addressed in these structural plans. Details S4.1 and S4.2 do not include .a vapor retarder and capillary break material, as recommended in the "Floor Support" section of the geotechnical report. 7. Plan Sheet S4.1, detail 4, "Typical Footing Drain," shows the foundation drain being placed above the bottom of footing elevation. AESI recommends that exterior foundation drains be placed at or below the base elevation of the slab capillary break drainage layer elevation and graded such that positive drainage away from the structure is achieved. Exterior foundation drains and sub -slab drains (discussed below) may be connected. 8. AESI recommends that a sub -slab drain detail be included in the plan set. A sub - slab drain pipe should be placed between grade beams in each garage bay and below capillary break material. Sub -slab drains should be connected to exterior foundation drains and allow for positive drainage away from the structure. 9. Shallow ground water should be expected in excavations more than a few feet deep. Ground water was encountered approximately 6 feet below existing site grades at the time of our explorations, although tides, precipitation, and off -site drainage might affect the ground water elevation at the time of construction. The contractor should have a plan in place to address potential shallow ground water issues prior to the start of construction. 2 With the exceptions listed above, AESI found the structural plans to be in general accordance with the recommendations found in our January 14, 2009 geotechnical report. We hope this information serves your present needs. If you have any questions, please call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Edwardo Garcia, P.E. Project Engineer cc: Melissa Doonan, P.E. (via e-mail only) MelissaD@CGEngineering.com EG/Id KE080122A5 Projects\20080122\KE\W P 3 E�.. spy �JG F wAS26 H� 'L FGISTEP��� SS10NA\-� i/j5 Jq Bruce L. Blyton, P.E. Principal Engineer Associated Earth Sciences, Inc. IN EE U WJ January 23, 2009 Cele&Gft!1n O�er2,5 Veaff 0 f `Semce Project No. KE080122A Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72"d Avenue West Edmonds, Washington 98026 Attention: Mr. John Thoresen Subject: Geotechnical Plan Review Edmonds 121 Sunset Project Parcel Numbers 00434401300300 and 00434401300401 Edmonds, Washington Dear Mr. Thoresen: Associated Earth Sciences, Inc. (AESI) has previously submitted geotechnical review comments pertaining to structural plans provided by C G Engineering, dated January 15, 2009. Based on our comments, C G Engineering has revised Sheets S 1.1 through S4.3, Sheets C3.1 and C3.2, and Sheet SHLI, all dated January 23, 2009. AESI found the revised plans to be in general accordance with the recommendations found in our January 14, 2009 geotechnical report. We hope this information serves your present needs. If you have any questions, please call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Edwardo Garcia, P.E. Project Engineer cc: Melissa Doonan, P.E. (via e-mail only) MelissaD@CGEngineering.com GE LSt mQJ F WAS, c y ' Q 26890 9FGIS-F C?� �SS�ON PL%- Bruce L. Blyton, P.E. Principal Engineer Kirkland 13 Everett a Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services Geologic Assessments Associated Earth Sciences, Inc. Cel��gfi�2S .sofJer�rce Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report EDMONDS 121 SUNSET PROJECT Edmonds, Washington Prepared for Sunset 100 Limited Partnership c/o Real Estate Capital, LLC Project No. KE080122A March 14, 2008 RECEIVED APR 1 0 2008 jUN — 5 2008 PLANNING DEPT. BUILDING DEPT. Exhibit 7 a"T EE tl FILE ADB_2008_17 Associated Earth Sciences, Inc. 646rabnj Over 25 Zfears o f Ses^uice March 14, 2008 Project No. KE080122A Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72nd Avenue West Edmonds, Washington 98026 Attention: Mr. John Thoresen Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Edmonds 121 Sunset Project Parcel Numbers 00434401300300 and 00434401300401 Edmonds, Washington Dear Mr. Thoresen: We are pleased to present the enclosed copies of the above -referenced report. This report summarizes the results of our subsurface exploration and preliminary geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed project. At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary_ We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington BLB/u KE080122A2 Projeas\20080122\KE\ W P Kirkland • Everett ■ 425-259-0522 Tacoma 253-722-2992 425-827-7701 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT EDMONDS 121 SUNSET PROJECT Edmonds, Washington Prepared for: Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72"d Avenue West Edmonds, Washington 98026 Prepared by: Associated Earth Sciences, Inc. 911 5 h Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 March 14, 2008 Project No. KE080122A Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration and preliminary geotechnical engineering study for the proposed Edmonds 121 Sunset Project. The property is located near the intersection of Main Street and Sunset Avenue in Edmonds, Washington (Figure 1). At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. As the nature, design, and locations of the site improvements are developed further, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface- data to be utilized in the preliminary design and construction of the condominiums and associated improvements at the above - referenced site. Our study included a review of available geologic literature, drilling two exploration borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. A. geotechnical engineering study was also completed to determine the type of suitable foundation, allowable foundation soil bearing pressures, anticipated foundation settlements, erosion considerations, drainage considerations, and construction recommendations. This report summarizes our fieldwork and offers preliminary development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. John Thoresen of Real Estate Capital, LLC (Real Estate Capital), acting on behalf of Sunset 100 Limited Partnership. Our study was based on a site visit and accomplished in general accordance with our scope of work letter dated February 22, 2008. This report has been prepared for the exclusive use of Sunset 100 Limited Partnership and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EGIrs - KE080122A2 - Projec1A2"0122WDWP Page 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on our discussions with Mr. John Thoresen. We understand that the client is considering the construction of a three- story, wood -frame structure featuring six condominium units built above a. cast -in -place parking garage. It is our understanding that the garage will have at least nine parking spaces placed near existing grades. The site consists of two vacant lots overgrown with grass and blackberry vines. The site is bordered by Burlington Northern Santa Fe (BNSF) railroad tracks to the west, Sunset Avenue to the east, and multi -story residential structures to the north and south. Several retaining walls were observed on the property, with elevation differentials across the site estimated at 10 to 12 feet. In the southwest corner of the site, an approximately 20-foot-wide, 50-foot-long, 3-foot-deep depression exists that borders the existing building to the south. AESI has been provided with documentation from the Pacific Groundwater Group (PGG) indicating that soils near this portion of the site contained diesel range hydrocarbons over the MTCA cleanup level. The documentation indicates that upwards of 100 cubic yards of material were removed, most likely resulting in the depression observed on -site. PGG also determined that the contamination likely extended below the building to the south. AESI's services included providing geotechnical recommendations to aid in the construction of this project. Our services did not include providing environmental services or remediation for this project. AESI was not asked by the client and did not obtain samples for analytical hydrocarbon testing, as these activities are beyond our scope of services. Questions regarding contaminated soils should be referred to PGG. 3.0 SUBSURFACE EXPLORATION Our field study included drilling two exploration borings to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated. on the logs where conditions changed may represent gradational variations between sediment types. Our explorations were approximately located in the field by measuring from known site features shown on the March 24, 2007 site plan provided by Real Estate Capital. The conclusions and recommendations presented in this report are based on the subsurface explorations completed for this study. The number, locations, and depths of the explorations March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE080112A2 - Projects 1200801221KEIWP Page 2 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Borings The exploration borings were completed by advancing a 4'/4-inch, inside -diameter, hollow - stem auger with a track -mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained from the exploration borings by using the Standard Penetration Test procedure in accordance with American Society .for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140- pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs (Appendix). The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification. 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the lot were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of applicable geologic literature. The approximate locations of the explorations are shown on Figure 2. As shown on the field logs, near -surface soils generally consisted of about 7 feet of. loose to medium dense silty sands interpreted as fill related to previous site use. Underlying the fill was a soft, fibrous peat with March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE08012242 - Projects120080122WEI WP Page 3 W Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions relatively low silt and sand contents. Approximately 15 feet below existing grades, we encountered native soils. The native soils consisted of dense to very dense sands with varying amounts of silt and gravel interpreted as pre -Fraser deposits. The following section presents more detailed subsurface information. 4.1 Stratigraphy Fill We observed uncontrolled fill soils at both of our explorations on the site. Fill was observed at or near 7 feet below existing site grades. The fill appeared loose and generally consisted of silty sands and sandy silts with elevated levels of organics. Undocumented fill material is not suitable for support of structures. Peat Below the fill, we encountered several feet of fibrous peat with relatively small amounts of silt and sand. We estimate that the peat was encountered between 7 and 15 feet below existing site grades, but noted that the existing fill was likely generated from native soils, thus making delineation between the fill and native soils somewhat difficult. The peat was readily identified by the high level of organics and the relatively weak consistency of the unit. Similar to fill materials, peat is not suitable for support of structures. Pre -Fraser Deposits Below the peat, at a depth of about 15 feet below existing site grades, we encountered dense to very dense sands with varying amounts of silt and gravel. We interpret these sediments to be representative of pre -Fraser deposits. Pre -Fraser deposits generally consist of oxidized, red - brown to gray -brown gravel, sand, silt, and clay. These deposits are moderately to well - bedded and may contain minor amounts of diamicton and outwash gravel and sand. We consider the pre -Fraser deposits to be suitable for support of foundations, but piling will be required to reach this geologic unit. 4.2 Hydrology We encountered ground water in exploration boring EB-1 at an elevation of 6 feet and in exploration boring EB-2 at an elevation of 11 feet at the time of our exploration. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year, variations in the amount of precipitation, changes in site development, and tide levels. Seepage may also occur at random depths and locations in unsupervised or non -uniform fills. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE080122A2 - Projects1200801221KEMP Page 4 ,. I Subsurface Exploration, Geologic Hazard, and Edmonds Condominiums Preliminary Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and shallow ground water conditions as observed and discussed herein. 5.0 SEISMIC HAZARDS AND MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely every 25 to 40 years in the Puget Sound basin. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture The nearest known fault trace to the project site is the South Whidbey Island Fault Zone (SWIFZ). A recent study by the U.S. Geological Survey (USGS) (Sherrod, et al., 2005, Holocene Fault Scarps and Shallow Magnetic Anomalies Along the Southern Whidbey Island Fault Zone Near Woodinville, Washington, Open -File Report 2005-1136, March 2005) indicates that "strong" evidence of prehistoric earthquake activity has been observed along associated fault strands thought to be part of the SWIFZ. The study suggests as many as nine earthquake events along the SWIFZ may have occurred within the last 16,400 years. The recognition of this fault splay is relatively new, and data pertaining to it are limited, with the studies still ongoing. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of 1,000 years. The USGS study maps the main SWIFZ approximately 4 miles to the northeast and one aeromagnetic lineament near the site within approximately 1 mile to the southwest. Due to the suspected long recurrence interval and lack of surface rupture expression, it is our opinion that the potential for damage to the proposed structure by surficial ground rupture is considered to March 14, 2008 ASSOCIATED EARTH SCIENCES, INC_ EG/ts - KE080122A2 - Proiects1200801221K£IWP Page 5 ,r L Subsurface Exploration, Geologic Hazard, and Edmonds Condominiums Preliminary Geotechnical Engineering Repon Edmonds, Washington Geologic Hazards and Mitigations be low. No mitigations other than complying with 2006 International Building Code (IBC) seismic design recommendations are recommended. 5.2 Landslides According to the City of Edmonds Municipal Code, Title 23, Section 23.80.020(B), a landslide hazard area is defined to include: 1) areas of ancient or historic landsliding, 2) any area with a slope of 40 percent or steeper over a vertical relief of 10 feet or more, 3) potentially unstable areas as a result of rapid stream incision o.r stream bank erosion, and 4) areas located on alluvial fans. The slopes on the subject site appear to be less than 40 percent with less than 10 feet of vertical relief, and do not meet the other criteria listed above. In our opinion, no specific landslide mitigations are required at this site. 5.3 Liquefaction The encountered stratigraphy has potential for liquefaction due to the weak fill and saturated peat soils encountered within the upper 15 feet of our explorations. Mitigation of liquefaction hazards at this site should include piling extending below the fill and peat. 5.4 Ground Motion Structural design of the building should follow 2006 IBC standards using Site Class "E", as, defined in Table 161.3.5.2. The 2006 IBC seismic design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were determined by the latitude and longitude of the project site using the USGS National Seismic Hazard Mapping Project website (http://earthquake.usgs.gov/hazmaps/). The USGS website interpolated ground motions at the project site to be 1.20g and 0.42g for building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of exceedence in 50.years. Using the mapped spectral acceleration in conjunction with the identified site class, information presented in Tables 1613.5.3(1) and 1613.5.3(2) indicates site coefficients Fa = 0.9 and F, = 2.4 is recommended for use in site seismic design and analysis. 6.0 EROSION HAZARDS AND MITIGATION According to the Edmonds Municipal Code, Title 23, Section 23.80.020(A), an erosion hazard area is: 1) one underlain by Alderwood soils with 15 to 25 percent slopes, Alderwood/Everett soils with 25 to 70 percent slopes, or Everett soils with 15 to 25 percent slopes; or 2) a site with slopes greater than 15 percent with interbedded permeable and impermeable soils and ground water seepage; or 3) areas that exhibit significant ground water seepage regardless of March 14, 2008 ASSOCIATED EARTH SCIENCES, INC- EG1ts - KE080122A2 - Nojec1S1200801221K£IWP Page 6 Subsurface Exploration, Geologic Hazard, and Edmonds Condominiums Preliminary Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations slope. According to the Soil Survey of Snohomish County (United States Department of Agriculture [USDA] 1983), the site is underlain by Alderwood-Urban land complex, 2 to 8 percent slopes and/or Urban land. The soils encountered on -site tend more to the Urban land classification due to the prevalence of modified land (fill) on site. Based on topographic features and encountered soil types, the subject site does not meet the criteria for an erosion hazard area. To reduce the potential for off -site sediment transport during construction, we recommend the following: 1. Control of surface discharge during and following development should be performed in order to reduce the hazard of erosion. Care should be taken to ensure that surface runoff will not be directed onto or above the sloping areas. All devices used to collect surface discharge should be directed into a tightlined system that discharges away from slope areas. Uncontrolled discharge on the slope areas may promote erosion and slope movement. 2. A silt fence should be placed along the lower perimeter of the site prior to commencement of site development. 3. If possible, construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. 4. Rock -surfaced construction access areas should be constructed to reduce sediment track -out onto adjacent streets. 5. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around stockpile perimeters. 6. Areas stripped of natural vegetation during construction should be replanted as soon as possible, or otherwise protected. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EGirs - KE080122A2 - Projects �2008or22IKEIWP Page 7 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Our explorations indicate that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly followed. Near -surface soils generally consisted of loose/soft fill and peat deposits not suitable for support of conventional shallow foundations. Due to the depths required to encounter bearing soils, we anticipate the use of piling for foundation and garage slab support. In our opinion, the pre -Fraser deposits encountered at depth are suitable for providing suitable bearing support provided that piles are sufficiently embedded within these dense to very dense soils. 8.0 SITE PREPARATION AESI's services included providing geotechnical recommendations to aid in the construction of this project. Our services did not include providing environmental services or remediation for this project. AESI was not asked by the client and did not obtain samples for analytical hydrocarbon testing, as these activities are beyond our scope of services. Questions regarding contaminated soils should be referred to PGG. Previous environmental sampling and testing indicated the presence of diesel range hydrocarbons, although the source of these hydrocarbons has not been identified. The PGG report indicates that the source of contamination most likely extends below the building to the south. Although not identified on -site, it is also possible that the source of contamination originates from an underground storage tank. Existing underground storage tanks (USTs), if present, should be decommissioned in accordance with the Washington State Department of Ecology (Ecology) and any other applicable regulations. Assessment and/or removal of USTs was not included in our scope of work for this study; however, we can assist with these tasks on request. Site preparation of planned building and pavement areas should include removal of all trees, landscape plants, debris, and any other deleterious material. Upper organic topsoil, if present, should be removed and the buried roots grubbed. Areas where loose surficial soils exist below finished grade due to demolition or grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Topsoil should be removed from the site or may be used as fill in landscape or other non- structural areas. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC_ EGAs - KE080122A2 - Proyeas1200801221KEMP Page 8 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations Staging areas and access routes should be protected with a layer of crushed rock. Crushed rock for the access and staging areas should be underlain by an engineering stabilization fabric, such as Mirafi 50OX or equivalent, to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near -surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 8.1 Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water runoff and possible subsurface seepage will be required in order to allow site access and grading for construction of the new building, installation of underground utilities, and other proposed improvements. Excavation, filling, subgrade, and grade preparation should be performed in a manner and sequence that will provide controlled drainage at all times and control erosion. Surface water should be collected via swales, ditches, or sumps, and pumped or drained to provide a suitable working platform. The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil disturbed/softened may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet soil or poor access and unstable subgrade conditions. Final exterior grades should promote free and positive drainage away from the building at all times. Water must not be allowed to pond or to collect adjacent. to foundations or within the immediate building area. It is recommended that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of I percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure: Additionally, pavement subgrades should be crowned to provide drainage toward catch basins and pavement edges. March 14, 2008 ASSOCIATED EARTH. SCIENCES, INC. EG/ts - KE080122A2 - Projects000801221KEIWP Page 9 t i a Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations 8.2 Wet Weather Conditions If construction proceeds during an extended wet weather construction period, and the moisture - sensitive, silty fill and/or peat soils become wet, they will become unstable. Therefore, the budget for site grading operations should consider the time of year that construction will proceed. It is expected that in wet conditions, additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat, to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The extent of site disruption and required restoration will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary; it should be confirmed through observation and testing by a representative of our firm. 8.3 Subgrade Protection The majority of the near -surface site soils contain a high silt fraction and are considered to be moisture- and disturbance -sensitive. These soils will become unstable if disturbed by construction equipment while at elevated moisture contents requiring additional soil removal at an increased cost. Site preparation and initial construction activities should be planned to minimize disturbance to the existing ground surface particularly during extended wet weather periods and the wet season (typically October through May). Construction traffic should be restricted to specific drive areas to limit the area where disturbance of the subgrade will occur. Construction access and staging areas should be protected by installing crushed rock surfacing, as described in the "Site Preparation" section of this report. 8.4 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in existing fill and peat deposits can be made at a maximum slope of 1.5H:1 V (Horizontal: Vertical) or flatter, and temporary cuts in undisturbed pre -Fraser deposits can be made at 1H:1V or flatter. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes or if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2H:1V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by ASTM:D 1557. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE080122A2 - Projects1200801221KEIWP Page 10 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett Washington Preliminary Design Recommendations 9.0 STRUCTURAL FILL Structural fill may be necessary to establish desired grades and for structure backfill. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM: D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Edmonds codes and standards. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of the material 72 hours in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and organics in some areas and are considered highly moisture - sensitive. Existing fill soils observed in the explorations are not expected to be suitable for reuse in structural fill applications. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE080122A2 - Projects 1200801221KE1Wp Page I I Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should observe the subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence and depth of existing fill and peat soils, a pile foundation system is recommended. We evaluated several pile types, including both driven and drilled pile foundations. To minimize construction noise and vibration impacts, and provide uniform penetration into the bearing soils for resistance to lateral loads, we recommend the use of drilled augercast piles. The following sections provide augercast pile recommendations. 10.1 Augercast Piles Augercast piles may be used to support vertical and lateral foundation loads. If obstructions are encountered at depths where removal is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AESI is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations and the recommendations in this report. The City of Edmonds will likely require such inspections of foundation piles. Augercast piles are formed by drilling to the required depth with a continuous -flight, hollow - stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed, reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and soft, yielding soils (such as peat) can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EGAs - KE080122A2 - Projects 120080122 WEMP Page 12 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett Washington Preliminary Design Recommendations stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine -sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. The proposed augercast piles would gain support from end bearing and skin friction. The piles should penetrate a minimum of 10 feet into the bearing soils to develop the capacities shown in Table 1 below. Based on the borings completed for this project, the bearing soils consist of a dense to very dense, fine to medium sand with varying silt contents at approximately 15 feet below existing grades. Pile installation depths should be anticipated to vary and should be determined in the field by the geotechnical engineer or his representative. Development of the design capacities presented in this report requires the minimum embedment into bearing soil and a minimum overall pile length of 15 pile diameters. Table 1 Augercast Pile Recommendations Recommended Embedment Estimated Minimum into Allowable Allowable Allowable Pile Total Pile Dense/Hard Vertical Uplift Lateral Diameter Length Bearing Soil Capacity Capacity Capacity (inches) (feet) (feet) (tons) (tons) (tons)* 18 20 5 13 6 6 18 25 10 26 7.5 6 18 30 15 39 9 6 18 35 20 52 11 6 * Lateral capacity assumes piles are suitably reinforced with the head fixed against rotation. '/z-inch lateral deflection assumed. Allowable design loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlements of pile -supported structures will generally be on the order of 1/2 inch. A lateral capacity of 6 tons per pile for fixed -headed conditions (incorporation into pile caps and grade beam system) and 1/2 inch of deflection at the ground surface can be assumed for the 18-inch-diameter pile. Greater lateral capacities are possible for greater allowable deflections. The depth of fixity can be assumed at 9 feet for piles. The depth of fixity does not include the code -required 20 percent increase for reinforcing cage design. Lateral capacity of piles within 10 feet of another pile along the direction of force should be reduced by the reduction factors presented below. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EGirs - KE080122A2 - Projecrs120080122WEMP Page 13 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations Based on the loose/soft conditions of the fill and peat through which the augercast piles are to be excavated, care should be taken in construction planning to allow grout time to set prior to drilling adjacent piles. Construction Considerations Due to the limited construction area and the proximity of the BNSF Railroad, careful consideration should be given to the type of equipment used to install the augercast piles. Construction of access roads and/or mobilizing cranes on to the site may be difficult given the site constraints. Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should be included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center -to -center and are aligned in the direction of loading. Piles should be spaced more than 3 diameters center -to - center to achieve full vertical and uplift capacity. For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 Pile Lateral Capacity Reduction Factors Pile Spacing Reduction Factor 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 Passive Resistance and Friction Factor In addition to the lateral capacity of piles, as listed in Table 1, lateral loads can be resisted by passive earth pressure acting on the buried portions of the grade beams. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. The design value is allowable and March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG11s - KE080122A2 - Proicas1200&01221KE1WP Page 14 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations includes a safety factor of at least 1.5. We do not recommend use of base friction on pile - supported elements. • Passive equivalent fluid (above water table) = 200 pounds per cubic foot (pcf) Coefficient of friction = not recommended on pile -supported elements 11.0 FLOOR SUPPORT The floor slab should be structurally supported on piles and grade beams. Piles that support slab elements should be designed using the parameters listed in the "Foundations" section of this report. Where moisture migration through the slab must be controlled, slab -on -grade floors should be supported on a 4-inch layer of washed pea gravel to act as a capillary break. The capillary break rock should be covered with a minimum 10-mil plastic vapor retarder. 12.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 40 pcf. Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 60 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform horizontal backfill consisting of structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of structural elements above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Footing drains should be provided for all retaining walls, as discussed under the section on "Drainage Considerations." It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against retaining walls. This would involve installation of a minimum, 1-foot-wide blanket drain for the full wall height to within 1 foot of the final grade using imported, washed gravel or an approved drainage mat against the walls. March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/ts - KE080122A2 - Projects1200801221KEMP Page 15 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations 13.0 DRAINAGE CONSIDERATIONS The near -surface fill material contains high silt contents and water will tend to perch atop/within this stratum. Additionally, traffic across these soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide temporary drainage and subgrade protection, as necessary. All retaining and perimeter foundation walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set down approximately 2 inches below the bottom of the grade beam and the drains should be constructed with sufficient gradient to allow gravity discharge to an appropriate discharge point away from steep slopes. In addition, all retaining walls should be lined with a minimum, 12- inch-thick, washed gravel blanket or approved drainage mat provided over the full height of the wall to within 1 foot of final grade and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to. walls should be sloped downward away from the structure to achieve surface drainage. The 2006 IBC specifies the ground surface should be sloped away from the building at a minimum gradient of 12H:1V for a distance of at least 6 feet measured perpendicular to the walls. 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. AESI has not provided design level services for temporary shoring or specific retaining wall systems; both of which may be required to complete the project. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. Temporary shoring, retaining wall evaluation, and/or plan reviews are not included in the current scope of work and budget. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. EG/rs - KE080122A2 - Projects 1200801221KBWP Page 16 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Preliminary Geotechnical Engineering Report Everett, Washington Preliminary Design Recommendations services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington / .��_ Edwardo Garcia, .E. Project Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs n,}CE 6LYp I,; /10 y� J EXPIn(-:; Bruce L. Blyton, P.E Principal Engineer March 14, 2008 ASSOCIATED EARTH SCIENCES, INC. 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Maps o "� 1 ti -� ; AF h`�,. _ s � � _. •, A-.� r -L` ,_ T. y _ 1 { yz `J ^v _.t `J K. a i NO SCALE u.: N N Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 N ' µ F= m #y "' .._` r rat EDMONDS 121 SUNSET DATE 3/08 " z �''' EDMONDS, WASHINGTON $ PROD. NO. KE080122A 0 V* EB-2".- EB-1 77 At 7 1-7 r: 1 Sunset Avenue N 0 20 SCALE IN FEET Reference: Brian Corbett, Architects coo Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 E a wu gi- EDMONDS 121 SUNSET DATE 3 /08 EDMONDS, WASHINGTON PROJ. NO. KE080122A APPENDIX ' o ° Well graded gravel and Terms Describing Relative Density and Consistency cco• �• Gw g ravel with sand, little to Dens SPTmblows/foot ii .0 c 0?0 no fines Very Loose 0 to 4 > m o m o Grained Soils Coarse-4 to 10 Loosem Dense t o to 30 Test Symbols 0 0 0 0 ° Poorly -graded gravel N rn 00000 GP and gravel with sand, Dense 30to ° 0 ° 0 ° Ilttte to no fines Very Dense >so G =Grain Size o z 0 0° 0° M= Moisture Content SPTRlblows/foot o c Consistency A = Atterberg Urnits Z c ,°a Silty gravel and silty very Soft 0 to 2 C = Chemical o t - GM gravel. with sand Fne Soft 2 to 4 DD = Dry Density 3) m m Grained Soils Medium Stiff 4 to 8 K= Permeability B 2 W a Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 _ Gc clayey gravel with sand Hard >� o Component Definitions Descriptive Term Size Range and Sieve Number a Well -graded sand and t g (3 .: slyly sand with gravel, little Boulders Larger than 12' m o` `� m ::::-:- to no fines Cobbles 3' to 12' LL Gravel 3' to No. 4 (4.75 mm) :== _ Poorly -graded sand Coarse Gravel 3• to 3/4' n 2 -T �`'� ' • SIP and sand with gravel, Fine Gravel 3/4' to tjo. 4 (4.75 mm) d o little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)) N Silty sand and Medium Sand No. 10 (2-00 mm) to No. 40 (0.425 mm) o SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 rnm) 0 D o n• H _ _'.: gravel Sill and Clay Smaller than No. 200 (0.075 mm) o LL Clayey sand and (3) Estimated Percentage Moisture Content M • Sc clayey sand with gravel Percentage by Dry - Absence of moisture, rn Component Weight dusty,. dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, Few 5 to 10 moisture > �o MIL silt with sand or gravel Little 15 to 25 Moist - Damp but no visible m C m With -Non-primary coarse water Co L constituents: > 15% Very Moist - Water visible but Clay of low to medium -0CD plasticity-, silty, sandy, or -Fines content between not tree draining z � CL gravelly clay, lean clay S% and 15% Wet -Visible free water, usually m N E from below water table Organic clay or silt of low Symbols iN m _ — oL plasticity Blows/6' or Sampler portion of 6' Cement grout — Type surface seal Elastic silt, clayey silt, silt Sampler Type 2.0' OD Mti with micaceous or Split -Spoon A Description 1.1 Bentome seal n o diatomaceous fine sand or Sampler 3.0' OD Split Spoon Sampler _ - -. Filter pack with yr a Silt (SPT) 3.25' OD Split -Spoon Ring Sampler 0) _ blank casing Clay of high plasticity, o r„ moo o Bulk sample section m c to CH sandy or gravelly clay, fat 3.0' OD Thin -Wall Tube Sampler � �g _:: Screened E clay with sand or gravel (including Shelby tube) or with idler pads - -' Grab Sample _ N Organic clay or silt of O Portion not recovered .- End cap oFi medium to high 11l Percentage by dry weight (`) Depth of ground water plasticity (2) (SPT) Standard Penetration Test ASTM D-1586 1. ATO = At time of drilling ( ) Static water level (date) N Peat, muck and other [31 In General Accordance with rn o, o PT highly organic soils 9 IY 9 Standard Practice for Description I Combined USCS symbols used for = O and Identification of Soils (ASTM D-2488) fines between 5%and 15% :lassirications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition• grain size, and elasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Sod Classification System. Associated Earth Sciences, Inc. Y EXPLORATION LOG KEY FIGURE Al F ` & .C' Associated Earth Sciences, Inc- Exploration Log r "�� a0 Project Number Exploration Number p Sheet KE080122A EB-1 1 of 1 Project Name Edmonds 121 Sunset Project Ground Surface Elevation (ft) Location Edmonds, WA Datum N/A Driller/Equipment Bortec Date StafVFinish 2128108 2/29/08 Hammer Weight/Drop 140# 1 30" Hole Diameter (in) 4" a n — N Blows/Foot n a, S E m 2 5, �— � E 3 o m T U1 DESCRIPTION " 3 m ° 10 20 30 40 Fill S 1 Moist to very moist, dark gray, fine silty SAND, little gravel. 4 3 A5 2 5 S-2 Very moist to wet, dark gray, fine to medium SAND, few to little silt, few organics, driller notes water at 6 feet. 1 2 A3 t Peat S-3 Very moist, dark brown to black, PEAT, little silt, trace gravel. t 3 A5 2 10 Wet, dark brown to dark gray, fine SAND, few silt, trace organic (6 inches 4 S-4 recovery). 3 A13 10 15 S-5 6 Pre -Fraser Undifferentiated Wet, dark bluish gray, fine to coarse SAND, little gravel. to 41 31 Driller notes stiff drilling at 18 feet. No recovery. 20 S-6 46 0/ " 50/ Bottom of exploration boring at 21.5 feet Ground water seepage at 6 feet. 25 30 35 Sampler Type (ST): m 2- OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: jDH m 3- OD Split Spoon Sampler (D & M) Ring Sample VZ Water Level() Approved by: ® Grab Sample Shelby Tube Sample X Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log gg &J � Project Number Exploration Number Sheet 1 1i KE080122A EB-2 1 of 1 Project Name Edmonds 121 Sunset Project Ground Surface Elevation (ft) Location WA Datum N/A _Edmonds Driller/Equipment BorteC Date Start/Finish 2/719/08?/?R/f)R Hammer Weight/Drop 140# / 30" Hole Diameter (in) 4" v a O a.0 c NN m J _ ! Blows/Foot d s— L n S E 19T 4) E � o m T to N DESCRIPTION 6 an 10 20 30 40 O Fill No recovery. 3 S1 4 4 5 Soft, moist to very moist, brown to dark brown. SILT, few to little organics. 2 S-2 2 A4 2 Peat S-3 Very moist, dark brown to black. PEAT, little silt, trace gravel. 2 At 7.5 feet grades to very soft. Driller notes stiffer drilling at 9.5 feet. I 2 10 Medium dense, very moist to wet, dark gray, fine SAND, few silt. Driller i 3 S 4 notes water at 11 feet bgs. 5 s 15 S 5 5 25 I5. ' sol _5' Pre -Fraser Undifferentiated Very dense, moist, bluish gray, silty fine SAND, few to little gravel. 20 S-6 As above. 29 WE" 5a' Bottom of exploration boring at 21.5 feet Ground water seepage at 11 feet bgs. 25 30 35 Sampler Type (ST): 2- OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: JDH m Y OD Split Spoon Sampler (D & M) Ring Sample SZ Water Level () Approved by: ® Grab Sample Q Shelby Tube Sample X Water Level at time of drilling (ATD) l� Shoring Structural Calculations FOR Sunset Townhomes 121 Sunset Ave NE. Edmonds, WA -98020 �SVY C� CG Engineering Project No. 08053.10 June 3, 2008 C � ENGINEERING 250 4ch Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 RECEIVED J U N - 5 2008 BUILDING DEPT. i4 i }� ....� `. I I r--k C-^-,i Fri 10 tN C, 2.kpC..S VO 12' 5 vtO Zk rJ C-t O L31 C-2" ' F�c n v — Ito Pc-F Ccn A-(u C-1 E @ N u(:s`t-1 io'` Sixs. 2.4 A-C-1 vF Pea5u94� Description P DES \C�,N I��OS g y ��5 Date s � og Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 S� pro ect j SUN�v 5tii'o�N� Job No. Edmonds, WA 98020 bOoS3,1 D Depth(ft) 70 5 10 15 0 1 ksf 20 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=6.0 Pile Diameter=1.5 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=11.80, Min. Pile Length=17.80 MOMENT IN PILE: Max. Moment=33.71 per Pile Spacing=8.0 at Depth=11.34 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=71.5, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 12.3 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W6X20 (1.66) HP8X36 (0.58) W8X18 (1.11) HP10X42 (0.33) W10X15 (1.00) HP12X53 (0.17) W12X14 (0.77) HP13X60 (0.14) HP14X73 (0.09) W14X22 (0.34) W16X26 (0.23) W18X35 (0.13) W21X44 (0.08) W24X55 (0.05) ACTIVE SPACING: Z depth Spacing 1 0.00 8.00 2 6.00 1.50 PASSIVE SPACING: Z depth Spacir 1 6.00 3.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 15.8 39.96 0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 6.00 0.00 15.83 198.00 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in 0 12 Depth(ft) -0 5 10 15 20 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=7.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=12.24, Min. Pile Length=19.24 MOMENT IN PILE: Max. Moment=49.92 per Pile Spacing=8.0 at Depth=12.51 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=102.1, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 18.2 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) HP8X36 (0.95) W8X21 (1.51) HP10X42 (0.54) W10X19 (1.18) HP12X53 (0.29) W12X19 (0.87) HP13X60 (0.23) HP14X73 (0.16) W14X22 (0.57) W16X26 (0.38) W18X35 (0.22) W21X44 (0.13) W24X55 (0.08) W27X84 (0.04) ACTIVE SPACING: Z depth Spacing 1 0.00 8.00 2 7.00 2.00 PASSIVE SPACING: Z depth Spacing 1 7.00 4.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 17.2 39.96 0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 7.00 0.00 17.20 198.00 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in g �A3 Depth(ft) -0 5 10 15 20 0 1 ksf 25 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=8.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=13:99, Min. Pile Length=21.99 MOMENT IN PILE: Max. Moment=74.51 per Pile Spacing=8.0 at Depth=14.29 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=116.2, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 27.1 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) HP8X36 (1.83) W8X31 (1.98) HP10X42 (1.04) W10X26 (1.51) HP12X53 (0.55) W12X26 (1.07) HP13X60 (0.43) HP14X73 (0.30) W14X22 (1.09) W16X26 (0.72) W18X35 (0.43) W21X44 (0.26) W24X55 (0.16) W27X84 (0.08) ACTIVE SPACING: Z depth Spacir 1 0.00 8.00 2 8.00 2.00 PASSIVE SPACING: Z depth Spacing 1 8.00 4.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 19.7 39.96 0.040 0 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 8.00 0.00 19.66 198.00 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force.- kip, Moment- kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in Depth(ft) -0 M 10 15 20 25 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=9.0 Pile Diameter=2.5 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=14.40, Min. Pile Length=23.40 MOMENT IN PILE: Max. Moment=100.94 per Pile Spacing=8.0 at Depth=15.47 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=153.3, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 36:7 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W8X48 (1.79) HP10X42 (1.57) W10X39 (1.58) HP12X53 (0.84) W12X30 (1.39) HP13X60 (0.66) HP14X73 (0.45) W14X30 (1.13) W16X26 (1.10) W1.8X35 (0.65) W21X44 (0.39) W24X55 (0.24) W27X84 (0.12) W30X90 (0.09) ACTIVE SPACING: Z depth Spacir 1 0.00 8.00 2 9.00 2.50 PASSIVE SPACING: Z depth Spacing 1 9.00 5.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 21.0 39.96 0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 9.00 0.00 21.00 197.40 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection- in Depth(ft) 0 5 10 15 20 25 30 L 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=10.0 Pile Diameter=2.5 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=16.00, Min. Pile Length=26.00 MOMENT IN PILE: Max. Moment=138.47 per Pile Spacing=8.0 at Depth=17.19 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=169.8, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 50.4 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W8X58 (2.44) HP10X57 (1.89) W10X49 (2.05) HP12X53 (1.42) W12X40 (1.80) HP13X60 (1.11) HP14X73 (0.76) W14X38 (1.45) W16X36 (1.24) W18X35 (1.09) W21 X44 (0.66) W24X55 (0.41) W27X84 (0.20) W30X90 (0.15) ACTIVE SPACING: Z depth Spacing 1 0.00 8.00 2 10.00 2.50 PASSIVE SPACING: Z deptl 1 10.00 Me DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 23.3 39.96 .0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 10.00 0.00 23.33 197.40 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pees. Slope - kip/ft3, Deflection - in Si 6 Deepth(ft) -5 -10 -15 - 20 - 25 - 30 - 35 0 1 ksf I I <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=12.0 Pile Diameter=3.0 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=17.88, Min. Pile Length=29.88 MOMENT IN PILE: Max. Moment=230.40 per Pile Spacing=8.0 at Depth=20.02 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=232.1, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 83.8 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in) W10X77 (2.67) HP12X74 (2.14) W12X65 (2.28) HP13X73 (1.93) HP14X73 (1.67) W14X61 (1.90) W16X57 (1.60) W18X50 (1.52) W21X50 (1.24) W24X55 (0.90) W27X84 (0.43) W30X90 (0.34) W33X118 (0.21) W36X135 (0.16) ACTIVE SPACING: Z depth Spacing 1 0.00 8.00 2 12.00 3.00 PASSIVE SPACING: Z depth Spacing 1 12.00 6.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 26.9 39.96 0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 12.00 0.00 26.90 197.40 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in sA� Depth(ft) 0 5 10 15 20 25 30 35 40 1 0 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/6/2008 File Name: Wall Height=14.0 Pile Diameter=3.0 Pile Spacing=8.0 Wall Type: 3. Soldier Pile, Driving PILE LENGTH: Min. Embedment=20.86, Min. Pile Length=34.86 MOMENT IN PILE: Max. Moment=365.86 per Pile Spacing=8.0 at Depth=23.35 VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=269.6, Vertical Factor of Safety=999.00 PILE SELECTION: Request Min. Section Modulus = 133.0 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 -> Piles meet Min. Section Requirements: Top Deflection is shown in (in). W12X106 (2.81) HP13X100 (2.96) HP14X102 (2.50) W14X90 (2.63) W16X77 (2.36) W18X76 (1.97) W21X68 (1.77) W24X68 (1.43) W27X84 (0.92) W30X90 (0.73) W33X118 (0.44) W36X135 (0.34) W40X149 (0.27) ACTIVE SPACING: Z depth Spacing 1 0.00 8.00 2 14.00 3.00 PASSIVE SPACING: Z depth Spacing 1 14.00 6.00 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): No. Z1 P1 Z2 P2 Slope 1 0.0 0.00 31.4 39.96' 0.040 PASSIVE PRESSURES: No. Z1 P1 Z2 P2 Slope 1 14.00 0.00 31.38 197.40 0.2000 UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, UNITS: Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in 5� S LAC-,IN6, 04�t6>N r-ca Q (:� f ass u r� ��5 M.-A-1( 6 G r- 6L TL rv—p a. rz.._h- (� ( S f .o12. k-e, , P I5 07 b S 2-7, 1oiZ14 �v r I's / �Cr" t/ C� CC I S - Z2,9 4�c-t z n � iz II12Sx3,S 31,`l- ��2 I '0 C ` PSL 2s , -7 Psi )08S PSG. > IoSs PEE7 �-'4 = I � ( o , -ooi I_ I zo P. sz � z _�. -7 . -(�..:.=..j Description 61 I (� By �S Date 113 Checked Date IF ENGINEERING Scale Sheet No. 250 4thAve. South project Job No. Suite 200 S U t l SCT" 11 -, 5 Edmonds, WA98020 CTOOS 3, IU 1 I5 07 b S 2-7, 1oiZ14 �v r I's / �Cr" t/ C� CC I S - Z2,9 4�c-t z n � iz II12Sx3,S 31,`l- ��2 I '0 C ` PSL 2s , -7 Psi )08S PSG. > IoSs PEE7 �-'4 = I � ( o , -ooi I_ I zo P. sz � z _�. -7 . -(�..:.=..j Description 61 I (� By �S Date 113 Checked Date IF ENGINEERING Scale Sheet No. 250 4thAve. South project Job No. Suite 200 S U t l SCT" 11 -, 5 Edmonds, WA98020 CTOOS 3, IU 1 ES-709DCDA ,lob Name SUNSET 121 CONDOMINIUMS Job Location 121 SUNSET AVE, EDMONDS Engineer CG ENGINEERING Approval Series 709DCDA Double Check Detector Assemblies Sizes: 3" -10" (80 - 250mm) Series 709DCDA Double Check Detector Assemblies are designed exclusively for use in accordance with water authori- ty containment requirements. It is mandatory to prevent the reverse flow of fire protection system substances, i.e. glycerin wetting agents, stagnant water and water of non -potable qual- ity from being pumped or siphoned into the potable water line. Benefits: Detects leaks ... with emphasis on the cost of unac- countable water; incorporates a meter which allows the water utility to: • detect leaks underground that historically create great annual cost due to waste. • provide a detection point for unauthorized use. It can help locate illegal taps. Modular check design concept facilitates maintenance and assembly access. All sizes are standardly equipped with resilient seated OSY shutoff valves, W x 3/4" (16 x 19mm) meter and ball type test cocks. Features • Body construction fused epoxy coated cast iron • Replaceable bronze seats • Maximum flow at low pressure drop • Compact for economy combined with performance • Design simplicity for easy maintenance • Furnished with %" x 3/4" (16 x 19mm) bronze meter • No special tools required for servicing Specifications A Double Check Detector Assembly shall be installed on fire protection systems when connected to a potable water sup- ply. Degree of hazard present is determined by the local authority having jurisdiction. The unit shall be a complete assembly including UL listed resilient seated OSY shutoff valves and test cocks. The unit shall be UUFM approved with UUFM approved OSY shutoff valves. The auxiliary line shall consist of an approved backflow preventer and water meter. The assembly shall meet the basic requirements of ASSE 1048; AWWA Std. C510 for Double Check Valves. Approved by the Foundation for Cross -Connection Control and Hydraulic Research at the University of Southern California. Assembly shall be a Watts Regulator Company Series 709DCDA. Contractor ROBINSON PLUMBING INC Approval Contractor's P.O. No. Representative 709DCDAOSY Check P Mol Seat Disc Check Assembly Module Test Cock — Cover Features a modular design concept which facilitates complete maintenance and assembly by retaining the spring load. First and second check valve spring modules are not inter- changeable. Now Available WattsBox Insulated Enclosures. For more information, send for literature ES-WB. IMPORTANT INOUIRE WITH GOVERNINGAUTHORITIES FOR LOCAL INSTALLATION REOUIREMENTS VaWAWW REGULATOR Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. Materials Body: Epoxy coated cast iron Seat: Bronze Disc Holder: Bronze Trim: Stainless steel Check Valve Discs: Rubber Test Cocks: Bronze Models Suffix: OSY - UUFM outside stem and yoke resilient seated gate valves CFM - cubic feet per minute meter GPM - gallons per minute meter LF - 4" - 10" (100 - 250mm) without shutoff valves Dimensions - Weights Pressure - Temperature Temperature Range: 33°F - 110°F (5° - 43°C) continuous, 14UF (60°C) intermittent Maximum Working Pressure: 175psi (12.06 bar) Standards AWWA Standard C510 Approvals p88/fj�. S P' C UL US ® e� c us Approved B.64 1048 Approved by the foundation for Cross -Connection Control and Hydraulic Research at the University of Southern California. Sizes 4" - 10" (100 - 250mm) approved for horizontal and vertical "flow up". Size 3" (76mm) approved for horizontal only. Factory Mutual approved 4" - 10" vertical "flow up". ------------------------------------------------ A-------------------------------------------------i (DN) DIMENSIONSSIZE In. mm in. A mm C in. mm D in. mm in, E min in, L mm in. R mm T in. mm in. U' mm WiDSYt gates W. kgs. 3 80 40 1016 187A 479 3'/2 89 12 305 24 610 14 356 3 76 14 356 190 86 4 100 52 1321 223/4 578 33/4 95 17 432 34 864 15 381 6 152 14 356 403 183 6 150 621/2 1588 301A 765 41/2 114 21 533 411h 1054 16 406 71h 191 16 406 727 330 8 200 1 75 1905 1 373/4 959 51/2 140 26 660 52 1321 17 432 9 229 21 533 1327 602 10 250 90 2286 453/4 1162 61/2 165 32 813 64 1626 18 457 1 101/4 260 1 25 635 1 2093 949 Service clearance for check assembly from center. tUUFM approved backflow preventers must include UUFM approved OSY. Capacity , 'Typical maximum system flow rate (7.5 ft./Sec.) "UL rated flow ii 6" (150mm) For Technical Assistance Call Your Authorized Watts Agent. Telephone # Fax # Humunnm: Watts Regulator Company 815 Chestnut St, North Andover, MA 01845-6098 U.S.A. 978 688-1811 978 794-1848 Edwards, Platt & Deely, Inc. 271 Royal Ave., Hawthorne, NJ 07506 973 427-2898 973 427-4246 Edwards, Platt & Deely, Inc. 368 Wyandanch Ave., North Babylon, NY 11703 631 253-0600 631 253-0303 W. P. Haney Co., Inc. 51 Norfolk Ave., South Easton, MA 02375 508 238-2030 508 238-8353 J. B. O'Connor Company, Inc. P.O. Box 12927, Pittsburgh, PA 15241 724 745-5300 724 745-7420 RMI Glenfield Bus. Ctr., 2535 Mechanicsville Tpk., Richmond, VA 23223 804 643-7355 804 643-7380 The Joyce Agency, Inc. 8442 Alban Rd., Springfield, VA 22150 703 866-3111 703 866-2332 Vernon Bitzer Associates, Inc. 980 Thomas Drive, Warminster, PA 18974 215 443-7500 215 443-7573 WMS Sales, Inc. (Main office) 9580 County Rd., Clarence Center, NY 14032 716 741-9575 716 741-4810 Billingsley & Associates, Inc. 2728 Crestview Ave., Kenner, LA 70062-4829 504 602-8100 504 602-8106 Billingsley & Associates, Inc. 478 Cheyenne Lane, Madison, MS 39110 601 856-7565 601 856-8390 Francisco J. Ortiz & Co., Inc. Charlyn Industrial Pk., Road 190 KM1.9 - Lot #8, Carolina, Puerto Rico 00983 787 769-0085 787 750-5120 Mid -America Marketing, Inc. 203 Industrial Drive, Birmingham, AL 35211 205 879-3469 205 870-5027 Mid -America Marketing, Inc. 1364 Foster Avenue, Nashville, TN 37210 615 259-9944 615 259-5111 Mid -America Marketing, Inc. 5466 Old Hwy. 78, Memphis, TN 38118 901 795-0045 901 795-0394 Smith & Stevenson Co., Inc. 4935 Chastain Ave., Charlotte, NC 28217 704 525-3388 704 525-6749 Harry Warren, Inc. 1243 West Colonial Dr., Orlando, FL 32804 407 841-9237 407 841-9246 Watts Georgia 2861-B Bankers Industrial Drive, Atlanta, GA 30360 770 209-3310 770 447-4583 Aspinall Associates, Inc. 6840 Hillsdale Court, Indianapolis, IN 46250 317 849-5757 317 845-7967 Dave Watson Associates 1325 West Beecher, Adrian, MI 49221 517 263-8988 517 263-2328 Disney McLane & Associates 428 McGregor Ave., Cincinnati, OH 45206 800 542-1682 877 476-1682 BWA Company 17610 S. Waterloo Rd., Cleveland, OH 44119 216 486-1010 216 486-2860 Mid -Continent Marketing Services Ltd. 1724 Armitage Ct, Addison, IL 60101 630 953-1211 630 953-1067 Soderholm & Associates, Inc. 7150143rd Ave. N.W., Anoka, MN 55303 763 427-9635 763 427-5665 Stickler & Associates 333 North 121 St, Milwaukee, WI 53226 414 771-0400 414 771-3607 Hugh M. Cunningham, Inc. 13755 Benchmark, Dallas, TX 75234 972 888-3808 972 888-3838 Mack McClain & Associates 11132 South Towne Square, Suite 202, St Louis, MO 63123 314 894-8188 314 894-8388 Mack McClain & Associates, Inc. 1450 NE 69th Place, Ste. 56 Ankeny, IA 50021 515 288-0184 515 288-5049 Mack McClain & Associates, Inc. 15090 West 116th St., Olathe, KS 66062 913 339-6677 913 339-9518 OK! Sales, Inc. 2200 Blue Creek Dr., Norman, OK 73026 405 360-6161 405 360-0092 Phoenix Marketing, Ltd. 2416 Candelaria N.E., Albuquerque, NM 87107 505 883-7100 505 883-7101 Delco Sales, Inc. 1930 Raymer Ave., Fullerton, CA 92833 714 888-2444 714 888-2448 Delco Sales, Inc. 111 Sand Island Access Rd., Unit 1-10, Honolulu, HI 96819 808 842-7900 808 842-9625 Fanning & Associates, Inc. 6765 Franklin St., Denver, CO 80229-7111 303 289-4191 303 286-9069 Hollabaugh Brothers & Associates 6915 South 194th St., Kent, WA 98032 253 867-5040 253 867-5055 Hollabaugh Brothers & Associates 3028 S.E.17th Ave., Portland, OR 97202 503 238-0313 503 235-2824 P I R Sales, Inc. 3050 North San Marcos Place, Chandler, AZ 85225 480 892-6000 480 892-6096 Preferred Sales 31177 Wiegman Road, Hayward, CA 94544 510 487-9755 510 476-1595 R. E. Fitzpatrick Sales, Inc. 4109 West Nike Dr. (8250 South), West Jordan, UT 84088 801 282-0700 801 282-0600 Watts Industries (Canada) Inc. (Watts Regulator Co. Division) 5435 North Service Road, Burlington, Ontario L7L 5H7 905 332-4090 905 332-7068 Con -Cur West Marketing, Inc. 71 B Clipper Street, Coquitlam, British Columbia V3K 6X2 604 540-5088 604 540-5084 D.C. Sales Corporation Inc. #10-6130 4th St. S.E., Calgary, Alberta T2H 2A6 403 253-6808 403 259-8331 D.C. Sales Corporation Inc. 11420142 Street, Edmonton, Alberta T5M 1 V1 780 496-9495 780 496-9621 GTA Sales Team. Greater Toronto Area 888 208-8927 888 479-2887 Hydro -Mechanical Sales, Ltd. 3700 Joseph Howe Drive, Suite 1, Halifax, Nova Scotia B3L 4H7 902 443-2274 902 443-2275 Hydro -Mechanical Sales, Ltd. P.O. Box 1445 (Mailing), 297 Collishaw St., Suite 7 (shipping) Moncton, New Brunswick E1 C 9R2 506 859-1107 506 859-2424 J.D.S. Sales Ltd. 4 Lancaster Street, St. John's, Newfoundland Al 5P7 709 579-5771 709 579-1558 Le Groupe B.G.T., Inc. 23 du Buisson, Pont Rouge, Ouebec G3H 1 X9 418 873-2500 418 873-2505 Le Groupe B.G.T., Inc. 86 des Enterprises #208, Boisbriand, Ouebec J7G 2T3 450 434-9010 450 434-9848 Mar -Win Agencies, Ltd., 1333 Clifton St., Winnipeg, Manitoba R3E 2V1 204 775-8194 204 786-8016 Northern Mechanical Sales P.O. Box 280 (mailing)163 Pine St. (shipping), Garson, Ontario P3L 1S6 705 693-2715 705 693-4394 Palser Enterprises, Ltd. P.O. Box 28136 (mailing),1885 Blue Heron Dr., #4, London, Ontario N6H 51_9 519 471-9382 519 471-1049 RAM Mechanical Marketing Inc. 1401 St. John Street, Regina, Saskatchewan S4R 1 S5 306 525-1986 306 525-0809 RAM Mechanical Marketing Inc. 510 Ave M South, Saskatoon, Saskatchewan S7M 21<9 306 244-6622 306 244-0807 Walmar Mechanical Sales 24 Gurdwara Rd., Nepean, Ontario K2E 865 613 225-9774 613 225-0673 EXPORT Hdgtrs.: Watts Regulator Co. 815 Chestnut St., North Andover, MA 01845-6098 U.S.A. 978 688-1811 978 794-1848 WATM• 9001 Watts USA website: www.wattsreg.com REGULATOR CEFmFIED Watts Canada website: www.wattscanada.ca ES-709DCDA 0522 0Watts Regulator Company, 2005 Indicator Posts Fire Protection • Upright Posts*For use with non -rising stem indicator post style gate valves UL/ULC LISTED • FM APPROVED MATERIAL LIST PART SPECIFICATION 1. Locking Wrench Cast Iron ASTM A 126 Class B 2. Operating Nut Bronze ASTM A 584 Alloy 83600 3. Retainer Ring Nitrile 4. Upper Body Cast Iron ASTM A 126 Class B 5. Window Lexan-UV Stabilized 6. "Open" Target Cast Aluminum 7. "Shut" Target Cast Aluminum 8. Pipe Plug 1/2" NPT Steel - Zinc Plated 9. Eye Bolt Steel 10. Operating Rod H.R. Steel ANSI M 1020 11. Target Carrier Nut Bronze ASTM B 854 Alloy 83600 12. Target Carrier Plate Steel 13. Target Retainer Clamp Stainless Steel Type 302 14. Hex Nut Steel - Zinc Plated 15. Pan Head Screw Steel - Zinc Plated 16. Hex Head Screw Steel - Zinc Plated 17. Spacer Sleeve Ductile Iron 18. Body - Outer Ductile Iron 19. Body - Inner Ductile Iron 20. Hex Head Screw Steel - Zinc Plated 21. Operator Rod Coupling Cast Iron ASTM A 126 Class B 22. Cotter Pin Brass 23. Hex Head Screw Steel - Zinc Plated 24. Base Flange Cast Iron ASTM A 126 Class B 25. Hex Head Screw Steel - Zinc Plated 26. Hex Nut Steel - Zinc Plated NIBCO Fig. No. NIP-1AJ Mated to NIBCO IBBM Gate Valves Bury Depth Dimensions (Inches - Rounded)* Min. Bury Depth Max. Bury Depth Valve Size- NIP-1AJ NIP-1AJE NIP-1AJEE NIP-1AJ NIP-1AJE NIP-1AJEE 4" 33" 51" 59" 52" 70" 88" 6" 40" 58" 76" 59" 77" 95" 8" Q. 61" 79" 62" 80" 98" 10" Q. 66" 84" 67" 85" 103" 12" 52" 70" 88" 71 " 1 89" 1 107" Note: Add 18" Bury Depth for NIP-1AJE Add 36" Bury Depth for NIP-1AJEE Special lengths available in 6" increments, P.O.A. beyond NIP-1AJEE Indicator Post Gate Valve Dimensions 4" 6" 8" 10" 12" Valve Size In. mm. In. turn. In. mm. In. mm. In. ram. Dimension from centerline of F/M609 (IBBM) 14.1 358 18.6 472 22.1 561 25.8 655 29.5 749 valve to top of F/M609RW the operating nut 13.5 342 17.0 432 20.5 520 23.8 605 27.0 686 Turns to open f M609 IBBM (+.5turn) F/M609RW 9 13.5 17.5 30.25 38.25 12.8 15 17.6 21.2 25.1 NIMAJ Upright Post (4) Holes .75 drill on 101h' bolt circle. Diameter drilled on center. C o L IISTED ,may, NIBCO INC. WORLD HEADQUARTERS " 1516 MIDDLEBURY ST. • ELKHART, IN 46516-4740 • USA • PH: 1.800.234.0227 • TECH SERVICES PH 1 888 446 4226 • FAX 1 888 336 4226 • INTERNATIONAL OFFICE PH +1 574 295 3327 " FAX +1 574 295 3455 www.nibco.com MONO PACIFIC STATES PSCIPCO • CAST IRON PIPE COMPANY DIV SION OF WWANE, INC. "- P.O. BOX 1219, PROVO, UTAH 84603 TELEPHONE (AREA CODE 801) 373.6910' FAX (801) 377-0338 EMAIL: sales@pscipco.com WEBSITE: www.pscipco.com Thrust -Lock TM Pipe Thickness, Dimensions and Weights of Thrust -Lock TM Joint Ductile Iron Pipe by size for Each Pressure Wt. of Nominal Nominal Barrel Wt. of Wt. Per Nom. Wt Pressure Thickness OD* Per Ft. t Bell Lgth.t Per Ft.$ Laying" Size Class In. In. Lb. Lb. Lb. Lb. Length 6 350 0.25 6.90 16.00 29 321 17.78 18.05 8 350 0.25 9.05 21.10 51 426 23.73 17.95 10 350 0.26 11.10 27.10 66 559 30.99 18.04 12 350 0.28 13.20 34.80 79 700 39.06 17.92 14 250 0.28 15.30 40.40 148 875 49.16 300 0.30 15.30 43.30 148 925 51.97 350 0.31 15.30 44.70 148 945 53.09 17.80 16 250 0.30 17.40 49.30 148 1030 57.83 300 0.32 17.40 52.50 148 1090 61.20 350 0.34 17.40 55.80 148 1150 64.25 17.81 18 250 0.31 19.50 57.20 197 1220 68.16 300 0.34 19.50 62.60 197 1315 73.46 350 0.36 19.50 66.20 197 1380 77.09 17.90 20 250 0.33 21.60 67.50 239 1440 81.31 300 0.36 21.60 73.50 239 1550 87.52 350 0.38 21.60 77.50 239 1610 90.91 17.71 24 200 0.33 25.80 80.80 255 1680 94.65 250 0.37 25.80 90.50 255 1855 104.51 300 0.40 25.80 97.70 255 1985 111.83 350 0.43 25.80 104.90 255 2115 119.15 17.75 30 150 0.34 32.00 103.50 500 2294 128.80 200 0.38 32.00 115.50 500 2503 140.54 250 0.42 32.00 127.50 500 2711 156.09 17.81 Tolerances of OD of spigot end; 3-12 in t0.06 in., 14-24 in. +0.05 in., -0.08 in. " Average lengths only. Variances may occur as a result of foundry processes or installation. t Including bell; calculated weight of pipe rounded off to the nearest 5 lb. $ Including bell; average weight per foot, based on calculated weight of pipe before rounding SHORT FORM SPECIFICATION FOR THRUST LOCK'rm PIPE 1. SCOPE 1.1 This specification covers the general requirements for Pacific States Thrust-LockTm ductile iron pipe. 2. CONFORMANCE 2.1 Ductile iron pipe 6" through 36" shall be manufactured in accordance with ANSI/AWWA C151/A21.51 under method of design outlined in ANSUAWWA C 150/A21.50. 2.2 Joints 2.2.1 Rubber -gasket joints shall be Tyton@ Joint 6" through 24" and Fastite@ Joint 30" through 36" and shall meet the requirements of ANSI/AWWA C111/A21.11. 2.3 External Coating 2.3.1 External pipe coating shall be an asphaltic coating in accordance with ANSI/AWWA C151/A21.51 for pipe and ANSUAWWA C110/A21.10 for fittings. 2.4 Internal Pipe Lining 2.4.1 The pipe shall be cement -mortar lined in accordance with ANSI/AWWA C104/A21.4. 3. PRESSURE RATINGS 3.1 For pressures higher than 350 psi contact your local sales representative. 4. FITTINGS 4.1 Fittings for ductile iron pressure pipe shall be produced in accordance with ANSI/AWWA C110/A21.10. O E O,y �°c. 1890 CITY OF EDMONDS 121 STH AVENUE NORTH - EDMONDS.WA 98020 PHONE: (425) 771-0220 - FAX (425) 771-0221 SUNSET 100 LP SUNSET 100 LP Martin Construction 16118 72ND AVE W 16118 72ND AVE W 19929 108th Ave SE EDMONDS, WA 99026 EDMONDS, WA 99026 Snohomish, WA 98296 206-948-1195 206-948-1195 MARTIC'89OMH 7/8/13 TWO UNIT CONDOMINIUM, COMMON PARKING GARAGI; SITE IMPROVEMENTS. VALUATION: $896,024 P L E D PERMIT TYPE: Commercial PERMIT GROUP: 6- Apartmcnt/Condo New GRADINQ Y CYDS: 520 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: N OCCUPANT GROUP: R3 S2 OCCUPANT LOAD: 20,47 FENCE: N 0 X D FT. CODE: 2006 OTHER. N OTHER DESC: ZONE: NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS 2 ILOT is BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 BASEMENT.0 1ST FLOOR: 1449 2ND FLOOR. 2652 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 9589 DECK: 644 OTHER: 32 MMMMM REQUIRED: E IS . PROPOSED: 15 RE UIRED: N 5 PROPOSED: 52.5' RE UIRED: W 0 PROPOSED: 0 HEIGHT ALLOWED:25 PROPOSED:24.96 I REQUIRED,. S5 PROPOSED: 5 SET BACK NOTES: Zone - OR. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCT ION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THISAION3IS,NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEWTY AND ALL FEESARE PAID. Signature Font Name Date Released By-' ' DK8 ATIMNMON ITIS UNLAWFUL TO USE OR OCCUPY A BVILDINO OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A C£RTMCATE OF OCCUPANCY HAS BEEN GRANTED. UBC1091 IBC110f IRCI 10. = ARCHIVE = APPLICANT a ASSESSOR OT M 0* 0 STATUS: ISSUED BLD20080463 SURVEY REQUIRED FOR HEIGHT VERIFICATION: Due to the location of the datum point in relation to the subject site, a survey will be required to verify the height of the building (based on approved height calculations) stamped and signed by a State licensed Land Surveyor. Submit for approval prior to framing inspection. SPECIAL INSPECTIONS: (Sec Sheet S1.1 for specific information) 1. EXCAVATION, GRADING and SITE PREPARATION 2. AUGERCAST PILE INSTALLATION 3. SHORING INSTALLATION AND MONITORING 4. SOIL BEARING VERIFICATION 5. PLACEMENT OF FILL AND COMPACTION, INCLUDINGAT CONSTRUCTION ENTRANCE 6. RETA INf NG WAIL CONSTRUCTION, INCLUDING DRAINAGE 7. FOUNDATION DRAINAGE 8. CONCRETE CONSTRUCTION —SEE S 1.1 FOR SPECIFICS S. WOOD CONSTRUCTION —SEE S I.1 FOR SPECIFICS FINAL SPECIAL INSPECTION REPORTS RE3QURIED PRIOR TO FINAL BUILDING INSPECTION. BUILDING ENCLOSURE INSPECTION LEITFR REQUIRED BY FINAL INSPECTION SUBMIT SPECIAL INSPECTION FIELD REPORTS TO THE CITY ON A WEEKLY BA S1S. • Call Gina Coccia for Planning inspection (425.771.0220, A778) when landscaping is installed. Design Review approved through ADB-2008.17. Max height 44.14(25 feet). • Scpcmte Permits and Deferred Submittals: 1) PLUMBING 2) MEC HAN1CAUHVAC 3) FIRE ALARM 4) FIRE SPRINKLER (NFPA-13) 5) FIRE DEPARTMENT CONNECTION 6) . SIDE SEWER 7) WATER METER 8) SIGNS 9) STATE ELECTRICAL PERMIT 10) STATE ELEVATOR . 11) TRASH ENCLOSURE PERMIT ON ADJACENT PROPERTY AND AGREEMENT. 12) FINAL PT DEC]C PLANS AND CALC S 13) W ATER;PROOFINCiBUILDING ENCLOSURE PLANSIDETA ILS 14) SHOP DRA WINGS PER S 1.1 & STEEL STA I RW A YS 15) LISTED AND TESTED FIRE STOPPING ASSEMBLIES • Lot line stakes must be in place at the time of found at ion/s etback inspection. • All new, wdended, re -built or ielocated electrical utility and/or service shall be placed underground. • Obtain Electrical Pcmrut from State Department of Labor & Industries. 425-290`1309 • Submit all special inspection reports to the City Building Inspector on a weekly basis. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for ahemate design, modification, variance or other administrative deviation (hereinafier `variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request sha8 be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified. requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating fionttempomry construction sites as a result of construction activity are cazmpt fromthe noise limits of FACChapter 5.30ony during the hours of710amto 6OOpmon weekdays and 10:OOamand 6:00pmon Saturdays, excluding Sundays and Federal Holidays. At ad other times the noise originating from construction sites/activates trust comply with the noise limits of Chapter 530, unless a variance has been granted pursuant to BCC 530.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this pemmt shall not be deemed to modify, waive or reduce any requirements of any City ordinance not linty in any way the City's ability to enforce any ordinance provision. • Premise Isolation Required with reduced pressure Baekflowassembly in hot boxat meter. Verify meeter/backflowassembly type and specifications. • 48 hours notice is required when requesting your FINAL Fngincering Inspection. 425-771-M, ext.I326. • The building enclosure must be inspected by a qualified inspector in accordance with RCW 64.55.030, 64.55.040, and 64.55.050. A building enclosure certification letter from the inspector must be submitted to the Building Division prior to final inspection by the City Building Inspector in accordance with RC'W 64.55.060. Where phasing of construction occurs, coordinate inspection with the City Building Inspector to insure that all required. . inspections arc performed. Inspection by the building enclosure inspector to meet RCW 64.55 does not substitute for required City building inspections which must be perfomned by the City Building Inspector. • Call for locates of underground utilities prior to any excavation. • Maintain erosion 8t sedimentation control per city standards. • Call for required inspections as noted and prior to backfill. • Maintain 10seperation between the sanitary side sewer and the water service lane. • Applicant shall repai/replace all damage to utilities or frontage improvements in City right -of --way per (Qty standards that is caused by or occurs during the permitted project. THIS PE MT AUTHORIZES ONLY THE WORK NOTED. MIS PERAAT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION. ON THE PUBLIC DOMAIN (CURBS. SIDEWALKS. DRIVEWAYS. MARQUEES. ETC.) WILL REQUIRE SEPARATE PERMSSION. PERMTTIAE LIMT: SEE ECOC 1100.o0RAxa) BUILDING (425) 771.0M Exr. 1333 1 EINGI[NE RiNG (425) 771-(rm Eu. 1326 j FM(425) 771-0215 I PUBLIC WORKS (425) 771-0235 1 PR&MtEiATIV1INT (425) 672-5755 RDCYCLING (425) 275-MI When calling for an Inspection please leave the folloyAng Information: Permit Number, Job Site Address, Type of inspection being] requested Contact Name and Pbone Number, Date Prefereed and Wiether you prefer morning or afternoon. • &Pre -Con • &Erosion Control/Mobilization • E-Storm Tightlinc • E-StormConncct to Stub • E-Footing Drain Connection • S-Water Service Line &Double Check Detector Assem Vault &RPBA with HotBox &Driveway Fomm & Slope Ver. • B-Retaining Wall Fomns/Wcation E-Retaining Wag Drainage • E-Fie/Aid Address Sign • E.Cross Connection Final E-Bgineering Final • B-Setbacks B-Footings • B-Foundation Wag B-Isolated Footings/Piers • B-Retaining Wag • B-Slab Insulation • B-Plumb Ground Work • &First Floor Framing • B-Plumb Rough In B-Cas Test/Pipe B-Equipment-Meth B-Baerior Sheathing B-Shear Nailing B-Height Verification • B-Fire Stopping B-Fmnmmg • B-Walllnsulation/Caulk &Floor insulation/Caulk • B-Ceiling Insulation/Caulk • B-Sheetrock Nail • B-Building Final F-Dainguishers • F-Fim Dept Inspection F-Addressing Visibility • F-Fire Final • ?-Planning Final (CtFtp of (fb oubg DEPARTMENT OF BUILDINGS F x" fit ,,pPER International Building Code Section 11ill. 1 t: 121 Sunset Ave. N. Edmonds %/ Building.Perntit*#: BLD200804ti3 Occupancy established by this certificate: Dwelling Units: 2', No. Stories: 2 R31S2 i/ Maxirnum.,Occupant°L'oad = Room capacity signns,: i en requ Building Owner: Sunset 100 LP Owner Address: 50325 Via THE Sunset 100 LP HAS BEEN11NSPECTED;AND,APPROI THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE:CiTY FO THE PROPOSED OCCUPANCY IS CLASSIFIED.,, I �v \Issued,tfilsil0th- BY: ,Construction: VB Basement: No a 0" • • • ': r (Per IBC 1004) ,ed,.mlist: iemain posted at•ah.times. Annsn�n`r'•�,Aultnfa• CO-499�� ICIAL HE REQUIREMENTS OF THE 2000 EDITION OF N OF OCCUPANCY AND THE USE FOR WHICH THa ceN6cats of Wl be posted in a oonapt"M$ p%&k vW and shoo not be tw*YW. mutilated or obuxsed end si4 be malmstned in QTDls oo W0n at as 6mea. Any c"npe of 000upancy or uae regJTes a Wfdny PenT►t and a new Caunate of O=W cy to by the"of Edmonds Bultdtrq Official. vs 1 8.40M Ml LN�Na wM1a M/ Mt Mt �,M,t� �,Awti s,,Mtf Mt rM Mt r��tr �,r�r L,rMi �M�tt Ms Mt Emeratd land Suiveying, Inc. PO Box 13M Mlil Creek, WA 980 2. Phone: (425) 359-7198 Fa*: (425) 3ST-0750 March 25, 2010 To: City of Edmonds Building Inspoetor Re: lxx Sunset venue Building. Elevations I hereby certify that I have verified the elevation of the existing roof ridges an the buildings under construction at the listed raddiim and measured the peak elevation a144.12. The approved plans indicate a.maximum ridge height of 44.14 feet. The ridge is OM -feet below the maximum ridge height. Point of reference for elevations is rebar w/Cap #30591 serat the northeast property comer. The elevation of the rebar is 31.72 fed. If you have any questions. feel free to give rise a call at (425) 359-7199; Sincerely, L. Eble PLS Emerald Land Suvveying, Inc. MICROFILM V ,I - • AMROVM BY BANNING ���ai��w)p/�y���wlr� 1.1 - I r ! 1• i .... I .17 I is f ' I 1 Ilk I I� III• I\"� I I�� ;, I% .. �.. I I i .. , '� .. ... . .".: '�1., I I rr � ' �' II' • I�.1� + . � I It '3 :j '• ,f(rI J.� . ' ... ... , I I 'I / l� �' I. htf.I I I I' , i• I'll.• I 1 • l• I�i � W III '' .I •`' '.1 l I ' l� 1 I� I �+•, I l,' I. 4I -� I��. II .I � Il �..._.'. ._ •! r ' 1 1: .rfr�• .�. •: . 1 :. Ill I I f, • � , • '—^ P 1 + l I i i ` Sil. `�CA CL. l l.��F:'1'.r� 11 �r .''1 1' r •' 1+ y I �I i'+ II 1.1 I:lt.�y+y.A�t' I.���'• , 1 ! 1 r. , :-I cl� �� ' � ' � t 1�'fyf j J ...�•6. �. .5.1} 1 � -__• ..... �1.: i'• ! I ' 1. �;�,;.; �';l; �•1�:; �,rw: �:�.1{���:,: ` ; � . I .,' ;m ! OI � �, ( I \ ��ou\rr' ., i+l•.' i• � ..tW< 11 ;.'.� ,'-^ ��' • ' '� i r - l-tom ' t ... iL�L."`I • ••�. l- �— _ . t . • tJr l _ �F1.r-f—t'�I�i—�_•�=t.ii��f..�-� I rf +f M��q}['' E .1 }VFn f I�.I lllrl. :1..1! 'r� .ru .•\ �r 1 �' (}I' j ; 1 U J�. , rNIMi .: Iwll I:A. 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'•.� i w,.t,.wy.r.w,rr:r•^ Y•:1 �.1+-+.+... _...,+�.+.+ ........:t _.�'.�; I .r'; nvr E I �c l� i� I;Nnb Laa Z • �r Harrison, Marie From: John Thoresen bet2@msn.comj Sent: Monday, June 20, 2011 2:39 PM To: Harrison, Marie Cc: Chuck Dodd; Heidi Evatt Subjedt: BLD20080463 Marie: Please be advised that Landsverk Quality Homes aka LQH, Inc. has been terminated as the General Contractor for all construction, permitting, inspections, etc. for all building, engineering, fire, and any other aspect of the Mixed Use Development at 121, 123, and 125 Sunset Ave. N. referenced as BLD20080463 and other associated permit numbers. I have already alerted the Building Inspector, who indicated that I should send you this email letter. This termination was effective beginning on June 17, 2011. The new Contractor will be contacting the City of Edmonds in the next couple of days. Please let me know if you need any other information from myself regarding this information. Thank you for making this change and we look forward to receiving our Certificate of Occupancy very soon. Regards, John E. Thoresen, Managing Member Sunset 100 LP (206)948-1195 MICROFILM LANDSVERK QUALITY HOMES, INC. 21118 66'' Ave. W, Lynnwood WA 98036 Office 425-742-2742 Fax 425-673-6373 2/10/10 To: Pat Lawler Plans Examiner City of Edmonds From: Ron Skinner, PE LQH Inc 4�k RE: Mechanical Permit application Under Building Permit #2oo80463, 0464, 0465 We would like to reduce the scope of our mechanical permit to cover the heating only at this time. When we are able to provide the necessary documentation, we will request the scope of work be expanded to include the AC. Thank you for helping me find a solution to move forward with construction while we wait for our supplier to respond to the AC portion of the permit questions. MICROFILM RECEIVED FEB 112010 DEVELDPMENT SERVICES CTR. CITY OF EDMONDS f CITY OF EDMONDS MIKE COOPER MAYOR 121 51h AVENUE NORTH - EDMONDS. WA 98020 - (425) 771-0220 - FAX (425) 771.0221 Wow.e. www o e*roncls.wa.us DEVELOPMENT SERVICES DFPARTMENT /nc. 1 SCO December 1, 2010 Duane Landsverk Landsverk Quality Homes, Inc. 21 1 18 66"' Ave W Lynnwood, WA 98036 Re: Building Enclosure. Requirements for permit numbers BLD 2008-0463, -0464 and -0465 Duane, This.letter is in response to your request for removal of the Building Enclosure requirements from the above referenced permits. We have reviewed your request as well as the approved plans for the project and are in agreement that RCW 64.55 does not apply to this project. Please consider this letter as notification that the previously applied Building Enclosure conditions will no longer be required under these permits. Regards, I xqrjoigack Assistant Building Official City of Edmonds {425} 771-0220 Cc: Leonard Yarbcrry, Building Official MICROFILM - Incorporated August 11. 1890 - LANDSVERK QUALM' HOMES, INC. 21118 66th Ave. W, Lynnwood WA 98036 Office 425-742-2742 Fax 425-673-6373 City of. Edmonds Leif Bjorback 121 5Uh Ave. N. Edmonds, WA 98020 RE: FINAL PROJECT APPROVAL PERMIT #20o8O463 20o8O464 2oo80465 Leif, I am writing to address a requirement on the subject permits. There is a requirement noted on these permits that a Building Enclosure Inspection letter is required by final inspection. Per RCW 64.55.010 (6) (a) "A multiunit residential building means "A building containing more than two attached dwelling units,". It is my understanding that the developer never intended for this RCW to apply to this project and that is one of the reasons why they had 3 separate permits issued — for each building to be considered a duplex. These are not "multi unit" residential buildings and therefore the enclosure inspection letter requirement does not pertain to this project. I appreciate your prompt response in replying to my request that this requirement be removed for final approval. Sincerely, Duane Landsverk President MICROFILM o Emerald Land Surveying, Inc. .. PO Box 13694 ' N1111 Creek. WA 98082 Phone: (425) 359-7198 Fax: (425) 351-0750 ra. March :5. 2010 To: City of Edmonds Building Inspector Re: I xx Sunset Avenw-Building Elevations I hereby certify that I have verified the elevation of the existing roof ridges on the buildings under constriction at the listed nddress and measured the peak elevation at 44.12. The approved plans indicate a maximum ridge height of 44.14 feet. The ridge is 0.02 feet below the maximum ridge height. Point of reference for elevations is rebar w/Cap 030581 set at the northeast property comer. The elevation of the rehar is 31.72 feet. If you have any questions. feel free to give me a call at (425) 359-7198. Sincerely. Brent L. Eble PLS Emerald Land Surveying. Inc. MICROWILM • Associated Earth Sciences, Inc. EA PC N W 0 Ce"Iry Owr25 ZJeanfof smix June 3, 2010 Project No. KE080122B Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72nd Avenue West Edmonds, Washington 98026 Attention: Mr. John Thoresen AUG 20 2010 DEVELOPPEW SEWCES CTA. CITY OF EDMONDS Subject: Final Letter for Geotechnical Construction Monitoring Services Edmonds 121 Sunset Project 121 Sunset Avenue Edmonds, Washington Permit Nos. BLD2008463 BLD2008-464 BLD2009 465 Dear Mr. Thoresen: As required by the City of Edmonds, Associated Earth Sciences, Inc. (AESI) has prepared this final letter regarding geotechnical construction monitoring observations for your project at the above -referenced site. AESI performed periodic site visits from February 12, 2009 through June 30, 2009 to observe the installation of augercast piles, site grading, foundation drains, and limited observation of structural fill (as detailed in our field reports) as specified by the City of Edmonds Special Inspection and Testing Agreement (see attachment). The results of our observations are summarized in Field Report Nos.. 1 through 18, attached to this letter. AESI was not requested to be present during placement of fill on the east side of the buildings, between Sunset Avenue and the eastern perimeter walls. We understand that construction observations of sidewalks, curbs, and concrete aprons were performed by Cascade 'Testing Laboratory, Inc. at the request of the contractor, Landsverk Quality Homes. Cascade Testing Laboratory should be contacted to provide a similar letter summarizing the work that they observed and tested. Based on our observations, it is our opinion that the project earthwork AESI observed between February 12 and June 30, 2009 has been completed in general accordance with the approved project plans, the recommendations presented in our revised geotechnical engineering report dated January 14, 2009, and subsequent recommendations by AESI during construction. Kirkland Everett Tacoma MICROFILM 425-827-7701 425-259-0522 253-722-2992 We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this letter, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 4" --'� Edwardo Garcia, P.E. Project Engineer �P F WAS �y z ' cu 0 G1a��V��� �ONAI E Bruce L. Blyton, P.E. Principal Engineer Attachments: City of Edmonds Special Inspection and Testing Agreement Field Report Nos. 1 through 18 Mid KF.080122B2 Pr Djec is120080122 %X S W P 2 CITY OF EDMO SPECIAL INSPECTION AND TESTINCI AGREEMENT PERMIT # r006' " `{� � �C � yG S PROJECT SITE ADDRESS: //, 12--3 DATE: /2 -IF^ 0e PROJE cT NAME: �N��'r /a SPECIAL INSPECTION AGENCY Lksoc / g l) i�/42T sCiG/c c s *One form must be completed by each Special Inspection Agency or Inspector. SPECIAL INSPECTIONS REQUIRED- Special inspections are required for this project in accordance with IBC Chapter 17 or in accordance with IRC R109.2 as applicable. IBC Sectiun 1704.1 requires the owner or the registered design professional in charge to employ an independent testing/inspection agency/special inspector to perform required special inspections. The independent agency hired to perform the duties of special inspection is required to be a registered agency with WABO under the Special Inspection Registration Program (SIRP). The special inspector shall he a qualified person with competence for inspection of the particular hype of construction or operation requiring special inspection (SOQ may be required by the Building Official). The owner, registered professional, contractor and special inspector/agency shall complete the attached form and submit directly to the Building Division. NVORK REQURING SPECIAL. INSPECTION: Special inspections will be required for the following categories of wort: in accordance with IBC Chapter 17 and IRO: R109.2: FOR SPECIFIC INFORMATION REGARDING REQUIRED SPECIAL INSPECTIONS SEV -TILE: STATEMENT OF SPECIAL INSPECTION i -A'L-I'ACIIED :. APPROVED PLAN SIIFF*I' u I abrication (1704.2) X SIM Construction (1704.3 t✓ Concrete (1704.4) r_ Special Moment Resisting Concrete Frames (1704.4) Structural Welding (1704.3,1) u Masonry (1704.5) Structural Mesonry or Seismic Resistance (1708.1) oinsulafing Concrete I7111 (1704 4) 4_Piling, Drilled Piers, and Caissons (1704.8. 1704.9) r. Pier Foundations (1707.5) _....- ..-.. __.-- 4,Grading. Excavation, fill. Proof Rolling (1704.7) Exterior Insulation and Finish Systems (I704.12) n Mechanical Cuinponents (1707.8) u Storaie Racks (1707.6) - X Structural Wood (1707.3) c Seismic Isolation System (1707.10) r Mastic. Intumescent Fire Resistant Coatings (I7(A. t I 1.111 iyeh I oad Diaphraeis (t 704.6.1)— - -- o Wmd Construction (17114.6) - - - --- -- oils (1704.7) _ - -------- - Bolts installed in Concrete (1704.13) X Rcinforcing Stcel. Prestressing ';Ice] Tendons o704:4) n High Strength Bolling (1704.3.3) n Reinforced Gypsum Concrete (1704.4) ® Structural Observation (17_) n Spray Applied fire -Resistive Materials (1704.10) ci Shotcrete (1704.4) _ ti Structural Steel (1707.2)_ _ Li Smoke -Control Systems I Ihsibnated Seismic Svstt _ i Cold Fonned Steel Frami i Architectural Com onent u.-ccial Cases (1704.13) r. 1704.14) ms (1707.9) �g (1707.4) ( 1707.7) --- .. its... �c • .. .D2A-?rvrG�-- 0i BEFORE? A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached Special Inspection Information Form, incl uired acknowledgements and return to the Building Division for approval prior to permit i c . t_:\Trm[,ZUILDING'FORMS'%InspectionLSpccialln_.pectionAgrcementIB(: I RFV.doc7i07 JAN 2 3 2009 RUII.DING DEPARfiiMENT APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Official prior to performing any duties or inspections. The company performing inspections must be WABO certified as well as the individual completing inspections. When required by the Building Official, each special inspector shall submit Statement of Qualifications to the City for review. Special inspectors shall display identification when performing special inspections on the project site. Special inspection and testing shall meet the minimum requirements of IBC Chapter 17 and the following: A. Duties and. Responsibilities of the Special Inspector I. OBSERVE WORK The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications and applicable workmanship provisions of the IBC. Architect or Engineer. reviewed shop drawings may be used only as an aid to inspection. Special inspections are to be performed on a continuous basis —meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections are permitted only as specifically noted in the approved project plans in accordance with IRC Chapter 17, and as approved by the Building Official. Continuous Inspection means the same inspector is on site day to day to observe the work requiring special inspection. Periodic Inspection means some inspections may be performed on a periodic basis to satisfy the requirements of continuous inspection, provided these periodic inspections are performed as outlined in the project plans and specifications, and approved by the Building. Official. 2. REPORT NONCONFORMING ITEMS The special inspector shall bring non -conforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official by telephone at (425-771-0220) or in person at City llall, of the plan deviation, error, change or omission. It shall also be the duly of the special inspector to promptly notify the engineer or architect of record. 3. DAILY REPORTS KEPT ON SITE WIT11 CONTRACTOR Each special inspector shall complete and sign a daily report for each day's inspections. The daily reports shall remain at the jobsite with the contractor for review by the City Building. Inspector. 4. WEEKLY REPORTS TO CITY The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description and date of daily inspections and tests made with applicable locations • List of all non -conforming items and locations • Report on status of non -conforming items (how each was resoled or unresolved) • Field changes authorized by the Architect, Engineer or City inspector if not included in non-conformance items. 1_:%*l*EMP1i3U11.DING'�170RMS1In.pcctionNSpcclalluspectionAgrecti►eittiBCI REV.docT07 5. FINAL CONSTRUCTION REPORT The special inspector or inspection agency shall submit a final signed report or Certificate of Compliance to the City Stating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the IRC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically addressed in this _report. B. Contractor Responsibilities I. NOTIFY THE SPECIAL INSPECTOR OF ALI. REQUIRED SPECIAL INSPECTIONS It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on the attached Special Inspection Information Form and as noted on the approved plans and specifications are required to have special inspections. Adequate notice shall he provided by the contractor so that the special inspector has time to become familiar with the project. All work requiring special inspection must he approved prior to concealing or covering said work. 2. PROVIDE ACCESS TO APPROVED PLANS The contractor is responsible for providing the special inspector access to approved plans at the jobsite. 3. RETAIN SPECIAL INSPECTION RECORDS The contractor is responsible to retain at the jobsite all special inspection records submitted by the special inspector. "These records are to be provided to the City building inspector upon request. C. City of Edmonds Building Division Responsibilities 1. APPROVE SPECIAL INSPECTION The Building Division shall approve all Special Inspectors and special inspection requirements. 2. MONITOR SPECIAL. INSPECTIONS AND APPROVE WEEKLY REPORTS Work requiring special inspection and the performance of special inspectors shall be monitored by the City Building Inspector. Building Inspector approval must be obtained prior to placement of concrete or other similar activities in addition to that of the. special inspector. 3. ISSUE CERTIFICATE OF OCCUPANCY The Building Official may issue a Certificate of Occupancy after all weekly. special inspection reports including the final report have been submitted and accepted by the City. D. Owner Responsibilities 1. The project owner or the engineer or architect of record acting as the owner's agent shall fund special inspection services. E. Eny-ineer or Architect of Record Responsibilities 1. Prepare Statement of Special Inspections in accordance with IBC Section 1705. 2. Review the special inspection reports and provide corrective action for work that may not conform to the approved plans. L:\"I'EMP\t3111t.DING\FORMS\Inspection\SpeciallnspectionAgreementi[ICIRI:V doc7/07 ACKNOWLEDGEMENTS l have read and agree to contplj- with the term.v and conditions of this agreement. Owner name/y U �~ (ple�int or type) Signatu Date '12 `f— 40S-, General Contractor .ompany/Owner name �J C�C� (1 e Z-0 Cier/ I� t7 (please print or type) Signatur Date Special Inspector/Agenc, ase print or type) Signatu Architect/Engine Signature Return the original signed agreement to the Building Division City of Edmonds Building Division 121 5"' Avenue North, City Hall Second Floor F.tlmonds, WA 98020 ACCEF'I'FD BY CITY OF ED City Official Signature Title: 1WMW DS I"111,DING DIVISION: t" t .. Date G . I.:\TEMP\BUILDING\FORMS\Inspecticm\Spccialin.s;pcctionAgrecuientlRC I RI;V.doc7/07 FIELD REPORT. Associated Earth Sciences, Inc. 911 Fitch Avenue, Suite 100 Kirkland, Washington 99033 425427-7701 FAX 927-5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 AM: Mr. John Thorsen AS REQUESTED BY Mr. John Thorsen THE FOLLOWING WAS NOTED: ef4y% r.,— 4 Z;Lb 08 - ` (-3 . `O-4 .4 b 5 Pue I of I .Date project Name. Project No. 2-12.09 unset 121 KE080122B Location Weather 121 Sunset Ave Edmonds WA Cloud 40's Municipality Report NumW City of Edmonds 1 ftinar/Architai C dr G En lneerin Clknt/Owaa SUSET 100 Limited Partnersbi General Contractor/Superintendent Duane Laodsuerk Grading Contractor/superWendent AESI visited the site as part of a pre -construction meeting. Upon arriving, AESI met with Duane Landsuerk (Contractor), Melissa Doonan with C and G Engineering (Structural Engineer), John Thorsen (Owner), and various representatives from the City of Edmonds. After walking the site and reviewing the plan set, it was determined that observed grades were approximately 3 feet above finished site grades. The existing'slopes on the eastern property boundary do not allow for temporary cuts as recommended in the geotech report, nor do they allow for OSHA standards to be met using the current plan. AESI was asked if the observed ondi. slopes could be steepened, but based on the subsurface soil ctions encountered during our explorations and observed on site, steepening the slope is'not recommended. .It is recommended that the -slopes remain undisturbed, or if grading occurs to conform to the recommendations presented irk the geotech report. Thc-Structural determined that additional shoring might be required along the eastern'wall to reach finished floor elevations. It is expected that an updated plan sheet will be forwarded to AESI upon completion of any redesign. The City of Edmonds reviewed the Special Inspection and Testing Agreement w/ AESI and it was requested that we provide field reports at least once a week to the City. At the time of our departure, AESI observed that the sparse vegetation on site had been removed from the site. Organic topsoil -had been stripped and piled near the ectitral portion of the property. Subgrade soils observed on site were wet, pumping under the weight of the observer, and shallow ground water was obseived in the southwest comer of the property. AESI recommended that exposed soils be covered as soon as possible as part of the erosion control process. Shallow ground water is expected to be present during the construction phase and it is recommended that the contractor make preparations for disposal of collected storm water. It was recommended that the slopes along the eastern propeity boundary be covered with plastic sheeting to prevent erosion into the work area aiC —STA, **"0 DATE MAILED: FIELD REP.: FEB 2 0100 PRINCIPAL / PM: FIELD REPORT Associated Earth Sciences, Inc. 0 0 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 FAX 827-5424 TO: Sunset 100 Limited Partrrership c/o Real Estate Capital LLC- 16118 72d Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. John Thorsen THE FOLLOWING WAS NOTED; P82e I of I Date Project None Project No. 2-18-09 upset 121 KE08o122B Location wealtry 121 Sunset Ave,Edmonds, WA P. Cloud 40's Municipality Report Number yCity of Edmonds 2 FmgiacalArt:hitat C & C En &etdnZ Clic it/Owner SUSET 100 Ltmtted Partnership General CoamwtodSuperintenaent Duane Landsuerit . Grading Contnetodsuperinwi ent Since our last site visit, it has been noted that existing site conditions vary slightly from those presented on the approved plan The e contractor has stated that the existing slope conditions along the eastern property boundary do not allow for him to place augercast piles and grade beams with a 4-foot vertical cut, as called for on the plan sheet. Existing site conditions suggest deeper cuts and the possible inclusion of shoring or slope regrading to achieve OSIIA requirements and/or recommended temporary cut slo*. ' The contractor has met with the structural engineer of record to discuss possible options on how to proceed. AESI arrived at the request of Doane Landsuerk to observe an exploration pit excavated on site. The additional exploration pit is to identify subsurface soil conditions within the slope along the eastern property boundary. AESI observed the advancement of the exploration pit at the approximate location shown on the attached site plan to a total depth of about 8 vertical feet. AESI observed about 23 feet of fall, 4.5 feet of loose, native silty/sandy, material with relatively low percentages of gravel, and about 1.5 feet (bottom of excadation) medium dense sandy silt with varying gravel contents. Because the pit was excavated perpendicular to the slope, the bottomof the excavation was at or near bottom of slab elevations, or within I foot of existing site grades. Ground water was not observed in the exploration pit, nor was significant caving observed along the side walls of the 'tieach. The purpose of the exploration pit was to determine if the recommended slopes for temporary cuts presented in AESI's geotechnical report could be steepened. In the report, AESI recommended that temporary cuts not be steeper than 1.5 Horizontal:I Vertical. Based on the amotint of fill and loose material observed in the exploration pit, AESI does not recommend modifying the recommendations presented in the report. Temporary cuts shall remain no steeper than 1:5H:I V due to the relatively poor soil conditions observed below/within the slope. COPIES TO: - HELD REP.: Ed a DATE FEB t T 2009 PRINCIPAL / PM: J � MAILED: NE 1A SE IA SECTlOrI za v WK RANGE 3 EAST Fa t ' •�.•r \ �� .I.J,' �►' � ice` ; w 1 r1 W V/ tiw• I' �� ' � 1 -------------- 1 y rw w.. •► ass! *venue t •.._r_.. �....�._-.w.-...►...r..- ter. y1.. .r�.tr. .r._1t. ..a_.:..•"'�'-'r-•'r _.. r...a....w...� oil ESE RAMS HAVE 00 PREPARED RR AGEACY WO AND ARE S1UCT TO QUINCE DO WoT USE FOR CONSIBUCDON OR WWG PIAtAM I ROUT 900 AGENCY APAMPL STAMP. Gill B6ORE YOU pG 1-806-424 C2.1 , FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 K rUand, Washington 98033 425427-7701 FAX 927-5424 TO: Sunset 100 Limited Partnership c/o_ Real Estate Capital LLC 16119 72 Avenue West, Edmonds, WA 99026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. John Thorsen THE FOLLOWING WAS NOTED: Page I of 1 Date Projoct Name Project No: 2-1949 upset 121 KED80122B I.outioa Weather 121 Sunset Ave Edmonds WA Sunny, 40's Municipality Report Number City of Edmonds 3 Engineer/Arebited . C & G £o ineerin Clicrivowner SUSI;i 100 Ltmlted Partnership General CcrNraator/Superintawkw Dairne"Landsuerk Grading Contrwtm/superint"mi AESI attended a meeting with C and G Engineering (Structural) and Landsuerk Quality Homes (Contractor) in attendance. The purpose of the meeting was to resolve issues regarding shoring along the north and eastern property boundaries. It was determined that much of the shoring can be reduced or elitninated provided that the floor slWgrade beam system can be raised. A summary of the items discussed is presented below: I. The Contractor is to acquire an easement extending north off the property. The easement would allow for grades to be cut extending up to the existing building, "provided that the foundations consist of pile/pier, or similar deep foundation systems. 2. The Structural will attempt to confirm that the property to the north is founded on a deep foundation system. 3. It is recommended that the Contractor perform photo and video documentation and survey of exiWn buildings to the north and south of the property as soon as possible. To date, AESI is not aware of such a survey being performed. 4. The existing slope along the eastern property boundary will require minor trimming to achieve desired grades. It is expected that slopes extending from the SE property boundary to approximately 45 feet south of the NE property boundary will not require shoring or significant regarding. It is recommended that the slope be trimmed to approximately 1.5H:1V (Horizontal:Vertical). It is expected that slope trimming will require approximately 3 feet of encroachment into the right of way. AESI has "recommended that the slope face be compacted after slope trimming activities and covered to prevent raveling of the slope. S. The approximately 45 feet section extending south from the NE property boundary will require shoring if constructed as *shown on the approved plan set. It was suggested that floor and grade beam elevations be raised such that shoring would not be required. It is`estirriated that the grade beam would have to be raised between 4 and 6 feet to eliminate shoring, in conjunction with"slope trimming. The structural will modify the plans and submit them to the City. 6. It is recommended that the northern property boundary not contain vertical cuts due to the relatively loose soils observed on site. Grading or shoring is recommended to achieve desired grades. At the conclusion of the meeting AESI was.notified by the contractor that he would attempt to trim the slopes and requested our presence back on site on 2-27-09. Construction activities beyond slope trimming and grading for augercast piles are not expected. COPIES TO: DATE MAILED: .F'EB 2 7 2009 FIELD REP.: Ed Gard PRINCIPAL / PM: FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 99033 425-827-7701 FAX 827-5424. TO: Sunset 100 Limited Partnership do Real Estate Capital LLC - • - 16118 72 Avenue West, Edmonds, WA 98026 ATiT: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Page 1 or 1 Date Project Name Project No. 2-27-09 upset 121 KE080122B Location Wcaiba 121 Sunset Ave Edmonds, WA Sunny, 50's Municipality Report Number City of Edmonds 4 EngineedArchiteet C & G Eo tneertn Ciienvownc SUSET 100 Liatittd Partnersbl General Contractor/Supaimendent Duane Landsvtrk Grading Controetm/Superinter4ent . AESI arrived on site as part of ongoing construction monitoring. Since our last visit, AESI observed that the contractor has placed additional plastic sheeting extending out over the property boundary and into the right of way along the eastern property boundary. The plastic'sheeting covers aggregate that was placed below a section of ripped out sidewalk and is secured with sandbags. The contractor has also completed the removal of organic topsoil that had been stockpiled on site and drum rolled exposed soils across the.major ity of the property. At the time of our visit, it does not appear that the contractor has trimmed the slopes along the eastern property boundary, as discussed in DFR Q. At the time of our visit, the slopes remain covered with plastic sheeting and secured with sandbags as part of ongoing erosion control BMPs. It is recommended that the BMP's continue being implemented until such time as the contractor elects to trim the slope as part of site development. AESI will return as directed by the contractor as part of our construction monitoring services. COPIES TO: DATE MAILED: MAR 8 3 2009 FIELD REP.: Ed Gars' PRINCIPAL / PM: 4�14-7 FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland. Washington 98033 425-827-7701 FAX 927-5424 TO: Sunset 100 Limited Partnership cto Real Estate Capital LLC 161187 Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duarte Landsverk THE FOLLOWING WAS NOTED: Page i of 1 Dart NerveProject No. 3-27-09 Lupasjcc al I21 KE0801228 LocatiAm Weubtr 121 Sunset Ave Edmonds WA sunny, s0's Municipality Report Number City of Edmonds s Engineer/Architect C & G Engineering Cliewowaer SUSET 100 Limited -Partnership General Conuxtor/Supeiintmdent Duane Landsverk Grading Contrb=/S wrintendent AESI arrived on site as part of ongoing construction monitoring. Since our last visit, AESI observed that the contractor has trimmed portions of the slope along the eastern property boundary as part of site preparations and preliminary grading. At the time of our arrival, the slopes were largely covered with plastic sheeting but appeared to be at or bear 2H:1 V.. AES1 observed that the slope had been trinuned to include an approximately 4 vertical foot cut at the toe of the slope. The cut appears to be in general accordance with the rccommendations-presented in our geotechhical report. Due to the potential for slope instability, it is recommended that the slope continue to be observed by the geotechnical engineer until such time as grading activities flatten the slope. AESI observed generally soft subgrade conditions and ponded water in the central portions of the property. At the time of our visit, minimal attempts have been made to stabilize subgrade conditions -within the building footprint. The soft soils will likely be disturbod from vehicle/equiprnent traffic across the site. We have been informed by the contractor that augercast.piling equipment will be transported onto the site on•April 1°, 2009. AESI will return as directed by the contractor as part of our construction monitoring services. x#T7t:*3r i•3 DATE MAR 3 0 2009 MAILED: FIELD REP.: Ed Gm): PRINCIPAL / PM:/LZArn ^-- " FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 FAX 827-5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 ATiN: Mr. John Thorsen AS REQUESTED BY Mr, Duane Landsverk THE FOLLOWING WAS NOTED: Paite I of I wle I Project Nam Project No. 04-03-09 unset 121 KE080122B Location weather 12l Sunset Ave,Edm6nds, WA Sunny, SO's Municipality Report Number City of Edmonds 6 Pagmoer/Arehittct C & G Engineering Clicnt/Owncr SUSET 100 Unilted Partnersbi General GmtraclaOSuperintendent Duane Landsverk Grading Contrwor/Superintendatt . AESI arrived on site as part of ongoing construction monitoring. Our presence was requested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. At the time of our arrival, we observed that the AC pile contractor, McDowell, had arrived on site and had begun setting up the crane for pile installation. The crane contained a 70 foot boom able to support AC piles up to 50 feet in length. It is our understanding that AC pile installation will begin the morning of 04-06-09. , While on site, we observed shallow excavations for the gmde*beam along the west and northwest corner of the site. The shallow excavations were approximately 2 feet below existing site grades. Due to recent rainfall, the excavations were largely filled with water. It was also observed that the grade beam excavations resulted in oversteepcned conditions in tbt: northwest comer of the site. Previous site visits document moderately steep slopes in the former location of the rockery. Previous conditions were observed to have less.than 4'vcrtical feet of cur and sloped back to the northern property boundary. During our site visit, we observed that grade beam excavations resulted in oversteepened conditions extending more than Tveitical feet in height and crossing the' northern property boundary, into the neighbors grass lawn to the west of the edjaceat structure. The contractor has stated that he has contacted the neighbor and that they have an agreement in place for the contractor to repair and replace the undercut portion's of the fence upon completion of the. project. The oversteepened conditions do not present an immediate'risk to persons or property due to -the relatively *open nature of the cut, but the overstcepened condition should still be observed regularly by the gcotechnical, engineer until such time as the slope is repaired/flattened. AESI also observed erosion along the eastern property boundary, below a water line that was recently installed. AESI observed tbat a new water line had been installed for on -site use that.tequired excavation into the slope along -the eastern property boundary. The new water line stubbed out perpendicular to the slope and water seepage and debris was observed to have run out from under the pipe. The contractor stated that the debris would be cleared up•and that exposed portions of the slope would,be covered with plastic sheeting before leaving tlie site. The slope generally appeared to be intact and no further. slope mitigations other than covering the slopes with plastic sheeting is'recommended at this time. AESI took photos of the site and have documented the generally wet conditions observed below the newly installed water line. - AESI will return as directed by the contractor as part of our construction monitoring services. COPIES TO: FIELD REP.: Ed Garci DATE APR 1 O 2009 PRINCIPAL / PM: MAILED: FIELD* REPORT Associated Earth Sciences, Inc. 91 l Fi@b Avenue. Suite 100 Kirkland, Washington 98033 425427-7701 FAX 927-5424 TO: Subset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72Avenue West,. Edmonds, WA 98026 AM: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Paste I of t Date Project Name Project No. 044" upset 121 KE080122B r.oeation Weather 121 Sunset AM Edmonds, WA Sunny, 60-70°F Municipality Report Number Ci of Edmonds 7 Engineer/Arehiteci C & G Engineering Client/Owner SUSET 100 Llmlted Partnersbt General Contracta /Superintendent Duane Landsverk Pile Contraebr/Superintendent McDowell Pile Kin / Matt AES1 arrived on site to perform construction monitoring activities associated occurring on site today. Our presence was requested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. Augemast Piles McDowell used a crane with a 70 foot boom able to support the augercast pile installation drill with an 18 inch diameter drill capable of drilling to a depth of 40 feet. A total of 4 piles wets installed today three of which were part of different pile clusters in which 3 or 4 piles were within less than 5 pile diameters of each other and as a result should not be drilled in the same day to prevent piles from blowing out into each other compromising the borings. All four piles were listed as requiting 20 feet of embedment at a minimum and were drilled to a depth of 36 feet The upper 13 to 15 feet of fill on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation. 'Ile stable soils below the loose soil consisted of hard silty sand with gravel. Once drilling was complete 4000 psicoricMte was'placed through the shaft of the sugercast pile to the bottom of the boring. The piles wem installed allowing for 16 to 22 feet of head for the contrite above the base of the drill. Next rebar cages and center bars trade A bar mbar were installed into the borings. The center bar extended to the full length of the pile and the rebar cage only extended to a depth of 22.5 feet Pile number 23 had to be re -drilled because of difficulty inserting the rebar cage into the boring, likely because of sloughed cutting left in the boring at a'depth of approximately 15 feet See table below for a summary of piles completed today. Sec page two for a map of the piles completed today. Erosion The contractor has a small section in the northwest comer of the site where the slope to the neighboring property is over - steepened.' This section along with all the other slopes have -been covered with plastic and no significant changes in the slope conditions were noted today. Pile ;a Pump Counts Depth of Bearlrb -Embedment Total De Zh Concrete Hen CY used 23 73 15 21 36 - 1LVFJ 6 2.92 23R 68 15 21 36 16 2.72 28 67 15 21 .36 18 2.68 35 82 14 22 36 20 3:28 71 76 13 23 36 22 3:04 COPIES 710: FIELD REP.: Michael Place P.E. DATE APR 1 0 2009 PRINCIPAL / PM: Bruce Blyton P.E. MAILED: J huh sef I� I D'r- 9t Z •• i r I T:_R • FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland. Washington 98033 425-827-7701 FAX 827.5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Page I of 2 Date Project Name Project No. 04-0T-09 onset 121 KE0801228 Leeatiesn weather 121 Sunset Ave,Edmands6 WA Sunny, 60-70OF Municipality Ts Report Number City of Edmonds Engiaeer/Atsleited . C & G En [aeerin Client/Owner SUSET 100I.Andted Partnersh[ General Connetor/Superintendert Duane Landsverk . Pile ContneutNSuperinttn&nt McDowell Pile Kln / Matt AESI arrived on site to perform constmiction monitoring activities associated occurring on site today. Our presence was requested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. Augercast Piles McDowell.used a creme with a 70 foot boom able to support the AC pile installation drill with an 18 inch diameter drill capable of drilling to a depth of 40 feet A total of 12 piles were installed today three of which were part of different pile clusters in which 3 or 4 piles were within less than 5 pile diameters of each other and as a result should not be drilled in the same day to prevent piles from blowing out into each other compromising the borings. Pile ranged in depth from 27 to 37 feet with embedment depths of 12 to 22 feet. The upper 15 feet of fill on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation. The stable soils below the loose soil consisted of hard silty sand with gravel Once drilling was complete 4000 psi concrete -was placed Through the shaft of the augercast pile to the bottom of the boring. The piles we lied allowing for 12 to IS feet of head for the .cTcrete above the base; of the drill. Next rebar cages and center bars made A on bar rebar were installed into the borings, 6 bar for 25 foot piles andt bar for 30 and 35 foot piles. The center bar extended to the full length of the piles and the rebar cage only extended to'a depth of 22.5 feet See table below for a summary of piles completed today. See page two for a map o f the piles completed today. Erosion The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - steepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today. Pile # Pump Counts Depth of Bearin Embedme t Total Depth Concrete Head CY used 26' 75 15 22 V 37 15 '3.00 42 - 74 15 22 3�7 13 2.96 2 67 15 12 27 12 2.68 4..• 64 15 .12 27 13 2.56. 3 70 15' 18 33 13 2.80 6 53 15 12 - 27 13' -. -.2.12 5 77 .. 15 21.5 36.5 13 108 . i 69 15 17 32 15 2.76 32 84 ' 15 22 37 13 . ' 3.36 34 - 69 15 22 37 15 2.76 8 63 .12 27 15 - 2.52 22 59 15 12 27 13 2.36 COPIES TO: FIELD REP.: APR 1 4 2009 PRINCIPAL / PM: Michael Place P.E. Bruce Blyton P.E. MAILED: M-1 FIELD. REPORT Associated. Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 99033 425-827-7701 FAX 827-5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 ATTN:- Mr.')ohn Thorsen AS REQUESTED i3Y Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Page 1 of 2 Date Project Narec t'rojeet No. 04-08-09 onset 121 KE080122B Location Weather' 121 Sunset Ave,Edthonds, WA Overcas 50°F Municipality Report Number City of Edmonds 9 FltginealArchiteet C & G Engineering Client/Owttc SUSET 100 Limited Pattuembl General Contactor/Superintendent Duane Landsverk Pik Convactur/Superintendmt McDowell Pile lGn / Matt AESI arrived on site to perform construction monitoring activities associated occurring on site today. Our presence was requested by Mr. Ron Skinner -on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. Augexeast Piles McDowell used a crane with a 70 foot boom able to support the AC pile installation drill with an 18 inch diameter drill capable of drilling to a depth of 40 feet A total of 11 AC piles were installed today three of which were part of different pile.clusters in which 3 or 4 piles were within less than 5 pile diameters of each other and as a result should not be drilled in the saute day to prevent piles from blowing out into each other compromising the borings. Pile ranged in depth from 27 to 37 feet with embedment depths of 12 to 22 feet The upper 15 feet of fill on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation. The stable.soils below the loose soil consisted.of. hard silty sand with gravel. Once drilling was complete 4000 plL oncrete was placed through the. shaft of the AC pile drill to the bottom of the boring. The piles were ins led -allowing for 10 to 15 feet of head for the oncmte above the base of�e drill.- Next mbar cages and center bars made ofo1r8 bar rebar were installed into tht borings S bar for 25 foot piles and 8 bar for 30 and 35 foot piles. The center bar extended to the full length of the piles and the rebar cage only extended to a depth of 22.5 feet See table below for a summary of piles cotpleted today. See page two for a map of the piles completed today. Erosion .The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - steepened. Ibis section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today. Pile # Pump Counts Depth of Bearing Embedment Total De th Concrete Head CY used 24 - 65 - 15 22 37 11 2.6 29 67 15 22 37 -10 2.68 19 77 15 22- 37 11 3.08 33 68 15 22 • 37 11 2.72 52 67 15 22 37 12 2.68 . 68 . 55 15 12 27 -11 2.2 70 70 15 22 37 13 2.8 65. 69 15 22 37 15 2.76 61 55 15 12 27 10 2.2 59 56 15 17 32 11 2.24 43 55 15 17 32 12 2.2 COPIES TO: ' FIELD REP.: Michael Place P.E. DATE APR 1 0 200 PRINCIPAL / PM: Bruce Blyton P.E. MAILED: 0' 1� Iri 5(.0ll; to Qy FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-927-7701 FAX 827-5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 72 . Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUEM-D BY - Mr. Duarte Lwn sverk THE FOLLOWING WAS NOTED: P elof2 Date Project Name Project No. ".09-09 Lasset 121 KE080122B Location Weather 121 Sunset Ave.,Edmonds, WA Over 50"F Municipality Report Number City of Edmonds 1 10. Engineer/Archit ct C & G Ea ineerin Chent/owner SUSET 100 Uattted Partnership General ContractodSuperintendent Duane Landsverk . Pilc Conuaetor/Superintendcnt McDowell Pile Kin / Matt AESI arrived on site to perform construction monitoring activities associated occurring on site today. Our presence was m quested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQii) to observe site conditions prior to Auger Cast (AC) Pile installation. Augercast Piles McDowell used a crane with a 70 foot boom able to support the AC pile installation drill with an 18 inch diameter drill capable of drilling to a depth of 40 feet A total of 11 AC piles were installed today, all piles were note to be at least 5 pile diameters apart to prevent piles from blowing out into each other. Piles ranged in depth from 27 to 37 feet with embedment depths of 12 to 27 feet The upper 15 feet of soil on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation. The stable soils below the loose soil consisted of hard silty sand with gravel. Once drilling was complete 4000 psi concrete was placed through the 'shall of the AC pile drill to the bottom of the boring. The piles were installed allowing for 9 to 17 feet of head for the concrete above'the base of the drill. Next rcbar cages and center bars made of 6 or 8 bar rebar were installed into the borings, 6 bar for 25 foot piles and 8 bar for 30 and 35 foot piles. The center bar extended to the full length of the piles and the rebar cage only extended to a depth of 22.5 feet See table below for a summary of piles completed today.. See page two for a map of the piles completed today. Erosion The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - steepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today - Pile # Pump Counts Deo th of Bearing Embedment Embedment S c. Total Depth Concrete hoed" Cy used 74 69 10 27 20 37 10 -2.76 73 75 13 24 20 37 10 3.00 72 62 12 20 15 32 10 2.48- 53 66 14 .18 15 .32 12 .2.64 36 60 15 17 15 32 10 2.40. 69 73 13 24 20 37 12 2.92 67 56 13 14 10 27 . 10 2.24 64 53 12 15 10 27 9 2.12 63 81 14 23 20 37 17. ' 3.24 66 55 15 12 10 27 14 2.20 60 54• 14 13 10 27 10 2:16 COPIES TO: DATE MAILED: APR 2 2 2009 FIELD REP.: Michael Place P.E. PRINCIPAL / PM: Bruce Myton P.E. - i FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Wasbington 98033 425-827-7701 FAX 927-5424 TO: Sunset 100 Limited Partnership cto Real Estate Capital LLC 16118 72a Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Paec I of 3 Date Project Name Pmject No. 04-10-04 onset 121 KED80122B t.oeation weadw 121 Sunset Av Edmonds, WA Overcast, 5VF Municipality Report Nun*w City of Edmonds 11 Engineer/Architect C & G En loterin Client/Owner SUSET 100 Utnited Partnership Genonl Contraetor/Superinterdent Duane Landsverk He Contractor/Superintamlent McDowell Pile Kin / Matt AESI arrived on site to perform construction monitoring activities associated occurring on site today. Our presence was requested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. Augercast Piles -McDowell used a crane with a 70 foot boom able to support the AC pile installation drill with an -19 inch diameter drill capable of drilling to.a depth of 40 feet. A total of 21 AC piles were installed today; all piles were note to be at least 5 pile diameters apart to prevent piles from blowing out into each other. Piles ranged in depth from 27 to 37 feet with embedment depths of 12 to 23 feet. The upper.I I to.l5'feet of soil on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation The stable soils below the loose soil consisted of hard silty sand with gravel. Once drilling'was complete 4000 psi concrete was placed through the shaft of the AC pile drill to the bottom of the boring. The piles were installed allowing for 9 to 17 feet of head for the concrete above the base of the drill. Next rebar cages and center bars made of 6 or 8 bar rebar were installed into the borings, 6 bar for 25 foot piles and 8 bar for 30 and 35 foot piles. The center bar extended to the full length of the piles and the rebar cage only extended to a depth of 22.5 feet. See table on page two for a summary of piles completed today. See page three for a map of the piles completed today. Erosion The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - Steepened. This section along with all'the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today. COPIES TO: FIELD REP.: DATE PRINCIPAL / PM: MAILED: APR 9 9 ang Michael Place P.E. Bruce Blyton P.E. / KE,080122 4-10-09 page 2 of 3 Pile # Pump Counts Depth of Bearin - Embedment Embedment Sec. Total Depth Concrete Head CY Concrete used 62 54 13 14 10 27 10 2.16 58 50 12: 14 10 27 10 2.00 56 53 11 16 10 27 10 2.12 57 67 14. 18 15 32 15 2.68 40 81 15. 22 20 37 13 3.24 55 78 14 23 20 37. 15 3.12 .39 82 15 .22 20 37 11 3.28 20- 84 15 22 20 37 11 . 3.36 ..41 61 15 12 10 27 10 2.44 45 64 15 17 15 32 10 .2:56 44 76 15- 22 20 37 13 3.04 25 65 .15 17 15 32 15 ' 2.60 27 81 15 22 20 37 10 3.24 10 73 15 17 15 .32 11 2.92 16 80 15 17 15 32 11 3.20 48 80 15 22 20 37 13 3.20 .47 56 15 12 10 27 11 2.24 51 77 15, 22 20 37 13 3.08 50 - 71 15 17 15 32 11 2.84 30 59 15 17 15 32 9 2.36 46 51 15 12 10 27 5 2.04 z; �•P�ic=nsia(%'t� today -��j Pill xt, bzfL4 p-rtv4C.ty K E- cr 1:2� j- �� ^L qji teal, T lip, T LIT tn t fl 2 ¢!• 7 Y-NI C U ch S FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 FAX 827-5424 TO: Sunset 100 Limited Partnership clo Real Estate Capital LLC 16118 72 . Avenue West, Edmonds, WA 98026_ ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Page I of 3 Due Project Name Project No. � � . . 04-13-09 Sunset 121 KED80122B 14cuim Weather . 121 Sunset Ave Edmonds WA Showers 40OF Municip 1hy Report Number City of Edmonds 1 12 @traiaarlArr.Eitcet C&GEn Qlew1own" SUSET 100 Limited Partnenhi General C=uvctorlSuperiatendenl Duane Landsverk Pik ContworlSupeantrnders McDowell Pile Ric / Matt AESI arrived on site to perform construction monitoring ictivities associated occurring on site today. Our presence was requested by Mr. Ron Skinner on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Auger Cast (AC) Pile installation. Augercast Piles McDowell used'a crane with a 70 foot boom able to support the AC pile installation drill.with an 18 inch diameter drill capable of drilling to a depth of 40 feet. A total of 13 AC piles -were installed today; all piles were note to be at least 5.pile diameters apart to prevent piles from blowing out into each other. Piles ranged in depth from 27 to 37 feet with.embcdment depths of 17;10* 22 feet. The upper 15 to 17 feet of soil on the site was noted to be loose organic soil and fill that is unsuitable for a typical building foundation. The stable soils below the loose soil consisted ,of bard silty sand with gravel. Once drilling was complete 4000 psi concrete was placed through the shaft of the AC pile,drill to the bottom of the boring. The piles were installed allowing for 10 to 15 feet of head for the concrete above the base of the drill. Next rebar cages and center bars made of 6 or 8 bar rebar weir installed into the borings, 6 bar for 25 foot piles and 8 bar for 30 and 35 foot piles. The center bar extended to the full length of the piles and the rebar cage only extended to a depth of 22.5 feet Pile operations were halted because the'drive chain for the auger broke while attempting to drill pile 38. The final two piles for this job will be completed tomorrow. See table an page two for a summary of piles completed today. See page three for a map 'of the piles completed today. Erosion The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - steepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today. COPIES TO: DATE MAILED: FIELD REP.: APR 9. 2 2W9 PRINCIPAL / PM: Michael Place P.E. Bruce Blyton P.E. KE,080122 4-13-09 page 2 of 3 Pile # Pump Counts Depth to Bearing Embedment Embedment Spec. Total Depth Concrete Bead Concrete used C 49 76 15 22 20 37 10 3.26 9 77 15 22 20. 37 10 3.30 15 58 15 17 15 32 10 2.49 31 69 15 22 20 37 15 2.96 14 71 15 22 20 .37 13 3.04 7 63 15 22 20 37 15 2.70 12 63 15 17 15 32 11 2.70 11 60 15 17 15 32 11 2.57 21 71 15 22 20 37 10 3.04 17 63 15 17 15. 32 10 2.70 13 61 15 17 15 32 13 2.61 18 62 15 17 15 32 15 2.66 37 74 15 17 15 32 10 3.17 38' - 17 - 15 25 - - • Pile not completed today due to drive chain breaking. 71� PI(e �hsCa�tP� PVe�iouS�y + pit, z�s�ctl�r! tQdgy r Swi set K -GS01 2 i L4-1-3 - U 9 4 (� 7 �L •� lk •� # . r -I TMAll -gym.♦..�.• .+6a. a'�i—•+'�--�.r-Rr _•. ...frtr— 1 QM _ ..-.. .. f to ofi Ilk �....1 ♦ - .. �_ .. 11 .�:� .... ,_ � 'srs � f �- _'�Lt�~�ij Tom► 1 Q ..i (r i 1 i' ..•, I C 41 1 FIELD REPORT Associated Earth Sciences, Inc. 911 Fob Avenue, Suite 100 Kirkland, Washington 98033 425-927-7701 FAX 827-5424 TO: Sunset 100 Limited Partnership c/o Real Estate Capital LLC 16118 720d Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Page 1 of 2 Date Project Name Projea No. 04-14-09 Sunset 121 KE080122B Location weather Partly Cloudy, 121 Sunset Ave Edmonds WA 40OF Mnnicipality Report Numbs . City of Edmonds 13 Enzi6=/Ambltect C dt G EnItineeriny Mau/Owner suser 100 tamped Partnershi Gencrat Contranor/Supmintaldau Duane Landsverk Pile Conusc1orf5upedwende n McDowell Pile King I Matt AESI arrived on site to perform construction monitoring activities associated occurring on site today. Our presence was requested by Mr. Ron Skinner 'on behalf of Landsverk Quality Homes (LQH) to observe site conditions prior to Augcr Cast (AC) Pile installation. Augercast Piles McDowell used a crane with a 70 foot boom able to support the AC.pile installation drill with an 18 inch diameter drill capable of drilling to a depth of 40 feet A total of 2 AC piles were installed today, all piles were note to be at least 5 pilc diameters apart to prevent piles from blowing out into each other. Piles ranged in depth from 27 to 37 feet with embedment depths of 12 to 23 feet. The upper 13 to 17 feet ofsoil on the site was noted to be loose organic.soil and fill that is unsuitable foi'a.typical building foundation The stable soils below the loose.soil consisted of hard silty sand with gravel. Once drilling was complete 4000 psi concrete was placed through the shaft'of the AC pile drill to the bottom of the boring. The piles were installed all. for 5 to 10 feet of hcad' for the -concrete above the base of the drill. Next rebar cages and center bars made of 6 or &bar rebar were installed into the borings, 6 bar for 25 foot piles and 8 bar for 30 and 35 foot piles. The center bar extended to the fulflength o'f the piles and the rebar cage only extended to a depth of 22.5 fat. See table below for a summary of piles completed today. See page two for a'map of the piles completed today. Erosion The contractor has a small section in the northwest corner of the site where the slope to the neighboring property is over - steepened This section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted today. pile # Pump Counts Depth to Bearing Embedment Embedment Spec. • Total Depth Concrete Head Concrete used CY 36 1 61 17 15 15 32 5 4.61 54 62 13 15 10 27 10 2.66 COPIES TO: DATE MAILED: FaTaKJ"-;U APR 2 2 2009 PRINCIPAL I PM: IV FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425427-7701 FAX 827-5424 TO: Sunset•100 Limited Partnership c/o Real Estate Capital LLC 16118 72 . Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY. Mr. Duane Landsverk . THE FOLLOWING WAS NOTED: Pane I of 1 Date Projeu Nam 1 Project No. 05-S-09 Sunset 121 KE08012213 I.cation Weatrter Partly Cloudy, III Sunset Ayr, Edmonds WA 40°F Municipality Report Number City of Edmonds 14 Erlgirtoer/Art: hltect C & G Enginftring Clientlowr er SUSBT 100 Limited Partnership General Contractor/Superintendent Duane L.andsverk / Ron Pile Contractor►superiatudettt AESI arrived on site to observe progress on the proposed building pad and examine the erosion control measures. BuildingTgundation The contractor has excavated out the augercast piles and the footprints of the footings and the grade beams., They have begun forming and placing steel in preparation for concrete placement in the northern most condo structure. Erosion The contractor has a small section in the northwest comer of the site where the slope to the neighboring property is over - steepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope . conditions were noted since our last site visit COPIES TO. DATE MAILED: FIELD REP.: MAY S 2009 PRINCIPAL / PM Michael Place P.E. Bruce Blyton P.E. - FIELD � REPORT Associated Earth Sciences, Inc. Not lnf2 911 Fifth Avenue. Slate 100 MEW- Wast"gton 98033 425-827-7701 FAX 827-5424 TO: Stmset 100 Limited Partnership clo Real Estate Capital LLC 16149 72 Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Date Pmjea Name Project No. 05-19-09 1 Sunset 121 KE08012M t.ocation Wealba Part1T Cloudy, 121 Sunset Av Edmonds WA 6PF Municipality Report Number City of Edmonds is S neer/AMhhwA C & G Engineering CJ1eot/OWMer SUSET 100 Limited ParmersW Geriaal Contractor/Superin"ftt Duane Landsverk / Ran He Contractor/SLperintrndem 'AESI arrived on site to observe progress on the proposed building pad: and examine. the erosion control measures. Footing Drains 'The contractor placed a 4 inch diameter footing drain along the western end of the site that feeds into the site storm drain sysum. Additidnally two of the three 4 inch diameter storm drain pipes that travel up along sil%e grade beams have been installed. These pipes were bedded in 1'/4 inch crushed clean rock. The two drains -that were installed on the southern side of the southern and central grade beams and are shown on the drawing on.page two of this report. Erosion The contractor has a small section in the northwest comer of the site where the slope to the neighboring property is over - -atepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope conditions were noted since our last site visit COPIES TO: FIELD REP.: Michael Place P.E. DATE MAY 2 0 2009 PRINCIPAL / PM: Bruce Blyton P.E. MAILED: Suh3et �(�-o8a12�6 goa` CIO z HUI f i t ' loaf ►Hy p � • ,.., - . �i rn s i i FIELD REPORT Associated Earth Sciences, Inc. 0 ® ® ® D 911 Fitch Avenue, Suite 100 KiMand, Washington 98033 425-827=7701 FAX 827-5424 TO: Sunset 100 Limited Partnership clo Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: Pape i or 2 Date Prolog Name Project No. 06-10-09 Su%cet 121 KE0801228 tauliOta weathv 121 Sunset Ave, Edmonds WA Stmn 7S°F Muok4w ty Report Number Ctly of Edmonds 16 P-tigioeer/Ambitou . C & G Engineering C1ienUOwm SUSET 100 Limited Partnership General Contnemr/Sup"huetdent Duane Landsverk / Ron Pik Contractor/SuperiMeadma AESi arrived on site to observe progress on the proposed building pad and examine the erosion control measures. Footing Drains The contractor placed a 4 inch diameter footing drain along the eastem and northern ends of the site that feed into the site storm drain system Additionally the third interior 4 inch diameter storm drain pipe was installed along the northern interior grade beam These pipes were bedded in I%, inch crushed clean rock. The drains installed in and around the building foundation are shown on the drawing on page two of this report. Erosion The contractor has a shall section in the northwest corner of the site where the slope to the neighboring property is over. - Steepened. This section along with all the other slopes have been covered with plastic and no significant changes in the slope .'cohdifions were noted since Our last site visit COPIES TO: DATE MAILED: JUN 1 2 2009 FIELD REP.: Michael Place P.E. PRINCIPAL / PM: Bruce Blyton P.H. • 4 a 2 Su h sef I� I �- p`o , n i6ewd ch 5--I9�y 4* Qvai++ Ofisewd oh G -(0.0y FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Avenue, Spite 100 Kirkland, Washiagton98033 425-927-7701 FAX 927-5424 TO: , Subset 100 Limited Partnership do Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 A'1TN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED. Page 1 of 2 Date Project Name Projecl No: 0�26-09 Sunset 121 KE080122B t,ocadw Weather Partly Cloudy, 121 Sunset Ave, Edtaon WA 70°F Muoleipality• Report Number City of Edmonds 17 P.agiaeer/Arcbitea C'& G Englaterinj Cliewowaer SUSET 100 Limited Partnership General Contractor%Supt rintande t Doane Landsverk 1 Ron Pile CoalranorlSuperintmdeot AESI arrived on site to observe progress on the proposed building pad and examine the erosion control measures. Backlill The contractor backfilled the exterior of the interior of the northern buildings foundation wall and on the ramp for access to the proposed parking garage. Both sections only require 90% of modified proctor (ASTM D-1557) for compaction since they are not load bearing. The fill used was the native which was exported initially for storage and was recently been brought back to site for placement The fill was compacted prior to AESI's arrival by the equipment placing the material. Four density tests were taken :on the backfill all of which gave passing results that are shown in the table below, locations'of the tests are shown on page two of this report. Footing Drains The contractor placed a 4 inch diameter footing drain along the footings on the southern side of the northern footing wall for the driveway into the parking garage. This pipe was budded in 1 Y, inch crushed clean rock. The installed drain for the building foundation is shown on the drawing on page two of this report. Erosion The contractor has backfilled the small section in the northwest comer of the site where the slope to the neighboring property was previously over -steepened. This sloped area is now stable. Test # I Depth Dry Density Moisture - Proctor %Proctor * Pass/Fail 1' . 0 121.2 .7.7 133.5 91 % Pass 2 0 119.5 7.6 133.5 90% Pass' 3 0 119.8 12.7 • 133.5 90% Pass 4 0 120.1 13.7 133.5 90% Pass COPIES TO: FIELD REP.: DATE MAILF-D: JUL 12009 PRINCIPAL / PM: Michael Place P.E. Bruce Blyton P.E. 1/� Suh.�eF 1Z1 4 Ln Take', tj4 FVAjjjp Fill j FIELD REPORT Associated Earth Sciences. Inc. 92 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-927-7701 FAX 927-5424 . TO: Sunset 100 Limited Parmershic c/o Real Estate Capital LLC 16118 72 Avenue West, Edmonds, WA 98026 ATTN: Mr. John Thorsen AS REQUESTED BY Mr. Duane Landsverk THE FOLLOWING WAS NOTED: PaepinfI Date Proj= Name 1 Project No. 06-" Sunset 121 • KE0801228 Location Weai6er Partly Cloudy, 121 Sunset Ave Edmonds, WA 70OF Municipality Report Number City of Edmonds 18 Enginoer/Arciiteet C&GEa CtienVDWncr SUSET 100 ilmued Partnershi Genail Contractor/Superintendent Duane Landsverk / Ron Pik Contraetor/Supennterderu AESI arrived on site to observe vapor barrier iAstalltition. Prior to AESI's arrival the contractor placed 6 inches of 5/8 crushed clean gravel across the building pad of the site and 10 mil plastic was placed above the gravel. The vapor barrier has been suitably installed for the sections of concrete slab. COPIES TO: DATE MAILED: JUL 12009 FIELD REP.: Michael Plan P.E. PRINCIPAL / PM: Bruce Blyton P.E. 0 iron 14 M 11:24o CASCAX .TING LAGS 82?r2203 p.2 r;/ia12e99 la:07 425OW373 LPH 'PAGE e2/05 CITY OF EDMONDS SPECIAL INSPECTION AND TF.S'rINC• AGRE.CMFNT PROdEC'T Sl'rE ADDRESS: PROJECT NAME: SPECIAL, INSPECTION AGENCY •Onc form "met he completed by each Special lnapeetion Agency or inspector. SPECIAL. INSPECTIONS REQUIRED: Special "L%Pections arc required (tow this prnject in accordance with ISC Chapter 17 or in accordance with 1RC R10-2 as applieaMe. IBC Section 17D4.1 requires the ional in charge to employ an independent testinplivtipection owner or the regicicred design protese Agency/special inspector to perform required special inspections. The independent agency hired to perform the duties of special inspection 1S required to etc a registered ageltcy with WASO under the Special rospection RegWration Progrnm (SiRP). The special inspector shall be a qualified person with cornpetenet for inspection of the pnrticulAr type or construccittn or opcl•atiott regttiring special 0spection (-qOQ rnny be required by the Building Official). The owner, registered profts�ional. contractor vid special inspector/agency shall complete the attached form and submit directly to the Building Dii ision. WORK REQURING SPUCIAL INSPECTION: Special inspections will be required for the following categories of work in accordance with IBC Chapter 17 and IRC 2109.2: FOR SPECIFIC INFORMATION R'CO.NRDi. G REQU DED SPECIAL 11 E13 P�IO SSE rtn STATEMENT Olf SPECIAL 1NSPCCT Ui'+hntailnn(lt a.z1 _ Steel Consvuetiop 1704.31 RConen tc (t 104.<} special MottteYn Rctistin�C�ete Frtnte. (1704 4 _ h Scrucairal Weldit Q70d,3.1� oodConaniction(1704.6)+j L-N-0it—i1704.7) a se+lr, instal led in C(%nenae n_Rcinrorcif clecl prejurcridne Sicel Tendens (170i.a) 1'1i h Stron,tlh �Iti+ Q �_._. u Reinforced Gysurn Cancreta11 -104-4,1 n Straeeural Ubsertialiell 1( - 5 Firc-Resisti.e Mo_termI�7o is 4•►A) G Mtsconry (17' 4 5 _ '—'— a Stnnecuml Masotry for Seiaerne R.aci�lnn:_e_R•�_ InsVlatin8 Co*+crtte FitI (1704.�1 _ p Pi1ir •.. Taritlec�t enRenR sr�d Ce�w+ns I �04.$. 1704.9j [+ + AOnlit4 n 5lwtcrrte (17_ 04.4) _ - — , p ricrfoundaticen (t 707.5) ., Fseevatinn. Fitt, Proof Roliinh 170a.1 _ u S�rvoturnl Steel ! t707 21 o sr oke•Control Sr�1er++s L704• I�_ - G Gndin n Eatcrior inSitlation and Fitt:sh S elRt 17114 12j O r) i 6ted SPISntle Syefic ftT01 4) rr cold r9nuccl Steel Frsnsia o Mechanical Core onenu {1707.8) a Arctriteerortl Com�r+etft!S17U7.?L__ --- t ;Rack t707.b n torah i } to Sun: rural wood (170T.3�_ c c To•.1 S1 u SDeeiol Co.+. (1 rs SciSntie lsc�lation 5 !ten+ I707.1�� .'� �'"--" � t�(e!dc, lnn+tncscent Firc ite�ristant Con0rlrr, U704.1_ 1) ^. - - c ri+e � Via_ BEFORE A PERMIT CAN BE ISSUED: The aw•ncr and contractor and special i'uspector shall complete this agreement and the att:tehed Specisl lropection information Form, including the required tcknoalodgemenLs and .return to the Building Dii'isinn for apbro-al prior {o permit iesiOnnee. W 1E rLo 1. Mt".I?U1T.DIN Ckr0RMSNIncpeetion151'eeiollrtcpectienAprceroenllBC 1 RF.V,dpe7r01 JAN 2 3 2009 WILDING DEPAWNENT CM OF EDMONDS uli c.si cvu:; J..3. Jc -c.+V • JVJ r J — I -- --• -- u� +a (19 T 1.24? CA LADE STING _AB ')"23.2',3C3 p.3 81/14/2009 10:07 42SI6373 LOH PAGE 23/05 APPROVAL Or SPECIAL, INSPECTORS: Eaach special inspector shall be approved by the Building Official prior to performing any dtatics or inspections. The corttpsttty performing inspections roust be WA730 certified as well as the individual cornplctinS inspections- When required by the Building UfCciats each special inspector shall submit Statcrraent of Qualifications to the City for review. Special inspectors shall display identification when performing special inspections on the project site. Special inspection :end ttstin,^, shall meet the minimtam requirements of IBC Chapter 17 and the fallowing: ,%. Duties and RcsPOn1ibllide of the aeelal inss2cctor 1.. OBSERVE WORK The special inspector Shall Observe the site work for conformance with the approved (stamped) plans and speeificatinns and applicable Korlttnanship provisions of flee IRC. Architect or Engineer reviewed chop drawings may be used only as an aid to inspection. Spitial irtsptttio4a are to be performed on a continuous basis —meaning that the special inspector is on site at all time* observing the work requiring special inspection. Periodic inspections are permitted only as i?. and as specifically noted in the approved project plans in accordance with TBC Cfaapter approved by the Sailding Offttial. Cnntitsvous inspection means the same inspector is an site day to day to observe the work requiring special inspection. Periodic Inspection means some inspections may he performed on a periodic basis to satisfy the requirements of continuous inspection, provided these periodic ittspeCtinns art performed as ontlitaed in the project plans and specific:ttlons, nttd approvers h. ibc Buulding Official. 2. REPORT NONCONFORMING ITEMS The special inspector shall bring noo-conforming items to the immediate attenrion Of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner chart be immediate cause of the special inspector to notify the Building Official by telcpht+nc at (425-711-0228) . or in person at City I{all, of the plan deviation. error.. chante or omission. it shall also he the duty of the special inspector to promptly notify the engineer or architect of record. 3. DAILY REPORTS KEPT ON SrrR WITH CONTRACTOR Each special inspector shall cotaplete afid sign a dilly report for eacb dar's inspections. The daily reports sb*ll remain at the .jobsitc with the contracttr for review by the City Building inspector. 4. •WEEYJ..Y REPORTS TO CITY The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer nr lrchiteet, and others as cicsignotca shall also he copied on reports. W ecWy reports moist include the following: • Description and dnte of daily inspections and tests made with sapplicablc locations List of all port -conforming itemS and locations • Report on stratus of non -conforming items (how each was resolved or unresolved) • Field changes authorized by the Architect. Engineer or City Inspector if not included in non-conformance items. L;tTF.MP%RtJTLOINC-tfO f,Va. tctinn\$MialtnspectionASMM ISC1REw.dov/07 • ti 5. FINAL. CONSTRUCTION REPORT The special inspector or inspection agency shall submit a final signed report or Certificate of Compliance to the City stating that all items requiring special inspection and testing were fulfilled • and reported. And, to the best of his/her knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the 'IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically addressed in this report. B. Contractor Responsibilities 1. NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on the attached Special Inspection Information Dorm and as noted on the approved plans and specifications are required to have special inspections. Adequate notice shall be provided by the contractor so that the special inspector has time to become familiar with the project. All work requiring special inspection must be approved prior to concealing or covering said. work. 2. PROVIDE ACCESS TO APPROVED PLANS The contractor is responsible for providing the special inspector access to approved plans at the jobsitc. 3. RETAIN SPFCIAI. INSPECTION RECORDS The contractor is responsible to retain at the jobsitc all special inspection records submitted by the is special inspector. 'These records are to be provided to the City building inspector upon request. C. City of Edmonds Building Division Responsibilities 1. APPROVE SPECIAL INSPECTION The Building Division shall approve all Special Inspectors and special inspection requirements. 2. MONl'TOR SPECIAL. INSPECTIONS AND APPROVE WEEKLY REPORTS Work requiring special inspection and the performance of special inspectors shall be monitored by the Cite Building Inspector. Building Inspector approval must he obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. ISSUF: CER'TIFICA'I'E OF OCCUI'ANCY The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted by the City. D. Owner Responsibilities I. The project owner or the engineer or architect of record acting as the owner's agent shall fund special inspection services. OVEngineer or Architect of Record Responsibilities I. Prepare Statement of Special Inspections in accordance with IBC Section 1705. 2. Review the special inspection reports and provide corrective action for work that may not conform to the approved plans. 1_:CCt:Mf''�f3U11_t.)LNG\f OR)\1S\Irtsprc�ion�Speciallnspeetior�Agree cnentlE3CI REN.&0/07 • ti ACKNOWLEDGEMENTS I have read and agree to comply with the terns and conditions of this agreement. �wner name SUNS 7 /Q Z—� (imprint or type) Signal Date 12- - 5 -0 F' General Contractor 'om any/Owner name 1)��Gne La,1 4ue,,,,,L Q (please print or type) Signature Date Z " 5 — 09 Special Inspector/Agency name (please print or type) Signature Architect/Engineer of o ame ( ase print or type) Signature • Return the original signed agreement to the Building Division City of Edmonds Building Division 121 .5'" Avenue North, City liall Second Floor Edmonds, WA 991120 ACCEPTED BY CITY OF EDMONDS BUILDING DIVISION: Date Date �'�` 7 City Official Signature Date Title: U l.:\TLMP\BUILr)ING\rOk vlSklnspeciion,SpecialInspcctionAgrecmentI13CI RI:V.doc7/07 Jan 14 09 11:25a CASCADITING LAB 23-2203 p.4 01/14/2209 10:67 4256736373 LOH • ACKNOWLEDGEMENTS him read and agree to COMAy with the terms and C"' itioas of this ogreement PAGE 95/8S Owner name Se T /4 4 ,� ( print or type) S ignat Date General Contractor a ny/O caner name j4 (please print or type) Signature - Date Special Inspector/Agency name L&-, ,w, nn ee (please print 4 rype) Signature `l�+ J�1 � -,-- /+,.t`�ipT.(rt•errtj.- I/P'Date�-l�~ Architect/Engineer of o ame &''" ' �e tint or type} •�,�P Signature Dat f� O Return the original cig"cd agreement to the Ruildittg Division City of Etimcmds Building Division 12.1 Sea Avenue North, City Mall Second Floor Edmonds, %VA 98020 ACCEPl'ED BY CITY OF EDMONDS BUILDING DIVISION: City Official Signature Date Title: • 1,:1TEM?18L'1L[MdG1FnR,V,SUn-,pecuonLSpccialln.-tpectionAg=mcntll3CIREV doc7107 VLr L./. LVVI �.r• �1 L..rV .r `ram .r �� - .-- -- -- • .art se era 11-252 CASCAC STING LAD 'e'r-ZO-2203 p. 81/1'd/2ees m v 4256736373 LOH Ar_KNOWL£DGCMFNTS l hava read and agree to eomp(v swvh the tervss and condi►Fona of r)tu agraement PAGE WO Owner nm ae O �� ( print or type) Sit:nai Oats Cancral Contractor orn ny/Owner namcalznu_,e (plee�cprint or L7pa) Signaturc Sptc:al 7nspectuiYAgency m;#me (please print or type) Signaturc_% ,:=� LlPUate_1 fL(~{ Architect/Engincer oreArep *me ( also tint or type) Sil;nat.�rc r DaLc ��'�•� Return the original signed agreement to the B41;1diae Diviliae City of Cdtnnnds Building Division 131 .9 " Avenue North, City Ftall Sccnnd gtoor rAmondc. OVA 99020 A 2 T 1,ITEM?1rl;1LhMCkr-OtMiUn-ipcclionlSpeti4llfv "tienAgmcment)HCIRi:V.doc7l07 "% •11" T� CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N E. 126Tw PLACE KIRKLAND- WAS NINGTON 90074 1425) 823.9800 EVERETT (425) 259.0817 FIELD REPORT PREVIOUS REPORT No. No. 137478 DATErV--lLJ5'%y I CERT. NO. 7D to ogoz- 7:t PROJECT TO: I -IV DS V CSC QUAU3 1 ! O ME5 - I z (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEUMASONRY I- LATERAL WOOD _ RESTEEL ONLY STR.STlWELDING — EPDXY — STR.ST/BOLTING — OTHER WAIN-Im (3) ITEMS INSPECTED FOOTINGS AUGER CAST PILES -- DRILLEO PIERS MP. AM PM FOUNDATIONS SLAB _X COLUMNS u WALLS — BEAMS {4) 17LOCATION (AREAS) 175 \jg\ -rK--(S�K� V✓� 1 �U M" x , -J% (P r_A-7 i m %v-z7 ,vny-iai (-� i Nnus, r > > "nu i i .1 Z3 UK X- LS) KD\A Wf' I\t 7 Ch1 �tL1U 11 j CONCRETEIMASONRY MIX NO. SUPPLIER SLUMP (INCHES) AIR CONTENT (%) DESIGN STRENGTH (Pt) TOTAL CU. YD. PLACED SPECIMENS CAST CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: 1Z3 UN lT g' ' ( 2.117- ( l ) C 5S t m\�IN 1CICD CSk4.1ZsyN1 T ` 5' : (n VDUhl TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S). NAME(S) PRINTEDD� 1A, E34:V1!�) lAKLfytcN BE REPRODUCED EXCEPT IN FULL WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR SIGNATURE / -• REvISED .%W SIGNED BY vbm CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 137�78 . No. 13 7 4 8 0 1291v N.E. 12ATh PLACE REPORT No. KIRKLAND. WASHINGTON 95034 1425) R73.9800 EVERETT C425) 759.0817 DATE CERT NO. = c�az-z� � FIELDREPORT PROJECT LOCATION TO.,,- ANDSVCF,< &UNI-7-1 Y3DME5 PERM NO. OWNER t t / Z, 1 `B (o�T� r\V�...� �OLDCL /-�,. L.IJIJT.J���� ll \ s WEATHER TEMP. AM \1y1KI\-ININQ0K) W\I gSo36n PM RECEIVED ENGINEERS N ��V / ARCHITECT ATTN: l CITY OF OMONDS CONTRACTOR LANDS (2) INSPECTION PERFORMED Y LL LATERAL WOOD (3) ITEMS INSPECTED' _ FOUNDATIONS _ RESTEEUCONCRETE _ RESTEEL ONLY FOOTINGS _ SLAB — RESTEEUMASONRY — STR.ST/WELDING AUGER CAST PILES _ COLUMNS PIERS — EPDXY — STR.ST/BOLTING — DRILLED WALLS — OTHER BEAMS (LOCATION (AREAS) iEkTT i7 1 Z-5/1 .5+ 25 IS) CONCRETE/MASONRY MIX NO. OESIGN STRENGTH (f c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (%) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: #C= 100M 2,RD it A- _.ice A,Qa, , ,•j „M TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL_ WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S). NAME(S) PRINTED LI1_ q ll---> JP\CQSL2� INSPECTOR SIGNATURE REVISED MIR I SIGNED BY 1 r P. O'F CASCADE TESTING LABORATORY, INC. NO. 3619 TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (425) 823.9800 (425) 259-0e17 DATE CERT. NO. EVERETT DENSITY FIELD REPORT v� - 3 - .^ I- P��kp � PROJECT TO: GcMAtA7 az:> t 0"'. S1/n•,5FT co,v.DarS I IG=Pr �-G LOCATION rl L I g 172 r"P �� C.' • rz/ 5ttA/s€r *V L Al YaM 0.1 `L -- q �� SLOG. PERMIT NO. OWNER ,>A 2008 og,G3 �� WEATHER TEMP. AT A.M. ATTN:� 9 S 11NNy AT P.M. SAMPLE , R MAY 1 7 2410 ENGINEER sB ��us,�--� c. c. L PLACEMENT AREA DEVELOPMENT SERVICES CTIL CITY Of EDMONDS ARCHITECT 5 % D €�','`I" / TEST METHOD CONTRACTOR ASTM D-2922 SOIL E� D-2950 ASPHALT O WPM9dT USED I. D. NUaFAR DI NSM4ETM SrNi DESCRIPTION OF LOCATION PROBE pEPTf1 ELEVATTOM IN FEET WU Demm, PCF MOTSTURE COMUT, 9� DRY OEHSTTY, PQz PROCTOR VAWE, PCf OFnmum MOISTURE. % COIOACTIWI, K 7L'_ 4CIA/ b IC G ► 36.3 4.7 t 3o,.z r 37, 3 t �S 2 �1 .I ►� f?37�� II LI N i )30.o I " 5 6 8 9 10 mwsmna+ OF STYE � fbZ v--1 Rom/ TEST O3SEINATIONS Alm R04W. ::' /1 r 0Yi �-J p G/.S�f� •� L`�p IV INSPECTOR, NAME(S) PRINTED kkSPECTOR SIGNATURE TEST RESILTS APPLY ONLY TO TW ITOAS HEREIN TESTED. THS REPORT SHALL NOT BE REPROOLCEO EXCEPT IN FULL. WITHOUT TFE WRITTEN APPROVAL OF CASCADE TESTV4 LABORATORY, INC. SIGNED COPIES TO: P. 1 O,F CASCADE TESTING LABORATORY, INC. NO. 271.9 TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 96034 (425)'823.9800 (ass) 25o•08n DATE ri / CERT. NO. pl EVERETT DENSITY FIELD REPORT PROJECT _ TO: hrWA,%v irk (`_i vaill' nS LOCATION �£dmo•,d-4 > BLDG. PERMIT NO. OWNER, WEATHER TEMP. nTTN: �-2$1$-- M. AT P.M. G% o v � ENGINEER . DEVELOPMENT SERVICES CTR. / S ,� PLACEMENT AREA ARCHITECT t TEST METHOD CONTRACTOR ASTM D-2922 SOIL D-29M ASPHALT a in WPMENT USED I. D. Trvx 6 i . 3 y /l Q NuafAR De SCIMETUR Sf Ns 1 & 5' 9 G # DESCRIPTION OF LOCATION tIROBQ OEPTM ELEVATTOfI IN FEET UfET o w. MO75TU9 CWTENT• CRY Dt PROCTOR YPWE, OPTIMUM KIM T RF. COTFAAC`ITON, 1 4 S "} J 31 S 139• 3 132, 1 S' 2 �. a.. s37 t:s J4 l d 4 5 6 7 8 9 10 % usmnCN OF SITE OBSERVATIONS AND v t O INSPECTOR, NAME(S) PRINTED I TEST RESULTS APPLY ONLY TO THE ffE)AS HEREIN REPORT kLLWI NOT SPECTOR SIGNATURE Q EXCTKSEPT REPRODUCEDBE IN �'vnn�ottT L. THE MIRTTTEN APPROVAL OF CASCADE TEsnmO LABORATORY, INC SIGNED RwGoW 7.0 COPIES TO: 4- t2W014 `Y��t CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 13�0 4 8 12919 N E IZ6TM PLACE REPORT No. No. KIRKLAND. WASHINGTON 90034 42 23.98W eveaeTY RE ��i�'� � DATE 47 L E6 INFO rz 2w-e FIELD REPORT OCT o 6 2W9 ,4 P bVELOKtMT SEFMnoN CES CT tLOCA�+ � � an of E�.�axas \21 '�Ar\ S►�c �J dM�,o, QA\\ ? b6 BLOG. PERMIT NO. 2-w g o 4k-3 OWNER WEATHER TEMP. AM Y\-.z (� ® PM W � ENGINEER n- ARCHITECT ATTN: CONTRACTZ w \ (2) (3 INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED FOUNDATIONS _ RESTEEUCONCRETE EEL ONLY _ FOOTINGS _ SLAB — RESTEEL/MASONRY — STRT tWELDING _ AUGER CAST PILES _ COLUMNS — EPDXY — STR.Sl/BOLTING — DRILLED PIERS -- WALLS OTHER -- BEAMS (4) ,;r, �,,. �s s �• 1 LOCATION (AREAS) CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (%) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES NO ❑ REMARKS: ��J �- �\ � \ cam•, � � . ��� TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL Wilm. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATURE REvISED mg I SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 96034 (425) 823-98W EVERETT (425) 25�G CCOMPRESSIONREPOOG %V9 SERC9 CLIENTQLat T ��EnMoS G ADDRESS:2-1111 " GZR. CITY STATE. ZIP K ATTN: SOURCUSUPPUER ,JLAw049e CEMENT TYPE:SE-T— SET�_J_Od CUBIC YAM PLACED OFSq Sampled as per ASTM C-172 TRUCK # 47_ TICKET NO. '7117.7. MIX NO. TIME SLUMP %AIR UNIT WT: SF YIELD TEMPERATURE I I I I CONC7p AIR s•. ASTML-14J ASTML-2JI A11171L-IM PQIrik-Lao ivin%.-IWool SWORE 0.13,E38� NO. 66305 DATE CERT. NO.Q r - _Z PROJECT H LOCATION C zt r BLDG. PERMIT NO. OWNER a WEATHER TEMP , @'�'O� k N K s P.M. ENGINEER ARCHITECT C NTRAWTOR ACTUAL BATCH WEIGHTS FOR CY CEMENT S/ v FLY ASH C.AGG. Ptf4 FINEAGG. ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH s� C.AGG. C.AGG. .�� FINE AGG. SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 WATER QR WATER TOTAL TOTAL TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNITWT-SF YIELD TEMPERATURE ADMIX 2�f 1A610 JTVqOZ ADMX:I oZ I CONC. AJR ADMOL2 OZ ADMX.2 OZ ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 ADMIX 3 OZ ADMIX.3 OZ SAMPLE OATS DATE AGE SIZE AREA AREA TOTAL STRENGTH, TYPE NUMBER MADE TESTED DAYS LOAD P. S.1. BREAK' 973 —2I/ ,c Z . Z v g�- g97y I 9-)y 1<30 1 1 Jl ys9e) voSo 19 9 7.5 I -I— I y- / y 12,C301 I --I-- I ! 1 "1 7 L L7 1 _ y1 7 d 0-<'31 cut/cure 0 -C-617 sulfur cap �-1231 pad cap &- k-39 cylinder 0 - "C-42 cores 0 • •C-1019 cmugrout O "C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCODO Z— Thermometer CCTFID00 -Z—Air Meter CCOAI 00 ff-- CC000001 0 - CC000002 I"nAl CurdTW " ^'Ow D fGN STRENGTH 444rfj3:::2 IlkR4mAL CURING TEMP. NOT RECORDED PER 10.11 PLACEMENT AREA & NOTES ° ZN TSAPPLTONETOTHEREMS /a �e'�„TED.THISREPORT SHALL NOT INSPECTOR(S). NAMES) PRINTED UCED EXCEPT IN FLXLWITHOUT THE WRrTTENAPPROVAL OF CASCADE INSPECTOR SIGNATURE TESTING LABORATORY. INC. -- REVISED 12)07 SIGNED BY COPIESTO- ✓�-S �/ � - 9J/ 7 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINC,TON 98034 (42S) 823-98M EVERETT (42S) 2594817 COMPRESSION REPORT CLIENT: 1 6A)K .5\P-Y-K QLW.([dv RQry1��0� ADDRESS: 2M R 66ilA ctu-- CITY. STATE. ZIP: f."Wm a WQ -M ATTN: SOURCFISUPPUER G4�i \ CEMENT TYPE --2Z SET ) OF 2- CUBICYARDS PLAcm .3 OF 217 Sampled as per ASTM C-In TRUCK # 76yS- TICKET NO. &3Z9Z 6 Z Z MIX NO. /37873 1 TIME B•'.�U I SLUMP � �7 I MIR � I UNITWT SF � YIELD � TE/DMPERATURE CONC. AIR S7 ASTM C-143 ASTM C•231 ASTM C.138 ASTM C-138 ASTM C-1064 SET OF CUBIC YARDS KACm OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP 1. %AIR I UNRWT_SF I YIELD I TEMPERATURE I I I I CONC. AIR ASTM C-;43 ASTM C•231 ASTM C-138 ASTM C.138 ASTM C-1064 SERT E TT EDO.136771 NO OR66553 °iTE + 6 .1-O09 I CeT "0�2 - cl� PROJECT CCSS LOCATION ' 7 4.4Q %/ AZI A40 d &S BLDG. PERMIT NO— 2-009' OWNER WEATHER TEMP @ 8, 3. AM, ENGI C �GibQ A CHInCT� Wt l CONTRACTOR L .r ,i4,17Y jWs ACTUAL BATCH WEIGHTS FOR � Cy CEMENT 14ZO FLY ASH 16 C.AGG.3/ ,Of C.AGG. FINEAGG. WATER TOTAL ACTUAL BATCH WEIGHTS FOR CEMENT FLY ASH C.AGG. C.AGG. FINE AGG. WATER Cy ADKK I a rip Lg OZ ADKX I Oz ADMIX 2 ADA 190 S96 OZ ADMDC 7 Oz ADMDL1 02. ADMDL7 OL SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS 512E AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BRIM* g- o 12-57 si y7o 4,fo Z" 9-0 7 $-l3 '7 7 7.t/o G / yo .1, F-0 r 9= 3 Z8 3 0 7 57 70 .z 9�09 91-3 kb 1 S70 7590 3 alg/� 9-.3 SG •C-31 ta.Wcure 0 -C-6i7 sulfur cap Ml-*'C--1231 pad cap 'C-39 cylinder O • •C-42 cores O - •C-1019 cmu grout O •C-109 cubes CascadeTesdng Equipment Identification: Stump Cone CSLC000J Thermometer CCTHDOO_aAir Meter CCOA100 pifC000000I O-CC000002 V41TRE M a T&V--HIGH /LOW a 60oQ P DESIGN STRENGTH 6000 8i t S-+T`eZ RVmal CUNNGTEMP.NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES'- r5la b RE51JLT5APPLYONETOTHE HEMS TESTED.TH5 REPORT SHALL NOT REPROD CED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE REVISED 12107 1 SIGNED BY / CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 176TH PLACE KIRKLAND.WASHINGTON 98034 (425) 923.98W EVERETT (425) 2S9-0817 COMPRESSION REPORT CLIENT:_ LG 1J C�S Jt�f�W�it �iQri1ES ADDRESS% 66a.p W CITY, STATE, ZIP: L—yt'INWO(YC �p Wu M O % AT -TN: SOURCE/SUPPLIER C- t.-�l�C CEMENTTYPE 1 SET 2 OF 7 CUBIC YARDS PLACEDD& ZD OF G l7l Sampled asper ASTM C-17t2 TRUCK # �7J9 TICKET NO. � 766i 7 MIX NO. /3 ,� I TIME SLUMP n t 1 1 %AIR UNIT WT-SF 1 YIELD I TFMP9ukTU'R"EE C NC� AIR/V ASTM C-143 ASTM C-231 A5TM C-139 ASI M L- I3tl AS I M L- I OM SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNTWT--SF I YIELD TEMPERATURE r I I I I CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C.19; FIELD No. 136�71 NR07T 66554 DATE C & -:2 -h PRO ECt >v>Q C�FUciC�S LOCATION t J- itNS ft 6(" JU CaA46/1 IT NO. . G h6, OWNER WEATHER TEMP ® I . vU M. LC Ine0 C ho.5 ARCHITECT CONTRACTOR ACTUAL BATCH ACTUAL BATCH WEIGHTS FOR CY WEIGHTS FOR CY CEMENT D CEMENT FLY ASH ALL. ClZ FLY ASH CAGG.-7/g IgCOU C.AGG. C.AGG. C.AGG. FINE AGG. Z q c) FINE AGG. WATER jZ j'/S WATER TOTA.LAy' TOTAL ADMDL I OZ ADMIX I Oz ADNX 2 "L)k / / b f OZ ADMDL 2 Oz ADMDL3 OZ ADMUC3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH. P. S.I. TYPE BREAK' /Z k=13F rSc oed -3 ao4eso 3 0 7 SPEZ-31 caWcur+e 0 -C-617 sulfur cap . C-1231 pad cap -'C-39 cylinder 0 -'C-42 cores 0-'C-1019 cmugrout O *C-109 cubes Cascade Testing Equipment Identification: Stump Cone C5LC000J2 Thermometer CCTHD00JjAir Meter CCOA100 liduCC000001 0 - CC000002 wmALoiaETE,+P=wcr, ,tow -or DESIGN STRENGTH �,�(�rL-4 Tc�ttr'J5 MTIAL CURING TEMP. NOT RECORDED PER I o.1.2 PLACEMENT AREA 8 NOTES PT 6140 1 RE LTSAPPLY ONETOTHE ITEMS NTFSTED.THIs REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 12107 INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY. INSPECTOR(S). NAME(S) INSPECTOR CASCADETESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. (26TH PLACE KIRKLAND.WASHINGTON 96034 (�25) 82]-9800 EVERETT (425) 259-OB17 . COMPRESSION REPORT CLIENT: Ln L�/mil(--- Q11 w l" ItY gayhl;dr C- ADDRESS: CITY, STATE, ZIP (. WJ w q 36 AUG 10 2009 ATTN: w OEVE:LOPMENT SEFIVICES CTR- C1 SOURCE/SUPPLIER—CEMENTTYPE� SET_�_OF 1 CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # 9010 TICKET NO. 2*31II(D 1I2- MIX NO. 1334'?tp TIME SLUMP I %AIR UNIT WT, SF YIELD TEMPERATURE I I CONC. AIR ASTMC-143 ASTMC-231 ASTMC-I38 ASIML-iie A3InL-IUM SET OF CUBICYARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNITWT-SF I YIELD I TEMPERATURE REPO REPORT NO. i33 �7Co NO. RT 66299 DATE —g^?��� O. CERT NOZ-�-1{f- PROJECT LOCATION n BLDG. PERMIT NO. OWNER WEATHER �—L.5-A@/: TEMP M. IGINEE ARCHITECT O CT A e ACTUAL BATCH p ` ACTUAL BATCH FOR ( CY WEIGHTS FOR CY _WEIGHTS CEMENT CEMENT FLY ASH FLY ASH C-AGG. I y9 LQ <<ok C.AGG- CAGG. *g (goo �3r C.AGG. FINEAGG. rFINEAGG. WATER✓C fJ. WATER TOTAL TOTAL CONC. AIR ADMDL2L7k1&-d- 21 Z OZ ADMIX OZ ASTM ASTM C-231 ASTM C-138 ASTM C• 130 ASTM C-1064 ::ADMDC 3 CIL ADMDL I OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE ARfA AREA SO. IN. TOTAL LOAD STRENGTH, P. S. I. TYPE BREAK* Lcy4f 7-/5 " rZ1 V S300 3 4/0 --k q/(o5 -5 4 G r o 0 s' Co q/(06 I 1 -2,9" G q 3 0 �'' Z o �- qllo _1 2s- G S 10 o S / to 3 W-Z-31 ast/cure 0 -C-617 sulfur cap .6TC-1231 pad cap 3--4C-39 cylinder 0 -'C-42 cores 0 - sC-1019 cmuuggrout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCOOO Z. Thennometer CCTHDOO �r Meter CCOAI00 4d CC000001 0. CC000002 u%ITMCURE TEMP--NQj ILO'A or DESIGN STRENGTH Ximrw CURING TEMP. NOT RECORDED PER 10.1.7 PLACEMENT AREA & NOTES 2.04,t//orlS f�la ' 1C .1e 1h RESULTS APPLY ONE TOTHE ITEMS INTESTED.THIS REPORT SHALL NOT REPRODUCED EXCEPT IN FULL. WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 12107 1 SIGNED BY_ 0 RF1 Landsverk Quality Homes 21118 66"' Ave W Project Phone: (425)742-2742 Lynnwood, WA 98036 Project Email: duane( lgh-inc. R e Q u a s t F o r f n f o r m a t 1 o n Date: 613109 RFI No. 090603-1 _ Project: Sunset Condos _ Project M 08063.10 Contact: Melissa Doonan, PE Phone No: (425) 7TM500 _ Consultant: CG Engineering Fax No: 425 778-5536 RFI Title: Cold Joints Dwgs and/or Spec. Reference: Description: The inspector would like to know how we should address cold joints in the grade beam, wall and slab. We have direction on the wall but he is interested in seeing a signed RFI or memo with these instructions. From: Ron Skinner _ _ _ _ Reply Required By: 6110/09 rz cc: Transmitted via Email - Yes No ❑ A&E/OWNER Representative Response ( _ T. � /i �l% 1 1'` l <y a !. 1 �Ji( 1 l) '` C Irl � � a •. (�a �• 1. Cf 1 d� J:.i i\ �• 1.. 3' % _U, .A--- (L`"� i rf c'r r�.�a�►Eato t r, J CI f.• i �j 1 �' �� � • � G7 G f S'�f7 r-CAEW - •- •+� '(...y�ggq� s;' :"` KO f rDEPilrw'! TA1 ❑ —. O 6UO.,JT i'j'ECt U r1EM Q t►+.9 ALV IEV4 0 ='f FCA (yGNJ:RAL cwo:.uAt.'OE CJiTH A&E / OWNER'S Reprosenfarive ptw►cce CRTW TM C X)X,AT= OWEN a,�d COWPACT uo� vsrra oavrR�noa >s ' E FCA Rat, (,altp4lAt= V; M TIC R AA3 AND VZOMATOM W-ZW SWS AND OUAU m>;s WEM IMT F4TM7U AND ARE TK RES1V<MLM Of Tta OQ.4TPACMOy q DATE G Ti 1 Dare CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS NO. I "7� � N0.136602 12919 NA 126TH PLACE REPORT EVERETT (425) 759-0817 1p KIRKLAND. WASNINOTON 90034 (425) 823.98DD DATE SVI&I ) iy k CERT. NO. REP Ri FIELD Q PROJECT n dAs LOCATION TO: v c r-k (� �Cw ' s cSnsc BLDG. PERMIT NO. OWNER WEATHER TEMP. AM a. 4. w9� G 3� c r PM R E C E I ttl `, sue. ® ENGINEER I 't 'ff1110 UL L LUlJ7 JUL ARCHITECT ATTN: DEVELOPMENT CONTRACTOR CITY OF EDMONDS n (2) INSPECTION PERFORMED _ LATERAL WOOD fTEMS INSPECTED _ FOUNDATIONS ✓ESTEEL/CONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEEL/MASONRY — STR.ST/WELDING _ AUGER CAST PILES — COLUMNS — EPDXY — STR.STBOLTING — DRILLED PIERS r WAL OTHER — BEAMS //C II %& �n i 1_t E..� 3 + �/ �iS S / // ►I i..1 LOCATION (AREAS) d <rD t1 l t h a.L ' � ♦/ 4 4 ./ i. 7s c,1, rz; 3r 5/ Q `t !/ � S Li 3 f �, 9 4`t. 1 t (+ t D ONCRETE/ MIX NO. 1� Si.�LS } `� DESIGN STRENGTH (f'0) SUPPLIER TOTAL CU. YD. PLACED , f � / SLUMP (INCHES) lY 1Ae SPECIMENS CAST AIR CONTENT (•b) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES NO ❑ REMARKS:. 1�'+l t,+ 1 fl_ _1_ I t \ t l \_ � +1 r•.. Z .. i w _w r�� TEST RESULTS APPLY ONLY TO THE ITEMS t HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL WIT) - OUT THE WRITTEN APPROVAL OF CASCADE n TESTING LABORATORY. INC INSPECTOR SIGNATURE REVISED 3% 1 SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE K ERE'rT QWASHINGTON 9803i E C E W 8?3'91 7 EYERETT Ilfd,� i� �9& • COMPRESSION REPORTLL 3 0 2009 DEVELOPMENT SERVICES CTR. I . _ ► • 1 CITY OREOMONDS _ ADDRESS: oZJ1 >/ G ' �Ov S • • LJ CITY,sTATE. ZIP .0 i.. n .► r�-errs d. L✓Q . 980 a !p ATTN. SOURCE/SUPPUER E-"l F-.PC CEMENTTYPE: SET_LOF I aJa1CYMW PLA W) 9 OF_2a Sampled as per ASTM C-172 TRUCK # 3.) W TICKET NO. ,13/ afo-9" MIX NO. %%. � �`$J le TIME SLUMP %AIR YIELD TEMPERATURE a•'Ya 6/y -- I tuNrrwr.sF J I CONC. AIR7l> A5TML-14J ASTMC-2J1 A)IPIL-IJU /UIr1W,-134 /UIn6'IY01 SET OF CUIUCYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNITWT-SF YIELD TEMPERATURE CONC. AIR ASTM C-143 ASTM C.231 ASTM C-138 ASTM C-138 ASTM C-1064 NUMPLE DATE DATE AGE BER MADE TESTED DAY% P358'`r-it, - 09 1-t3 ? 13 Fg_p-,A REPORT NO. loGoa NO°n 66381 DATE TV ti I li +4- CERT. NO. .� ov O 0 - :?VF PROJECT LOCATION A BLDG. PERMrT NO. OWNER 00 9 - 0 IV- y- WEATHER. TEMP ® A.M. aj P.M. ENGINEER d ARCHITECT R. CONTRACTOR ACTUAL BATCH i WEIGHTS FOR � CY CEMENT i FLY ASH -- C.AGG 00 S 5 8 C.AGG. "lo. D 1_ TOTAL ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINEAGG. WATER TOTAL ADMIX I t`KJg 4 4 E 16007 ADMIX I OZ ADMIX24dv4. IS0= ayODz ADMIX2 Oz ADMDL 3 OZ ADMIX I OZ AREA Tt7TAL STRENGTH. TYPE SQ.IN. LOAD P.S.I. BREAK• )a 12 9.27 1 ( f9 y/o i<1I cudcure 0 -C-617 suttur cap C-1231 pad cap . dK'C-39 cylinder 0 -'C-42 cores 0 - sC-1019 cmu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC0001,p Thermometer CCTHDOOJ-Q_Air Meter CCOA100 �COCOD01 O - CC000002 WTWCURE TEJ'M)W /LOW Cr /�/�+� ��/r✓J/T g,<wn-tCURINGTw,NOTRECORDEDPER10.0 DESIGN STRENGTH 5ya�/_�orrD PLACEMENT AREA& NOTES i� 67ahir a AAZ94 �k 1^ntT „c Y ax-E Y �G1L;3 -A av a " bA w. C- " &4- "a 3 y ' s ` 1; h F_.T RESULTS APPLY ONE TO THE rTEMS TFS W.TMIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULLYMMOUT THE WRFTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC REVISED 12107 1 SIGNED BY INSAECTOR(S). NAME(S) PRINTED d •,11YY\ a+k F mg�y INSPECTOR SIGNATURE �,�Q-n m �A A� r-nwccTn. L 8"d4"*- CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE PFIEVIOUS [ REPORT No. 1�� No.136146 KIRKLAND. WASHINGTON V8034 (425) 823-9800 EVERETT (425) 2S9-0817 DATE CERT. NO. FIELD REPORT PROJECT' " z ' SE.T Ca1�tDUS LOCATION' LANQL 2VEKK. CILIA STY "OMB t ZI 5VN5ET ^�Z. N, faDMONDS TAD: 1 PERMIT NO. OWNER . Z.1 \s L6Tt`^YE I W, zom-oAo,6`t. f < . WEATHER, TEMP. AM LYNNWODD�W�, �180 V Y PM ENGINEER CITY OF EDMONDS ARCHITECT ATTN: CONTRACTOR (2) (3) INSPECTION PERFORMED LATERAL WOOD ITEMS INSPECTED — FOUNDATIONS RESTEEUCONCRETE X RESTEEL ONLY _ FOOTINGS �. SLAB _ RESTEELJMASONRY STR.ST/WELDING _ AUGER CAST PILES ,� COLUMNS — EPDXY STR.ST/BOLTING DRII IF PIERS WALLS — OTHER BEAMS ±AALOCATION (AREAS)AKE J S L 01V "5 Z 3 S �J CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (I'e) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT 1%) CYLINDER REPORT NO. YES —NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: PST TM1✓ PAW\IE W= LafiTIQN5 A5 ?UZ. PLAiJ! : NgTF, 15 I 5Z,3 , C'F�i MUST F3E 1VIPSNTP���EQ , CT L, -TD YEkf Fy. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SMALL NOT INSPECTOR BE REPRODUCED EXCEPT IN FULL. WTT4- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR REvISED 12my I SIGNED BY //- . F f ///7 .a CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E t26TH PLACE KIRKLANO.VVASHINGTON 98034 (425) 823.9800 EVERETT (42S) 259-0017 COMPRESSION REPORT CLIENT. 141 J 15 U e-ry- -. go ADDRESS: 2 l 1 l Z 4160- ,Avr Lj Ift _ CITY, STATE. ZIP: I./ y1 h Le!!!D LA Q $o- � DEVELOPMENT SERVICES CTR AM: rITV na Fn►,ntine SOURCE/SUPPLIER CEMENTTYPE SET_}___OF__L_ CU8ICYARDS PLACED_W _OF�_ Sampled as per ASTM C-172 TRUCK # (0701 TICKET NO. 2-31001�';) MIX NO. 1'� U 2 74 TIME SLUMP %AIR UNrrWT_SF YIELD TEMPERATURE _ CONO I AIR G 7 /UIM(--11! AMML•Z31 A51ML-ID8 ASTMG-13b ASTMC•1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO_ TIME SLUMP %IUR UNIT WT_ SF YIELD TEMPERATURE CONC AIR 'RIEW /V1n A>IM L-131 HIM(.-Iitl /UIML-1 id AST L-10ti4 REPORT FIELD REPO O._ 136P 3 70 NO. RT 66296 DATE _ -zoo4' I CERT. NO. D �ro2-ZY PROICT LOCATION BLDG. PERMIT NO. OWNER. WEATHER D v ew TEMP aM (0 7w @ /21 . . ENGINEER C, I gfhgvjR ARCHITECT CONTRACTOR ALIUAL BAT LM ACTUALBATCH WEIGHTS FOR CY WEIGHTS FOR CY CEMENT I (q6 CEMENT T— FLY ASH FLY ASH C.AGG.:ft 15 �p IO 1, 711, C.AGG. C.AGG. C.AGG. RNEAGG. I q0 b FINEAGG. WATER 2176 WATER TOTAL TOTAL ADMDLI�1000 OZ M MX 2 d' 1? Da �. OZ MI ADX , Al yl QO III{ r„ ADMIX I OZ ADMIX 2 OZ Ar%mly f SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS Sf2a AREA SQ. IN. TOTAL LOAD STRENGTH, P. S.I. TYPE BREAK* - - -7-1 7 12. -7 s34o 270 .7, -2 Z. 2-9 Z 2 0 S770 � 7- ZZ �I '7- zz 26 70 /A o ss'n 3 v. (•a I casvcure u-L.-Isl i suttur rap 4T L• I li 1 pad cap V- •C-39 cylinder O -'C-42 cores O-'C-1019 cmu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000� Thermometer. CCTHD00 -2— Air Meter CCOA100 0--�CC000001 O - CCOCWM IP47MCURFTFMP wGH nOw � DESIGN STRENGTH yG� wriAL CJMG TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 2- Ida /crr S -Weft/ Li.7FI-v EW et oc 5 y'�s i{,' r, ditf e TEST RESULTS APPLY ONE TO T ME ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE ✓.� REVISED 12107 SIGNED BY --�— TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 13.6 3 7 6 12919 N.E. %24TN PLACE REPORT No. No. JulCASCADE KIRICLAND. WASHINGTON 90034 (675).823.9800 EVERETT (425)259.0817 DATE CERT.NCO. _g. o�oz-��� FIELD REPORT PROJECT LOCATION TO, L a�n•i5 dP f K Q "I A-C � L'Ae-S , .. , >C 1 BLDG. PERMIT NO. OWNER 2 Co cw Aye. U) 240$1o*3 Iv 1 3WEATHER TEMP. AM QQJUL L �I n r►Wop p� W k a�A oylrES C;R vev c,L PM E OFlELOITM Of ED1�1MON0� ENGINEER (-. v ARCHITECT ATTN: yCONTRACTOR LA + (2) (31 INSPECTION PERFORMED — LATERAL WOOD ITEMS INSPECTED FOUNDATIONS -41 RESTEEUCONCRETE — RESTEEL ONLY — FOOTINGS Z4 SLAB — RESTEEUMASONRY _ _ STR.ST/WELDING _ AUGER CAST PILES ` COLUMNS — EPDXY — STR.ST/BOLTING — DRILLED PIERS — WALLS OTHER —. BEAMS (LOCATION (AREAS) �1ab mot'+ I %ya'`�B 0,} 'rQI�►'►O . CONCRETE/MASONRY MIX NO. �3� DESIGN STRENGTH (I'C) qL SUPPLIER C ten, -1, TOTAL CU. YD. PLACED % 'i yl%- ((q) SLUMP (INCHES) J'` SPECIMENS CAST ... CYLINDER REPORT NO. AIR CONTENT ITEMSlNSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ 0 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S). NAME(S) BE REPRODUCED EXCEPT IN FULL, WITH OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR SIGNATURE REVISED V00 I SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING 8 INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.wASHtNGTON 98034 (425) 823.9800 EVERCTT (42S) 259.0817 . COMPRESSION REPORT CLIENT:�n oA4>IlrYkr--/�-�t�.- �T_ ADDRESS: 2111$1� �� A� w CITY, STATI~ Z1P: l �/ vt.nwnADC W � oLSd',i(o „ T �RVtCES CTR. • un o`"�' E�ua4 ATTN: SOURCE/SUPPUER CEMENTTYPE. SET_A_OFCJD_"1 CUBICTARDS PLAOF yfl s Sampled as per ASTM C-172 TRUCK # 'tJ i DID TICKET NO. 2311% 1(2 MIX NO. 133 4Ko TIME SLUMP %AIR UNITwr-Sf YIELD I TEMPERATURE I I CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-IOW SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNITWL.SF YIELD TEMPERATURE I I I I I CONC. AIR SPOELD RT O. i 3�37Co O. 66299 DATE -$'-2.�Or CERT. N O.O. yE PROJECT LOCATION BLDG. PERMIT NO. OWNER WEATHER I fTEMPA M. �J P ENGINES (ARCHITECT O CTOR e ACTUAL BATCH C( ` WEIGHTS FOR CEMENT 1 `C/Y�n Lt 6V FLY ASH C.AGG. l c? 20 C.AGG. *g 11 $DO Z. FINE AGG. 2,6 77. WATER rqS 5 TOTAL ADMIX 1 ACTUAL BATCH VVEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINE AGG. I rM. tii�— TOTAL OZ ADMIX I OZ ADMDL 2 d 21 2 OZ ADMIX 2 OZ. ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-IOW ADMIX 3 OZ ADMIX 3 OZ SA VU NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH. P. S. I. TYPE BREAK* 0 0 3 /o 916 _S 2� T7:1 VZ-31 casth ure O -C-617 sulfur cap .ff—C.1231 pad cap $-2=39 cylinder . O -'C-42 cores O-'C-1019 cmuuggrout O sC-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Z_ Thermometer CCTHDOO �r Meter CCOA100 4g CC000001 0 - CCOCDO02 WMIALCURE TEMA_KGH ILOVv or DESIGN STRENGTH KwmAL CURINGTEMP.NOT RECORDED PEA 10.1.2 PLACEMENT AREA rl< NOTES r4lo1nS RESULTS APPLY ONE TO THE ITEMS ` IN TESTED.THIS REPORT SHALL NOT INSPECTOR(S),NAME(S)PRINTECL, 064A DUCED EXCEPT IN FLU WrTHOUT THE wKrMN APPROVAL OF CASCADE INSPECTOR SIGNATUR TESTING LABORATORY. INC. ItEVISfD 12l07• -- . —._ . -- - .. SIGNED BY -- -- - -- CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 023-9900 ENERM (425) 259-0817 • COMPRESSION REPCNE C E I V E D JUL 2 0 2009 CLIENT: P Mll. i;wr rS C1R. Z1!/a loI6M AVOWME �):ouoHos ADDRESS. CITY, STATE. ZIP: LYNNWZW A - 98d��G ATTN: SOURCEISUPPUER CEMENT TYPE:Z-=M SET / OF / CUBIC YARDS KACEDLD,A OF_;!?tZ"* Sampled as per ASTM C.172 TRUCK #479% TICKET NO. WZaV4 ZO MIX NO/ 3364/6 TIME SLUMP XAIR UNR WT. SF YIELD TEMPERATURE 8 "A> S ' �ZZ �P ASTM C-143 ASTM C-231 ASTIM C-I3E ASIM L-IJU ASIM C-I064 SET OF TRUCK # TIME ',.CUBICYARDS PLACED, TICKET NO. SLUMP I %AIR rl OF UNIT WT.. SF Sampled as per ASTM C-172 MIX NO. YIELD I TEMPERATURE SEE REPORT FIELD REPORT NO. REPORT 69084 ' NO r• row//I/`' • -a Ida A mill i, rn T. ACTUAL BATCH ACTUAL WEIGHTS FOR.CY WEIGHTS CEMENT CEMENT FLY ASH FLY ASH C.AGW�d 2V SZ L.ALPLAf C.A SZ / NIZ C.AG FINE At&5, 4(M56D FINE AGG. WATER j 7a j� WATER v795. TOTAL s/sst TOTAL Zeo,- , ,04P/ALe ?1,f4 OZ AlJML&1/20 71444 Oz I I I ICONC. AIR I ADMIX OZ ADMIX OZ ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 ADMIX I OZ ADMIX 2 OZ SAMPLE DATE DATE AGE S17� AREA TOTAL STRENGTH TYPE NUMBER MADE TESTED DAYS SO. IN. LOAD P.S.I. BREAK' q/Z `.J&LY -7-)3 7 r XIZ ,Z7z- 3 Co eZoo 3 9 / Z S -3 zs 917 9 1 A - 3 1 za tXC-31 cast/cure O -C-617 suNur cap /--1231 pad cap )94'C-39 cylinder O -'C-42 cores O-'C-1019 cmu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC0001�f Thermometer CCTHD00j!j_ Air Meter CCOA I00__A CC000001 O - CC000002 INmALCURE TW..;"H ROW or DESIGN STRENGTH-4aVPJ/ 0-"nAL CURWGTW..NM RECORDED PER 10.1.2 PLACEMENT AREA & NOTES MA6GW 66402!- O-R/O A 7a60120r-, ZIM0 -3 Ta lLNE4 RESULTS APPLY ONE TO THE ITEMS INTESTED.THIS REPORT SHALL NOT INSPECTOR(S). NAMES) PRINTEb 'EPRODUCED EXCEPT IN FULLVVITHOUT WRITTEN APPROVAL OF CASCADE I INSPECTOR SIGNATUING LABORATORY. INC SED 12/07 SiGNED.BIf- --- COPIES TO: Nn 59938 DATE 7U4E7,CW CERT. NO. 7 v/u<%/. PROJECT /L/ .'RW5E7' CONS LOCATION 1Z`-W4LW-/AV&VAF- vArW BLDG. PERMIT N0. OWNERf1`�� Z2>80493 WEATHER TEMP. AT AM �.w oyjsvlM�w AT PM QINEER C. G ARCHITECT CONTRACTOR CASCADE TESTING LABORATORY. INC. TESTING & INSPEC,TION 1791 • N k I IIATM PLACE KIRKLANQWASMINGTDN TW14 (47s) wjj•-V ♦00 -VERETT (473) isq-0017 FIELD REPORT ToLAAf03!/Ee�C LQ'LG4l1Ty HG�� � z/11a �� Rc 5, gVICES 0�Q YlA OF EOIA�NOS ATTN THE FOLLOWING WAS NOTED: AUS341e F .YAa 4tiERAl� LN71Y� f�Y1DlY//1�5 .CL�.47JQ'JLr PREY 1pllD REPORT No AD la 44%P / .ice • ro 7Z 1 A w�� _ I;iI �t / I' • • / �� I / �/ 1 T' 5VIP. v fA - - N /. w PM 77NE OLlT z!a-5R f . TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SNAIL NOT BE REPRODUCED EXCEPT IN Full WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LASORATORY. INC. INSPECTORI INSPECTOR .s REVISED IAu COPIES TO L SIGNED Ov CASCADE TESTING TESTING & INSPECTION 12919 NA 176TM PLACE K1RKI ANn. WASHINGTON 96034 EYERETT LABORATORY. INC. FIELD REPORT lit,wi SYFe-C- TO: Ql1i4L17Y I'�/Gr1.Scs 4425) 823.98W (425) 259-0817 REPORT UNo. No.13=6 4 2 4 DA CERT. NO. PROJECT /Y/ �GI/V.S�T'C.QIVDaS. '_ I / / -3 G67N /4MW i-E� ZODS0�63 WEATHER TElAP. LYNNWW,D Wig 9S0.36P , an am ovse4437 1► ENGINEER SERVICES CTf* G 6. F... keyNA554P.S CliffOf tumurkew—ARCHITECT ATTN: 60e = Ag!! #IYJS AM PM (2) rn INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED FOUNDATIONS RESTEEL/CONCRETE _ RESTEEL ONLY FOOTINGS SLAB _ RESTEEL/MASONRY _ STR.ST/WELDING _ AUGER CAST PILES COLUMNS — EPDXY — STR.STIBOLTING — DRILLED PIERS WALLS OTHER _ BEAMS (LOCATION 60W A 73 F &&Z 2 Z F, a#,E (AREAS) t94l1a J CONCRETE1Mk9AN11M� MIX NO. � e9�G DESIGN STRENGTH (I'a) pTo SUPPLIER CFAdEX — TOTAL CU. YD. PLACED SLUMP (INCHES) 5 /�� G'Y a fi�fP �S/e9f�C SPECIMENS CAST 5,96 AIR CONTENTM AM CYLINDER REPORT NO. lO�O i _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG: DEPT. APPROVED PLANS YES ❑ NO[:] S �� /' �JIP-- --- - - - — - , - - NO , M, V, Mz - MP�� 7;%ffEly 7 77MEt2x7-1Z TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS AEPORT SHALL NOT BE REPRODUCED EXCEPT W FULL. WITH OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR( INSPECTOR REVLSFn 30M I SIGNED BY rr r CASCAE>E: TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 12919 N.0 1.26TH PLACE ncrvn. nu. •-- DATE CERT NO KIRKLAND. WASHINGTON 95034 (425) 823.98DO (425) 25943817 EVEIICT1 -3- ZvCx( Owl 2 -Z E T II / FiaD REPORT PROJECT ,� Q LOCATION �114e- T0: 1PERMIT NO. OWNER ���1 ��- - ��yL RV1 OS rtR• WEATHER TEMP. AM g� PM Vri��eO� Y✓ _ 1 �0 _.,tFi�� afr ENGINES IL GV ARCHITECT ATTN: CONTRACTOR d ' Aomef� f`l QuA6 (2) (3) INSPECTION PERF MED _ LATERAL WOOD ITEMS INSPECTED � FOUNDATIONS 4, RESTEEU ONCRETE RESTEEL ONLY _ FOOTINGS SLAB �•ir . ._ RESTEEL/M RY _ STR.ST/WELDING _ AUGER CAST PILES COLUMNS _ EPDXY ---- STR.ST/BOLTING — DRILLED PIERS — WALLS OTHER — BEAMS LOCATION (AREAS) l rav`0.uP J` 0 Zf - CONCRETEIMASONRY MIX NO. 133 (d1 r(o DESIGN STRENGTH (Pc) y�a SUPPLIER Carlin TOTAL CU. YD. PLACED SV SLUMP (INCHES) SPECIMENS CAST�i'' AIR CONTENT (%) CYLINDER REPORT NO. ITEMS ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: - Z -O 'TESMESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S). NAME(S) PRINTED ✓ 'n'4 �J BE REPRODUCED EXCEPT IN FULL. WITH OUT THE WRITTEN APPROVAL Or CASCADE v TESTING LASORATORY, INC INSPECTOR SIGNATURE----- CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E 126TH PLACE KIRKLAND.WASHINGTON M34 (42S) 623.98W EVERETT (42S) 259-0817 COMPRESSION REPORT RECEIVED CLIENT: LIAVA Syaome-—JUL -1-�-70— ADDRESS:SERVICES CITY, STATE, ZIP: �yn h a� k!A- ��SD9 » I CiR ATTN: SOURCEISUPPLIER 6e-MCd- CEMENT TYPE: SET I OF I CUBIC YARDS PLAM LLL _Of '90 Sampled as per ASTM C-172 TRUCK # Q74/ TICKET NO. 2-; 114 SS/ MIX NO. 1336e4'Ite TIME SLUMP %AIR UNITWT.Sf YIELD TEMPERATUREg %L{O 5'/, ' — — CONCBty AJP/,Pf- ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. MIX NO. TIME SLUMP I %AIR I UNITWT-SF I YIELD I TEMPERATURE I CONC. AIR ASTM C-143 ASTM C-231 AST M C-138 ASTM C-138 ASTM C-1064 SEE FIELD REPORT NO. I36' 3 7 7 NO. RT 66298 DATE CEq. NO. 7-3-;?-o0 0402 - G PROJECT LOCATION ! -5uuiseiz Ave Al ne4tk zi BLDG. PERMIT NO. OWNER 0 q& X Y(, WEATHER TEMP P.M. ENGINEER okeJ Lila 'e- ARCHITECT CONTPVACTOR ACTUAL BATCH WEIGHTS FOR CY CFMENT Sy3o FLY ASH I ACTUAL BATCH WEIGIM FOR Cy CEMENT I FLY ASH I 790 o: s-y C.AGG. C.AGG.y* Z do C.AGG. FINE AGG. Qo 7 % HNE AGG. WATER WATER TOTAL TOTAL ADMIX 1 OZ ADMOC I oz . ADMIX 239//1 ZO ?My _ OZ ADMIX.2 OZ ADMXJ OZ ADMIX 3 Oz e • s 7e �.®� • a M'-C-31 cast/cure D -C-617 su fur cap 9' C-1231 pad cap P-aC-39 cylinder O -'C-42 cores O-'C-1019 anu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCO00 Z Thermometer CCTHDOD ZAir Meter CCOA 100 L �CC000001 O • CC000002 VOTI.4CLWTEMP--HIGH fLOw DESIGN STRENGTH 74Ce KLINRUL CURING TEMP. NOT RECORDED PER 10.1.2 ,/ A PLACEMENT AREA & NOTES �C��sn c o K/�,-y a.&,/ � ai4+ lcf 3 fig lPelctJ e N �'c 4Cr�l NUT", APPLY ONE TO THE ITUU 1NTESTED.THIs REPORT SHALL NOT INSPECTOR(S). NAMES) PRINTED atd REPRODUCED EXCEPT IN FULLW1THOVT THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE �, L TESTING LABORATORY. INC REVISED 12)07 SIGNED BY— „1wnTr,. L 7/.-q CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS '� �( �,SIIil� 13115 0 12919 N.F. 126TM PLACE REPORT No. No. KIRKLAND. WASHINOTON 96034 (425) 823."00 EVERETT (425) 259 0817 DATE CERT. NO. ° �c FIELD REPORT PROD n of LOCATION r TO a tltf C lAe _ Al, R E C E 8 PERMIT NO. ER I %i E D 7-! i t� � Ave !G. JUL 0 8 2009 WEAT R TEMP. AM �{ ea4le, e ® PM DEVELOPMENT SERVICES CTR. ENGINEER CITY Of EDMONDS sv ARCHITECT ATTN: CONTRACT R (2) (3) INSPECTION PERFORMED ` LATERAL WOOD ITEMS INSPECTED _ FOUNDATIONS ZRESTEELICONCRETE — RESTEEL ONLY _ FOOTINGS ZSLAB t — RESTEEL/MASONRY — STR.ST/WELDING AUGER CAST PILES _ COLUMNS — EPDXY — STR.ST/BOLTING DRILLED PIERS WALLS — OTHER _ SEAMS (LOCATION (AREAS) - r `.2.3 .- a -- o-7 4E2tERETEYASONRY MIX NO. l3`3[�-! �� DESIGN STRENGTH (PC) . SUPPUER TOTAL CU. YD. PLACED '7 SLUMP (INCHES) to SPECIMENS CAST I f�y ��Cl AIR CONTENT (S4) �� CYLINDER REPORT NO. -ZYES _ NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEFT. APPROVED PLANS c-l-) n A. 1_ r I _ /' CASCADE TESTING LABORATORY, INC. TESTING 6 INSPECTION 12919 N.E. 126TH PLACE K12KLAND. WASHINGTON 9803A 14251 B23.980C EVERETT 14251 259-00 17 COMPRESSION REPORT �QP11ENT SFRVICES CTR. CITY OF EDMONDS ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No.L3 / / ` No. 58188 T .N PR ECT _ 1 •/f- C LOCATION 12-1 BLDG. PERMIT NO. OWNER G3 YG�J' G5 FATHER TEMP. AT AM ENGINEER aaue ARCHITECT O r1e-4,kzn-,rL & /4�4y, TRUCK SAMPLED� TRUCK TICKET N62_3I 216 MIX NOI.Y TIME SLUMP %AIR UNIT WEIGHT ASTM C-138 YIELD FACTOR T TEMP ASTMC-1064 CONC�i AIR g, r r r r : ,J � / .50 AIRTEST METHOD: C) PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C•173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAM OTHER PE OF BREAK: (A) Cate (C) Cone and Shear (b) Cane and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH dATI.'N OtTA� DESIG WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. C A. C.A. FINE AGG. ' S WATER g TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 908.5 7-1 90&6 -730 As✓ 908 ✓ 7-30 z8 4 0 8 ✓ -7- 30 ✓ CONCRETE COMPRESSION MACHINE I.D. #CCOCOOO -Ig-- —7 ' � Q Q ASTM C-1 Y11 SAMPLE P/U DATE -7- 3 TEST METHOD C - 3 7 O ASTM "17 SUPPLIER AEA PLACEMENT AREA d NOTES CEMENT TYPE SAMPLING IN ACCORDANCE WITH ✓G-3 APPLICABLE CODES d SPECS. 1 i CU. YARDS PLACED ADMIX. AW4 P; CAC17 % DESIGN STRENGTH D I TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S). NAME(S) PRINTED J,7K_ INSPECTOR SIGNATURE REVISED 81W SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 'S �] /1 Q j, J `t 12919 WE 126TH PLACE REPORT No. � No. V KIRKLANO. WASHINGTON 96034 (425) B23-9800 EVERETT (425)259.0817 DATE CERT. NO. FIELD REPORT PROJECT d LOCATION TO. /Z " c• RECEIVED BLDO. PERMIT NO. OWNER Z � iN C• �b JUL O 7 2 J WEATHER TEMP. AM Edeg8131� �-� PM DEVELOPMENT SERMS"CTR- ENGINEER CITY OF EDMONDS e vj ARCHITECT ATTN: CONTRACTOR (2) C31 INSPECTION PERFORMED LATERAL WOOD ITEMS INSPECTED _ FOUNDATIONS RESTEEL/CONCRETE ✓ RESTEEL ONLY s FOOTINGS SLAB Off isT1X — RESTEELIMASONRY — STR.STNVELDING s AUGER CAST PILES _ COLUMNS — EPDXY — STR.STBOLTING — DRILLED PIERS — WALLS — OTHER _ BEAMS (4) LOCATION (AREAS) P 0 eA du ,ue- G3 ON ASONRV MIX NO. DESI NGTH (Pc) SUPPUfR TOTAL CU. Y0. PU► SLUMP ONCHES) SPECIMENS CAST AIR CONTENT (Y.) CYLINDER REPORT NO. YES ITEMS INSPECTED WERE IN CONFORMANCE PLANS —NO _ WITH SLOG. DEPT. APPROVED REMARKS:L G4l►T ! rt� L Ltd L° &->ti �s 5/� • r J-1 • /� • t, TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. MIS REPORT SHALL. NOT INSPECTOR(S), NAME(S) BE REPRODUCED EXCEPT IN FULL. WITH, OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR SIGNATURE REVLSCD im I SIGNED. BY i � CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 NR 1267" ►LACE KIRKLAND. WAS.1670N 96036 (425) 823.9800 EVERCTT (425) 259.0817 FIELD RFPORfEc��v�® IUL 0 2 2009 PREVIOUS 136370 REPORT No. No. DATE CERT. NO. jn zy PROJECT V (\ OEVELOPMENT sERvlcEs CTa. TO 1 r,>n ;�C✓+i>`—=�,.e �dWIPKi'9FfBldBliBS �L PER Ave WEATHER i h wnar� 1,I/41 't �d 36 __ _ _OVe-v AM: (2) INSPECTION PERFORMED ,� RESTEEUCONCRETE _ RESTEEUMASONRY LATERAL WOOD RESTEEL ONLY — STR STJWELDING EPDXY -- STR.ST/BOLTING OTHER ENGINEER m ITEMS INSPECTED _ FOOTINGS AUGER CAST PILES DRILLED PIERS TEMP. 2q , C FOUNDATIONS _ sue _ COLUMNS WALLS — eEAMS AM PM 14) LOCATION (AREAS) _J12901 O id G�� CONCRETEIMASONRY MIX NO. L3 L( 2-M Z DESIGN STRENGTH (!'c) qaDD SUPPLIER J e-m eD- TOTAL CU. YD. PLACED 17 SLUMP (INCHES) 5 N SPECIMENS CAST y}c511-11yl AIR CONTENT (%) CYLINDER REPORT NO. Iz2-gl ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES 9 NO ❑ REMARKS: IA TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH. OUT THE WRITTEN APPROVAL OF CASCADE - TESTING LABORATORY. INC . - --- --• INSPECTOR(S). NAME(S) I INSPECTOR SIGNATURE REVISED 3W SIGNED By CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N E..126TH PLACE KIRKL.AND.WASHINGTON 99034 (425) 823-9800 .01.wj EVERETT (425) 2S9.0817 . COMPRESSION REPORT CLIENT: la,41 1iery- Q�tali�+r I�av�necr RECEIVE[ ADDRESS: 2111% " r-Ave- G) JUL O 7 2309 CITY, STATE. ZIP: QW;r, n 3ENT SERVICES ATTN: CITY OF EDMONDS SOURCE/SUPPLIER (eM?x CEMENTTYPE: -f— —1- SET__�_OF I CUBICYARDS PLACEDJj2_OF41 Sampled as per ASTM C.172 TRUCK # &70l TICKET NO. 2--�,1006j ( MIX NO. 1 -� 4 2 7 Y Z TIME SLUMP %AIR UNfT WT. SF YIELD " TEMPERATURE ,T,Lk sit CONC.� t AIR �j 7 ASTM C-143 ASTM C-231 ASTM C-138 ASTM C.138 ASTM C-1064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNITWT-SF I YIELD I TEMPERATURE CONC. AIR C7 ASTM C-14J ASTM C-231 ASTM C-138 ASTM C-133 ASTM C-1064 SEE HELD REPO REPORT NO. "n37D No. RT 66296 DATE -2co1? CERT. NO. D :?o2-2�( PROICT LOCATION 12-1 BLDG. PERMIT NO. OWNER WEATHER o v evl TEMP A.M. 7" @ / z: tis ENGINEER R. ('" , elle.yjA ARCHITECT CONTRACTOR ACTUAL BATCH t ACTUAL BATCH WEIGHTS FOR J_p_ CY WB)GHTS FOR _ Cy CEMENT 14b CEMENT FLY ASH FLY ASH C.AGG.jt;6 15(O'W 1.7% C.AGG. C.AGG. C.AGG. FINEAGG. t d FINEAGG. WATER 2176 WATER TOTAL TOTAL ADMIX. IL90111ta ii /R OZ ADMIX I oz. ADMIX 2 OZ ADMnc 2 OZ_ IJ�� ADMIX. Aldl QC /��{ OZ ADMIX OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, P. S. L TYPE BREAK' ' -0 7- 7 '� z. 7 ' J G o 4r.270 7-2 Z. 2-9 7- 2Z ZS/ Gl ?- Z-2 2g tastIcure 0 -C-617 sulfur cap 7- C-1231 pad cap V1-'C-39 cylinder 0 - "C-42 cores 0 - `C-1019 cmu grout 7'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 2- Thermometer CCTHD00 '7— Air Meter CCOA100 9-f'CC00000I 7 CC000002 1NmALCURETEMP _MGH tiaw a DESIGN STRENGTH Y&06 INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 /J PLACEMENT AREA & NOTES Z �a ��on s �Jor�c vo(' a,fQv aO�rc»� 5 y�s d(• �d 2i (ff-A160M5 41)014nri IL, e/<C f- ✓ RESULTS APPLY ONE TO THE ITEMS EREIN TESTED THIS REPORT SMALL NOT INSPECTOR(S), NAME(S) PRINTED ✓ �u N REPRODUCED EXCEPT W FULL.WITHOUT TMEWRRTTENAPPROVAL OF CASCADE INSPECTOR SIGNATURE ` TESTING LABORATORY INC. REVISED 12107 SIGNED BY __ /. �.J.._ _ ,z CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 136367 ' 12919 N.E. I t6TM MACE REPORT No. No. KIRKLAND. WASHINGTON 96034 (425) 823.9800 (425) 259.0817 DATE CERT. NO. EVERETT / z o FIELD REPORT E C E 1 v E PROJECT _ _D SGS..K � Vj,OI d JUN 2 5 2009 LOCATION YL Gi �. �: f 1(>!o.�lP S` UU i 2 ( 5rc /4 v TO,i..cv� _S ,.�„ v OPMENT SERVICES CTR. BLDG. PERMIT NO. OWNER CITY OF EDMONDS L c� ' WEATHER TEMP. AM Q �' o3�n ° PM LJ A ENGINEER Alf<G ARCHITECT ATTN: C/ONTRAC OR Lot t Lif n "I e (2) (3) INSPECTION PERFORMED — LATERAL WOOD ITEMS INSPECTED _ FOUNDATIONS — RESTEEUCONCRETE RESTEEL ONLY _ FOOTINGS _ SLAB RESTEEUMASONRY w^ STR.ST/WELDING — AUGER CAST PILES _ COLUMNS — EPDXY — STR.ST/BOLTING — DRILLED PIERS WALLS — OTHER �r►ri�o jQMtC BEAMS (4) I/ 4, _ LOCATION (AREAS) f �/••„rA 1 t � hi P r n Cal'. 'i jaPil ITT e vt 2 err ,� , . .�--� h l= � 2 -) 3 (CONCRETEIMASONRY MIX NO. DESIGN STRENGTH IYC) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ('h) `% V CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: G 4 11 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH• OLIT THE WRITTEN APPROVAL OF CASCADE TESTING LASORATORY. INC. INSPECTOR(S). NAME (S) PRINTED INSPECTOR SIGNATURE REVISED 3W SIGNED BY�`�--� '�'�� CASCADETESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. f26TH PLACE KIRKLAND.WAS4INGTON 98034 (42S) 823.98M EVERETT (425) 259-0817 . COMPRESSION REPORT CLIENT: L��✓,p.iUt�/� a&& Ivy ADDRESS: Z /� 6 6 CITY, STATE. ZIP: ATTN: ME 41 SFRVICES CTR. SOURCE/SUPPLIER. G 1E M tx D Dls-Z SET I OF__L CUBIC YARDS PLACED 3 OF Sampled as per ASTM C. 172 TRUCK # TICKET NO. k ?_ 99'I hR MIX NO./3 �Z TIME , /J SLUMP %AIR �.J " _6 . UNITWT-SF YIELD _& TEMPERATURE/ CONC" AIR_)O ASTM C-143 ASTM C•231 ASTM C-138 ASIM c--I3B ASIM L-1064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. MIX NO. FIELD REPORTNo6y'T_ No � 68075 DATE CERT. NO. z PROJECT Al f I GQ1Y LOCATION L 1 Su •✓,fF7 eU ,C BLDGIT NO. s OWNER WEATHER TEMP ENGINEER - ARCHITECT CONTRACTOR QW-1, l ACTUAL BATZ WEIGHTS FOR CY CEMENT I e-.,- 7 FLY ASH C.AGG. 21 C.AGQ HNE AGG. WATER TOTAL ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. 9 7 L o �, HNE AGG. O 46 WATER TOTAL TIME SLUMP I %AIR I UNIT WT. SF YIELD I TEMPERATURE ADMIX 14A 1� /OZ. ADMIX I OZ CONC. AIR ADMIX. 2 wA QA �6 oZ A01IC2 oz ASTM C-143 ASTM C-231 ASTM C.138 ASTM C-136 ASTM C-ION ADMIX 3 AQdR 190 oz ADhmC 3 oz �1[,C-31 cast/cure 0 -C-6I l suNur cap N—C.1231 pad cap tPL_?C-39 cylinder 0 -'C-42 cores 0-'C-I019 cmu grout O *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 jj Thermometer CCTHD00_ Air Meter CCOA I00__-__%61LCC000001 0 - CC000002 wmaCUKETEMP'F"Gov"•__-°` DESIGN STRENGTH y��d MAL CURINGTEW.. NOT RECORDED PER 10.1-2 PLACEMENT AREA & NOTES 61 44,E .�7 al u A 4- e _ e- /,� / fay .,4- n. S 4 ,,V�6 1 0%,JA ,Q • !TEST RESULTS APPLY ONE TO THE ITEMS l �d IHEREIN TFSTED.THIS REPORT SHALL NOr INSPECTOR(S). NAME(S) PRINTED BE REPRODUCED EXCEPT IN RJILWITHOUT THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE TESTING LABORATORY, INC. REVISED 12M7 SIGNED BY COPIFSTG. L � � ' / CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 124YH PLACE KIRKLAND.WASHINGTON 98034 (42S) 823.98M ,,MLMJ EVERETT (42S) 259.0817 iCOMPRESSION REPORT CLIENT: La ve✓y- dl4Ad% ADDRESS: X I< < lire' kv� k2 CITY, STATE, ZIP: LYN ►? WOA4 414 41503, 8G OP ATTN: SOURCE/SUPPUER Ce) 'AeX CEMENT TYPE SET_LOF_LCUBICYARDS PLACED_LS__OF7-2 Sampled as per AST m C.172 TRUCK #tIM415 TICKET NO.236773`-(R MIX NO. ifl?C X TIME S�LUHP XAIR UNIT WT, SF YIELD TEMPERATURE a4 se (t I I ^ CONC72 NR MIM C-143 ASTM C-23I A31M C-138 A51M C-138 ASTM C-1064 SET____OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK #t .TICKET NO. MIX NO. TIME I SLUMP %AIR UNf i WT, SF YIELD TEMPERATURE CONC. AIR r ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SEE REP REPORT 0. 13G34 NO. ORT 66208 DATEcv / - 3 - 2cofr- CERT. NO. & 40 z- .? PROJECT Su h 54� o LOCATION Igj BLDG. PERMIT N0. -v s" OWNER W THER TEMP 76 @ /13 A.M. ENGIN ARCHITECT ONTRA9'TOR ACTUAL BATCH ' ACTUAL BATCH WEIGHTS FOR �_ CY WEIGHTS FO0. CY CEMENT tOY� CEMENT FLY ASH FLY ASH C.AGG. 411�r / 18.o O.S% C.AGG. C.AGG. *f 11goo .2.10/- C.AGG. FINE AGG. ) Z"320 . 3,p FINEAGG WATER WATER TOTAL TOTAL p ./ ADMIIX I i 14/( 0 OL ADMIX I OL J�r]1,f�D�to ADMIx21^�F'a/� /g OL AM)L2 OL ADMIX 2 1 717 n? ArINIV I ^? SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN: TOTAL LOAD STRENGTH. P.S.I. TYPE. BREAK* 7 YK9 J - s7 /-Zv 3 ?So - r z g, e, o o 20 7 ko tyqV - ( o S O 9 Fly 2zy/g FESTRFSULTSAPPLY ONETOTHE ITEMS NTESTED.TH15 REPORT SHALL NOT PRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR(S). NAMES) PRINTED INSPECTOR SIGNATURE n REVISED 12107 SIGNED BY v L i — L/ 71-7 CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (42S) 8;3-98DD EVERETT (425)2S9-M17 COMPRESSION REPORT CLIENT: L&yj,S jey& a u's rim r7Q�il$�� F I N1 S 0 ADDRESS: 2,lu A 467P i" hV,1 La l✓s4 1 CIT'X STATE. ZJP: WA a-to3A, I S 6� DEVELOPM ATTN:. OTY OF EOMONOS SOURCEISUPPUER 6CYM64C CEMENTTYPE: SETJOF I. CUBICYARDS FLACEDZq OF 39 Sampled as per ASTM C-172 TRUCK # 14=3 TICKET NO. 1364 7G, H Z MIX NO. II4£S 5aZ TIME SLUMP %AIR UNITWT.sF YIELD TEMPERATURE It.1D Y "N I . � r •� CONC&VMR f'es SEE FIELD r REPORT 66204 REPORT NO. t3{o35.7 NO. DATE 26- 2oav( loqtV2 CERT. NO. -AL( PR jECT Co vs LOCATION s BLDG. PERMIT NO. OWNER WEATHER TEMtg , @ 121 A EttN +Ckcvy ARCHITECT O R ACTUAL BATCH WEIGHTY FOR CY CEMENT FLY ASH C.AGG. C.AGG. A57TM C-141 ASTM C-231 ASTM L-ID8 ASIM L-IAI A57M L-I%4 FINE AGG. SET 2. OF Z CUBICYARDS PLACED—'�I—OF _ Sampled as per ASTM C-172 WATER TOTAL ACTUAL BATCH WEIGHTS FOR � CY CEMENT FLY ASH C.AGG. C.AGG. FINE AGG. WATER TOTAL TRUCK # TICKET NO. MIX NO. TIME SLUMP "R UNIT WT., SF YIELD TEMPERATURE ADwX I OZ ADMDL I OZ f 2140 -' C 1ONC.70klR it ADwx 2 OZ ADMDL 1 OZ ASTM C.143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 ADMIX 3 02 ADMIX I OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD -STRENGTH, "' ;P.S.1. TYPE BREAK. e. 5-�'� 'T Id O 8-2 e. v S'36 e-13 y o 2. e. -z7 SY 9 So K 3 7 01 2- o S-2G -a`C -'L 2. 7 G Zb - s � t i i a st7 o -z31 1./9�Fd 4v9,zd �- 7-1731 1G•2Z S9YZ0 "Gn -C-31 cast/cure O -C-617 sulfur cap IW C-1231 pad cap Mr •C-39 cylinder O - •C-42 cores O - sC-1019 cmu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000_gj Thermometer CCTHD00 a Air Meter CCOA I QO 4-CC000001 O - CC000002 WITIM aim-W.H--ADw DESIGN STRENGTH =O ❑ INI1AL CLMNGTIW..NW RECOOADEO PEA 10 1.1 �% / / PLACEMENT AREA& NOTES �� iS4ltbnl �� !J� jX4 �y ` �-2 G4 Ile rt s -,41 a �� e)A TEST RESULTS RESULTS APPLY ONE TOTHE ITEMS HEREINTESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LASORATORY.INC. REVISED 12107 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY r nPILC Tr - CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 126445 12919 N.E. 124TH PLACE REPORT No. No. KIRKLAND• WASHINGTON 9B034 (425) 823.9800 EVERETT (425) 259.O817 DATE af CERT. NO. FIELD REPORT PROJECT LOCATION G�N� �� d �iTy ,�f. c LIZtT tA z ze,wwo BLDG. PERMIT NO. OWNER WEATHER TEMP. AT AM C} yi✓Gt1Dr� 1�U/�b 0 AT ENGINEER ARCHITECT ATTN: " CONTRACTOR L (� CITY OF EDMONDS (� INSPECTION PERFORMED ITEMS INSPECTED FOUNDATIONS . RESTEEUCONCRETE. — RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEEUMASONRY — STR.STIWELDING _ AUGER CAST PILES COLUMNS .� OTHER — STRST/BOLTING -_ DRILLED PIERS Y_ 1 WALLS BEAMS (4) - LOCATION (AREAS) G L T/ CONCRETEIMASONRY MIX N0. /2 2 DESIGN STRENGTH (YC) SUPPLIER GZWZY TOTAL CU. YD. PLACED J SLUMP (INCHES) SPECIMENS CAST �Q AIR CONTENT (%) v SEE CYLINDER REPORT NO. YES NO ITEMS INSPECTED ` — — WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: - 1/f�f/�c`G TC (/ /t�_ f /�L(' _ /L%�/��TD�T (/ f Tt tTt��I /� .� C •c.!/if�t/T d �' U T y Ll G GS �1- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED / BE REPRODUCED EXCEPT IN FULL WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR SIGNATURE REVISED give I SIGNED BY A^ -A Loy . CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE. KIRKI ANO.WASHINGTON 98034 (425) 823.9860 EVERETT R E G E 1_ (4 0817 • COMPRESSION REPORT J U N 18 2009 CUENT:_ 1,4AI0.(111A Zh' E�c YI P ADDRESS: z 46 T� ,�U/_c /ill CITY, STATE, ZIP. L XIPI& 06 4 LyA 9962J 6_ ATTN: SOURCEISUPPLIER G 1E M t'>C CEMENTTYPE: 1 `Z SET ) OF I CUBIC YARDS PLACED 3 OF ?—S Sampled as per ASTM C-172 TRUCK 0 TICKET NO. k ZU MR, MIX NO./.3 z/Z 7'12— TIME SLUMP %AIR I UNIT WT. SF YiEi D TEMPERATURE CO%%S AIR 20 ASTM C-143 ASTM C-231 ASTM L-IJO AbIM L.-136 AbIP1 L-M&I SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. SEE FIELDREPORT NO. /Z 6 7 7.SI NO. REPORT 68075 DATE - 6 CERT. NO. Z ZL PROJECT fo /V • f f/ G O/ VAI LOCATION L/ fa4lrIF7 xa r" BLDG ERM1T NO. AIJZ 2 ZIJ 6S OWNER WEATHER TEMP @ _ A.M. ENGINEER ARCHITECT CONTRACTOR G U.! / ACTUAL BATCH ACTUAL BATCH WEIGHTS FOR CY WEIGHTS FOR CY CEMENT CEMENT FIX ASH FLY ASH C.AGG.)/ 1/ / Q L) C.AGG. C.AGG. C.AGG. FINEAGG, Z;,60 HNEAGG WATER f '7 Q 6 WATER TOTAL I TOTAL I ADMX I AAlt d " /6 Oz Amix 2 WA oA L q 16 q oz ADMOL 3 )MdA 190 /6 oz ADMIX 3 Oz f-C-31 casticure O -C-617 sulfur cap jl—C-1231 pad cap t;L-.�C-39 cylinder 0 -'C-42 cores O-'C-1019 cmu grout 0 *C-109 cubes Cascade Testing Equipment Idendfication: Stump Cone CSLC0001-2 Thermometer CCTHD00_aAir Meter CCOAIOO,$ILCCO^C0�0y01 O - CC000002 wmAL CUM TEMP-'H JH ADw orDESIGN STRENGTH /lL� MULL CURING TEMP. NOT RECORDED PER 10.11 PLACEMENT AREA & NOTES A'04(Z.� 6 rr., 4,'r />?�iyi n/6 lI'T, 1 z52L6 1,L L-f J _ RESULTS APPLY ONE TO THE ITEMS W TESTED.THLS REPORT SHALL NOT REPRODUCED EXCEPT IN FULLWITHOUT THE WRfM N APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATURE no REVISED 12107 COPIES TO: SIGNED BY CASCADE TESTING LABORATORY, INC. rjTESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.98DO EVERETT (425) 259A817 COMPRESSION REPORT CLIENT. La sv r► - 612=s ADDRESS: ;71C CITY, STATE, ZIP. LyN �x� WA 4039 C E' V E ®_ ATTN: flSVg OpMM !SERVICES CTFL SOURCEISUPPUER ��"� CEM6" SET_-OF_LCU83CYARDS PLACED_LT2__OF:27 Sampled as per ASTM C.172 TRUCK #4 qg 3 TICKET NO.2-4/'!�?73`(a MIX NO. IMI96e), TIME SLUMP VAR UN(TWT..SF YIELD TEMPERATURE a; 5Ol t( Ir .- .--. CONC72 AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-133 ASTM C-1(164 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. MIX NO. TimE I SLUMP I !WIT I UNrrWT-SF I YIELD I TEMPERATURE 1 1 I I CONC. Ala ASTM C-143 ASTM C•231 AST" C-138 ASTM C-138 ASTM C-IW FIRD RE POKr 13(g34,i NO RT 66208 DATE �v-3~� CERT. NO. b4oz-? PROJECT LOCATION 17-1 �K e BLDG. PERMIT NO. o s- OWNER TEMP ®/Z3 AM. ' ENGMTHER INE ARCHITECT ONTRAFOR r[ ACTUAL BATCH WEIGHTS FOR �_ CY CEMENT �yo FLY ASH ` ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH 1 C.AGG. 4r l 1S.2D a iY C.AGG. C.AGG. ,#S I ye o 2.0Y- C.AGG. FINEAGG. I Z320 3.0*/, FINEAGG. WATER WATER TOTAL TOTAL ADMIX 1 tdgI7�6� !YO OZ. ADMA I Oz ADt9X22!`4/" /g Oz AMCC2 02. ADttX 3 444 /4o rV0 OZ ADOC 3 1OZ i333ti � .a<-31 casdcure O -C-617 sulfur cap .ram C-1231 pad cap ar-- *C-39 cylinder O - *C-42 cores O - *C-1019 crnu grog out O *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 2—Thermometer CCTHD002 Air Meter CCOAI00 e CC000001 O - CC000002 1Wn4LCURETW.-HIGH &OW__or ❑ INmAL CURING TEMP; NOT RECORRDED P/ER 10.111 / Q DESIGN STRENGTH & A PLACEMENT AREA & NOTES J [1a /'Ok f 0 r� Lu•r eV- '4, Ax/ �O_gz :2 Z 1L ¢�C tt ��- r RMLTSAPPLY ONE TO THE ITEMS iN TFSTED.TH13 REPORT SHALL NOT BE RM ODUCED EXCEPT IN FULLWrrNOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE REVISED 12M7 rnw z -rr' L / SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 1267H PLACE KIRKLAND. WASHINGTON 98034 (425) 823.VSW EVERETT (425) 259-0817 FIELD REPORT / TO. LQ 1rCY�i C�(Lldli���G� lit i-$ CITY OF EDMONDS ATTN: (2) INSPECTION PERFORMED RESTEEL/CONCRETE RESTEEL/MASONRY EPDXY OTHER LATERAL WOOD RESTEEL ONLY STR.ST/WELDING STR.ST/BOLTING (LOCATION (AREAS) icladr REPORTUNo. No. 136361 DATE , CERT. NO. �0-3 - 69102-Z( PROJECT -z1 I I WEATHER SI:I bA✓ I TEMP, c Q1zAM. ef - C (3) ITEMS INSPECTED FOOTINGS _ AUGER CAST PILES DRILLED PIERS 1�44 AP4� FOUNDATIONS _ SLAB _ COLUMNS WALLS BEAMS CONCRETE/MASONRY MIX NO. (!�-�a Z DESIGN STRENGTH (Pc) SUPPLIER CeM�g TOTAL CU. YD. PLACED 2 7 SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (%) ^� CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: r<leA<ll- aS .PAN' . el'gA7 S S covey-a�c.� Sol;�a TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S). NAMES) PRINTED BE REPRODUCED EXCEPT IN FULL WITH OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR SIGNATURE REVISED WW 1 SIGNED BY P. 1 OF 1 1 1 TESTING LABORATORY, INC. 2343 TESTING & INSPECTION NO. ' 12919 N.E. 126TH PLACE KIRKLAND. WASNINOTON 70034 (425) 823.98M EVERETT (425) 259-0817 DATE CERT. NO. ,DENSITY FIELD REPORT • L ' 6 C TO: L.�i✓d ���rth' Ou•�c�ry ��� PROJECT LOCATION GY�vwoa�7 wA �hYS.�� rX - r YtJ BLDG. PERMIT NO. OMMER WEATHER TEMP. gT'TN; AT /V AT A.M. P.M. ENGINEER S/ G ?ul F PLACIEMENT AREA ARCHITECT Si4Fr�lL i TEST METHOD CONTRACTOR AST]M D-2922 SOL D•29M ASPHALT L Ut )'� ty6AA14F WPMW USED I. D. NUCIXAR De6OMErER SM# DESCRIPTION OF LOCATION PMBF DEPT?N ELEVATION IN FEET WET of rrY• NIOISTLRIE �. DRY 0 NTpt Y E, OPTIMUM "olslu�E, a xw ><oK, 121. ,S? 2 30,�f L. 2.7.3 .s 4 s 6 7 S 9 10 11 5 rVtATnI OF SITE TEST OBSERVATIONS AND REMARKS: e7AI r1dX41,46�' ,t •r 8 f J s. J u (ova0 -LEE B p JU DEVEI F CfTY OF EDMONDS INSPECTOR, NAME(S) PRINTED TEST RESULTS APPLY ONLY TO TiE ITEMS HEREIN TESTED. TKS REPORT SIMLL NOT NSPECTOR SIGNATURE BE REPRODUCED EXCEPT IN FFLLLLLL, wYT►+Our TIE WRITTEN APPROVAL OF CJtSCADE TESTL40 LABORATORY. INC. SIGNED ee.L�eT�a COPIES TO: _�—i Ydti/-� (a✓S" Elm 1 1 1 TESTINGINSPECTION IIG LABORATORY, INC: NO. 2322 179119 WE 126T" PLACE KIRKLAND. WAS14INGTON 96034 (425) 823.9900 EVERETT ("25) 2S9.0817 DATE CERT. NO. DENSITY FIELD REPORT j . 27 0965 • o9 i TO: LArll3 UFnY" Qtiat+i'f Np�ES PROJECT Sf_AVIFL-J STQA ( I 7 )1 I g 6 6 0 AVE W LOCATION C L(Wwc)ot w o 9s836 9SCZ. 16 Li 'S7 S W co M640 S BLDG. PERMfT NO. OWNER WEATHER TEMP. ATYN: O J El? GAS 7 AT P.M. SAMPLE DESCRIPTION/SOURCE ENGINEER PLACEMENT AREA ARCHITECT IESI METHOD CONTRACTOR ASTM D-2922 SOIL 16 D=29%1 ASPHALT 0 �/ L 4!/MIT WPMIM-USED.i. D. iru IM oe rER SAI# Zb I Z°i.4. 4. y r 3 3. 3 5 Z DESCRIPTION OF LOCATION PIS OEPIM F3tHICTION IN F£ET MILT o � MMSTM �NT. DRY D a . Poto R viaL OOTTMUM MD�Iom, COMP ZDk f,rsr tN0 yt S (, 137,9 9.1 7 Z,6, 1 IZ9.$ 9y 9-7 2 -4 "v - )35. 3 4',-) /V 5 6 7 8 9 0 11 ILU iT =ON OF SM TEST OBSMVATIONS AND 1104APM: /1- ,titrE�lit�. w•6 S Pt F �' ri�,t f- 3 Z L 1 INSPECTOR. NAME(S) PRINTED '� D TEST RESLLTS APPLY ONLY TO THE ITEM HERE)N TESTED. TKS REPORT SHALL NOT SPECTOR SIGNATURE BE R02RDDLXXD EXCEPT IN FILL. vKT11Oln IE TWRMEN APPROVAL OF CASCADE TESTING LABORATORY. INC SIGNED Rvmcd 745 CASCADETESTING LABORATORY INC. TESTING 8. INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 96034 (425) 623-9800 EVERFTT (425) 259-0817 COMPRESSION REPORT CLIENT:L&nh Lz!?1CK- ADDRESS: 7 4$- 46", Ave- (,it CITY, STATE, IIP•. L)MakjmJ LJA 4403l0 ATTN: SOURCEISUPPLIER r e►Me. CEMENTTYPE re-5' SETJOF 7— CUBIC YARDS PLACED2=q.OF 51 Sampled as per ASTM C-172 TRUCK # 1421e3 TICKET NO. 230 G 76 LiZ MIX NO. //CX9 502- TIME %AIR UNFTWT SF YIELD TEMPERATURE (�SLUMPy I I CONC -RCos ASTMC-143 ASTMC•231 ASIML-153 A1IMl.-Ija Allnl--IY04 SET 2 OF 2 CUB(CYARDS PLACE{)___q_OF1?L__ Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNFTWT--SF YIELD TEMPERATURE I I ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SEE REPORT FIELD REPORT 35S NO. REPORT 66204 DATE ��AA 2/ r26� 0� CERT. NO. 0Q©.2^'2L( PR JECT Q�e4-- LocxnON f BLDG. PERMIT NO. OWNER S' WEATHER TEMp,g . Q (moo ENGINE 1 V ARCHITECT ONT R i ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FiNEAGG. I WATER TOTAL U6 -i6 ACTUALSATCH WEIGHTS FOR � CY CEMENT FLY ASH C.AGG. C.AGG. FINE'AGG. k1ki0m OZ ADMDLI OZ ADMIX 2 OZ. ADKX 2 ADMDLI OL ADMDL3 OZ. OZ. 0 111 id I.• a 29■ 4 �I S:7"-WD �ir�sr'1'3�MF-W. r=s'JrA13EIM x:1WA:jm Et�' OHM Mwmom s M. 0 -C-311 cast/cure 0 -C-617 sulfur rap li- C-1231 pad cap ff- OC-39 cylinder O -'C42 cores O-'C-1019 cmu grout O'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000-2- Thermometer CCTHD00 a Air Meter CCOA100 e-CC000001 0 - CC000002 "T1ALOJREMV_1 GH ROw °` DESIGN STRENGTH=O INITIAL CU IK TEMP, NOT RECORDED PEA 10.12 (('' /� Q/1 /-/PLACEMENT AREA &NOTES _Se- * 1— LQ &ITS l oy w .esf' 9y 0Loa-c rt S ✓'itj 6 to ea OA t' t 5 +? 4mv- 2-2- U w v•t fit' 8 2009 RESULTSAPPIY ONE TO THE ITEMS t ENT S�f ICES C � RBNT'ESTELtTHIS REPOKT SHALL NOT IINSPECTOR(S). NAME(S) PRINTED _ I - BE REPRODUCED EXCEPT IN FULLWITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC REVISED 12107 INSPECTOR SIGNATURE SIGNED BY COPIES TO: -CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 13 6 3 5 5 T2919 N.F.126TH PLACE REPORT No. No; KIRKLAND. WASHINGTON 96034 (425) 823 9800 EVERETT (425) 259-0817 DATE CERT. NO. FIELD REPORT PROJECT L'L ns C'E r-A nL s LOCATION TO UktlS vexi& % L du .4--i �lawpvs PERMIT.NO. OWNER 2111 OD (o (o"" Ave- tf WEATHERRECEIVED TEMP. AM @ D A e �D 36 .� PM JUN 0 2 2009 ENGINE a DEVELOPMENT SERVICES CTR. ARCHITECT CITY OF EDMONDS ATTN: CONTRACTOR �✓ i'L .: I O1'�i (2) (S) INSPECTION PERFORMED — LATERAL WOOD ITEMS INSPECTED .� FOUNDATIONS RESTEELICONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEEL/MASONRY _ STR.ST/WELDING _ AUGER CAST PILES _ COLUMNS -- EPDXY _ STR.ST/BOLTING — DRIL D PIERS WALLS — OTHER QeA EnS — BEAMS ''' C LOCATION (AREAS) b Vn A ► T� _ �� (� Lill s CTrc& 13AYvl on F_ A-dr.-- 3 "rb CONCRETEIMASONRY MIX NORI) a'<on DESIGN STRENGTH (f'C) SUPPLIER Ce M TOTAL CU. YD. PED �J� p�r- 34 s /a w •/Z =r YxCe� SLUMP (INCHES) L✓ / 1 SPECIMENS CAST +~_ AIR CONTENT I%) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG- DEPT. APPROVED PLANS YES ❑ NO ❑ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S). NAME(S) BE REPRODUCED EXCEPT IN FULL. WITH. OUT THE WRfTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR SIGNATURE REVISED30M I SIGNED BY ._,� �-- .��+ CASCADE TESTING LABORATORY, INC. TESTING a INSPECTION PREVIOUS 13-6 3 5 4 12919 N.E. 124TN PLACE REPORT No. No. 1CIRKLAND. WASHINGTON 98034 (425) 623.9800 EVERETT (425) 2594)811 DATE2 CERT. NO. -ld "0 ' z� FIELD REPORT PROJECT t LOCATION To �--�sye1c�K Q4-r!a0 1-+�w J _ ✓ BLDG. PERMIT NO. OWNER ' II ••''f WEATHER TEMP. AM Q L1414AWW4 E i / i'� PM ENGINEER ARCHITECT DEVELOPMENT SERVICES ATTN: CTR 0 CONTRA OR O (2) (� INSPECTION PERFORMED _._ LATERAL WOOD ITEMS INSPECTED FOUNDATIONS _ RESTEEL/CONCRETE DLRESTEEL ONLY _ FOOTINGS _ SLAB RESTEEUMASONRY _ STR.ST)WELDING AUGER CAST PILES _ COLUMNS ---- EPDXY — STR.ST/BOLTING LED PIERS �WAL.LS — OTHER Zoe �'YW — BEAMS 1 / LOCATION (AREAS) >� yl G�IaI[I/ r, -In -5 6-ra P * e4 WI llrva-a A 13 (9 ck wl A 4 � �-ra v-n (4C 0 (5) CONCRETEIMASONRY MIX NO. ,1 DESIGN STRENGTH (f'C) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (Y.) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ e011 40VEe ,P/ rQ w1Prr�— cC�I�c.v e4e- . D K I d TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC REVISED 31W INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATURE' y SIGNED BY /a CASCADE: TESTING LABORATORY. INC. TESTING A INSPECTION 12919 N.E 126TH PLACE KIRKLAND.WASHINGTON 90034 (425) 023-9900 EVERETi (425) 259-M17 i VED COMPRESSION REPURTC E; r MAY 2 6 2U39 CLIENT: fu�pvK ��t4 to ENT SERVICES CTR rz ADDRESS: C". STATE- ZIP: ATTN: SOURCEISUPPUER CCMP-A- CEMENTTYPE: SET__LOF__L CUBIC YARDS PLACED_9_1__OF 10 Sampled as per ASTM C-172 TRUCK # �..% 2 TICKET N0.23)6q(=1 MIX NO.1'33(e Cf 1G TIME SLUMP %AIR UNRWT-SF YIELD TEMPERATURE - 3 BIZ', r CON 9NR• . ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX TIME I SLUMP I %AIR i UNrrwT-SF I YIELD SEE REPORRTDNO. )� 20 re NO. 66200 DATE ZOO CERT. NO. O PROJECT LOCATI N LDG. PERMIT NO. DO $-a OWNER WEATHER 1p6e4-ky TEMP O @ �O GINEE ale ARCHREf.T CONT CTOR ACTUAL BATCH 1 ACTUAL BATCH WEIGHTS FOR f'0 Cy WEIGHTS FOR CY CEMENT Stec) CEMENT FLY ASH FLY ASH C.AGG.-*57 �v 7J10 I,T'� C.AGG. C.AGG..4 Z O ZO !.S C.AGG. FINE AGG. j'Og0 �5 �. FINEAGG. WATER r z],O WATER TOTAL TOTAL TEMPERATURE I ADMIX I OZ ADMIX I OZ II CONC. AIR I ADMIX 21 A I Qy Z 2% OZ ADMIX 7 ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 OZ ADMIX 1 OZ ADMIX I OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH. P. S. I. TYPE BREAK* Sl 9 5-14-Oct S-Z( -7 X Z, SG 3to lcvka also _i j 2 9161 to - r r a% Sr5z ag Sf -C-31 cast/cum Cl -C-617 sulfur cap I9f - C-1231 pad cap Mr-'C-39 cylinder O - OC42 cores O-'C-1019 cmu 0 *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCODO� Thermometer CCTHD00 Z Air Meter CCOA100 Lo(. CC000001 O - CC000002 1NmA<aOLETfrIr_HIC4 Raw or DESIGN STRENGTH yDD0 &NITIAL C,MW.TEMP. NOT RECORDED F£R 10.1.2 (,/j /l PLACEMENTAREA & NOTES _,� 626 Tans a SJ� Glla ey Ai u /aa /S l Ja 63n RESULTS APPLY ONE TO THE ITEMS ElN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULLWITHOUT THE VVRFTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATURE t. REVISED 12M7 I SIGNED BY rnalCCTt? �—. L1v"S ��2Z TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 13 6 2 O 9 1291V N.E. 12etH PLACE REPORT No. No. rlCASCADE KIRKLAND. WASMINOTON 94034 (425) 873.9800 EVERETT (4251259.0817 (GATE CERT NO. - - zof� ono - 24� FIELD E REPORT PROJECT LOCATION To: sy K ` BLDG. PERMIT NO. OWNER Z o 'r' �G� -o 1 9 WEATHER TEMP. AM Q rr-Y19N1LtJOsf�l VA MAl f� PM r� EaµoIA�5 ENGINEER DV�C f C. C h eq ` ARCHITECT ATTN: - CONTRACTOR 12) 13) INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED _ FOUNDATIONS RESTEEL/CONCRETE _ RESTEEL ONLY FOOTINGS _ SLAB _ RESTEEUMASONRY — STR.STIWELDING _ AUGER CAST PILES — COLUMNS — EPDXY — STR.ST/BOLTING -- DRILLED PIERS — WALLS t.J'r mf BEAMS OTHER — (4) LOCATION (AREAS) 1 P r� Mc, f .'1R t +G b (/►9G 1 like, -be 46/r:he CONCRETEIMASONRY MIX NO. !���4 DESIGN STRENGTH (f c)yQ Q0 SUPPLIER ('txAeK TOTAL CU. YD. PLACED q/2 4 //!!������� //ttom� — SLUMP (INCHES) SPECIMENS CAST4:14Ly� twg$1 .-. CYLINDER REPORT NO. AIR CONTENT 1%) FMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SMALL NOT INSPECTOR(S). NAME(S) BE REPRODUCED EXCEPT IN FULL. WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. I INSPECTOR SIGNATURE REVISED 3109 I SIGNED BY �- .w • • 2 u C I MAY 19 2009 COMPACTION TEST REPORT Water content, % TESTING DATA Curve No. 8716 Test Specification: ASTM D 1557-07 Method B Modified Oversize correction applied to each point Hammer Wt: 10 lb. Hammer Drop: 18 in. Number of Layers: five Blows per Layer: 25 Mold Size: .03334 cu.ft. Test Performed on Material Passing 3/8 in. Steve Soil Data NM Sp.G. 2.68 asu LL PI %>3/8In. 17.81 %<9200 USCS AASHTO 1 2 3 4 5 6 WM+ WS 14.03 14.20 14.29 14.31 WM 9.73 9.73 9.73 9.73 WW+T#i 795.10 789.40 762.10 900.10 WD+Tit1 776.00 758.70 717.90 825.20 TARE 81 178.70 178.1.0 117.20 178.40 WW+T02 WD + T 1102 TARE 02 MOISTURE 2.6 4.3 6.0 9.5 DRY DENSITY 130.9 133.0 133.1 129.2 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 133.3 pcf 127.7 pcf 5/8" minus CrushedDated 5-12-2009 Optimum moisture = 5.2 % 6.3 % Project No. 0905-09E Client: Landsverk Remarks: Project: Seaview Straits Source: Sample No.: 8716 CASCADE TESTING L-ABORATORY, INC. TEs'rivCa s n-JsPECTiory i Ervcr.ieeRs te910 nee ,eerN MACE 10F�A1.lp. w46�4VGTQV ee034 (2D61 e2369D0 s)gned: 0 • 0 153 143 uc 133 2: V7 c m v IA) 123 113 103 o, ��>Y n SERVICES C1COMPACTION TEST REPORT Water content, % TESTING DATA Curve No. 8717 Test Specification: ASTM D 1557-07 Method B Modified Oversize corrtction applied to each point Hammer VVt.: 10 Ili. Hammer Drop: 18 in. Number of Layers: five Blows per Layer. 25 Mold Size: .03334 cu.ft. Test Performed on Material Passing 3/8 in. Slave Soil Data NM Sp.G. 2.68 asu LL - PI 9/*>3/8In. 22.3 %<0200 USCS AASHTO 1 2 3 4 15 6 WM + WS 13.69 13.92 14.07 14.25 14.21 WM 9.73 9.73 9.73 9.73 9.73 WW+TV1 778.00 895.90 840.40 744.40 792.80 WD +TIM 751.50 848.40 787.70 680.90 719.20 TARE 01 176.60 176.90 178.60 117.20 178.10 WW+T#2 WD+T#2 TARE #2 MOISTURE 3.6 5.5 6.1 8.8 10.6 DRY DENSITY 122.3 125.7 127.9 129.7 126.6 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 129.8 pcf 122.0 pcf Brown Silty Sand with gavel Dated 5-12-2009 Optimum moisture = 8.4 % 10.8 % Project No. 0905-09E Client: Landsverk Remarks: Project: Seaview Straits s Source: Sample No.: 8717 ®CASCADE TESTING LABORATORY, INC. TES'TMNG 6 rtSVL'GTION / ENGINEERS 1e818 NC. IeQTH 01ACE K54G-AND. WAS64 N"TON 98034 I20(� 823 3900 signed: I ,---1,t, ( ri- o P. 1 Of L 1 TESTING LABORATORY, INC. NO. 3 3 TESTING 6 INSPECTION 12919 N.E. 1267H PLACE [IRKLANO. WASHINGTON 96034 (425) 923-98W EVERE7T (425) 259.0817 DA CERT. NO. - Z D0CASCADE ENSITY FIELD REPORT d TO: _ � ► I) s ✓c= IL c 1 � ' c9 S PROJECT &, f1 cw s t-RJ41 T' S ✓C 4j LOCATION SAS a 4 l a u no s 6 d BLDG. PERMIT NO. OWNER WEATHER TEMP. ATTN: AT P. ENGINEER 7x, us -v o� �cl�YAvC ENT AREA ARCHITECT E1�3 AIL TM METHOD CONTRACTOR ASTM D-2M SM D-29S0 ASPHALT 8WIFIMENT USED I. O. NUCLM Dff490METER SiNlf /45 # DESCRUMON OF LOCATION vaoea DEPTH ELtvAnoH IN FM vl r OEM, NOISTvae CWITWT%, oar De� , MUM Vr WPCF DanNum MaasxTvae, Co"OV 1, 133 ti 3 4 S 6 fr9i f z crm w7prr 7 0 8 WNT SE RICES- 9 C Of 10 IUUSr =CN Of STTE OBSBtVATIONS AND PINARKS: t S 3 Q-� ti r ✓�'. ' ad cal Tc -1 S9 7 ES7"r� G t5qrftgs 5T - S " c- -2- — ✓� INSPECTOR, NAME(S) PRINTED EL E2 L TES► RESlLTS APPLY OILY TO THE ITEMS . IEREINTESTEO TH8 REPORT SKA.LL NOT INSPECTOR SIGNATURE BE REPRODUCED EXCEPT IN FILL. VVfTHDUT THE WOUTTEN APPROVAL OF CASCADE TESTINO LABORATORY, INC. SIGNED l�•�r`—�� Rmwd 745 COPIES TO: L-_ L`'PMt W /A CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS 13620 7 12919 WE 126TH PLACE REPORT No. No. KIRKLAND. WASHINGTON 98034 1425, 823.9800 rj EVERE"IT 1425)259.0817 DATE CERT NO. - fz- oaa2- Z�F FIELD REPORT PROJECT s e-- LOCATION M. �an�4ye�K_ L��. al,t� I�orlae5 1 t- BLDG. PERMfT N0. OWNER G WEATHER TEMP. ® AM s PM OEYELOQM EpµOtiOS ENGINEER aS`G • Ch�►i h ATTN: (2) INSPECTION PERFORMED _ LATERAL WOOD — RESTEEUCONCRETE �RESTEEL ONLY — RESTEEUMASONRY STR.ST/WELDING EPDXY — STR.ST/BOLTING — OTHER (3) ITEMS INSPECTED _ FOOTINGS AUGER CAST PILES DRED PIERS I FOUNDATIONS SLAB _ COLUMNS .— WALLS — BEAMS (LOCATION (AREAS) "4 ! H �V b Trl 1 "i• S �( �i Ply ri^� �^1 Q� '�2 J 1 M C C �o I I : n V- o Yn A as l3 . En e Ln 4- -}-o f3 . CONCRETEIMASONRY MIX O. DESIGN STRENGTH (f't) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST_ AIR CONTENT (%) CYLINDER REPORT NO. I ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS YES ❑ NO ❑ I REMARKS: ! •TEST RESULTS APPLY ONLY TO THE ITEMS HF.RELN TESTED THIS REPORT SHALT NOT INSPECTOR(S). NAME(S) BE REPRODUCED EXCEPT. IN FULL. WfTH OUR THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. I INSPECTOR SIGNATURE REVISED 3W E SIGNED BY CASCADE TESTING' LABORATORY, INC. TESTING & INSPECTION PREVIOUS 1 6 2 0 4 17919 WEB 12ATH PLACE REPORT No. No. KIRKLANO. WASHINGTON 90034 (425) 823-V800 EVERETT - (42S) 259.0817 DATE s- y -z �1,0!70:4- CERT. NO. 2%4.E FIELD REPORT PROJECT 5 + LOCATION TOSyc✓K of-a14-4 v r�eC N LD . PERMIT NO. OWNER 2116& `6.'I�� RECEIVED 2ooS_o 1 0 Ave L4) WEATHER TEMP. AM Lv✓�va �Q ls/�'I �D 3 (o MAY 19 2009 ® PM DEVELOPMENT SERyI CES CTRTY ENGINEER DS OF. ARCHITECT ATTN: CONTRACTOR tarn K- � Nte (2) (3) INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED _ FOUNDATIONS RESTEELICONCRETE 4,RESTEEL ONLY FOOTINGS _ SLAB RESTEEUMASONRY _ STR.ST/WELDING _ AUGER CAST PILES COLUMNS — EPDXY — STR.ST/BOLTING LED PIERS — WALLS _ OTHER JuDRRII �T,r�'+- �� �S — BEAMS (41 LOCATION (AREAS) S Iki ✓r' eswlezr� GONCRETElMASONRY MIX NO. DESIGN STRENGTH (fc) SUPPLIER TOTAL CU. YD, PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT (fib) CYLINDER REPORT NO. ITEMS INSPECTED WERE IN CONFORMANCE WITH SLOG. DEPT. APPROVED PLANS YES ❑ NO ❑ REMARKS: fLCoL 1 �lr�uJ.c.rL4- n c TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT Si1ALL NOT INSPECTOR(S). NAME(S) BE REPRODUCED EXCEPT I1r FULL. WITH. OUT THE WRITTEN APPRDVA; OF CASCADE TESTING LABORATORY. INC I INSPECTOR SIGNATURE REVISED 3% 1 SIGNED BY .�' CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.9800 EVERETT a ` depwir iCOMPRESSION REPORT MAY 71QD9 "VELOPUE T SERVICES CTR. CLIENT: O�V�7 &u1QId��s 'A 13 ADDRESS: ZlI�S AVAMWE CITY; STATE. ZIP: LrN4*V4VJP WA g4W 46 ATTN: SOURCEISUPPUE94:�'ON - A16 U CEMENT TYPE SET / OFF CUBIC YARDS PtACED_OF /$ . Sampled as per ASTM C.172 TRUCK =&!!=AW TICKET NO,Z$17-ER - MIX NO.ZO4,042> TIME SLUMP SAIa UNITWT-SF nELD I TEMPERATURE !/r o io j I I I CONcF ASTM C-143 ASTM C-231 ASTM C-I38 ASTM C-135 ASTM C-1064 SET OF CUSICYARDS PLACED OF Sampled as per;ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP SNR UNRWT-SF YIEiO TEMPERATURE EE FIELD EPORTTNO.�� NO 69002 R DATEA&MW CERT. NO. — Met Ae PRO 2 -=,u4/SJE7— LOCATIONa AVBvuE 1v, BLDG. PERMIT NO. OWNER WEATHER .64e - TEMP Q A.M. P.M. ENGINEER G AR�'TT' �0ete�/l�rl� CONTRACTOR ACTUAL BATCH ACTUAL BATCH WEIGHTS FOR _I CY WEIGHTS FOR _ 7 CY CEMENT 91%0 CEMENT B-470 FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAa% O.S RNEAG� WATER /b> WATER 7ZL.6T. TOTAL �Zg TOTAL " . G7 A 'Q` 7� OZ. ADMIX I ZS OZ. CONC. AIR j ADMIX OZ ADMIX OZ ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 ADMIX 3 OZ ADMIX 3 OZ SAMPLE DATE DATE AGE SQE AREA TOTAL STRENGTH. TYPE NUMBER MADE TESTED DAYS SO. IN. LOAD P.SA BREAK* �3 3g .ogtfl. `1- 13 -? z 3. I z 17 C / o 0 6 q -zS .2 3 7 /o 7S So -73C/O 5-v T8 I iP?5'Vk01 72qP0 115-C-31 cast/cure 0 -C-617 sulfur cap )S- C-123( pad cap •C-39 cylinder 0 -'C-42 cores 0-'C-1019 cmu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00_ Air Meter CCOA 100 C0001 P--'CC000002 NITIALCURETEMP:Hr.M ROW a DESIGN STRENG PS/ R­W.. 1NmALaMNGTNOT RECORDEDPER IQ12 PLACEMENT AREA & NOTES P/LP Na • /a -36WZ li . P/LZT 7Xa Goad. A 4.3 j/o zs RESULTS APPLY ONE TO THE ITEMS EINTESTED.TIIIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY,INC- REVISED 12107 INSPECTOR(S). NAME(S) PRINTED �4WIE7 INSPECTOR SIGNED BY y-- — ag r CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND,WASHINGTON 98034 (.425) 823.98M EVERETT R E CVVI M • COMPRESSION REPORT MAY 0 7 2009 CLIENT: ADDRESS: Z//IS a rf"7k Apey a/ CITY STATE, ZIP. I-J&MV49.2 ilk 9S��t� ATTN: SOURCEJSU0PLIER49QMM `MffAe-CEMENTTYPE Z_ SETZ OF Z. CUBIC YARDS RAACED jd_OF_1-41_ Sampled as per ASTM C-172 TRUCK #t7.77 TICKET NO.,;-�9 7/ MIX NO./Pd TIME I SLUMP XIUR UNRW -SF YIELD � PEA�s 74 !L?a /D . coNt AIR r ASTM C-143 ASTM C-231 ASTM C-138 ASI n C-Is8 atiIl'I L-IU64 SET OF CUBIC YARDS KAM OF Sampled as per ASTM C-172 TRUCK #t TICKET NO. MIX NO. SEE FIELD REPOKT NNO.�b NO. REPORT 69004 CERT NO Air 10-ozr �i , ACTU41 BATCH ACTUAL WEIGHTS FORI Cy WEIGHTS FOTRR CH 9 cY CEMENT CEMENT$ FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FiNEAGffi n�r FINEAGG. emap WATER D� WATER TOTAL TOTAL S7—SISA TIME SLUMP %AIR UNIT WT-Sf I YIELD I TEMPERATURE I ADMDC P ZAVCF1T Ol AD►V� 1�C— OZ CONC. AIR ADMIX 2 OZ. ADMIX 2 OZ. ASTM C-143 ASTM C-231 ASTM C•138 ASTM C-138 ASTM C.1064 ADMIX3 OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SO. TOTAL LOAD STRENGTH, P.S I. TYPE BREAK' -7 c/ W- i3 7 Z 3, l y z / 9 y 3 0 4120 3yZ Za WSVf0 0 3 3 LS-y 8'o a ,<-C-31 c isticure 0 -C-617 sulfur cap >11_C-123.1 pad cap. 'C-39 cylinder 0 -'C-42 cores 0='C-1019 cmu t D'c;�IUV cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOO�Air Meter CCOA100 CCC►C0001 kfo CC000002 WMALOAETEMP_HIGH tow or DESIGN STRENGTH jffM1mAL CURING TEMP. TEMP. NOT RECORDED MR I0.1.2 PLACEMENT ARFA & NOTES /BG�.MK fi':i ScLKPLFD. /Y� PACE M/-; z6w No 3S . ITHE RESULTS APPLY ONE TO THE ITEt1SN��A IN TES MTHIS REPORT SHALL 0T INSPECTOR(S). NAME(S) PRINTED MW DUCED EXCEPT IN FU LWITHOUT V#TdMN APPROVAL OF CASCADE INSPECTOR SIGNATUING LABORATORY. INC -�L REVISED 12107 SIGNED BY rr101[[ T/'1. CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION I9 N.E. 126TH PLACE KIRKLAND.WASHINGTON 96034 EC' �iB ' VERETT = • COMPRESSION REPORT MAY 01 UEVELOPµENT SERVICES CTR. ' cuENr: ZAAWVj5M A09"NOS ADDRESS: M/A5 66M Jd~4a NEW — CITY, STATE, ZIP- Zy*VW I iW WA • g� • ATTN: SOURCE/SUPPUER��AW-'• A(AUOM'— CEMENTTYPE: L SET I OF CUSICYARDS PLACED 9 OF 3L- Sampled asper ASTM C. {72 TRUCK TICKET NOZ.2N!74 MIX NO.IZ>4,0q0 TIME SLUMP %AIR UNTTWT-SF YIELD TEM I I I YPERATURE F0 �o F CONaA ASTM C.143 ASTM C-231 ASTM C-1III ASTM C-135 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled is per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP I %AIR I UNITWT..SF I YIELD TEMPERATURE I CONC. AIR R PSEE OR NO. �iI NO�.O� 69005 PF w /f7 / r„ AP �� . , it .�► L- - - r ----.-.. ACTUAL BATCH l ACTUAL BATCH WEIGHTS FOR CY WEIGHTS FOR Cy CEMENT -10 CEMENT FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. RNEAGG. 7,140.5 FINE AGG. 99�oD WATER SQ� WATER TOTAL TOTAL LL7 azag '�Z'S�oz 'si%„ s 04&J Oz �o•+ ADMIX.7 Oz ADMIT( 2 Oz ASTM C-143 ASTM C•231 ASTM C-136 ASTM C-1III ASTM C•1064 ADMIX I Oz ADMOL I Oz SAMPLE NUMBER DAATE MADE DATE TESTED AGE DAYS SIZE AREA AREA IN. TOTAL LOAD STRENGTH. P. S.1. TYPE BREAK* 3 4/y 7AML - I y 7 z X4 3, /y 2-/ 5 3 z o 0 �3 y5 9-5 t_a e2 2 2 9 0 0 o -7356 5-5 z8 .2 3 0 t 0 o 4-C-31 cast/cure 0 -C-617 sulfur cap C-1231 pad cap *K,- IC-39 cylinder 0 - OC-42 cores 0-'C-1019 cmu grout 0 •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOO Air Meter CCOA100__')IC. CC000001 0 - CC000002 20TW CURE TEMP- roGH J10w or DESIGN STRENGTH Ii PS/ 5(WRLAL CURINGTBV..NW RECORDED PER 10.1.2 PLACEMENT AREA & NOTES G�'-� q�- « " Nv Zdw /9YFS WO L440. No Ag, I Nd +2.//Ye z RE3ULT5 APPLY ONE TO THE ITEMS EINTESTED.THIS REPORT SHALL NOT EPRODUCED EXCEPT IN FULLWITHOUT THE WRrITEN APPROVAL Of CASCADE TESTING LABORATORY. INC. REVISED 12/07 INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNED BY —7 CASCADETESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98014 (42S) 823.98W EvEREiT R E C� f W • COMPRESSION REPORT MAY Q 7 �QOPbIE'W SFRYICE$ CTii. CUENT: L.IWY 1� ADDRESS:196qB AQ09'" AVEMOLF_ bV19:17— ary,, STATE. Z1P YNNW W WA - �c36 ATTN: SOURCE/SUPPLIER4 WMft — /iWo= CEMENTTYPE: I SETL OF4 CUBIC YARDS PLACEDJA_OF.:9ty• Sampled as per ASTM C-172 TRUCK #046 Z TICKET NOZ2$ZZ MIX NO.Il7#DYO TIME RUMP iwR UNITWT.SF Yffm P I I I p - zz A GON AIR ASTM C-143 ASTM C-231 ASTM C-I38 ASTM C-138 ASTM C-1064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK #t TICKET NO. MIX NO. TIME SLUMP I XNR I UNTWT.SF I YIELD I TEMPERATURE I CONC. AIR SEE FIELD REPORT REPORT NO. 946-41 NO- 69006 Wo It. t w/�: /I 1 A ACTUAL BATCH WEIGHTS FOR CEMENT 171w FLY ASH C.AGG. C.AGG. ACTUALBATCH Cy WEIGHTS FOR CY CEMENT 1502S� FLY ASH C.AGG. FINE AGG. I vp / p^ WATER 10101 Mwcjmc. 474 Or C.AGG: FINEAGG. t� WATER TOTAL ADM1X2 OZ. ADMDLI OZ. ASTM C-143 ASTM C-231 ASTM G-138 ASTM C-138 ASTM C.1%4 ADwx 3 OL ADMIX OL SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS 512E AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BREAK• -73 7A#WtL. y- / y 7 Z x Ar 3. / c/z 14230 st zo 73y8 S-S z,a o 7 r0 `73 5-5 zs ao 9 So 70 R-C-31 cast/cure 0 -C-617 sulfur cap '9r, C-1231 pad cap ;9L'C-39 cylinder 0 - •C-42 cores 0-'C-1019 cmu grout 0 •C-109 cubes Ca=deTesting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00 Air Meter CCOA100_ CCOC l 0 - CCOCOW2 "N"A` CURE TEW-MH JLOW or DESIGN STRENGTH '"9s/1[a�� PSl $?—MmAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES A& - tt P1425 7NA3 t�i40 • tNe as i Na► 3z YeAME 141DLc11W a' V CD4tPtfiMP �� Wd41Fe .QWW M 71 s zAw " tit. _ WlVal P1LwVE,- -40 4AUAWT @="k-SrATEN SS APPLY ONE TO THE ITEMS TED.T}tIS REPORT SHALL NOT UCED EXCEPT IN FULLVVrrHOUT APPROVAL OF CASCADE TESTING LABORATORY. WC. REVISED 12107 INSPECTOR(S). NAME(S) PRINTED A INSPECTOR SIGNED BY J CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. t26TN PLACE KIRKLAND.WASHINGTON 98034 fte Wf 823.9800 EYERETT ��e • COMPRESSION REPORTMAy D i+r CLIENT: MaUd IY�►��� ADDRESS.I<II,�v CITY, STATE. ZIP: 0 yWW � WA- - TM ATTN: SOURCE/SUPPLIEa44M549 --MwHhF— CEMENTTYPE: SETS OF-+ CUBIC YARDS PLACEDZ7 _OF-'Vw Sampled as per ASTM C-172 TRUCK #O-V ZL TICKET NO. z87?-f MIX N0.1D4Z 0 TIME SLUMP XAIR UNIT WT. SF YIELD T p1PERATUREo 7D �c Z:o7 frlizo - CONC' AIR F ASTM C-143 ASTM C•231 ASTM C-138 ASTM G-138 ASTM C-1064 SET OF CUBIC YARDS PLACED OF. Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP I "R I UNITW% SF I YIELD I TEMPERATURE I CONC. AIR 0 ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-t0b4 REPOT 0.e,C641 REPORT 69007 'r •� i ' � ENGINEER 5I .:S w " ACTUALBATCH WEIGHTS FOR �_ CY CEMENT FLY ASH C.AGG. C.AGG. ACTUAL BATCH WEIGHTS FOR 4 Cy CEMENT 84.E FLY ASH C.AGG. I C.AGG. FINEAC& Z1�S FINEAC& WATER 508 /a. WATER TOTAL 353 TOYS I ADMIX 2 OZ ADMDL 2 OZ ADMDLI OZ ADMDLI OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE Lums 350 7APAIL y_iy 7 z�- 3,ly"I iScqd �o 7351 5 --S za 23190 7320 '735 Z _S.23 O 7y 70 A. C-31 cast/cureO -C-617 suHur cap \ `�C-1231 pad Lap f31; *C-39 Cylinder O - *C•-42 cores O - *C-1019 cmu grout O *C-109 cubes CascadeTesting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00 Air Meter CCOA100_A CC000001 O - CC000002 PdT1ALCURE TEMP_•HIGH ILOW or DESIGN STRENGTH_AQ=d0'T/ A INITIAL CURING TEM. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES z 7 G7=htr- - FV L E -WAZOD 97M.- /i : 1T5APPtx ONFTOTME REMS STED.THIS REPORT SHALLNOR UCEO EXCEPT IN FULL WriHOIJT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORYY, INC. INSPECTOR( INSPECTOR REVISED 12107 SIGNED BY L-,-/1 rz CASCADE TESTING LABORATORY, INC. TESTING 8 INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASMINGTON 98034 (425) BZ3-9800 EVERETT (425)259-0817 • COMPRESSION REPORT CLIENT: L&VDSk27ZX- ,�`, AW421EY ADDRESS:✓`/8 ZZW _ Al�F1ME CITY, STATE, ZIP: 44% V%9ZW WA ATTN: SOURCEISUPPLIER44115~ — Al/AV— CEMENTTYPE: _ L__ SET 4 OF4 CUBICYARDS PIACED_ACv OF"'06, Sampled as per ASTM C-172 TRUCK # Z;A%V TICKET NOZIZ7DI MIX NOjDdA0- I,D TIME I SLUMP %AIR UNITwLsF I YIELD . 1750TE PERAIII E AIR F ASTM C-143 ASTM C-231 ASTM C-138 A51M C:-138 ASTM C-IOH SET —OF CUBIC YARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. _ MIX NO. TIME SLUMP XAIR UNITWT_SF YIELD TEMPERATURE I I I CONC AIR r-7 ASTM C-143 ASTM C-231 ASTM C-13B ASTM C•138 ASTM C-1064 SEE FIELD REPORT NO. A Z)&W l NO. REPORT 6 9 0 0 8 • It'll Air �♦ i " ACTUAL BATCH WEIGHTS C �_ CY ACTUAL BATCH WEIGHTS FOR _ f CY CEMENT CEMENT $�$$ FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FLNEAS$ S FINEAW WATER so9A WATER TOTAL 3s�s+ TOTAL 78 CJaM 47^ , oz Am 1'*ZSa` oz. ADAM OL ADMIX 2 of ADMDL 3 Ol ADMIX ) oZ IW SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BREAK* .53 7AoViL SI - `>l x / Z 4,2Z O S/ 7 0 735q 73 a 0 -7365 5-5 Za 1 po 7 7 V'O A L-C-31 =Vcure O -C-617 sulfur cap 0,,�C-1231 pad cap AL-'C-39. cylinder O -'C-42 cores O-'C-1019 cmu grvouc O *C-109 cubes Casmde Testing Equipment Identification: Stump Cone CSLC000_ Thermometer CCTHD00 Air Meter CCOA100_ CC000001 O - CCOCOD02 wmALO AETEMP_1aGH ILOW o, DESIGN STRENGTH!0fQ2:>FZ/ INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 16- e---q'-AfK - P%E ='�4�PLFJ � rvb 3'4' 14E.2 77&—S L13da No W. ZE& ALLbM&P- OAf 4A' W l4NCE S,M=7777&F- Wl/ z4y = // . 3 GA[ A07 - ►YAAffz,.8?1 r =ZB MGS ZAdQ BY M,—L7JW6�i NyY P/l1/IK: RESULTS APPLY ONE TO THE RIMS NTESTED.THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED DUCED EXCEPT IN FULLWrTHOUT THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LAROKATORY, INC. REVISED 12/07 `zr SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E 176TH PLACE KIRKLAND.WASHI►.7GTON 98034 (425) 873-98W EVERF-IT (42S) 2S9.0817 COMPRESSION REPORT CLIENT: LA*VV 'VF6W_ eMUA DIY hZVt.MS0 ADDRESS: ZIII45 A02R AVE3VAE N2W::` CITY, STATE, ZIP1YNNy4/lb� 6 ATTN: SOURCE/SUPPLIER 69999M _CEMENTTYPE: SET % OF 4 CUBICYARDS PLACED ` OF JM Sampled as per ASTM C-172 TRi trlC A/113T_S TICKET NOZ46DIS MIX NO.1a4J_'N I TIME SLUMP GLAIR UNITWT.SF YIELD TEMPERATURE r BADSSQ 8' �0' COIiG. AIR C" ASTMC-143 ASTMC-Z71 AbIni-Ise N1n%-Iw NIn�_-Iw SET OF CUBIC YARDS RACED OF — TRUCK # TICKET NO. TIME I SLUMP I %mR I UNITwT..SF SEE FIELD REPORT NO. &064 Z NO. REPORT 6 9 0 0 9 _� -� •� ' /'mil •. LOCATION .. .. . ACTUAL BATCH CY WEIGHTS FOR 2 CY CEMENT FLY ASH C.AGG. C.AGG. FINE AGG. Sampled as per ASTM C-172 ' WATER I3 %6 WATER A .416 4L. MIX NO. TOTAL .30 TOTAL ACTUALBATCH WEIGHTS FOR �_ CEMENT FLY ASH C.AGG. C.AGG. FINEAGG. 16 YIELD I TEMPERATURE I ADm"WO 7" 47~—oz. Apl°�c'f��a��!?3 44- oz. I I I I CONC, AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-13B ASTM C-1064 ADMIX2 OZ. ADM9X2 ADMIX 2 OL ADMDC3 Oz OL SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BREAK• -7O $.6ML y- IS 7 3.1 Z le. G 90 S3 szo y! o 5-(0 zs a 3 Ye. 0 0 g- .(O 26 0 7 3 Z0 �-C-31 cast/cure O -C-617 sulfur cap C-1231 pad cap •C-39 cylinder O -'C-42 cores . D- 'L.-IUIY cmu grout U "--Iuv cones Cascade Testing Equipment Identification: Stump Cane CSLC000, Thermometer CCTHD00/!9L Air Meter CCOA100 a4 98MOW�CC000002 INMA1CURE MV_WH rLOW of DESIGN STRENGTH BPS/ INRYIL CUNNGTbV.. NOT RECORDED PER J0.1.2 PLACEMENT AREA & NOTES P // Fc 7.Vl3 LadO = No Z+ No Z9 No US APPLY ONE TOTHE ITEMS IDA-N TFSTEarkIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN RILLWITHOUT THE WRITTEN APPROVAL OF CASCADE TFSTWG LABORATORY.INC. REVISED 12107 INSPECTOR(S). NAME(S) PRINTED --v 0--f -t' INSPECTOR SIGNATURE ^, SIGNED BY L4 i4A—le CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 129t9 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (42S) 823-9800 EVERETT (425) 2S9.0817 • COMPRESSION REPORT CLIENT: ADDRESS: Z& /S CITY, STATE, ZIP: LYMVW49D wA .,3C� ATTN: SOURCEISUPPUER��—/11WAAP— CEMENTTYPE: SETZ. OF k CUBIC YARDS PLACEDLg_OF *,o ' Sampled as per ASTM C-172 TRUCK # ZL&Z TICKET NO. Z`I/-)/Z MIX TIME - -SLUMP TAR UNrrWT-SF yan, I TEMPEMM It"CONCF I I AIR F ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-IJB ASTM C-1064 SET OF CUBIC YAP DSPLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I UMP I %AIR I UNITWT.SF I YIELD I TEMPERATURE j I I CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SEE FIELD REPORT NO. 09064Z NO. REPORT 69010 • • Flo, rJO ACTUAL BATCH WEIGHTS FOR Cy ACTUAL BATCH WEIGHTS FOR �� CY CEMENT CEMENT FLY ASH FLY ASH C.AGC, C.AGG. C.AGG. C.AGG. FWEAGgr Z14Z FINEAGG. p'f� WATER cf/, jdlb WATER Sl•�b40L &• MT�AL �CT`O+'&T�rAL 4 AM74- M Tz� OZ ADr8wT OZ ADMIX 2 OZ ADMOL 2 OZ ADMIX. J OZ ADMIX J OZ `!,C-31 casticure O •C-617. sulfur rap C-1231 pad cap )@�,'C-39 cylinder O •'C-42 cores . O-'C.1019 cmu grout. 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD0QL',0- Air Meter CCOA100 O - CC000001A -CC000002 UTM CURE TEM. W.H ILOW or �WrTIAL CURINGTEMP.NOT RECORDED PER 10.1.2 DESIGN STRENGTH PLACEMENT AREA& NOTES !8e-,Y� 3P�� UUM i AINt Ate% BY. 44c.Lb%1WL NW f'/L/JW ` Z544LLDt� , oary� �,,,r• -- CITY of -3 CM . RESULTS APPLY ONE TO THE ITEMS r// 1 / K A,' '7'Stst�tw �y� _ /� . EuaTESTED.TKS REPORT SHALL NOT INSPECTOR(S),NAME(S) PRINTED S/44i2�+�QLf�ri/ V BE REPRODUCED EXCEPT IN FUL.LWRHOUT TF•1EwRMMN APPROVAL OF CASCADE INSPECTOR $1GNATU 7FSTWG LABORATORY. INC. RE�FISED 1307 SIGNED BY CASCADE TESTING LABORATORY. INC. jaiTESTING & INSPECTION . 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.9800 EVEKETT (425) 2S94817 COMPRESSION REPORT CLIENT: LUyf VASZ< ADDRESS:Zf l/$ . ! /Ql�af'�d i�Cf�•�I CITY, STATE, Z1PI - YN-I�AV WA • T � ATTN: SOURCE/SUPPLIER44ZMW— MLZAAE CEMENTTYPE: SETS OFF_ CU8ICYARDS PLACED .Z 7 OF Sampled as per ASTM C-172 TRUCK #3ZS TICKET NO.ZIOZD MIX NO. 150190 41 TIME 1/:4r� SLUMP IQl�ilD • I %AIR I UN)T WT., SF I YIELD I TEMPERATURE P CONC AIR ASTM C-14J ASTM C-2J 1 AS 1 M L• 1.111 AJ 11•1 L.-1 56 A 11 n L. I U64 SET OF CUBIC YARDS RACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. SEE FIELD REPORT NO. NO. REPORT 69011 DATE H&S j/ M + Z+ re PAOIE LT z LOCATION AM,E a , BLDG. PERMIT NO. DWNER WEATHER TEMP a A.M. P.M. ENGINEER C G ARCHITECT COATI` 7S CONTRACTOR G ACTUAL BATCH VV IGHTY FOR CY ACTUALBATCH WEIGHT'S FOR _7 CY CEMENT CEMENT,�� FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. HNEAGG. FiNEAGG. WATER .!. 31A, WATER • gp4ft TOTAL •3d TOTAL w • I" TIME SLUMP %AIR UNIT WT. SF YIELD TEMPERATURE ADMIX I � �z 4 OZ. ADta !� OZ. CONC. AIR ADMDL2 Ot ADMIX OZ ASTM C-IU ASTM C-231 ASTM C-136 ASTM C-138 ASTM C•1064 ADMIX 3 OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SO. IN. TOTAL LOAD STRENGTH, P. S. I. TYPE BREAK' W/5 S.dA'llL. - l 5 7 Z x 4 3,14/ a ! d SC20 7 /jO 5-40 ZS k0 O -7q 1 (o za aY gko O o 2FLC-31 cast/cure O -C-617 suBur cap -A- C-1231 pad cap �L- 'C-39 cylinder O -'C-42 corns O - *C-1019 cmu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00,&_Air Meter CCOA100 O - CC000001 '13,CC000002 LW AL CUAE TEMP. G" ILOW �• DESIGN STRENGT?i �PSl I 0 INITIAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES Z P/LES 7RQ A&V 169 Tb N- 63 FtrAr�e dN GC�IrlPLL4hfC.E �v,�' T. s MAY 0 8 20M DEMOPMB" SOMCIES CM RESULTS APPLY ONETO THE ITEMS IN TESTMTHLS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WfiHOVT THE WRn'TEN APPROVAL OF CASCADE TESTING LABORATORY. WC. INSPECTOR(S). NAME(S) PRINTED INSPECTOR REVISED 12M7 I SIGNED BY �'~ � CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 17919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 96034 (425) 823.99M EWFkM (425) 259.0817 COMPRESSION REPORT CLIENT: l4 V.7ww < AMM7 . ADDRESS: 4371.9 667B A JOWL. MIST c", sTATE. zIP.44VNf 4W WA - 2ZG ATTN: SOURCFJSUPPLIERi<W*W — IOVA'—CEMENTTYPE _I SET'+ OF-¢ CUBICYARDS RACEijAC.,_OF -56 Sampled as per ASTM C-172 TRUCK tr' _TICKET NO.Z40 A MIX NO. LDJAQ4D ITIME �ZSLUMP %Ala I UNRWT,SF nEID KTIPERATURF Z-1Z/D Ala= ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK 4—TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WLSF YIELD I TEMPERATURE CONC. AIR ASTM C-143 ASTM C-231 ASTM C•138 ASTM C-138 ASTM C-1064 SEE FIREPORRT O. 6L9� NO. REPORT 69012 DATEwnwisew QE &I N . .� qq''��,,� 72T� I /� ""'�^�' �Iwi� LOCATION Aj14Wl� N6jfjW BLDG. PERMIT NO. OWNER WEATHER TEMP A.M. @ P.M. ENGINEER G . ARCHITECT CONTRACTOR �'ILA6, ACTUAL BATCH ! WEIGHTS FOR CY CEMENT 4!� FLY ASH C.AGG. C.AGG. FINE AGG. WAS 9t.3lb. TOTAL ADr I ' .LN Z oz. ACTUAL BATCk WEIGHTS FOR . CY CEMENT gijsp FLY ASH C.AGG. C.AGG. HNE AGG. �Jyaas , WATER TOTAL /L.L 9 ADMIXAf mw �= as oz ADMIX7_ OZ ADMIX 2 oz. ADMIX 3 OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK• 1$ s.o�uL y -- 7 ZA4 z o S 10 y 1 S- ZS oz 41 t 00 b "7 Z0 - & �0 .2 S/.0 oa i 7 7 / D �R_C-31 cast/cure O -C-617 sulfur cap `3;. C-1231 pad cap >—K..L `C-39 cylinder O -'C-42 cores 0 - •C-1019 cmu grout O •C-109 cubes CasadeTesting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00Air Meter CCOAIOD O - CC000001 P�.,CC000002 NmALCURE TEMIF:HIGH ILOr✓ or DESIGN STRENGTH PS/ 9INRUIL CJRINGTEMP. NOT RECORDED PER 10.11 PLACEMENT AREA & NOTES��,M& -SWIMP''_ No G! AW127 - V-7 L44P NP 61 At- 57 117C z lot odazxy� /�so7qe w tPiiii!e�� Sii��T' _ At44Y n ,9 RESULTS APPLY ONE TO THE rTEMS FUJJN REPORT SMALL NOT BE REPRODUCED EXCEPT IN R7LLVVrTHOLTr THE WIUTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. RMED 12107 INSPECTOR INSPECTOR SIGNED —BY ///7 CTR CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823-98W EVERETT (425) 259-0817 • COMPRESSION REPORT CLIENT: LANO'SVBT'K G.GaL1T3' �1�Y1 ADDRESS l�a 66 Avft(c K/�_ CITY, STATE. ZIP: Avwlolwaw WA - 7421?6 ATTN: SOURCE/SUPPLIE CEMENT TYPE SET_OF CUBIC YARDS PLACED_OF 31 Sampled as per ASTM C-172 TRUCK #Z>W+ TICKET NO.Z12:03¢ MIX NOJOW% M- ---_ TIME koO [ZSLL,MP • %AIR UNTTWT-SF YIELD TeVEAATURE y So CONC. AIR F ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-I35 ASTM C-1064 SET OF CUBIC YARDS PLACED OF TRUCK # TICKET NO. nME SLUMP %AIR UNfTWT_SF YIELD I TEMPERATURE I I I CONC. AIR ASTM C443 ASTM C-231 ASTM C-138 ASTM C-I38 ASTM C-1064 HELD RREEPORNO. E�6Sf3 OPO� . 6 9 013 i" w • IVA A • dr ACTUAL BATON WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINEAGG. 1.71AC, WATER M1, 3p /6. Sampled as per ASTM C-172 MIX NO. TOTAL - OGLIW 470 OZ ACTUAL BATCH. FOR CY CEMENT 8.9+Z FLY ASH C.AGG. C.AGG. FINEAGG. y8= WATER TOTAL !w^4r_42 ADMIX 2 OZ ADMIX 2 ADMIX 3 OZ ADMIX I Oai00C OZ OZ OZ wpm== O<E 31 castIcule 0 -C-617 sulfur rap Ei!C-1231 pad cap . WTC-39 cylinder O - eC-12 cores O - eC-1019 caw grout 0 eC-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00Zj_ Air Meter CCOA 1000 - CC000001 &f`CC000002 IN"MC IAETEW-HIGH /LOW or DESIGN STRENGTH 4c>I)P51 INmAL CURINGTEMP.N07 RECORDED PER 10.1.2 PLACEMENT AREA & NOTES? 47-449 WIAD' NIA 74 RYES MC L"r N• 74 NoT3 N&7z RECEIVED AU&4)4eW 4dMe eft _3VASE7Z 4.MAY t 1 W09 Mle JaW 0 14W ON Sj7rc j& Me jWa . AW H&&rj _-_%99SWU00 DEVELOPMENT SEF1 OS RESULTS APPLY ONE TOTmE (TENS 7'7t`' EJN TESTED.THIS REPORT MALL NOT INSPECTOR(5), NAME(S) PR{NTED ��� - ` �Q . CED EXCEPT W RJU_VVrTHOU`T THE WRf1TEN APPROVAL OF CASCADE IPEVISED INSPECTOR SIGNATURE TESTING LASORATOaY.INC. - +� 12107 SIGNED BY ST a r e l .�7 r � �oMP.E==,o� aEPo�. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 023-90W EVERETT (425)759-M17 COMPRESSION REPORT CUENT:LMOZWE /144255; ADDRESS: ZI« eg;W Ar"Llf kt2W— CITY, STATE, ZIP: LY�WA - 4=362 ATTN: SOURCE/SUPPUER4iM44�—= (Fo(F— CEMENTTYPE f SETZ-OF CUBIC YARDS PLACED I a oc✓IY Sampled as per ASTM C-172 TRUCK wZ7Z TICKET NO.ZqDY/ MIX NOI6q0'9.d> TIME O,� SLUMP %AIR I uNrTwr SF I YIHD ?DT PERAVRE CONC. AIR F ASTM C-143 ASTM C-231 ASTM C-138 SET —OF CUBICYAWSPLACED OF TRUCK # TICKET NO. ASTM C-138 ASTM C-IW Sampled as per ASTM C-172 MIX NO. TIME SLUMP %AIR I UNrTWT-SF I YIELD I TEMPERATURE I I CONC. AIR SEE FIELD REPORT O.4!2fe! �s NOPO`� 6 9 014 ACTIM BATCH ACTUAL BATCH L? WEIGHTS FOR CY WEIGHTS FOR _ Cy CEMENT ?10 CEMENT FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAG*; Y.1GL5 HNEA(=. ZWJ& WATER / . WATER TOTAL . 5& TOTAL'Pa ZZS A ' 47d Oz ADI'aArA, �W oz ADMIX 2 _ ASTM C.143 ASTM C-231 ASTM C-Ull ASTM C-138 ASTM C.1064 ADMIX 3 OZ . ADMIX 2 OL OZ ADMOL3 OL SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.L TYPE BREAK* - /G 7 �� 4,44 Y,3 o .Z o S-Z3 7 O S-7 Z5 - Zs -93250 2400 631 cast/cure O -C-617 sulfur .caD - C-1231 Dad can - K-39 cylinder O - •C42 cars O - •C-1019 rrnu meut t'7 *C-109 cu6Ps Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOZt_Air Meter CCOA100 O - CC000001 ko-'CC000002 INmALCURETEW-HUCH 1LOw of DESIGN STRENGTH'0FZA✓ WTUL CURINGTEW.. NOT RECORDED PER 10.11 PLACEMENT AREA & NOTES /a G T'#NK - Ayw- SOdrNS). Ne53 PILES ;W4;Z4 o AIA-53 A1,36 Na67 RECEIVED _,ever A ••sass �, .,,,�rp T& rr d MAY 1.1 2009 kWMX Wa) D LaOD.v -"WZ AV AdeMAM?4 N1Y /'AeA6 - DEVELOPMEWT SERVICES CTFI. RESULTS APPLY ONE TO THE ITEMS �Ce TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED—POPW A - 61lA/ aZ. PRODUCED EXCEPT IN FULL.WtTHOUT THE VVRIT MN APPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LABORATORY. INC. REVISED 12M7 SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE K(kKLAND.VNASHINGTCIN 98034 (425) 623.9800 EVERETT (425) 259-0817 COMPRESSION REPORT CLIENT: LoWA: Y6eX &11&17Y MMMEY ADDRESS!Z///tT 6" /410G E U0 CITY, STATE, Z1P: LYE .#w" W • 94nSK, UN0G I SOURCE/SUPPUER421Q W— AM CEMENTTYPE. SET,OF CUBICYARDS PLACEDAL_OF--bYZ. Sampled as per ASTM C-172 TRUCK #QZ&LTICKET NO.47D48 MIX NO. ZQgA2!�62 �SLUMP I XAIR UNITWT.SF I 11E1t3 10 7. ONC.��� l Ilr(, ASTM C-143 ASTM C-231 ASTM C-138 ASTM G138 ASTM C-106/ SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C.172 TRUCK # TICKET NO. MIX NO. TIME SLUMP MR UNITWT.Sf YIELD TEMPERATURE I I I I CONC. MR SEE FIELD REPO REPORT NO. [-64s NO. RT 6 9 015 ---� r� ENGIN ER 2. �•_ .i i� -u� WINUIllue r ACTUAL BATCH ACTUAL BATCH 9 cY WEIGHTS FOR CY WEIGHTS FOR CEMENT CEMENT FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINE AGS P4p5 FINE ACIM; 987o WATER • zkwk WATER TOTAL � TOTAL $Zoe? - to AtIMPP � �Ta Oz ADNXX I �Z oa oz ADMDL2-OZ. ADMDL2 OZ ASTM C-143 ASTM C-231 ASTM C.138 ASTM C-138 ASTM C-1064 ADMIX 3 OZ. ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS S[i E AREA SQ. IN. TOTAL LOAD STRENGTH, P. S.1. TYPE BREAK* 7 Z 4, 7 so -7 .?14 /0 o i_ 5-7 ZZS 2 1 7 So 42 O 20-C-31 casticure O -C-617 sulfur cap Do'-C-1231 pad cap 2"�C-39 cylinder O -'C-42 cores O . •C-1019 cmu grout 0'C-109 cubes CasadeTesting Equipment Identification: Stump Cone CSLC000_ Thermometer CCTHD00j&_ Air Meter CCOA100 O - CC000001 aec C000002 INMAL0ild TEIQ_ KIG" JL0w or DESIGN STRENGTHjhl [ iwnAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES L74-49 HIZ -,%WLW ' No 61 mLes No 64 b6 63 RECEIVED oyv c �t�awcF �v,�T 6.-OAOU II MAY 1 12009 M&OPHBIT SEH Ms CM GPV OF riowws RESIATS APPLY ONE TO THE ITEMS N TESTED.THIS REPORT SHALL NOT REPRaDUC%D EXCEPT IN FULL WITHOUT THE WRITTEN APPROYAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S), NAME(S) PRI INSPECTOR • 7;o,4ffA44V dAe . REVISED 12/07 --�---- L SIGNED �/ / _` BY w / Z,& TESTING &INSPECTION 12919 N.E. 1267H PLACE N KIRKLAND.WASHINGTO98034 (425) 823.98tX108 EVEAETf (425) 259-17 • COMPRESSION REPORT CASCADE TESTING LABORATORY, INC. CUENT: sI'A4MAWC 0U41 41 YH& ADDRESSZt11a 6tQW ,ateVA W7" CITY, STATE. ZIP: L.YN&WgW WA.. 9 ATTN: SOURCE/SUPPUERefAffiW — Af&1RdE CEMENT TYPE SET+ OFF cLa1cYARDS PLACF��OSampled as per ASTM C-172 TRUCK #G7.JZ TICKET NO.Z92= MIX NO.Ibeh6wfb TIME I SLUMP %MR UNrrwT.SF YIELD TEMPERATURE �� FY1110 I c F ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP I %AIR UNIT WL SF I YIELD I TEMPERATURE CONC. AIR _ ASTM C•143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C•1064 SEE HE REPORT NO. 4161101414S NO. REPORT 6 9 016---,- I OEM ACTUAL BATCH L___ ACFUALBATCH WEIGHTS FOR _ CY WEIGHTS FOR-4CY CEMENT CEMENT7 FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAGj!; Zj&S FINE AG*; CIS WATER WATER ,,$. TOTAL TOTAL 9/ 4 A 4 a` ADMIXS�WZ OZ OZ ADOMI OZ ADNX7 Oz ADOOL 3 OZ ADM X 3 OZ • e • • ��3C� • • UfG31 cast/cure O -C-617 sutlur cap Piet;1231 pad cap 0*'C-39 cylinder O - •C-42 cores O - •C-1019 cmu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCODO Thermometer CCTHDOD .*96 Air Meter CCOA100 O - CCOCDOOI 11-<600002 Rd IALOJRETEMkHGH ROW or DESIGN STRENGTH�A3J p IWT 41 CURu4GTEMP. ER NOT RKORD6D P10.12 PLACEMENTAREA & NOTES 21 �Z e r 7a L&W LW Sl1EBY ht4C� �yyy /�Cl�!!>; ZD�. o>,► cn Of �1Rec o - F RESIlLTSAPPLY ONE TO THE ITEMS N TESTEO THIS REPORT SHALL NOT REPRODUCED EXCEPT IN R1LL.WiT1 OUT THE WRrTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 12107 /Z14r. I. r INSPECTOR( INSPECTOR SIGNED BY 77 < n CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.9800 EVERETT (42S) 259-0817 COMPRESSION REPORT 0 Alt WII- SOURCEISUPPLIER"IlISOW— AMOZ CEMENTTYPE: SET/OF7 CUaICYARDS PLACED_j_OF.�Sampled as per ASTM C-172 TRUCK #e)3T_S TICKET N025tY.d MIX NO.l TIME 14Z I SLUMP 111qa1p ' %AIR uNRWT-SF I YSEw I TEMPERATURE CONC. AIR ASTM C-143 ASTM C-231 ASTM C-133 ASTM C-I38 ASTM C-1%4 SET OF CUBICYms PLACED OF Sampled as per Al C-172 TRUCK # TICKET NO, MIX NO. TIME I SLUMP I 7WR I UNTTWT.SF I YIELD I TEMPERATURE SEE REPORRT Off`" NO. 1EPORT 6 9 017•� ' too ACTUAL BAT04 WEIGHTS FOR � CY CEMENT Cli p FLY ASH C.AGG. C.AGG. ACTUAL BATCH WEIGHTS FOR _. CY CEMENT S FLY ASH C.AGG. FINEAGIS Zfj95 RNEA 19 Q _ WATER ST/, .30& . WATER TOTAL � .30 TOTAL / f - so b W,VWWC 4 7,"41L oz ADr>�c « 4t4 AL oz CONIC AIR ADII2 OZ. ADM X 2 OZ . iFASTM C-143 ASTM C.231 ASTM C.138 ASTM C-138 ASTM C-1064 ADM 3 OZ ADMIX 3 OZ SAMPLE DATE DATE AGE 512E AREA TOTAL STRENGTH, TYPE NUMBER MADE TESTED DAYS SO. IN. LOAD P. S.1: BREAK• ?Y7o 10AR L —1 7 7 Z-X4 IVO70 80 z S- F zz vz t' o G e7o. -7 q 7Z L I C- S I ZS 1.21010 1 c G 9 0 Vol cast/cure O -C-617 sulfur cap fYC=1231 pad cap M. !C-39 cylinder O • •C-42 cores . O-'C-1019 cmu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOJAir Meter CCOA100 O - CC000001 �10172 WITIALCURE TEMP_InGH tivw or DESIGN STRENGTH!i�Zj WmAL CURING MV..NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 9CYJLIIC plL�Sddf�1'£�% 1SJn GZ .i1Ji� III/ .:1M- -dF�i //./� .Ii i/ I. • III FT RESULTS APPLY ONE TO THE ITEMS REIN TESTED.THLS REPORT SHALL NOT REPRODUCED EXCEPT IN FULLWITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 12107 WSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATUR SIGNED BY 'I i S/) I CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126T14 PLACE KIRKLANQWASHINGTON 98034 (42S) 823.9600 ME:]EVERETT (425) 259-0817 COMPRESSION REPORT CLIENT: LAIVDSVjMC ADDRESSZ/I/S "7N AVBWE 1/II= CITY. STATE, ZIP: L.YNWWWD WA, JF . ATTN: SOURCEISUPPUE--� — A10AME CEMENTTYPE. SET,7,_OF 7 CUBIC YARDS PLACEfl1Z--0F4Z Sampled as per ASTM C.172 TRUCK #D—A TICKET NO. ZWWW MIX NO. ID4~ TIME I SLUMP MR UNRWT SF YIELD I TEMPERATURE I I CONC. AIRp ASTM C-143 ASTM C-231 ASTM L-178 AbIn L.•Is. AS11`1IL- I061 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNrT T-SF YIELD I TEMPERATURE SEE FIELD REPORT 6 9 018:- REPORT NO.61PO!" NO. n car. 3:�'....: r . ACTUAL BATCH WEIGHTS FOR' CY CEMENT FLY ASH C.AGG. C.AGG. RNEAGffi M05 WATER I�� . ACTUAL BATCH WEIGHTS FOR �_ CY CEMENT g45p FLY ASH C.AGG. C.AGG. RNEAGCjja 17,81,*5 WATER / d TOTAL ifs36.30 TOTAL ADMIX. I 4 70- OX AoV?&«' 4Z q d� OZ CONC. AIR j ADMDL2 CZ ADMIX, 2 OZ ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-I38 ASTM C-1064 ADMDL3 OZ ADMDLI OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SO. IN. TOTAL LOAD STRENGTH, P. S. t. TYPE BREAK* ? lDA fw- 7 Z xzt ! o 0 sevzo I L I aa4eto 6G Mrt—C -31 casrkure O -C-617 sutfur cap GKT-1231 pad cap AW-O'•C-39 cylinder O - •Cd2 cores 0. •C-1019 cmu grout O •C-1009/9 cubes Cascade Testing Equipment identification: Stamp Cone CSLC000 Thermometer CCTHDO014• Air Meter CCOA 100 D - CC000001 PCC000002 129TVIQIRFTEMP_HIGH ILOW or DESIGN STRENGTH!!!5=P.S/ IN WTUL CUAGTEMP.NOT RECORDED PER 10.1.3 PLACEMENT AREA & NOTES G PILES 7 Vl.3 WAO : mb 40 No SS www �NT�FtTSE=YS TONE TO THE ITEMS C /� /�R7jL1-� �p - REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED �rL�rc..i I3= /�.F DUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CA.SCADF INSPECTOR SIGNATURE TESTING LASORATORY.INC REVISED 1=7 SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING a INSPECTION 12919 N.E. 126TH PLACE KIRKtAND.WASHINGTON 98034 (425) 823-98M EVERETT (42S) 2S9-0817 • COMPRESS/ON REPORT CUENT:I./aIV�Y�XJC I*SL!�GaUiY H ADDRESS: Z //� 6� AWOME MEN — CITY, STATE, ZIP: LYW WWO WA • 9WII ATTN: SOURCE/SUPPLIER e K — /W.VE CEMENTTYPE / SET 3 OF 7 CUBIC YARDS PLACED Z 7 OF &Z Sampled as per ASTM C-172 TRUCK 908/27 TICKET NO. ZVY24 MIX NO jj0q D TIME �Z7 SLUMP loll/GAF I %AIR I UNITWT.SF YIELD TEMPERATURE ' CO 4 AIR IF ASTM C-143 ASTM C-231 ASTM C-138 a51 M L.-Ise AS I M L- I U64 SET OF CUBIC YARDS RACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP i %AIR I UNITWT.SF YIELD I TEMPERATURE ASTM C.143 ASTM C-231 I I CONC. AIR C-138 ASTM C-138 ASTM C-1064 SEE HELD REPORT 6 9 019 REPORT No.6o6 +4 NO. Iry n i _: • rare 111,X744te), ACTUAL BATCH WEIGHTS FOR 1_ CY ACTUAL BATCH WEIGHTS FOR �CY _ CEMENT c0. CEMENT $0 FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAGG. ZW405 RNEAGG. yam. WATER 7/, w WATER TOTAL .So TOTAL ,A4 ADMIX*�� 't!'" OZ. ADMIX I ADMDC2 02 ADMIX ADMIX) OZ ADMIX 3 1 Affer- .4219 — OL Cascade Testing Equipment Identification: Stump Cone CSLCOOO Thermometer CCTHDOOL1!f_Air Meter CCOA100 O - CC000001 OIC000002 Wn1ALOJUTEMP- MIGH FLOW" or DESIGN STRENGTH j9WDP51 0 INITIAL CURWGTEMP.. NOT RECORDED PER 10.1.7 PLACEMENT AREA&NOTES Z742'1dr-- 1014CE54AI1° V X 54 a. s= TDi c i nun • Ao 'C9 d/_ .Q/ A/A 2� sXN OZ 10, 4� 111 — 91w, — 4 1 II RESULTS APPLY_ ONE TO THE ITEMS/lrC'�/ILL J N TESTED THIS REPORT SHALL NOT INSPECTOR($), NAME(S) PRINTED / REPRODUCED EXCEPT W FIRLWTTHOUT THE WRrTTEN APPROVAL OF CASCADE INSPECTOR SIGNATUR10 TESTING LABORATORY. INC. aEv1sED 12107 SIGNED BY rnoiccTn. L- . G�li•a.� T �L/ �� CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.9800 MI —Mil EVERETT (425) 259.0817 • COMPRESSION REPORT CLIENT: Li4N,5 VFj MZ ZL -W-S ADDRESS: Gd.-W AVWE AS:' CfTY,STATE,ZIP. LYNNi1!W" )VA • IMOf6 ATTN: SOURCEISLlPPLIER4fAL06W - 11A6,1lt3P CEMENTTYPE: _-_I SET't OF 7 CUBIC YARDS PLACED —04 OF9-.,,7, Sampled as per ASTM C-172 TRUCK #6-41� TICKET N0.29B79 MIX NO.L44iD40 TIME SLUMP %AIR UNTWLSF YIELD pTEMPERATURE Y ,OfzZS F3Ll!(O • I I OV CONC. AIR F ASTMC•143 ASTMC-231 All MU:-IJU Full 1nL-Intl PQInt--Iw" SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK tt TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WT-SF YIELD TEMPERATURE I CONC. AIR SEE FIELD REPORT NO. 44eO NO. REPORT � C n O 2 O---- o , 117977W 1 • *TV J� 1 ACTUAL BATCH WEIGHTS FOR _alf CY ACTUAL BATCH WEiGIrM FOR CY CEMENT g,�p CEMENT 4ft J9158 FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAGG. �- FINEAGG. 98/� WATER WATERS/� 26.3b TOTAL Z$ ��TOOT//A��L�� 1115MbCi� ¢� OZ �E 1`11Z.211 OZ ADMLX 2 OL ADMIX 2 OL ASTMC-143 ASTMC-231 AS3ML--Intl A1.11'1%.•IJIG /UIPII_-gum . ADMIX I OL ADMIX 3 OL SAMPLE NUMBER GATE MADE DATE TESTED AGE DAYS SIZESQ.IN. AREA TOTAL LOAD STRENGTH. P.S.L TYPE BREAK* /Di4PPlL -1 7 7 L All"'t O O p 1 4lo e/-C-31 Castfcufe O -C-617 sulfur cap W- C:l231 pad cap 3^C-39 cylinder O - •C-42 cores O - •C-1019 Rnu grout O •C-109 cubes Cascade Testing Equipment Identification: Stump Cane CSLC000 Thermometer CCTHD00 Air Meter CCOA100 O - CC000001 S.<C000002 IrdTMLCUM tfirV�H04 ILOW or DESIGN STRENGTH A'2'7PS! ❑ INmAL CURING.TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 16e mit . fa'Liff NO'YS . PILE N13 I-6W : No 45 No <04 N.7 ZS LF - EVIXOPMENT SERVICES CITY OF EDmONDS CTR SONETOTHE ITEMS F1E3=EnytS REPORT SHALL NOREPPXXXJ D EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CASCADE TESr3NG LABORATORY. INC. INSPECTOR(S), I INSPECTOR SIG i SIGNED BY �//�� REVISED 17A7 CASCADETESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823-98W Enj EVEPXTT (425) 259-0817 • COMPRESSION REPORT CUENT:LANAIVMC ZWAL1%Y ~LDS ADDRESS:Z///$ 4567WAVEME MdE;57— CfT X STATE. z1P LYNNif/ W WA • 98Q36 ATTN: SOURCEISUPPLIERtC04QAW "— A94VA90E CEMENTTYPE: SET 5 OF7 CUBIC YARDS PLACED-" OF 6Z Sampled as per ASTM C-172 TRUCK tlTICKET NO. Z908S MIX NO. A0'%0wV0 TIME SLUMP %AIR I UNITWT.SF I YIELD I TEMPERATURE CONC. AIR ASTMC•14J ASTMC-231 NII'Il-1]6 Ai In 1-I JO ti71n •I\JOB SET OF CUBICYARDS PLACED -OF Sampled as per ASTM C-172 TRUCK U TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WT. SF YIELD TEMPERATURE I I j CONC. AIR F" L SEE FIELD REPORT NO.663644 NO. REPORT 6 9 0 21 --" DATE CEKE NO. — j cavtx�N� LOCATIO BLDG. PERMIT NO. OWNER WEATHER �V TEMP @ A.M. P.M. ENyINEF�i ARCHITECT /4Vf)Z= CONTRACTOR M AW f1M6 ACTUAL BATCH WEIGHTS FOR _ CEMENT 4 FLY ASH C.AGG. C.AGG. FINEAW WATER S TOTAL ADMIX 2 ASTMC-143 ASTMC-2J1 N1r)I--IJZ rulnl•iao PQIn%.-IVol ADMIX. 3 ACTUAL BATCH CY WBGHTS FOR 8 CY CEMENT 75104 FLY ASH CAGG. C.AGG. FINEAGG. �d 5 WATER M. p TOTAL Lzs 4 74. -w OZ Ad '4 P74114 oz. OZ ADMIX 2 oZ . OZ ADMIX 3 oZ id .C-31 casticure O -C-617 sulfur cap OV. C-1231 pad cap i301*C•39 cylinder D - 'c.-91 cores U - -c.-1 v i v cmu grout 'J -1--1 v7 cum$ CascadeTesting Equipment Identification: Stump Cone CSLC000_ Thermometer CCTHD00 Air Meter CCOA100 0 - CC000001 0--C'COCo002 INITIAL CURE TEMP_•KIGH /LOW or DESIGN STRENGTH INdTUL QW4G TW.. NOT RECORDED PEA 10.11 PLACEMENT AREA & NOTES �� �' / /� 45t 6 M4 pt P/�% Nd ZZ No 10 A& 14- - Iry �K WA71W /VZhz,3n0 ZW ILJWlPUi &VJ SmF�J— 6 _ DeSWd- 4; 13 a IE RESULTSAPPLY ONETOTHE ITEMS S/"1��? '�/�d1A/JIN TiSTED.THIS REPORT SWLLL NOT INSPECTOR(S). NAMES) PRINTED EPRODUCED EXCEPT IN FULLWRHOLYT WRITTEN APPRONAL OF CASCADE ING LABORATORY. INC. INSPECTOR SIGNATUSED i2/07 SIGNED BY L CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (42S) 823.9800 EVERETT (425) 259-0817 COMPRESSION REPORT CUENT:LdVDSYPRX C�GG4lJTY H/XISS ADDRIESS:Z///$ 44 V /QMME NErTT CITY STATE. ZIP: LYNdIMW W54 . 98101MV., ATTN: SOURCEISUPPUERI'�A&1W — /iYl2LEW -CEMENT TYPE I-_ SET.-'v OF 7 CUBIC YARDS PLACED 55 OF &Z Sampled as per ASTM C-172 TRUCK 116-D Z TICKET NO.Z9B90 MIX NO✓M I/A04U TIME SLUMP I %AIR UNrTWT.SF I YIELD I TEMPERATURE CON LF AIR AF AYFM L-143 ASTM C-231 A11M L-I311 /V 1r-1 t--I sa aunt,-IUM SET OF CUSICYARDS PLACED OF Suppled as per ASTM C• 172 TRUCK # TICKET NO. MIX NO. TIME SLUMP I %AIR I UNfTWT-SF YIELD I TEMPERATURE I CONC AIR EE FIELD EPORT NO.60dw" NO. 6 9 0 2 2�-- REPORT D I CERT. NO. PROJECT Neu LOCA71ON l?/W— BLDG.PERMrr NO. OWNER WEATHER TEMP A.M. P.M. ENGINEER G L,P N ARCHITECT CONTRACTOR AAcZIZ+r2U- NW AW00 ACTUAL BATCH WEIGHTS FOR CEMENT %YD FLY ASH C.AGG. C.AGG. FINEAWS WATER TOTAL ADMIX 2 ASTM C-143 ASTM C-231 ASTM C-138 ASIM C-138 ASTM C-1064 ADMIX 3 ACTUAL BATCH CY WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. 4105 - FINEAGG. /qgj.d Si/ - -sv/b - WATER u g! 10 TOTAL 6,3zeva.s t �f 7v oz *ADMIX 4t 09 2Wj AL oz OZ ADMDL2 OZ OZ ADMIX OZ 19'.Z-31 casticure O -C-617 sulfur cap 91"C-1231 pad cap ii!•C-39 cylinder O -'C42 cores 0- *C-1019am grout O'C• 109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00 it Air Meter CCOAI00 O - CC00000I W-,CC000002 INrn4k1OAETW_W.H ADW of DESIGN STRENGTH 4G?�f3�/ 1wx CLAMTEMR NOT RECORDED PER 10.1.2 PLACEMENTAREA & NOTES 55Ce AIK - /°/LE -'%WZM ' AR 4Z WAMC Al.?UF1J LYV ,B?' Me- L YELL P/LING 10NFVF' naurN. 6Epyi6 ft CITY of E 40W6s RFtE APPLY ONE TO THE ITEMS N D.TiUS REPORT SHALL NOT EDEXCEPT IN FULLWR•HOUT WRN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12M7 1 SIGNED BY _ INSPECTOR(S). NAME(S) PRINTED INSPECTOR A CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E 126TH PLACE KIRKL AND.WASHINGTON 99034 (425) 823-98W EVERE77 (425) 259-0817 • COMPRESSION REPORT CLIENT: LAAd9SyFXx• 8VAW17Y AW—M7 ADDRESS:Zf//a A%N /QV"ME N E37— CRY STATE, ZIP: "NA-' W" WA. 98CW5., ATTN: SOURCEISUPPUER 44~ MQ9V4;9 CEMENT TYPE: SET % OF % CUBICYARDS PLACED_4�z OF GL Sampled as per ASTM G172 TRUCK #ZZZ TICKET NOa�>�� 94' MIX NO. L,0404 > TIME SLUMP %AIR UNIT WT-SF YIELD TEMPERATURE J I CONC. AIR ASTM C-143 ASTM C•231 ASTM C-138 ASTM C-138 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNrT WT. SF I YIELD I TEMPERATURE CONC. AIR r A"M C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 REPORT REPORT NO. 406' t NO. 6 9 0 2 30---� DATEtW,QIV MAT. NO. 10 -- Zort . LOCATIONj&-VALW'-A/fiVl4E AWN �-ERMIT BLDG. PERMIT NO. OWNER WEATHER TEMP A.M. P.M. ENGINEER G �x AU"N.SSU ARCHITECT CONTRACTOR A& AWA? L A►11Y R W6 ACTUAL BATCH WEIGHTS FOR ,� CY ACTUAL BATCH WEIGHTS FOR _. CY CEMENT 74 #0 CEMENT e1477- FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. RNEAGG. zz HNEAGG. WATER 571. 36 WATER SO �L6�it TOOTTA(LL .1c S ; 30 TOTAL S •$D 90L 1?.— "uw� 4� �C1 OZ ADMI OZ ADMIX.2 OZ. ADMIX 2 OZ ADM X 3 n2 Anmix 3 W'-c.-31 casucure O -C-617 sulfur cap I1eC-1231 pad cap Mog"C-39 cylinder C7 - *C-42 cores O • •C.1019 cmu grout O *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 _ Thermometer CCTHD00&_ Air Meter CCOA100 7 - CC000001 &,,"C'C000002 INMAL CURE TW. HIGH 1LOw or DESIGN STRENGTH I, /02V 0 1NrrtAL cLIRING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 6?,C4yK P/LE 31P� ,a N E AIMS 7AZY z4w • iiW GGWRl/ull� ,fir` 7, S ISM.449 �, cr-ay►CFS C "ME AAMP �?' lII4Tifl/+� MYA. IAK O>ti un pf EOM0�5— LTS APPLY ONE TO THE ITEMS ElN TFSTED.THIS REPORT SHALL NO7 FE IEDUCED EXCEPT IN FULL VVrTHOUT VVRRTEN APPROVAL Of CASCADE TESTING LABORATORY. INC. INSPECTOR(S). NAME(S) PRINTED E�� A • 7 #A, 4w INSPECTOR REVISED 12107 SIGNED BY r—/. CASCADE TESTING LABORATORY. INC. TESTING 6 INSPECTION 12919 N.E. 126TN PLACE KfRKLAND.WASFIINGTON 98034 (42S) 623.9800 EVERETT (42S) 259A817 • COMPRESSIONREPORT CLIENT: lANL?3V27A 4%U64L qY AWES ADDRESS: 4(//Z ' 4C- AJOW-d—"r -= CITY sTATE. vRLY,NNi4&W WA, 9SD3G ATTN: SOURCE/SUPPUERC DMi W—AWAMIE CEMENTTYPE Z_ SETLOF 5 GUBICYARDS KAaD__f_oF9+S Sampled as per ASTM C-172 TRUCK #2$ TICKET NO. 7-51b9q MIX NO.f T1MF SLUMP XAIR UNRWT.SF YIELD PERATURE . A zP 106 Conk AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C•1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172. TRUCK # TICKET NO. MIX NO. TIME SLUMP XAIR UNR WL Sf T1FLD TEMPERATURE REPORTTSEE DNO. �S NO. REPORT 69024 I60 a' • !J n_ _ A �i ACTUALBATCH WEIGHTS FOR I CY CEMENT FLY ASH C.AGG. C.AGG. FINEAGZS Zf f75 WATER �� • .D TOTAL •� 1 % oz. ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINE WATER . Leci tw. TOTAL m• RWA3 ie- 4T14,5 Oz CONC. AIR ADMIX.? OZ ADMV.2 Oz ASTM C-143 ASTM C-231 ASTM C.138 ASTM C-138 ASTM C-1064 ADMIX 3 OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA AREA IN. TOTAL LOAD STRENGTH, P. S. L TYPE BREAK* Soy 3 y- 2.0 7' 3 N I sp o 50-& 5- 11 z$ o 7SqO 50-7 S-! ! Zs aC q o 0 �k:C-31 castkure O -C-617 sulfur cap y7—'C-1231 pad cap X--'C-39 cylinder O - •C-42 cores O-'C-1019 cmu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOLAir Meter CCOA100 O - CC000WI A,..CC000002 IMT14CURE TEl4:f11GH ILOw of DESIGN STRENGTH f45C4X.31/ . INITIAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES T Z:XIAK PILZ .SAw/$� alzm- Ma LAM: me -19 _ A►o 9,&.3 15 j 1►v � a ALJiDi1YOM IY9=SN 0' - : (o . 9 6011A41Y ^EVELopM6ni: srrRulcEs crti3 i lYA7BR.ACm�LW sf7�� �.�WJ,H4c'�: CITY of EDuoWos RESULTS APPLY ONE TO THE ITEMS EINTESTED.THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BF REPRODUCED EXCEPT IN RJLL.WRHOUT THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LABORATORY. INC REVLSED 12J07 SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING 6 INSPECTION 12919 N.E. I26TH PLACE t10 KIRKLAND.wASHINGTON 98034 (425) 822.98 ln/ERETT (425) 259.OB17 • COMPRESSION REPORT CLIENT:' zAwD y14- j< CaLiA 7 H&1= ADDRESS: Z / l /a 4667R AYFJYLlF WAM7— CITY, STATE, zI R ayNN)VWD WA . ?W56, ATTN: SOURCFJSUPPUER "•- A4WMF- CEMENT TYPE: Z SET Z OFF CUBICYARDS PLACED/ OFAIM_ Sampled as per ASTM C.172 TRUCK # 3?�4 TICKET NO. LQ[Q/ MIX NO.Z0jA0!W TIME SLUMP %AIR UNrTWf-SF YIELD TEMPERATURERE I� + 67' CONL AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM L-I3a AS3M C-low SET OF CUBICYARDS RACED OF . Sampled as perASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNITWT-SF YIELD I TEMPERATURE REPOT 1O.c��S O. - 69425 DAnAWPAr I CERT. NO. L L 00vv,0Ml1Y!! M:; LOCATION Sk'!P- t09N BLDG. PERMIT NO. OWNER WEATHER TEMP A.M. P.M. ENGINEER ARCHITECT CONTRACTOR iNtVIME1!_ NW P/LIA96 ACTUAL BATCH ACTUAL BATCH WEIGHTS FOR I CY WEIGHTS FOR CY CEMENT CEMENT zjnv FLY ASH FLY ASH CAGG. C.AGG. CAGG. C.AGG. FINEAGIP ZJ05 FINEAG WATER • WATER IV-364L- TOTAL �•� TCFTAL LX I •47 OZ ADMX I tL4 a>a OZ I I I I CONC. AIR I ADMIX 2 ASTM C-143 ASTM C 2] I ASTM C-138 ASTM C•138 ASTM C-10w OZ ADMX I oz ADMIX I OZ ADMDL3 OZ SAMPLE 7NUMBER DATE MADE DATE TESTED AGE DAYS �� AREA SQ.IN. TOTAL LOAD STRENGTK P. S. L TYPE BREAK' sp8 l31d>pl¢!L — ZD 7 Z x 4 3, z / 3 S/ o Z90 -7509 Z$ o C. 0 0 -751D 5-11 ZE .2 I S70 (-870 fL-C-31 c sdcure O -C-617 sulfur cap 9C-1231 pad cap fik.�'C-39 cylinder O -'C-42 cores 0-'C-1019 cmu grout O eC-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000_ Thermometer CCTHD00Lt_Air Meter CCOAIDO 0. CC000001 )I(. CC000002 wrim cum rwp:WG" 'LOW DESIGN STRENGTH''?MQF3/ IWX CURING TEMP, NQT RECORDED PER 101.2 PLACEMENT AREA & NOTES /84-YAM - HLE $+ W%FwQ No31 RECEIVED _ED_ AL A, s W� " Z/7F— Zi &OWMIZ�! 'V DEVflOPAlEOf SERVICES CTR CITY of eol�oWos Or RFSIATSAPKYONE TOTHE MKS � !/W4�iLAIv �/� NTESTED.THtS REPORT SHALL NOT INSPECTOR(S). NAME(S) PRINTED 8E REPRODUCED EXCEPT IN FULLWITNOUT THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE TESTING LABORATORY. INC. - -- - - - REVISED 12107 SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND•WASHINGTON 98034 (425) 823-9800 EVERETT (42S) 2S9-0817 • COMPRESSION REPORT CJENT:4AVWkVJ9E:r— 611-ITZY A42WIEY ADDRESS: !UL 6mM AV"&E NI+�- CITY, STATE, ZIP. LYA'VlV" WA 7=36 ATTN: SOURCEISUPPUER4-A� CEMENTTYPE SETS OFF CU8ICYARDSPIACED47 OF IqZ Sampled as per ASTM C-172 TRUCK #Z44 TICKET NO. Z4/DL MIX NO.IOA9wW TIME I SLUMP %AIR UNITWi SF YIELD ],,APEAAT�RE � e ! 'O• I I p CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 SET OF CUBICYARDS PLACED OF TRUCK # TICKET NO. All L.I38 ASIM C•1064 Sampled as per ASTM C.172 MIX NO. TIME SLUMP %AIR UNITWi SF YIELD I TEMPERATURE CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C•138 ASTM C-1064 SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE 511 A4XJL Ll-Zo 7 Z. -7512- s-11 L8 r7S i 3 5- I 1 za SEE FIELD REPORT NOAZ945 NO. REPORT 6 9 O 2 6 ffelAdNe • . .. mmmmw. 7. ENGINEER r2WINMEY ACTUAL BATCH WEIGHTS FOR CEMENT 9 FLY ASH C.AGG. C.AGG. FINEACW WATER 'c TOTAL. � t ACTUAL BATCH CY WEIGHTS FOR _7 CY CEMENT 8/z.191 FLY ASH C.AGG. C.AGG. FINE AGG,r Iv 79l4-- WATER �•eiD�,A! TOTAL �7S •q►,� OL AWiiSC I �� OZ A"X2 oZ ADMX2 ADMIX 3 AREA SQ. IN. 31/y2 1•r• oZ ADMIX.3 oz TOTAL STRENGTH, TYPE LOAD P. S. L BREAK• S= y yo 900 C97o 0 1 7//o ,PkC-31 cast/cure O -C-617 sulfur cap C-1231 pad cap ;K,'C-39 cylinder O - •C-42 cores O-'C-1019 anu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOAir Meter CCOA100 O - CC000001 �(CC000002 WTIAL 0J* TEI'V.i N ADW DESIGN STRENGTH �t %-IWTX CUR)NGTEW..NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES LT C.Y-h4X • RIYLE ZWALFD' !Ya / L. P/tm M5 Lby! Ne /Z N1h.11 Ne u MAY 13 �d[td'R34 Ae4ZW aV L AAPI"6&2=� 7= OAAUAS QFVPJ n5U4EjFf.9=- "w1%'EsE;�— W00% JOQ= dW 5M BY MAIMAr _ CITY of EDUOAWS -- _ �.� �4OcS�lali6 rnvlccrn• L .s=sri 5 Y/ 7 i // IEs�iNcaiHsvEc�ior+ �.�wr�n�.ce o.w.s«micron wog. �.u�6n.xw l� Evearr* t�u�xsa.oen • COMPRESSION REPORT CASCADE TESTING LABORATORY. INC. TESTItVG 3 INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 9803� (42S) 823.9800 EVERETT (42S) 259.0817 • COMPRESSION REPORT CLIENT: LAVP.TVEZK C iJAU77 A0'SrE=; ADDRESS: / 1 S 47# AVENUE WjY GTY. STATE, LP. LYABVIUM WA - 7M ATTN: SOURCEISUPPUER6 4N — Alffi C CEMENT TYPE S SET 't 0F4&CuIMCYARDS t'IACEO. & _OF_!jj— Sampled as per ASTM C-172 TRUCK # Z` A TICKET NO.Z9/6-S MIX NO. ,1D4o41D TIME I SLUMP %AIR UNFTWT.SF YIELD I TEMPERATURE IZ.LS bzLMD I O -¢a CONCF AIR F AS -TM C-143 ASTM C-211 ASTM L•I78 ASIM L-lie ASIM L-IU64 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I "R I UNITWT-SF I YIELD I TEMPERATURE SEE REPORET NO43 NO. REPORT 69027 .�r�Ty'�TjJ(%�'. �..I. /,a @ ACTUAL BATCH WEIGHTS FOR � CY CEMENT I vstin FLY ASH C.AGG. C.AGG. FINEAGG. ZjbS WATER 59/ • w TOTAL -211 & - -40 Srj=jl 4 7 alt oz ACTUAL BATCH WEIGHTS FOR 9 CY CEMENT 8408 FLY ASH C.AGG. C.AGG. FINEAGG. fg74S WATER Z/ . •4 641E TOTAL S1765.16 Oz CONC. AIR AMUX7 OZ ADMIX OZ ASTM C•143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 ADMIX 3 OZ ADMIX) Oz SAMPLE DATE DATE AGE SIZE AREA TOTAL STRENGTH. TYPE NUMBER MADE TESTED DAYS SQ.IN- LOAD P.S.I. BREAK* 'Sig - Zo 7 ZX4 3, y z o VS50 -7515 ZS A co C. 10 4540 -75/(o S--/! zz w2I.g30 I C. Bz o :W,-C-31 cast/cure O -C-617 sulfur cap 10- C-1231 pad cap f¢g,'C-39 cylinder 0 -'C-42 cores 0-'C-1019 cmu grout O'C-109 cubes CastadeTesting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOO(ALAir Meter CCOA100 0 • CCOCOOOI�CC000002 INITIAL CLIRETEW-HIGH +LOW Or DESIGN STRENGTH/ INITIAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES A& 4-YMIL • ak P/L.I.- "Em % Ne 7 CITY - LTSAPPLY ONE TO THE ITEMS th TED.THIS REPORT SHALL NOT REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S), NAME(S) PRINTED INSPECTOR l REVISED 12107 I SIGNED BY CASCADETESTING LABORATORY, INC. TESTING A INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (42S) 823-98W EVERETT (425) 259.0817 COMPRESSION REPORT CLIENT: LAV-V3V e4r- ADDRESS:411M 667NAMBIVUH CITY. STATE. ZI P-LYNNW4V WA - 92203G. ATTN: SOURCFJSUPPUERCJ-4Q%Q- —AMME CEMENTTYPE: SETS OF `J CUBICTARDS PLACED_!V-- OF Sampled as per ASTM C-i72 TRUCK # -SZ0ir TICKET NO. Z9/D5 MIX NO. %AMinq0 71MF SLUMP %AIR UNITWT-SF YIELD TEMPERATURE I I 6^w :� F COME AIR ASTM C-143 ASTM C-231 ASTM C-133 A51M C-IJ3 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNfT WT.5F I YIELD I TEMPERATURE SEE FIELD REPORT NO 6 660et5 REPORT 69028NO. • i �; • 7 �� !' i i i/-; no I If U4 i Del• ACTUAL BATCH WEIGHTS FOR _L CY ACTUAL BATCH WEIGHTS FOR J Cy CEMENT CEMENT 6zllz FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINE AGgD z,[OS FINE AGW / S-CfZS WATER sqi .So jb . WATER -MAL TOTAL U S6. S 0 A. TOTAL . —VU 7°` st'6, ADP�('i`� : oz ADMIX. I�� oz CONC. AIR ADMIX.2 OL ADMIX, 2 OL ASTM C-143 ASTM C-231 ASTM C-138 ASTM C•138 'ASTM C-1064 ADMIX. 3 OL ADMIX. 3 OZ SAMPLE DATE DATE AGE SIZE AREA TOTAL STRENGTH. TYPE NUMBER MADE TESTED DAYS SQ. IN. LOAD P.S.I. BREAK' 51-7 1S4wj1- -ZD 7 zx4 �5 6-/1 ZS G o 0 -7514 S- 11 Z8 I I-- / G Sa' C) 1 .4-.2 1eo )-C-31 cast/cure O -C-617 sulfur cap C.1231 pad cap CasradeTesting Equipment Identification: Stump Cone CSLCOW_ WMALQIRETEMP-HIGH tiOry or A—INMAL CURING TEMP. NOT REsg& PM 10.1.2 PLACEMENT AREA A NOTES ������� 9'�K-39 cylinder O - •C-42 cores O - •C-1019 onu grout 0'C-109 cubes Thermometer CCTHDOOL,�t_Air Meter CCOA100 O - CC000001 XCC000002 DESIGN STRENGTH��,�fS/ 1% /.5 RESULTS APPLY ONE TO THE ITEMS N TESTEO.THtS REPORT SHALL NOT INSPECTOR($), NAMES) PRINTED A REPRODUCED EXCEPT IN FULL.WTrHOUT TF* WRnTEN APPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LABORATORY INC REVISED 12/07 SIGNED BY COPIESTO: L Y/.L/ Y /r•Z CASCADE TESTING LABORATORY, INC. TESTING 6 INSPECTION / ENGINEERS PREVIOUS 9 61 O O 12919 N.E. 136TH PLACE REPORT No. No. KIRKLAND, WAS14INGTON 990II6 (425) 823.9W EVERETT (425) 259-0817 DATE 7740DW ;cERM-T. NO. !4 AMM zwl . PROJECT /ZJ SMAC77 4VVIDW)V/L,IM3 LOCATION aE AWN To- LAN=n4FPK. dUi&17Y NDME-5 PERMIT N0. OWNER z m S 60F AVZV&E itl.� WEATHER TEMP. AT 71SO LYNNWZW WA • `lc5CSrr- -%169F AT PM ENGINEER R E C E 11/ F Lam! 46 E446/#239e5 ARCHITECT AP? 2 0 2029 ATTN: CONTRACTOR OEMOPMENT SERVICES CTR Me A'MF"- NW PILIAK (Z (3) INSPECTION PERFORMED ITEMS INSPECTED FOUNDATIONS RESTEEUCONCRETE — RESTEEL ONLY — FOOTINGS _ SLA8 RESTEEUMASONRY — STR.ST/WELDINO AUGER CAST PILES _ COLUMNS OTHER .— STR.ST/BOLTING — DRILLED PIERS WALLS — BEAMS (LOCATION PEE 3$ • �`� (AREAS) CO NCRETEfNRIt90NIM'- mix DESIGN STRENGTH (Pc) PSG �No, �� SUPPLIER � MA M TOTAL CU. YD. PLACED G G7• SLUMP (INCHES) SPECIMENS CAST 3 �� SEE CYLINDER REPORT NO. �9DZ? AIR CONTENT �•L�8d443 _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. 2— , 02 lir-o Tr' l Zxe+ 443TW T ALEA I 3a COPIES TO: L sue-° �- - FIELD R E PO ITT CASCADE TESTING LAS(DRATORY• INC. TESTING A INSPECTION 12919 N.6 1741.4 RACE KIkKLAND.WAS.4INGT0N9k014 1425) 823-.a0o GVERBTT (42S) 269.01111? FIELD REPORT TO: LA `rJKEAr, d W`KJ / / Z11I8 42-67N .drEM& WAE=- ATTN: APR 2 0 2009 THE FOLLOWING WAS NOTM cliv OF l(D PREVIOUS REPORT No. No 60645 DATEy CERT. N0. A PROJECT tzi -MnrsE7-C40NZXM1.V1udcs LOCATIOFm "A �� � G. BLDG. PERMIT N0. OWNER WEATHER TEMP,. AT7:Q7 ttW N � � "ft<J AT PM ENGINEERF`'/�'���p� G 45 i.J 45/RIG�E./�� ARCHITECT CONTRACTOR_ l.�ri/�1L. NW PYL1/V61 .a�i�►/T 1D' iQAZJ MIJA E A �— NOW WK CZ TL�I�G ' dal& MM BY � PILg ALFs 714r' ,*W TJAf� 7.5 L7044 9 9 4 -'9�1Or...3t146L. 710S 7116 M+7 M& 47 ANT Afo ,*S SZ1¢ Z7/0/ 17 /S f,.b 4D61o` . 113 /D:Lr .31 A►o3/ Ad /4 M 7' Z44 Z?Ioz 9 Z7 7.O AL - ID: z3 I//: 33 A& /L A IZ A R A& L/ L98 IMS q 36 6 •`fAMC 11:3S V 4a /7 17 Am 13 3 z9tDS 7 �c3 s -at 61at. 3: oc : is. Aw Uj .a /./ - — TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT • BE T14E WRITTEN EXCEPT IN full CADS OUT THE WRITTEN APPROVAL Of CASCADE TESTINO LABORATORY, INC. REWSED LOW INSPECTOR(S). NAME(S) PRINTED �� A•�VR• INSPECTOR SI SIGNED BY r- O— C2 ' COPIES TO. CASCADE TESTING LABORATORY. INC. 0=2j TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKIAND.WASHINGTON 98034 (425) 823-98W EVERETT (425) 2S9-0817 0 COMPRESSION REPORT SOURCEISUPPUERCi DAMN —AAWA CEMENTTYPE:. -/ SET / OF 5 CUB)CYARDS PLACEDT_Of'' Z Sampled as per ASTM C-172 TRUCK #09.9 TICKET NO. L11knI9117 MIX NO. /D40WW— TIME JZMP.%AIR z UNITWTSF YIELD TEMPERAT�UREE CONC. A1R ASTM C-143 ASTM C-231 ASTM C-I3B ASTM L-IJ 1 ASIM C-1064 SET OF CUBIC YARDS PLACED OF Sampled as perASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP %AIR UNIT WT. SF YIELD I TEMPERATURE CONIC. AIR D SEE FIELD REPORT NO.�- No. 69024 DATE i I CERThNOO.. �""' �1lVSFT�IaN,I�YNlN/uM.S LOCATIO /al "/,&,P A(aZW BLDG. PERMIT NO. WEATHER OWNER - TEMP @ A.M. P.M. ENGINEER G 6 • FJV ARCHITECT CONTRACTOR ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINEAGZS(5 WATER ��- TOTAL •v =/11-Mg Dz ACTUAL BATCH WEIGHTS FOR �� CY CEMENT FLY ASH C.AGG. C.AGG. FINE AG.W.s• /gave> WATER SI614L - TOTAL 7!ANW- 4L446 oz ADMIX2 Oz A 3MOL 2 oz ASTM C-143 ASTM C-731 ASTM C-138 ASIM C-13S A51M C-1064 ' ADMIX 3 Oz ADMD( I oz DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK• 7ENUM�MB�ER 13 Aft- y- Zo -7 3 iyZ 1 S o y d So(o S- 11 Z8 -7 5 o -7 A-C-31 cast/aim C7 -C-617 sulfur cap pqr—C-1231 pad cap ��C-39 cylinder O-'C-42 cores O - •C-1019 unu grout O *C-I D9 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOLt_Air Meter CCOA100 O - CC0C000IZ�,,CC000002 INrnhLOAETEMP "IG" "oWorDESIGN STRENGTH 4-dQNI11AL CURING TBV. NOT RECORDED PER 10.1.2 PLACEMENTAREA & NOTES `�GY•�K �� .S�Q+t�Plf� /i� "419 PYL� M7 LAM: N. 'II _ Na 9. IkR�ELTS APPLY ONE TO THE ITEMS TFSTEOTHIS REPORT SMALL NOT UCiD EXCEPT IN FULL -WITHOUT IYTENAPPROvAL OF CASCADE G LABORATORY.INC REVISED 12A7 I SIGNED BY y Zi INSPECTOR(S), I INSPECTOR SIG •• 2 2II, : DM DEPARTMENT CITY OF • • CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 . 442S) 823-9800 EVERETT (423) 2594017 • COMPRESSION REPORT CLIENT: L'I' Mele !=611177 Nffg:y ADDRESS: Z/L/$ 667R AVP-IVL/F WA= CITY STATE zip: LYNAW42D WA . 9aO.6 ATTN: SOURCEISUPPLIERGAOMN—/49WMF_ CEMENT TYPE: _L SET P► OF CUBIC YARDS PLAaDL8 OF-qz Sampled as per ASTM C• 172 TRUCK Al 3,4 TICKET NO. L4/D/ MIX NO./DV~ TLME SLUMP XAIR UNR WT-sF YIELD _ 1E►SPvwyo I I I F C07 AIR ASTM C-143 ASTM C-231 AS I M C- I A ru 1 n C.138 AS IF! L- 064 SET OF CUBICYARDS PACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP XA)R UNIT WT, SF YIELD MPE iERA7URE I I I I CONIC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C• 138 ASTM C-1064 SREPO EE FIELD N0. ��S Nf1 O. 69025 DATEAWNRAY I CERT. NO. -- L JMQJE_�� 4Y.S�I l �WAA4 IZfM3 LOCATION t fdW BLDG. PERMIT NO. OWNER WEATHER TEMP @ A.M. P.M. ENGINEER ARCHITECT J�Pl.4�V/T�7 S CONTRACTOR Ade.OAt1!_ NW- P/44W ACTUAL BATCH WEIGHTS FOR ! CY CEMENT 9 FLY ASH C.AGG. C.AGG. FINE AGffi Zia!; WATER TOTAL . ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. FINE AG&I WATER IV.3E4L, TOTAL aft -w ADI X 1 ��_. oz AOM1x F �� oz ADMIX 2 OZ ADMIX.1 oZ A009X 1 01 ADMIX 3 07- $L{-31 casdare O -C-617 sulfur cap Pt.-C-1231 pad cap P,'C-39 cylinder O - *C 42 caps O •'C-1019 enu grout 0'C-109 cubes CascadeTesting Equipment Identif moon: Stump Cone CSLCOOO_ Thermometer CCTHDOOL_4 _Air Meter CCOA100 O - CC000001 )I(. CC000002 INRUILCUMTil4 ;wGH tiOw or DESIGN STRENGTH -d%YnP.3/ %INITIAL. CURING TEMP. NOT. RECORDED PER 10.1.7 PLACEMENT AREA & NOTES /8 4ZAr- , 'PILE SdMPLF17 t A%D 3/ 111110•./lirf6l •7 RESULTSAPPLY ONE TO THE ITEMS INTESTEo.TTi1S REPORT SHALL NOT REPRODUCED EXCEPT IN FULLYVITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S), NAME(S) INSPECTOR Ma/AMFE A 7i81V6 L&V JR - REVISED 12107 SIGNED BY , r%a,er T... d- &—')� /.4-S CASCADE TESTING LABORATORY, INC. TESTING Lr INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 621-9800 EVERETT (425) 259.0817 COMPRESSION REPORT CLIENT:4AW&49Kr- MU4« IMM5i ADDRESS: %///8A6iw AV ZWE N/E'- CITY, STATE, ZIP: 4YNVW&V WA 9=36 ATTN: SOURCEISUPPLIER40MM At CEMENTTYPE. _L_.__ SETZOF,5 CUIUC YARDS PIACEDZ _OF� Sampled as per ASTM C-172 TRUCK #7-'44 TICKET NO. Z4J►DL MIX NO./64VX&0 T'IME SLUMP %AR UNrTWT-SF YIELD A039T�MpIPF1tATt�REe t 'O. I CONC. AI//R����F ASTMC•143 ASTMC-331 NIM1-13M /Q-1nt--ija Pint-iue+ SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO. TIME SLUMP XAIR UNITWT.SF YIELD I TEMPERATURE I 1 1 I CONC. AIR vw SEE REPORFIET NO.�S . NNO RT 69026 DATE ZW CERT NO. PICIEZ ��I-WZE77W ►A2YOI!/ 1! L•W LOCATION uF AIM BLDG. PERMIT NO. OWNER WEATHER CNN TEMP A.M. PM. ENGINEER GG BWOVESEY ARCHITECT CONTRACTOR ACTUAL BATCH WEIGHTS FOR CY CEMENT 9'41D FLY ASH C.AGG. C.AGG. FINEAGM &Jt75 ACTUAL BATCH WEIGHTS FOR 7 CY CEMENT tKaw FLY ASH C.AGG. C.AGG. WATER �' f , WATER TOTAL �� TOTAL WW '47• oz ADhIDII 7W I. 90 c6AL O&$ -4>,(6 ADMIX 1 OZ ADMIX 2 oz ASTMC-143 ASTMC-231 AimC-138 AbIn -1Al AS1r1L-IW ADMIX I OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZESQ. AREA IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BREAK' 5)) 15 AqU.L L!—ZO 7 4 xt 311e/2 139 Sc---,w yyo —751 Z. 6-11 z$ -751 —11 101kC-31 casticure O -C-617 sulfur cap jKzC-1231 pad cap VK-,'C-39 cylinder O -'C-42 cores O - •C-1019 crnu grout 0'C-109 cubes CascadeTPsting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOOL,+ Air Meter CCOA100 O - CC000001 CC000002 MIALOAETEMP-HIQ4 11.0w °' DESIGN STRENGTH 05 I=l INRULL CURING TEMP. NOT Wofam PER 10.I.I PLACEMENT. AREA& NOTES LTCY.MR • PYLES14MPLEV' r i )) / R.INR RESULTS APPLY ONE TO THE ITEMS L I JJ A . � y IN TESTED REPORT St1All Nor tNSPECTOR(S), NAME(S) PRINTED L..i' /�- CED EXCEPT IN RJLLWITHOVT E WRITTENAPPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LABORATORY.INC. REVISED 12M7 ,,,ryry SIGNED BY CASCADE TESTING LABORATORY INC. TESTING 3 INSPECTION 12919 N.E. 126TH t�Cf KIRKLgND.WASHINGTC)N 9803� (�25) 822.9600 EVERE'rT (�25) 259-08t7 • COMPRESSION REPORT CLIENT: L�0lVOSYFPX C71/OL1'TY f><LYNP� ADDRESS:Z//1 S 66677V AVENUE Wjf CITY, STATE. ZIR WA • Me= ATTN: SOURCE/SUPPUE� "� / E CEMENTTYPE. 3 - SETIOF$3-cu81C YARDS PLACEDy�OF,l� Sampled as per ASTM C- 172 TRUCK # Z4a TICKET NO.Z47143 MIX NO. /D4b4D TIME SLUMP %AIR UNiTWT.SF YIELD TEMPERATURE /Z'� F& tIS D CONC. AIR ASTMC-143 ASTMC-231 ASTM L-178 A311•IL.-Ise ASII•IL-IUM SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX TIME SLUMP %AIR UNrTWT.,SF YIELD TEMPERATURE CONC. AIR SEE HELD REMRT NO. �f3 NO. REPORT 69027 ME -Ili � N. • • '!lT1� ' � ACTUALBATCH WEIGHTS FOR* CY . CEMENT 9•qO. FLY ASH C.AGG. C.AGG. FINEAGG. Z:OS WATER 59! • 30 TOTAL. MIAM `f 7 °� oz ACTUAL BATCH WEIGHTS FOR 9 CY CEMENT FLY ASH C.AGG. C.AGG. RNEAGG. 19M WATER Z1.'4 fagL TOTAL 3f 963.16 �� Oz ADMIX 2 OZ ADMIX 2 OZ ASTM C-143 ASTM C-231 ASTIM C-138 NYM (.-Ise A I M C-10W ADMIX 2 OZ ADMIX 3 OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS AREA SQ.IN. TOTAL LOAD STRENGTH. P.S.I. TYPE BREAK' S I l3AmjL - Zo 7 z x- 3, / `/ "" z o S o -75115 S- z$ -751� s- �� z8 % C-31 casdoxv O -C-617 sulfur cap '9. C-1231 pad cap fit,-39 cylinder O - $C-42 corps rl-'C-1019 cmu grout 0 *C.109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDOO�Air Meter CCOA100 11- CCOCOOOI�CC000002 NMA1 CURETEMP:NIGH n.Ow a DESIGN STRENGTH �0 Pi/ fi j INITIAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA NOTES ZO �/{!i� , PlIE Z 621M ' ND 17 RESULTS APPLY ONE TO THE ITEMS N TESTED.THIS REPORT SHALL NOT INSPECTOR(S). NAME(S) PRINTED ��� A, 7;4VkffV-X-M ✓W REPRODUCED EXCEPT IN FULLVVITHOUT THE WRMnNAPPROVAL OF CASCADE INSPECTOR SIGNATU TESTING LABORATORY. INC. REVISED 12107 SIGNED BY COPifSTa L. C7/- A r Yt/2-i — — -- CASCADE TESTING LABORATORY, INC. TESTING 8 INSPECTION 12919 N.E. 126TH PLACE KIRKL.ANO;WASHINGTON 98034 (425) 823.9800 EVERE77 (475) 259.0817 • COMPRESSION REPORT CLIENT: L="*0437/AE3r H42k'f::y ADDRESS:4UIM 6g9k AMMUZ CITY. STATE, 29P ATTN: SOURCE/SUPPUER« M —AfftM CEMENTTYPE: .43 SETS OF S CUBICYARDS RACED Sr OF Sampled as per ASTM C.172 TRUCK it.AP TICKET NO. ZI/M MIX NO. 1DOW54D TIME SLUMP VAR UNRwf,SF YIELD TEMPERATURE I ,we I F __[ COC. NAIR ASTM C-143 ASTM C-231 ASTM L-lie NI M L.-I!M NI M L.-IVMf SET OF CUBIC YARDS RACED OF Sampled as per ASTM C-17'2 TRUCK # TICKET NO. TIME I SLUMP I %AIR UNIT WT. SF MIX NO. YI�TEMPERATURE I I I I CONC. AIR I ASTM C-143 ASTM C-231 ASTM C•138 ASTM C.138 ASTM C-10M SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE 51.7 13a4uL - ZD 7 z x4 518 yr - I l z8 ,51 9 S- 11 i zs SEE FIELD AEPORT NO. IFS NO. REPORT 69028 w'Il%n r., ENGINEER f,,,Zf/7 Jr ACTUAL BATCH WEIGHTS FOR 1_ CY ACTUALBATCM VvEIGF4T5 FOR � CY CEMENT 941p CEMENT 4.6z Tli FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. FINEAG%3 Z4p$ FINEAGWS /�4ZS WATER S9l . SO 1b . WATER .7tS4L TOTAL 36.50� TOTAL Ao OZ ADMIX. I OZ ADMIX2 OZ ADM0L2 OZ ADPDLI OZ ADMDLI OZ AREA TOTAL STRENGTH. TYPE SQ.IN. LOAD P. S. I. BREAK* 3.1 y'2- io 9 9 a-> 3 Soc'3 fik�C-31 cast/cum O -C-617 sutler cap *:R - C-1231 pad cap 1�`C-39 cylinder O -'C-42 cores O - *C.1019 cmu grout 0'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDD0Lfe_ Air Meter CCOA100 O - CC000001 XCC000002 W AL CURE TIEW HIGH &Ow DESIGN STRENGTH��S/ JINITIAL WRING TEW..NOT RECO p PER 10.1.2 PLACEMENTAREA & NOTES''4��'•� P/� �� NA l ONETOTHE ITEMS REPORT SHALL NOT �.''w�/��NTMED.THIS INSPECTOR(S);NAMES) PRINTED. —A !/IFLVr -��UCED EXCEPT IN FULLWITHOLIT IRESIATSAPKY RTiTENAPPrLOVAL of CASCADEINSPECTOR SIGNATUNG LABORATORY. INC.ED 12N7 SIGNED BY COPIES TO: c i2 s Y/� CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823.98M EVERETT IRE C WW D COMPRESSION REPORT C V 6+ . MAY 16W 6Z1�4+: 7 h �'qTY of SERVICES cTR CLIENT: ADDRESS///8 66TW AiEWE _ yi i' CITY, STATE, ZIP: 4MMAM W WA- 5q3CL36 ATTN: SOURCEISUPPUER 4rf4at*V - - CEMENT TYPE: I _—.zr SET J OF ) CUBICYARDS PLACED 6 OF 4 Sampled as per ASTM C-172 TRUCK #Z63 TICKET NO_` 1OZ423% __ MIX NO. I¢4010 TIME SLUMP %AIR UNrT WT. SF YIELD I TEMPERATURE I 3�" C oNC AIR ASTM C-143 ASTM C•231 ASTM C-138 ASTM C-136 ASTM C-1064 SET OF CUBICYARDS PLACED OF Sampled as per ASTM C-172 SEE FIEL.D REPORT NO. Znd,7C.V NO. REPORT 69029, , .- • •, ..-:� TEMP .� ► - %�t ACTUAL BATCH f WEIGHTS FOR Cy CEMENT FEY ASH C.AGG. C.AGG. FINEAW WATER ACTUAL BATCH 6 WEIGHTS FOR CY CEMENT FLY ASH C.AGG. C.AGG. F{NEAC �34W WATER Jr o. TRUCK # TICKET NO. MIX NO. kBd6a TOTAL TIME SLUMP XAIR UNITWT_SF YIELD TEMPERATURE /��7T�� Q71f"�� OZ q OZ Nrd 7/6.d CONC. AIR ADMIX 2 OL ADMX 2 OL ASTM C-143 ASTM c-w ASTM C•138 ASTM C.138 ASTM C-1064 ADMDL3 OL ADMDL3 OL SAMPLE 1-754;,5 DATE DATE AGE SIZE AREA TalAL STRENGTH. TYPE NUMBER MADE TESTED DAYS SQ.IN. LOAD P. S. I. BREAK' E4Aww- q- Z I 7 Z A 4 3, 1 w Z O -eloq o �SCo� Z Zs a o o -75(o ZB ASS z0 S900 A-C-31 casticure O -C-617 sulfur cap >TrC-1231 pad cap 9:�`C-39 cylinder O -'C-42 cores O-'C-1019 crnu grout O'C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCOOO Thermometer CCTHDOD Ir Air Meter CCOA100 O - CCOCOOOI XCCOCW02 INFMICURE TUV.;HIGH ILOW or DESIGN STRENGTH-4k=f'S/ 0-IN M CURING TEMP NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES PikPL�D • �� 77y1S ll�4D- A4 38 Ala,'-4 AUM041Z WAMP-ew MWL"e.P, sue' 7866WW JhT RESULTS APPLY ONE TO THE ITEMS EIN TESTEIITHIS REPORT SHALL NOT REP0.0DUCED EXCEPT IN FULLWITHOUT THE VVRrrrEN APPROVAL OF CASCADE TESTING LABORATORY, INC INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGNATU ./. REVISED 12107 SIGNED BY '��' �'— CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 1291 • •J E. 1 24T•4 RACE KIKKLAND.WA "P., TON ��D1• I�2l) •2)•�000 EVEuTT IN)!) a "I r FIELD REPORT ;"!//s . 6It& r .QYSWIER � PR 6 1QQJ OUILDING 0 TAIf LYNOM" WA . 98O-Z. CITY OF EDULIN ATTN: PREVIOUS REPORT PM 60642 NO DATE )jWAd!%7W CERT. NO, a .4 POL, Aaw — 69,6zPROJECT 1Z7 -NA4r'twt2s TIQCATION 727�/f�7Tri BLDG. PERMIT NO. OWNER ZLLL�Oy6►s : NEEATHER TEMP. AT AM Ay/jGeeA7- AT PM ENGINEER G!& . A9vkvA9zm ARCHITECT /CO�N_TR�A}CTTOORR� /�/�' / 1►a 4-0, Va4 N lLi/YQ THE FOLLOWING WAS NOTED: ko r All F4 To 114 F. ^Jf ..rid /� � /�.�i.� �� : ��(►. •.1 �a_ �• � ! 3 t G• . 1tsaMW T!A Ti. /'7'lP q[� 7�YisGeOv . 03�5 z4Q2S. 4 /4-1 Z-ObaL Tim g(as• Noz4 No1141 N.Z9 Alf Z6Z ZINZ 9 Is b• b ZSaL q: Zd lo:SL No. �3 No Ju Nd Are 6S zs 90ep 9 Z7 7•I o: 58 12!+o 70 X. 70 No A5 z6Z /too 3:09 `to6/ N`L! N639 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SMALL NOT BE REPRODUCED EXCEPT IN full WITH. TOUTES THE WRITTEN APPROVAL Of CASCADE TESTING 1A800.ATORY, INC REVISED LW INSPECTORI INSPECTOR SIGNED BY y"�—r�•T� T 1v COPIES TO: P. 1 OF / 1 r L CASCADE TESTING LABORATORY, INC. 3569 TESTING & INSPECTION NO 129t9 N.E. 126TH PLACE KIRKLAND. WALNINGTON 98034 (425) 823.98W EVERETT (425) 259.0817 DATE ,QUO ri 1 CERT. NO. - DENSITY FIELD REPORT 4 p a - . f PROJECT �, i�L If1 a L/ Lr }< � %J AX . �I� 1� E..S C 4, 4.1 e_ . Lc% LOCATION 1.�, ,� .�.,,� oa d_ w � , 9�c a� I c�t•..r�.1 as BLDG. PERMIT NO. OWNER WEATHER O TEMP. ATM:OI`I AT PAIL ENGINEER PLACEMENT AREA ARCHITECT TEST METHOD CONTRACTOR ASTM D-29n SOIL 02"- D-295D ASPHALT 0 BZAPMMr USA I. D. NUCLEAR DB60MEnR S/N# a 2 5,S '9 DESDUPIION'OF LOCATION PROBE CEM ELEVATION IN PEeT wrr DES NOlmim °0I n w• DRY gym'• PRDMR Y l OPTINLIM ► �• OONn wl, 2 Ar D .7S'3 3 s 6 7 6 9 10 ItLUSTR( lof Of sm TEST OSSME ATIONS AND RBNAM: k sag cLA Al:r ( Ia c LAK�0 PFI IL F INSPECTOR, NAME(S) PRINTED TEST RfiSILTS APPLY ONLY TO TIE ITT]RS IERSIN TESTED TNIS REPORT 614LLL NOT INSPECTOR SIGNATURE 1,L^ L� Ltd BE REPRODUCED EXCEPT IN FULL, W"VIOUT THE WRftTEN APPROVAL OF CASCADE TF.STINa LABORATORY, INC. SIGNED Itches 7os. COPIES TO: C- 0 _rV S Y[y Fr..�o•1 �/fir `( L� {��'�-63�3 • • 0 1 139.0 1 136.5 134.0 16 131.5 1 -129.0 1 126.5 COMPACTION TEST REPORT ■■■■■■■■■■■n■■■■�■►� ONE ■■■f1 ■■■■■■■■■■■■■■■■■■■■ ■■■■■■■11■■■■ ■■■■■■■■■■\■■■■ MENEM NNOMMEiiiiiiiii�iiEEMOMM Water content. % TESTING DATA Curve No. 8663 Test Specification: ASTM D 1557=91 Procedure C Modified Oversize correction applied to each point Hammer WL: 10 lb. Hammer Drop: 18 in. Number of Layers: five Blows per Layer: 56 Mold Size: .075 cuA Test Performed on Material Passing 3/4 in. Sieve Soil Data NM Sp.G. 2.69 asu LL PI %>3/4 In. 0 W200 USCS. AASHTO 1 2 3 4 5 .6 WM + WS 25.52 26.11 26.33 26.60 26.55 WM 15.54 15.54 15.54 15.54 15.54 WW + T 81 515.40 531.10 530.20 515.30 534.00 WD+Tit1 503.00 510.70 502.60 479.20 490.20 TARE91 0.00 0.00 0.00 0.00 0.00 WW+Ttl2 WD+T92 TARE 92 MOISTURE 2.5 4.0 5.5 7.5 8.9 DRY DENSITY 1 129.9 135.5 136.4 137.1 134.8 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 137.3 pcf 137.3 pcf 5/8" minus Crushed paced 4-02-2009 Optimum moisture = 7.1 % 7.1 % Sourcc: Cemix Project No. 0902-24E Client: Landsverk Qualities Homes Remarks: Project: Sunset Condo's • Source: Sample No.: 8663 CASCADE TESTUVG LASOR ATORY. INC. .T� E eIASPEC nory i eNc cae 12818 NF.'12BT1y ol4CE a�aa-.nn. WAG+- - ON 98034 r.Km a23eeoo Signed: CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 62919 N E 176tM PLACi KUtKLJNdD' W^l"f46TC/N OW34 (47>:) 677•9600 ErSRETT (43%) 73941017 FIELD REPORT TO:L4NOSVF-9 l&Y= 21115 AWo77D AVdBV/lF— W= L.YN,VJVWD WA • 98�31v ATTN THE FOLLOWING WAS NOTED: LA" .99 — PRGVIOUS Ra PORT No No 60641 DATE CERT. NO 7,4W/- "T Z — Zit E PROJECT /Z1 MN-vy- 44allwS LOCATIO BLDG. PERMIT NO. 80�41a3 OWNER WEATHER TEMP. AT AM p L.d.� AT PM ENGINEER ARCHITECT 40Rj&z I !r 17= CONTRACTOR wQ� ' �'L /YR AI(�M ti OF /-lro7 I VEAndG Ac�;N G�XI DFc, - Npa VF. �ers�No 3 s�.e�.ac. Ile !Z Ar d S�JdVA 3 ''GN! 5 1(l3 MA ALcW zZt7M- APRII 1�� - B49 7 goo i /2i ne�-iw -T/ : A&4Y4EL PL4eP. P. F.dg-W . 0100* tr =Pit�.� %�� l�� : -% G K - —MI& Np tc �y �.�,�- ��� nr�Tr N6 • c y YVML G7• AUPA� map RAO 77ME • 7)Me PUZ PUMA PW ccaoo . 3Z5 Za774 9 9 /14 bac. G.Ss INA, N-21, A26 Ab -EZ Ne Z Z az � 9 � 8 !/ .9 � tia� q i a !41 w vz a?" 4 Z 7 it.:4 bat- 1 [ .•-41Z I : f4 Af. S Ai6.s t� 1 N. 3 2 ZbL a� 9 3G !/ .3 t : J s . � �i N-34 1�'0 @ N� 2Z 11, Ifs " �. ��.�.c. /:. '_�_� ii f TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTEO THIS REPORT SMALL NOT IN FULL WITH- Et£ REPRODUCED APPROVAL OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC REVISED 142 COPIES TO: _L — INSPECTOR(S). NAME(S) PRINTED INSPECTOR SIGN SIGNED BY CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION 12919 NA. 126TM PLACE I KIAKLMIO.W^$►CNGTON OW34 (476) 822-9006 • evcw6TT t.:sl 350.0017 FIELD REPORT TO:LAAWYMC [ MUM ANCES 7-fi12S AWcp-X AVBVuP. N=- LY/V/Vl�i/IY�D wA • T80316e - ATTN: THE FOLLOWING WAS NOTED: PREVIOUS 60640 F%SPORT No. Ne DAT CERT. NO. LOCATIO — S BLDG. PERMIT NO. OWNER . G3 WEATHER TEMP. AT AM eLgAZ . AT P!I ENGINEER G L% F/li&NL &OU ARCHITECT CONTRACTOR me-avwai- #w pig m. 'mow &awe Iftig IMIJUMAM. OZ.& 1 zsfm? 4 D lQD /L 1 as 11 b14i. ZZ&QL gola No f 8 No Z3 R-O ZZ YZ 89T/ 9 lit 1L154 N► JZ /Vo W A- 71 t/.jt4X r!!. r-- r TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR BE REPRODUCED EXCEPT FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TEOTING LABORATORY- INC. INSPECTOR REWSEO %W I SIGNED BY COPIES TO: . AECENED CASCADETESTING LABORATORY. INC. TESTING A INSPECTION 12t1• N.E. 126TH RACE KIRKIA.NO.wAf►.INGTON 900)4 (423) 923.9800 EVERETT (423) 2fv-0817 FIELD REPORT TO: G o"LOVEEX CS?UAU'r/ NGZME'S �I �I 467B AWN&M MOM S LYNNWWP WA . T do ATTN: THE - FOLLOWING WAS NOTED: APR 2 U 2009 Asp tLING DEPARTmENT 6 0 6 4 4-- DATE CERT. NO. 40 1040Z — Z4 ,E PROJECT !ZJ SM30- d1WAZW1#=M3 LOCATION .W_ BLDG. PERMIT NO, OWNER WEATHER TEMP AT AM AT PM ENGINEER Z. C F�V6dN�t'.S ARCHITECT p CONTRACTOR A&DWjea, liir: . i► mil_/- -�� .:� � � ��:� _ � �, i ��. I i 77ME Px nW- Wr 8)40 Aaw Ilao 7.3 I W*TA prce AMPP ` 0"L I N.6Z Rub FEZ rood No6Z A.'M M 44 A 57 7 7WJ;cv- Nd T zu- 3Zs zTo� 4 4 4 obi `P 1� a:4s 4:1s c. q 3,06AL p, I+v .10 No SS 31Z t19olba 4 L7 q:17 10.37 G . c 4btloiLlV-." No 39 A Zo 3Z5 079 q S& /o!38 N.)" G-7 40 N, 4S No?S N64Y• Ale -as sZ4 24Aa5 t 11: Sl l : 46 (e .D 4>D�L ji., Z7 1% L7 /tlo /D N. /6 SI Z Y09D 9 S 3. 1 roy c ,7 4v�,ot. No Y8 No+,B N, 47 jK g �77, 4pgw. q &z 3:Gb 4:2 z.,3 INS, 50 A. 30 Na4b e TEST RESULTS APPLY ONLY TO THE ITEMS S HEREIN TESTED THIS'REPORT SMALL NOT INSPECTOR(S). NAME(S) PRINTED YE REPRODUCED EXCEPT IN PULL WITH. OUT THE WRITTEN APPROVAL Of CASCADE TESTING LABORATORY. INC.' INSPECTOR SIGNATURE dool REVISED 102 SIGNED BY 5"46"i IWMOFA CASCADE -TESTING LABORATORY, INC. TESTING d INSPECTION i "1 • N.E 1 2ATN PLACE AMk KIRKLAr4D.WASMINCYON 98034 (42S) 032.9060 MILLTT (425) 251-oily FIELD REPORT z 3 91 TO: 4WX4Ur/ NaaE:7 Z///8 &6771 AVBVUE M/= LANNA0W . WA ATTN- THE FOLLOWING WAS NOTED: 69* rn GvKILTS RW PQfiT mo. NP. 60643.-' OAT CERT. NO. 4 AA l-43wi OZ — E PROJECT IZ/ -"T&-TX7 1N�1&M��S/�� /Cl�.�V�lb� LOCATION &-� -/ AJWl& IA* SLOG. PERMIT NO.OWNER aTJ'77l7�� WEATHER A0V1e�V�l TEMP TEMP AT AM AT PM ENGINEER G G F�Nf/�t/B5Q5 AAR�RCHI�HI�TEC�T�,�}•�� CONTRACTOR NIA VYF/ / /VW Pla&16 7$�r so z9o3t 4 9 IS-101, 9:57 H� 6.7 Ma MIR 1Yo 74 , E /ILA r,6e l.�v . No Tg Np 73 /Y►TL Grula Gair 3% 3z4 z7z z7o4� 9 �a 9:sa ii:o8 •6 �/YoS3 N,53 No 36 Nb 6-7 3 zic 1 a 9 L7 0:53 12:4q 6.4 46aft No6p NO Ne64 Alb 69 3 Zx• Z7z *= L al%z f:ap 1144P .2 Zo&U, o No 0 TEST RESULTS APPLY ONLY TO THE ITEMS rlU HEREIN TESTED THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED N • N A.//G SE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC INSPECTOR SIGNATU Ar4ow IM2 SIGNED BY CnPIFB Tn• 4 CASCADETESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 9W34 (425) 823.9800 EVERETT (425) 259.W17 COMPRESSION REPORT CLIENT-LAAOVM� Azu4zav ADDRESS: ZII%.8 " AMME. «/ CITY. STATE, ZJP. ATTN: SOURCElSUPPLIER!9' �— MbVArAE CEMENTTYPE: SETZ OFL CUBICYARDS KACEDJ&_OF_& Sampled as per ASTM C-172 TRUCK ##27L TICKET NO.7-h7/ MIX NO./Z)4046 TIME SLUMP %AIR UNTTWT..SF YIELD TEMPERATURE :� /D • I I I ICONt ' s — AIR N)IMIL-143 A5TMC•2.31 A3IMC-138 A3IMC-133 A5TMC-I064 SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C-172 TRUCK #t TICKET NO. MIX NO. TIME I SLUMP I %AIR I UNITWT..SF YIELD TEMPERATURE CONC. AIR SEE REPORT NO.'�� N�ORT 69004 �►. i +tom e �iVI ACTUAL BATCH l ACTUAL BATCH 9 WEIGHTS FOR CY WEIGHTS FOR Cy CEMENT 9,40 CEMENT 84$ FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. HNEAGM ffi FINEAGG. WATER 1044L WATER TOTAL / Z8.--b 16 . TOTAL jTPffAVr.:j7 OZ. LAD oz ADMIX 2 OZ ADMIX 7 OZ qw A]Iri L-113 ASIM C-231 A)IR L.-I3II IUIM C-13tl ASTM C-I064 ADwx I Ot ADMIX W s � o AgL-,C-31 cnt1cure D -C-617 sulfur cap Vt. C-1231 pad cap 'C-39 cylinder O - •Ca2 cores O - •C-1019 cmu ut O �'C�109 cubes CascadeTesting Equipment Identification: Stump Cone CSLC000 Thermometer CCTHD00 Air Meter CCOA100 CC000001 i[f - CC000002 INR AL CURETEMP.HIGH tiOW of DESIGN STRENGTH �WmAL CURING TEMP.NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 18 G J:AKK • MLE MWiFO. Xy 35 , AXES M-7 Low No 35 . 10T RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED. THIS REPORT SMALL NCR BE REPRODUCED EXCEPT IN PULL WITHOUT THE WRPTTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S). NAME(S) PRINTED ��� A INSPECTOR REVISED 12107 SIGNED BY `—��" CASCADE TESTING LABORATORY, INC. TESTING A INSPECTION 12919 N.E. )26TH PLACE KIRKLAND.WASHINCTON 98034 (425) 823.98M EVEREIT (425) 259-W17 COMPRESSION REPORT CLIENT: L -3yA6M 6%1044i77 lia�� ADDRESS: Z11148 66W AVOW E P107- CITY. STATE, ZIP: L-AWMAVD WA '74'30.76 ATTN: SOURCElSUPPUEA40,'�—hWJW1F. CEMENTTYPE: SET / OF,_ Cum YARDS PLACED 9 OIL Sumo d as per ASTM C-172 TRUCK 4nZ" TICKET NOZ-SPSR- • MIX NO.&WDA TIME SLUMP %AIR UNR WT., Sf YIELD I TEMPERATURE «<!D !D I I I -' I CONLP AJR ASTM C•143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-IW SET OF Cu81CYARDS PLACED OF Sampled as per ASTM C-172 TRUCK # TICKET NO. MIX NO, ME SLUMP %AIR . UNITWT-SF YIELD TEMPERATURE i CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SEE HELD REPORT 69002 REPORT NO. EjCjr� NO. DATE CERT. NO. QQ G PRO ECT `S LOCATION Lq N1123 AMME BLDG. PERMIT NO. OWNER 3 _ G _(T�iEii TEMP @ A.M. �Qe P.M. ENGINEER Ic 4 �i NPh�S AacH CONTRACTOR ACTUAL BATCH WEIGHTS FOR _ CY ACTUAL BATCH WEIGHTS FOR CY CEMENT 47.(4 . CEMENT B,470 FLY ASH FLY ASH C.AGG. C.AGG. C.AGG. C.AGG. RNEAgW O5 • RNEAG G WATER H.3 I6� WATER UZ . 67, TOTAL �Za TOTAL bZ - G7 (J � 7� ZS 4M ACM ' oz ADMIX I OZ_ ADMIX 2 OZ ADMIX 2 OZ ADMIX) OZ ADMIX) OZ SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE "BREAK• -733ge2, Aor&j- 41-13 7 Z. 3.1 z" ! 7 e / O O -73 y0 Z8 M-C-31 cast/cure 17 -C-617 suHur tap j3• C-1231 pad cap 12L- K 39 minder O 'C-42 cores O • sGIOl9 unu grout 0'C-109 tubes Cascade Testing Equipment Identification: Stump Cone CSLC000 Thermometer CCTHDDO Air Meter CCOA100 CC000001 �C000002 w nAL aAETEMI"HIGH ILOW a DESIGN STRENG /�/ �94MAL CURINGTFIi NOT RECORDED PFR 10.11 PLACEMENT AREA & NOTES P/LET 779'/.S ll.�. �t/o • !S �t/o zs TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULLVATHOUT THE WRITTEN APPROVAL Of CASCADE TESTING LARORATORY, INC. REVISED 12/07 INSPECTOR( INSPECTOR SIGNED BY Inc 18913 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS. WA 98020 • (425) 771-= • FAX (425) T71-W1 Webvte: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering December 15, 2009 John Thoresen Sunset 100, LP 16118 72nd Ave W Edmonds, WA 98026 RE: Request for Building Code Interpretation 121, 123, 125 Sunset Ave N Dear Mr. Thoresen, GARY HAAKENSON MAYOR MICROFILM This letter is in response to a letter from architect Brian Corbett, dated April '7, 2009, received by the City on December 2, 2009. Based on his letter it is our understanding that the subject exterior stairway and landing will only be located between the north and middle buildings (Buildings B & C on the approved plans), specifically between 123 and 125 Sunset Ave N. As noted in previous City letter dated April 2, 2009, we have read the report and have determined that the engineer has adequately justified.that the proposed exterior stairway landing area between the two buildings can be considered pedestrian walkways as set forth in IBC 3104 to address fire separation issues. Based on the architect's letter it is our understanding that the landing and stair will be self-supporting with no attachment to either building in order to utilize exception 2 to IBC 3104.2. This will be confirmed during review of the revised architectural plans and shop drawings (shop drawings must contain the shop drawing review stamped approved by the structural engineer of record). Please submit 3 sets of revised architectural plans and shop drawings reflecting the stairway/landing changes. Also, we are still awaiting revised architectural plans in response to Plan Review Comments dated April 17, 2009 (copy enclosed). This was due to the changes made to the parking garage area. Please include these changes in the revised architectural plans to be submitted to the City for review. Sincerely, Ann Bullis, CBO Building Official • Incorporated August 11, 1890 • 4.yoF EI)Ar Citv of Edmonds Q . PLAN REVIEW COMMENTS BUILDING DMSION F:r Is 9 (425) 771-0220 DATE: April 17, 2009 TO: Duane Landsverk . duane@Igh-inc.com FROM: Ann BuIlis, Building official RE: Revision to Permits 2008 0463, 2008-0464, 2008-0465 Project: Sunset Condominiums — Architectural Revision to Lower Floor Project Address: 121, 123, 125 Sunset Ave N During review of the revised architectural plans for the above noted project, it was found that the following information, clarifications or changes are needed.. Please provide written responses as to where the changes can be found on the plans, and submit revised plans/documents to a Permit Coordinator. I . Revised Sheet A-1 shows a reference to detail 10/A-1 at the northeast corner of the building which could not be found. Please provide the detail on the plan. 2. Submit revised Sheet A-0 showing the revised floor area for the lower floor. cc: Brian Corbett via email: r brian sn.com / E Gj S 57-fZl!�V-4�� ENGlNEERlNG 67z5,62 plsw Lynnwood, WA 98037 www.AegisEngineering. cam fax ((206 j 801-5797 March 24, 2009 Rec aVED Mr. John Thoresen MAR 2 4 29 Sunset 100 LP 16118 72nd Ave W. 81'GTM"�c GEPARTMcNT OF E0401jos Edmonds, WA 98026 SUNSET PROJECT - EDMONDS EXTERIOR STAIR CONDITION Dear Mr. Thoresen: Aegis Engineering has been retained by Sunset 100 LP t located between buildings at the Sunset Project in Edmonds, o evaluate exterior stairs Sunset Ave N. We understand this project is subject to at lni 123, and 125 Code (IBC) as adopted and amended by the State of W the 2006 international Building City of Edmonds. Washington and enforced by the BACKGROUND The Sunset Project consists of three Type VB Group R-3 Type I underground parkin P structures situated atop a g garage, separated in accordance with Section 509.2 by 3-hour fire -resistance -rated construction. The project is e approved automatic sprinkler system. quipped throughout with an Each Group R building is separated by 6 feet. An assumed Property to greater than 5 feet to accommodate exterior p line is extended between the buildings such that the fire -resistance rated from once vanes from less than 5 feet window and door openings. Exterior 704.5, walls are 1-hour m both sides in accordance with IBC Section The Group R-3 structures are two -stories, with up to 2 dwelling on the main floor and, a second dwelling unit on the upper fio and egress access for each unit is from units; one dwelling unit the east in accordance with item 2 of ingress B ress Section 1019.2. An additional stair is proposed within the - north and central buildings to serve the two u 6 foot space between he p stair and landing would be of noncombustibleon d ucio � units. This supplemental No openings are proposed Fire Protection - Building Code Consult - Design:- Engineer SUNSET 1 n0 I P • Pane 2 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION beneath the stair element, or facing the stair other than for access from units served by the stair. EVALUATION Aegis Engineering has evaluated the proposed conditions at the Sunset Project with regard to applicable provisions of the IBC. BUILDING AREA The code generally seeks to limit the magnitude of potential conflagrations through compartmentalization and regulating the size of buildings. However, at the Sunset Project, the individual buildings are classed as Group R-3 buildings, which are permitted to have an unlimited area. This suggests that the code recognizes an inherently low level of risk to be associated with Group- R-3 construction. If multiple Group R-3 buildings at the Sunset Project were considered together as Group R-2, the actual area of the two subject adjacent buildings could be considered portions of a single building in accordance with IBC Section 503.1.2. As the code would permit two buildings to be connected and enclosed by combustible construction if classified as Group R-2, the separation and openness provided between the Group R-3 buildings with 1-hour exterior walls and a noncombustible exterior stairway should be considered to maintain the level of safety anticipated with the provisions of IBC Section 503.1.2. EXTERIOR PROJECTION In order to limit the potential for lateral fire spread between buildings, the code regulates projections extending from a building. Section 704.2 permits projections to extend (1) one-third the distance to the lot line where protected openings are required, or (2) up to twelve inches into areas where openings are prohibited. Based on Footnote C to IBC Table 704.8, unprotected openings are permitted with a fire separation distance of more than 3 feet at the Sunset Project. Therefore, where the exterior stairway element between the buildings is attached to only one building, it may be considered as a projection of that building. In accordance with the provisions of IBC Section 704.2, it is permitted to extend up to 12 inches into the area where openings are prohibited. Based on a 3-foot fire separation distance where openings.are prohibited, and assuming the imaginary property line between the two buildings is located nearly at the SUNSET 100 LP Page 3 SUNSET PROJECT - EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION face of the adjacent building, the stairway should be permitted to extend up to 2 feet from the face of the adjacent building. As illustrated in Figure 1 below, the 3-foot — 6-inch wide exterior stair shown in the October 7, 2008 architectural plans by R. Corbett Architects and 2-foot minimum separation distance prescribed by code to the assumed property line can be accommodated in the 6-foot separation distance between the buildings. Ills' , .;�.'I,-� gyp,, � • {O ..L �[�,( 9 "1{� }� .�'' ' •'• FIGURE 1: SUBJECT GROUP R-3 BUILDING (RED) WITH PROJECTING EXTERIOR STAIRWAY (GREEN) WITH MINIMUM 2 FEET SEPARATION To ASSUMED PROPERTY LINE AT ADJACENT BUILDING (BLUE) SUNSET 100 LP 0 0 Page 4 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION PEDESTRIAN WALKWAY While code provisions for projections generally seek to maintain a space between elements extending from one building toward a separate building, IBC Section 3104 describes conditions for which a pedestrian walkway is permitted to link separate buildings. Figure 2 below illustrates how the upper landing of the stair can link both upper dwelling units to the supplemental stair, functioning as a pedestrian walkway. i FIGURE 2: GROUP R-3 BUILDING (RED) wiTH PEDESTRIAN WALKWAY (GREEN) THAT ALSO SERVES SEPARATE ADJACENT BUILDING (BLUE) SUNSET 100 LP 0 • . Page 5 SUNSET PROJECT-- EbMONDS March 24, 2009 EXTERIOR STAIR CONDITION In order to maintain the degree of separation desired with the Sunset Project, while the exterior stair may be connected to one building, structural connection to both buildings must be avoided as described in Exception 2 to IBC Section 3104.2. As the Sunset Project residential buildings are of combustible construction, Exception 1 to IBC Section 3104.3 would permit the pedestrian walkway to also be.of combustible construction. With this project, noncombustible construction is proposed for the exterior element, such that the level of safety provided is in excess of that prescribed by code. Exception 3 to Section 3104.5 does not require fire -resistance rated exterior walls where the buildings are on the same lot in accordance with IBC Section 503.1.2. Section 503.1.2 permits such buildings to be regulated as separate buildings or as portions of one building. As described in the Building Area section above, the aggregate area of the two subject buildings at the Sunset Project are within. the allowable area limitations of the code. However, this project. identifies an assumed property line between the buildings, and each building is regulated as a separate building in accordance with Section 503.1.2. While the applicable exception to Section 3104.5 does not require a fire -resistance rating, as these buildings are regulated as separate buildings, the exterior walls are fire - resistance rated and exterior openings are limited based on the, proximity to the assumed property line in accordance with IBC Section 704.3. It can be noted in Figure 2 that opposing doors accessing the common exterior pedestrian walkway are offset in accordance with IBC Section 704.8. CONCLUSION The Sunset Project in Edmonds consists of three Group R-3 buildings atop a common garage element, in accordance with Section 509.2 of the IBC. The physical separation of the buildings, fire -resistive construction.of the exterior walls, and limited openings of the exterior walls, contribute to an inherent level of fire safety between the buildings. Each Group R-3 building contains no more than 2 dwelling units and is protected throughout by approved automatic sprinkler protection. In addition to the subject exterior stairway located between the buildings, the dwelling units are provided with another exit to the east in accordance with Item 2 of IBC Section 1019.2. Based on the construction and occupancy of the Sunset Project, where connected to one building, the subject exterior stairway located between two buildings as identified on design plans dated October 7, 2008 should be considered to comply with the limitations for projections in accordance with IBC Section 704.2 as illustrated in Figure 1 above. SUNSET 100 LP • Page 6 SUNSET PROJECT — EDMONDS March 24, 2009 EXTERIOR STAIR CONDITION When this exterior stair element is expanded to serve two buildings, the upper landing and exterior stairway should satisfy the provisions of IBC Section 3104 as a pedestrian walkway, as described with Figure 2 above. Feel free to contact me, or to have Ms. Ann Bullis, City of Edmonds Building Official contact me directly, at 425.745.4700 or by e-mail at BrianT@AegisEngineering.com with any questions or for clarification of the information presented in this document. Since Brian C. Thompson; cc: Collin Madden / cmadden@triliadcapital.com R. Brian Corbett / r—bdan@msn.com AEG I S ENGINEERING Brian C. Thompson, P.E. 0 6725 162n0 Pl W Lynnwood, WA 98037 www.AegisEngineering.com (425) 745-4700 fax (206) 801-5797 Summary Brian Thompson, the Principal of Aegis Engineering, is a registered professional engineer in Washington, Oregon and California. He holds a Master's Degree in Fire Protection Engineering from Worcester Polytechnic Institute and has project experience involving high-rise buildings, health care facilities, historic rehabilitation, mixed -use and industrial occupancies. Experience Education Affiliations Mr. Thompson entered the fire protection field over 15 years ago, and is familiar with the application of current engineering models and methodologies to evaluate unique project conditions, including complex analysis of the anticipated performance of fire protection and smoke control systems. His project responsibilities include developing design strategies for project fire protection and building code approaches, evaluation of _design plans for code compliance, as well as system inspection and testing. Other fire protection engineering experience has been gained by Mr. Thompson through previous employment in Chicago and San Francisco. Other applicable experience includes firefighting, civil engineering work, site master planning, and forensic investigations. Brigade Complex, Fort Lewis, WA City Heights, Ferndale, WA Emerald Queen Casino Fife, WA Microsoft Office Buildings, Redmond, WA Olympic BioFuels Facility, Poulsbo, WA Plaza Center, Bellevue, WA Group Health Cooperative, Providence Cancer Center, Seattle, WA Everett, WA US Green Building Council, Berkeley, CA LEED-NC Technical Review (2005) Worcester Polytechnic Institute, Worcester, MA M.S., Fire Protection Engineering (2003) Marquette University, Milwaukee, WI B.S., Civil Engineering (2000) Snoqualmie Casino Snoqualmie, WA UW Medical Center Seattle, WA . Vancouver Clinic Vancouver, WA Wells Fargo Plaza, Tacoma, WA Protection Knowledge Concepts, Chicago, IL Automatic Sprinkler System Design and Water System Analysis (1998) • Intemational Code Council (ICC), WA Fire Code Technical Advisory Group • National Fire Protection Association (NFPA), AEBO Section • Salamander Honorary Fire Protection Engineering Society, Gamma Chapter • Society of Fire Protection Engineers (SFPE), Pacific Northwest Chapter Fire Protection • Building Code Consult • Design - Engineer 0 .0 C 1 a90 CITY OF EDMONDS 121 5TM AVENUE NORTH • EDMONDS. WA 93020 • {4?5) )T1-0220 • FAX (425) 771 0221 Webs+le www Ci edmonds wa us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering April 2, 2009 John Thoresen Sunset 100, LP 16118 72nd Ave W Edmonds, WA 98026 RE: Request for Building Code Interpretation 121, 123, 125 Sunset Ave N. Dear Mr. Thoresen, GARY HAAKENSON MAYOR This letter is in response to the report by Brian C. Thompson, PE of Aegis Engineering dated March 24, 2009 that Collin Madden submitted requesting that the proposed exterior stairway landings between buildings be considered pedestrian walkways in accordance with Section 3104 of the International Building Code. We have read the report and have determined that the engineer has adequately justified that the proposed exterior stairway landing areas between buildings can be considered pedestrian walkways as set forth IBC 3104 to address fire separation issues, however we need further clarification from the.engineer regarding the following items: Location of Proposed Stairways/Landings: Clarify in the request the specific locations of the exterior stairway(s) and landing(s). Will it be between 121 Sunset N and 123 Sunset N, and/or between 123 Sunset N and 125 Sunset N? Type B Dwelling Units: The first paragraph of Page 5 of the report states that, "In order to maintain the degree of separation desired with the Sunset Project, while the exterior stair may be connected to one building, structural connection to both buildings must be avoided as described in Exception 2 to IBC Section 3104.2. " This exception states "For the purposes of calculating the number of Type B units required by Chapter 11, structurally connected buildings and buildings with multiple wings shall be considered one structure. " Please clarify if it is the engineer's intent of this paragraph in his report to not provide Type B dwelling units in these buildings. We caution you on the use of this exception as an exemption for providing Type B dwelling units. Compliance to the provisions of the 2006 International Building Code should not be taken as an indication of compliance with federal or Incorporated August 11, 1890 • Cicfor i-ifir - W- Inman Aanan statutory requirements, including compliance to the Fair Housing Accessibility Guidelines. The two documents are separate and independent. We suggest that you consult with your legal counsel regarding the compliance of this plan with the Fair Housing Act amendments and the Americans with Disabilities Act. The design raises significant issues regarding compliance with these federal statutes and City approval of plans under the IBC and State building code is not an indication that the design complies with the requirements of these federal statues. Plan/Details: Provide plans and construction details showing how the requirements of Exception 2 of IBC 3104.2 will be met. Should you have any questions, please feel free to contact me at 425-771-0220. Sincerely, *a -- Ann Bullis, CBO Building Official corbett Archocts P.S. Inc. 195131st Avenue West, Seattle Washington, 98199 April 7, 2009 City of Edmonds Development Services Department Attn:Ann Bullis, Building Official. Proiect Sunset 100, LP. Mixed use RECEIVED DAL. - 42009 DEVELOPMENT SERVICES COUNTER The following letter is in response to your letter dated April 2, 2009 for the project located at 121,123,125 Sunset Avenue North. 1) The proposed shared pedestrian walkway landing and stairway is to be located between the north and middle buildings. 2) The landing will be a self supported structure on four steel tubes with the stair stringers spanning fromfrom the landing to the ground. There will not be any attachment to either building. We do understand that your approval does not determine compliance with federal fair housing act and appreciate your bringing this matter to our attention 3) As per earlier building department requests, we will be providing shop drawings for the pre -fabricated stairs and the predestrian walkway landing. Should you have any additional questions or comments please feel free to contact me through e-mail at briantacorbettarchitects.com or by phone at (206) 283-7808. Best regards, R.Brian Corbett Corbett Architects PS Inc. CORBETT ARCHITECTS P.S. INC. 1951 31ST AVFNUF, WEST SEATTLE WASHINGTON 98199 206.2837808 .Inspection Comments BLD20080"3 - 6 - Apartment/Condo New Applied: 06/05/2008 Issued: 01/30/2009 Expires: 01130/2012 Address: 121 SUNSET AVE N, EDMONDS INSPEC%ION; ' • ...'� ; �ax:'t .; 'F '"``-DATE ¢o� 1'�~IfVSFECTOA ACTION 1000 - E-Pre-Con 08/18/2011 MCCONNELL CMP Comment: Project finaled 1001 - E-Erosion Control/Mobilization 05/1912009 Zulauf INC Comment: tesc adequate, special inspector also apprd 1001 - E-Eroslon Control/Mobilization 08/18/2011 MCCONNELL CMP Comment: Project finaled. 1013 - E-Storm Tightline 05/20/2009 MCCONNELL INC Comment: Contractor has installed CB at SW corner of property at own risk (not inspected either). City is working to extend strom system from Main Street along BNSF property (Pam project). Project design is in the works, but not yet complete. 1013 - E-Storm Tightline 0512112009 lambert] I INC McConnell Comment: Partial OK to Backfill 1013 - E-Storm Tightline 06/1012009 lambert] I INC McConnell Comment: OK to Backfill 1013 - E-Storm Tightline 07/0712009 Zulauf/Sibrel INC Comment: Ok to b/f section along south wall 1013 - E-Storm Tightline 08/18/2011 MCCONNELL CMP Comment: Project finaled. 1014 - E-Storm Connect to Stub 08/18/2011 MCCONNELL CMP Comment: Contractor installed CB at SW comer of the building and connected to storm main installed by City contract for BNSF project. 1017 - E-Footing Drain Connection 05/19/2009 MCCONNELL CMP Comment: ftg connection to new cb only at sw comer of site 1034 -. E-Water Service Line 03/1112010 LAMBERTJ CMP Comment: ok to backfill. 1036 - E-Double Check Detector Assem Vault 08/1812011 MCCONNELL CMP Comment: Inspections performed by both Fire and Engineering. Project finaled. 1039 - E-RPBA with HotBox 08/1812011 MCCONNELL CMP Comment: Installed and backfiow reports provided to the City. 1044 - E-Driveway Form & Slope Ver. 08/1812011 MCCONNELL CMP Comment: Project finaled. 1054 - E-Retaining Wall Drainage 08/1812011 MCCONNELL CMP Comment: Part of building foundation. 1/9/2012 1:51:11 PM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 5 INSPECTION _ .... x ...-�,._..._..__.. DATE... - ... 1060 - E-Fire/Aid Address Sign 08/18/2011 Comment: Approved. 1076 - E-Cross Connection Final 0810312011 Comment: Barry submitted backflow test reports provided to Linda Mc. 1077 - E-Engineering Final 04115/2011 Comment: Preliminary correction notice provide on site. 1077 - E-Engineering Final 0412012011 Comment: Final correction notice emailed to Landsverk. INSPECTOR ACTION MCCONNELL CMP MCCONNELL CMP MCCONNELL COR MCCONNELL . COR 1077 - E-Engineering Final 07/27/2011 MCCONNELL COM Comment: On site meeting with Barry Martin and John Thoreson to discuss outstanding items listed on 4/15/2011 correction notice. See attachment for updated list of items. 1077 - E-Engineering Final 08/02/2011 MCCONNELL COM Comment: Spoke with Barry at front counter regarding water meter boxes. Also contacted L.McMurphy for further clarification. Okay to keep domestic meter box. Irrigation meter box (for 1' meter) to be replaced to meet City standards for plastic box with metal lid. 1077 - E-Engineering Final 08/03/2011 MCCONNELL COM Comment: Spoke with Barry at front counter. Discussed installation of unistrut post & sleeve in sidewalk for 3-hr parking sign. Provided standard detail. 1077 - E-Engineering Final 0811812011 MCCONNELL CMP Comment: Project finaled. 1081 - Asbuilt for Civil Improvements 08/18/2011 MCCONNELL COM Comment: Bart' Martin is aware of requirement and will provide asbuilts to the City. 1106 - B-Setbacks 05/12/2009 steinike INC Comment: Unable to locate back pins will try to locate by next footing Inspection. 1106 - B-Setbacks 05/13/2009 steinike CMP Comment: 1108 - B-Footings . 05112/2009 steinike INC Comment: Not Ready. 1108 - B-Footings 05/13/2009 steinike INC Comment: Locations on plan for west side. 1108 - B-Footings 06/09/2009 , steinike INC Comment: Grade Beam At south Side and Wall above North Wall. 1108 - B-Footings 08/04/2009 steinike CMP Comment: 1110 - B-Foundation Wall 05/21/2009 steinike INC Comment: Back Wall at BNSF side only! 1110 - B-Foundation Wall 06/03/2009 steinike INC Comment: Grade Beam on North and Sunset Ave Side Only! 1110 - 8-Foundation Wall 06/09/2009 steinike INC Comment: Above North Grade Beam. 1/9/2012 1:51:11 PM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 2 of 5 INSPECTION r V DATEY INSPECTOR ACTION 1110 - B-Foundation Wall 06/1912009 steinike INC Comment: South Wall. 1110 - B-Foundation Wall 06123/2009 steinike INC Comment: High Wall Steel inside of Driveway. 1110 - B-Foundation Wall OT11612009 steinike INC Comment: Interior Walls and Posts. will obtain C&G Engineer letter on Grade beam Report. 1110 - B-Foundation Wall OT/2412009 lawler INC Comment: grid lines E to C @ gridline 1 1110 - B-Foundation Wall 08/0412009 steinike CMP Comment: 1114 - B-Isolated Footings/Piers 08/04/2009 steinike. CMP Comment: 1128 - B-Gas Test/Pipe 03/1612010 steinike CMP Comment: 1130 - S-Equipment-Mach OdJ02/2010 STEINIKE CMP Comment: 1132 - B-Exterior Sheathing 08/31/2009 steinike INC Comment: 1 st Layer DW Shear wall above Garage entry OK. 1132 - B-Exterior Sheathing 01/05/2010 steinike INC Comment: Sheathing at 1st Bldg.. marked on plans. 1132 - B-Exterior Sheathing 03/2412010 STEINIKE CMP Comment: 1136 - B-Shear Nailing 08/26/2009 lawler INC Comment: partial see highlighted area on jobsite plans 1136 - B-Shear Nailing 08/27/2009 lawler INC Comment: partial see jobsite plans 1136 - B-Shear Nailing 08/28/2009 bjorback INC Comment: partial 1136 - B-Shear Nailing 09103/2009 steinike INC Comment: See Partial Highlighted area on jobsite plans for Holdowns and LTP4. 1136 - B-Shear Nailing 12/22/2009 steinike INC Comment: LPT4 Clips on Back wall noted on approved plans. 1136 - B-Shear Nailing 01/05/2010 steinike INC Comment: Sheathing at 1st Bldg.. marked on plans. 1136 - B-Shear Nailing 03124/2010 STEINIKE CMP Comment: 1140 - B-Height Verification 04112/2011 STEINIKE CMP Comment: Received Survey letter! 1/9/2012 1:51:11 PM 121 5th Ave. Edmonds Washington - Phone: (425) 771-0220 Page 3 of 5 INSPECTION DATE INSPECTOR ACTION ^��^ 1141 - B-Fire Stopping 04/02/2010 STEINIKE PAR Comment: Above slab. 1141 - B-Fire Stopping 08/18/2011 STEINIKE PAR Comment: Drywall in parking garage for relocated doors. 1141 - B-Fire Stopping 01/06/2012 LAWLER CMP Comment: 1142 - B-Framing 04/02/2010 steinike CMP Comment: Need special Inspection report and Firestopping. 11" - B-Wall InsulationlCaulk 09109/2009 steinike INC Comment: 1st floor at walls (3hr)above entry to garage. 11" - B-Wall Insulation/Caulk 04109/2010 lawler CMP Comment: 1146 - B-Floor Insulation/Caulk 04/09/2010 lawler CMP Comment: 1148 - B-Celling Insulation/Caulk 04/09/2010 lawler CMP Comment: 1150 - B-Sheetrock Nail 09/01/2009 steinike INC Comment: 2nd Layer Ok on Entry to Garage portion.! 1150 - B-Sheetrock Nail 09/11/2009 steinike INC Comment: Layer one of 4 entry above Garage! 1150 - B-Sheetrock Nail 12/1012009 steinike INC Comment: Layer 3 Ok in Entry to Garage. 1150 - B-Sheetrock Nail 12/15/2009 steinike INC Comment: Wrote Correction notice to remove ALL -wet drywall. 1160 - B-Sheetrock Nail 02 I6/2010 steinike INC Comment: 1st Layer Inside Ok. 1150 - B-Sheetrock Nail 02/17/2010 steinike INC Comment: 2nd Layer ok. 1150 - B-Sheetrock Nail 02/19/2010 steinike INC Comment: 3rd Layer Ok 1150 - B-Sheetrock Nail 02/24/2010 steinike INC Comment: 4th Layer Ok in 3 Hr Wall ONLY!, 1150 - B-Sheetrock. Nail 04/12/2010 steinike CMP Comment: 1150 - B-Sheetrock Nail 04121/2010 lawler CMP Comment: 1158 - B-Building Final 08/24/2011 BJORBACK COM Comment: Correction notice on residential units only. 1/8/2012 1:51:11 PM 121 5th Ave, Edmonds Washington- Phone: (425) 771-0220 Page 4 of 5 INSPECTION __. DATE INSPECTOR ACTION J 1158 - B-Building Final 09/08/2011 STEINIKE COM Comment: Not ready, no elevator. 1158 - B-Building Final 01/0612012 LAWLER CMP Comment: 1955 - F-Extinguishers 01/09/2012 SMITHM CMP Comment: APPROVED 1975 - F-Fire Dept Inspection 0110912012 SMITHM CMP Comment: APPROVED 1980 - F-Addressing Visibility 01/09/2012 SMITHM CMP Comment: APPROVED 1985 - F-Fire Final 01/09/2012 SMITHM CMP Comment: APPROVED 2000 - P-Planning Final 0113012009 Coccia INC Comment: Assign final inspection to GINA... 2000 - P-Planning Final 06/17/2010 COCCIA INC Comment: They're going with 2" caliper Acer Ginala Flame street. trees instead of the 3" (ok by Rich Lindsey as an alternative to finding another species for this street). 2000 - P-Planning Final 04/08/2011 COCCIA CMP Comment: Looks good. 3006 - B-Post Tension Slab 08104/2009 steinike CMP Comment: 1/9/2012 1:51:11 PM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 5 of 5 OQ_ EDM �` N CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS.WA 98020 PHONE- (425) 771-0220 - FAX: (425) 771-0221 /o c. I S90 STATUS: ISSUED 7R912009 Expiration Date: 1/29/2010 Parcel No: 00434401300300 SUNSET 100 LP PACIFIC FIRE dt SECULRITY INC. I PACIFIC FIRE & SECULRITY INC. 16118 72ND AVE W 828 POPLAR PL S 828 POPLAR PL S EDMONDS. WA 98026- SEATTLE, WA 98144- SEATTLE. WA 98144- ( y - Ext. (206) 355-7104 Ext. (206) 3SS-7104 Ext. LICENSE 0: PACIFFS914MF EXP:7/I1201 t 3 SEPARATE BUILDINGS OVER ONE COMMON GARAGE, PLACING FIRE ALARM PANEL IN SPRINKLER RISER ROOM, HORN/STROBES IN COMMON AREAS, HORNS IN PRIVATE RESIDENCES. VALUATION: $0 OMPLETED PERMIT TYPE: Commercial PERMIT GROUP: 79 - Fire Alarm GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: FENCE: N 0 X 0 FT. CODE: 06 OTHER: N OTHER DESC: ZONE: NUMBER OF STORIES 0 VESTED DATE: NUMBER OF DWELLING UNITS 0 LOT 0: I BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13PLD FLOOR: 0 GARAGE:0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: REQUIRED: PROPOSED: : REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATINGCONSTRUCT[ON AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 19:27. IISAPPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUAY AND ALL FEES ARE PAID. Date Released By v V ATTENTION fTtS UNLAWFUL MUSE OR OCCUPY A BUILDING OR STRUCTURE UN71L A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 101 IRCI 10. I ARCHIVE= APPLaCANT ASSESSOR 10 OTHER • STATUS: ISSUED I BLD20090486 Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for allrequired City inspections including final project approval and final occupancy inspections. Any request for alternate design, modification, variance or otheradndnistrative deviation (hereinafter` variance") from adopted codes, ordinances or policies rrwst be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been. specifically identified, requested and considered by the appropriate airy official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating fi+omtenporary construction sites as a result ofconstruction activity are exempt fiom the noise Timms of BOC Chapter 5.30 only during the hours of 700am to 6-OOpm on weekdays and IO.00amand 6 OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other tines the noise originating from construction sues/activities must comply with the noise lints ofChapter 5.30, unless a variance has been granted pursuant to EOC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold hanntess the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly fmm the issuance fo this pemvt. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the CSty's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUMM ON THE PUBLIC DONWN (CURBS. SIDEWALKS. DRIVEWAYS, MIAROVEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIMI: LIMIT. SEE ECDC 19.0D.005(Ax9) BU11Al1YG (425) 771-0M' EXT. 1333 1 MGliVFI MG (425) 771-0220 EXT. 1326 PUBLIC WORKS 425 7714M5 I PRE.TREATI wir 4 672-5755 1 REICYCUNG 425 275-4801 Wben calling for an inspection please leave the following information: Perinit Number, Job Site Ad&ess, Type of blspeetion being r'�TJ • F-Fire Alarm System Acceptance afternoon. of FQ4,0 inspection Comments BLD20090486 79 -Fire Alarm Applied: 07/23/2009 Issued: 07/29/2009 Expires: 01/29/2010 floc. I aQ' Address: 121 SUNSET AVE N. EDMONDS IN5PECTlONv s � .�- �.:5..� �^h?�y�;' y� ;s"4 Y �''""'Y=��f'rDATE - _ INSPECTOR ACTION - 1935 - F-Fire Alarm System Acceptance `09/02/2011 WESTFALL CMP Comment: Fire alarm .accepted -monitoring confirmed with attachment. 1/9/2012 8:59:15 AM 121 5th Ave. Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 • 0 .11110111 iof F04M i 1 %40 STATUS: ISSUED 2/19/2010 Expiration Date: 8/19/2010 Parcel No: 00434401300300 CITY OF EDMONDS- 121 STH AVENUE NORTH - EDMONDS WA 99020 PHONE- (425) 771-0220 - FAX (425) 771-0221 SUNSET 100 LP LANDSVERK QUALITY HOMES INC ' Martin Construction 16118 72ND AVE W 21 118 66TH AVE W 19929 108th Ave SE EDMONDS, WA 98026- LYNNWOOD. WA 98036- (206) 948-1 19S Ext. (423) 742-2742 Ext. Snohomish, WA 98296 MARTIC`89OMH 7/8/13 2 76K BTU GAS FIREPLACES IN MASTER BEDROOM AND FAMILY ROOM, I STOVE WITH GAS PIPING. AIR HANULtA W I I rt STRIP HEAT. NO ROOF TOP UNITS. VALUATION: $0 COMPLETED PERMIT TYPE: Commercial PERMIT GROUP: 40 - Mechanical/Sotar GRADING. N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY. N OCCUPANT GROUP OCCUPANT LOAD: FENCE: N 0 X 0 FT CODE: 06 OTHER: N------- OTHER DESC: IZONE. NUMBER OF STORIES 0 VESTED DATE: NUMBER OF DWELLING UNITS 0 ILOT C: BASEMENT: 0 1 ST FLOOR 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR- 0 GARAGE: 0 DECK: 0 OTHER:O 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: RE UIRED: PROPOSED: 1 RE UIRED: PROPOSED: HEIGHT ALLOWED.0 PROPOSED:O IREQUIRED. PROPOSED: SETBACK NOTES: I AGREE TO COMPLY WIT)i CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OFTHE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 19:27. HIS&PPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPUTY AND ALL FEESARE PAID. •< - Lute( , ATTENTION rl'IS UNLAWFUL MUSE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL- rNSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED UBC1091 ISCI 101 IRCI 10. = ON11NE = APPLICANT Q ASSESSOR I OTHER STATUS: ISSUED BLD20090642 • Separate Permit Required For. Heat pump(mcchanical) • Installation. use and maintenance ofequipmmt and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's instillation instructions on site for.Buikfung Inspector. • Installer shall provide the manufacturers installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Obtain Electrical Permit from State Department of Labor & Industries. 425-291}1309 • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Chuck the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, rnodification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city offncial in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of EOC Chapter 5.30 only during the hours of 7:00am to 6:00pmon weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction saes/activities must comply with the noise linimits of Chapter 5.30, unless a variance has been granted pursuant to BCC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claim for damages of whatever nature, axis ing directly or indirectly from the issuance fir this pemit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • Installation, use and maintenance ofequipment and components shall be per manufacturer's specifications, installation instiuctions, and applicable state codes. Provide manufacture's installation instructions on•ske for Building Inspector. THiS PERMT AUTHORIZES ONLY THE WORK NOTED. THIS PERMT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC OOkWN (CURBS. SIDEWALKS, DRIVEWAYS. MARQUEES. ETC.) WILL REQUIRE SEPARATE PERMSSION. PERMT TIME LINT. SEE ECDC 10.00.005(A)(0) PUBIC WORKS 425 771-W5 PR&IRFAT1V Erfr 4 672-5755 REICY LING 425 2754901 When calling for an Inspection please leave the following Information: Permit Nu mmber,.Job Site Address, Type of Inspection being requested Contact Name and Phone Number. Date Prefereed and %bother you prefer mornine or afternoon • B-Cas Test/Pipe • B-Equipment-Mech &Fire Stopping . &Mechanical Final OV E°M� Inspection Comments v yQ BLD20090642 40 - Meehan ical/Solar Applied: 09/24/2009 Issued: 02/19/2010 Expires: 01/19/2012 Address: 121 SUNSET AVE N, EDMONDS INSPECTION tiYr11 s� DATE V -� INSPECTOR ACTION — 1~156 - B-Mechanical Final 0110612012� LAWLER CMP Comment: 1/9/2012 9:01:29 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 Ay. O EOA!p� _ =�� N OFEDMONDSCITY 121 STH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 toe. 189� STATUS: ISSUED 3/2R009 Explration Date: 1/30/2010 Parcel No: 00434401300300 I SUNSET 100 LP SUNSET 100 LP 16118 72ND AVE W 16118 72ND AVE W Martin Construction EDMONDS, WA 99026 206-948-1195 VALUATION: $0 EDMONDS. WA 98026 206-948-II95 JOB I)ESC RI1' I It 19929 108th Ave SE Snohomish, WA 98296 MARTIC"890MH 718/13 PERMIT TYPE: Commercial PERMIT GROUP: 56 - Fire Connection GRADING: N CYDS. 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: FENCE: N 0 X 0 FT. CODE: 06 ,16111fliji Is I loll OTHER: N --OTHER DESC: ZONE: NUMBER OF STORIES: 0 VEST ED DAT E: NUM BE R OF DW ELL ING UNIT S. 0 LOT H: I BASEMENT: 0 1 ST FLOOR 0 2ND FLOOR 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: RE UIRED: PROPOSED: I RE UIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O RE UIRED: PROPOSED: ' SETBACK NOTES: 1 AGREE TO COMPLY WITH CITY AND STATE LAW S REGULAT ING CONST RUCT ION AND IN DOING THE WORK AUTHORIZED T HE RE BYA NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OFTHE STATE OF WASHINCITON RELATINGT0 %% / WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. IIS P.PLI TION IS MOT A PERMIT UNTIL SIGNED BY T HE BUILDING OFFICIAL OR HIS/HER DEWf Y AND ALL FEES &RE PAID. ATTENTION ITLS UNLAWFUL TO USE OROCCUPY A BUILDINO OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A C""FICATE OF OCCUPANCY HAS BEEN GRANTED. UBCI0W 10010/ 1RC110. ARCMVE APPLICANT ASSESSOR 071M 0 .0 STATUS: ISSUED BLD20081000 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies crust be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not corrply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provisbn of city code or state law does not approve any items not to code specification. SoundJNoise originating from temporary construction sites as a result of construction activity are =Mt fiomthe noise Limits of EOC Chapter 530 only during the hours of 7UOam to 6 OOpm on weekdays and 10.91]larn and 6�Opm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activates crust comply with the noise Units of Chapter 5.30, unless a variance has been granted pursuant to FCC 530.120. Applicant, on behalfof his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds. Washington, its officials, employees, and agents tiomany and all claims for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this perm it shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. I THIS PERMT AUTHORIZES ONLY THE WORK NOTED. THIS PERMT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS. SIDEWALKS. DRIVEWAYS. MARQUEES. ETC.) WILL REQUIRE SEPARATE PERMSSION. PERMT TINE UNIT: SEE ECDC 10-00.005(AH6) MELDING 4 771-M EXT. 1333 ENGOOMMG 771-M EXT.1326 IMEL42L 771-0215 PUBUC WORKS 425 771-0235 1 PRI&TIM71VEMT 425 672-5755 1 RECYCLANG 425 275JMI Wben calling for an faspecdon please lease the folloNing information: Per'rnit Number,dobSite Address,'fype of Inspection being • E-Engineering Final • F-Fire Hydrant Verification • F-Firs; Connection Installation • F-Fire Connection Thrust Blqldng • F-Fire Connection Pressure Test of At Inspection Comments - BLD20081000 56 - Fire Connection Applied: 12/11/2008 Issued: 03/02/2009 Expires: 01/30/2010 Address: 121 SUNSET AVE N. EDMONDS INSPECTION ; - . �'' '+;DATE''>�^''v.'=' ' INSPECTOR `�' ACTIONS 1077 - E-Engineering Final 0811812011 MCCONNELL CMP Comment: Project finaled. 1900 - F-Fire Hydrant Verification 12/13/2010 WESTFALL CMP Comment: 1905 - F-Fire Connection Installation 1211312010 WESTFALL CMP Comment: 1908 - F-Fire Connection Thrust Blocking 12/1312010 WESTFALL CMP Comment: 1910 - F-Fire Connection Pressure Test 12113/2010 WESTFALL CMP Comment: Witnessed hydro and flush of fire connection. 2/7/2012 7:35:27 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 9 �y 0 -E D,�O� CITY OF EDMONDS 121 STH AVENUE NORTH - EDMONDS�WA 99020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Inc, 1 g9� Expiration Date: 4/2/2010 Parcel No: 00434401300300 SUNSET 100 LP SUNSET 100 LP ROBINSON PLUMBING 16118 72ND AVE W 16118 72ND AVE W 29330 124TH AVE NE EDMONDS, WA 98026 EDMOND& WA .98026 ARLINGTON. WA 99223 206.948-1195 206-948-1195 360-403-7462 LICENSE 0: ROBINF0272C2 EXP:9l1l2009 FIRE SPRINKLER VALUATION: W,80000MPLM PERMIT TYPE: Commercial PERMIT GROUP: 30 - Fire Sprinkler GRADING: N CYDS:0 TYPE OF CONSTRUCT ION: RETAINING WALL ROCKERY: N OCCUPANT GROUP. OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) 06 OTHER: N ----OTHER DESC: ZONE: NUMBER OF STORIES: 0 IVESTED DATE: UMBER OF DWELLING UNITS: 0 LOT 0: 1 �RASEMENT : 0 1 ST FLOOR 0 2ND FLOOR,0 BASEMENT: 0 I S7 FLOOR 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: RE UIRED: PROPOSED: I RE UIRED: PROPOSED: HEIGHT ALLOWED.0 PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES - I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATINGCONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S.COMPENSATION INSURANCE AND RCW 19:27. T HIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HINHEI�DEPUTY AND ALL FEES ARE PAID. ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE. AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 101 IRC110. a ARCHIVE APPLICANT ASSESSOR OTHER STATUS: ISSUED BLD20081001 Final approval on a project or fugal occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 710am to 6,00pm on weekdays and 10.%am and 6,00pm on Saturdays, excluding Sundays and Federal Holidays. At all other tunes the noise originating from construction sites)activites must comply with the noise limits of Chapter 5.30, unless a variance has been -granted pursuant to ECC 5.30.120. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, ind agents from any and all claim for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this pemdt shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit on any way the City's ability to enforce any ordinance provision. THIS PERMT AUTHORIZES ONLY THE WORK N07ED. THIS PERMT COVERS WORK 70 BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS. DRIVEWAYS. MAROUEES. ETC.) WILL REQUIRE SEPARATE PERIASSION. PERMT TILE UWT: SEE ECDC 19.00.1 M5MS) 771-= EXT. 1333 1 INGINEIRING (425) 771.= EXT. PUBLIC WORKS 425 771-0235 PRF,TREATMETR 425 672-5755 RWYC[!NG 425 275.4801 When calling for an inspection please leave the following information: Peradt Number, Job Site Address, Type of Wpecdon being reauested Contact Name and Phone Number. Date Prefereed and %hetber you crefer mornine or afternoon. • F-Five Sprinkler Insulation • F-Fire Sprinkler Pressure Test • F-Fire Sprinkler Acceptance jof n",�ti Inspection Comments " BLD20081001 30 - Fire Sprinkler Applied: 12/11/2008 Issued: 04/02/2009 Expires: 04/02/2010 Address: 121 SUNSET AVE N, EDMONDS iNSP.ECTiON' J1 ` '''` ':':'r+:r;' ;i'y:�ri�;,� yq�'DATE L.;� INSPECTOR^ ACTION' 1 �... _ _ _ 1915 - F-Fire Sprinkler Insulation 09102/2011 WESTFALL CMP Comment: 1925 - F-Fire Sprinkler Pressure Test 03/10/2010 WESTFALL INC Comment: Ok to cover bldg 125 1925 - F-Fire Sprinkler Pressure Test 03110/2010 WESTFALL INC Comment: Bldg 125 hydrostatic witnessed 226 psi for 2 hm. 1925 - F-Fire Sprinkler Pressure Test 09/02/2011 WESTFALL CMP Comment: 1930 - F-Fire Sprinkler Acceptance 09/0212011 WESTFALL CMP Comment: 0 1/10/2012 8:04:30 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 . - • • �rlt�lo ° CITY OF EDMONDS 121 STH AVENUE NORTH - EDMONDS.WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-02I1 STATUS: ISSUED Expiration Date: 3/23/2010 . Parcel No: 00434401300300 SUNSET 100 LP INTERCEPT CONTROL SYSTEMS INC. INTERCEPT CONTROL SYSTEMS INC. 16118 72ND AVE W PO BOX 30 PO BOX 30 EDMONDS, WA 98026 MAPLE.VALLEY, WA 9BO39 MAPLE VALLEY, WA 98038 206-949-1195 253-8384400 253-838-4400 I LICENSE 0: INTERCS101 QE EXP:I I/SR010 NEW FIRE ALARM SN377DA i VALUATION: $000MPLETED PERMIT TYPE: Commercial PERMIT GROUP: 79 - Fire Alarm GRADING: N CYDS 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: . FENCE: N 0 X 0 FT. CODE: 06 OTHER N -OTHER DESC: ZONE: NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS 0 LOT I: 1 BASEMENT: 0 1ST FLOOR 0 2ND FLOOR: 0 BASEMENT': 0 1ST FLOOR: 0 2ND FLOOR 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER: 0 REQUIRED: PROPOSED: RE UIRED: PROPOSED: I ]REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR'CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN)i�COMPENSATION INSURANCE AND RCW 18:27. ASAPPLiCAL I �WN IS NQT A KBMLX-�L SQfED BY'LHE.BUILpING.DFFIC1AL OR HIS/HER DEPUTYAVD ALL FEES ARE PAID. Ftirlt By ✓ v `-.f ATTENTION IT tS UNLA WFUL TOUSE OR OCCUPY A BUILDING OR SIRUCRIRE UNML A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CEIMPMATE OF OCCUPANCY HAS BEEN GRANTED. UBC1091IBCI 101IRCI 10. ARCHIVE APPLICANT ASSESSOROTHER STATUS: ISSUED BLD20090132 • Final approval on a project or final occupancy approval must be ranted b the Building Official prior to use or occu an of PP P� P cY aPP g Y fE P� P cY the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other adnanistrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested'in writing and be called out and identified. Processing fees for such request shall be established by. Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise Wits ofEOCChapter 5.30 only during the hours of7400amto 6-Wpm on weekdays and 10..Wamand 6.00pmon Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to EC>C 5.30.120. Applicant, on behalfof his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold hamniess the City of Edmonds, Washington, its officials, employees, and.agenti fomany and all claims fordamages of whatever nature, arising directly or indirectly fiom the issuance fo this pemvt. Issuance of this pemdt shall not be deemed to modify, waive or reduce any requirements of any aty ordinance not Writ in any way the C ity's ability to enforce any ordinance provision. THIS PERMIT AIRMORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE, PUBLIC DOWN (CURBS. SIDEWALKS. ORIVEWAYS. MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME UMIT. SEE ECDC 19.0Q.O*A)(e) i I BUIDEM1G (425) 7714)220 EXT. 1333 1 ENGENEERING (42517714)220 EXT. 1326 1 FIRE(4251771-0215 • i I PLSUC WORKS 425 771-0Z35 PR&T MA7MFNT 672-5755 RECYCiJNG 425 275-0801 When calling for an Inspection please leave the following information: Permit Number, Job Site Address, Typed inspection being recluesteck Contact Name and Phone Number Elite Preferee andwtrether you prefer morning or afternoon. F=Fire A larm System Acceptance F-F m Final y°4 F°M� Inspection Comments BLD20090132 79 - Fire Alarm Applied: 03/09/2009 Issued: 03/23/2009 Expires: 03/23/2010 Address: 121 SUNSET AVE N, EDMONDS IfVSPECTION;'x :i;; •'''�� -"`.DATE INSPECTOR ACTION 1935 - F-Fire Alarm System Acceptance 09/02/2011 WESTFALL CMP Comment: 1985 - F-Fire Final 09/02/2011 WESTFALL CMP Comment: System accepted -monitoring test attached. 1/10/2012 8:05:29 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 • CITY OF EDMONDS 121 5TH AVENUE NORTH- EDMONDSWA 99020 PHONE (425) 771-6220 - FAX: (425) 771-0221 STATUS: ISSUED 6/2/2009 Expiration Date: 11/2/2009 Parcel No: 00434401300300 SUNSET 100 LP LANDSVERK QUALITY HOMES 16118 72ND AVE W 21118 66TH AVE N Martin Construction R. SKINNER 19929 108th Ave SE EDMONDS. WA 98026- LYNNWOOD, WA 98036- (206) 948-1195 Ext. (425) 742-2742 Ext. Snohomish, WA 98296 MARTIC'890MH 7/8/13 PUIMBINGFOR 2 UNITS VALUATION: $0 PERMIT TYPE' Commercial PERMIT GROUP: 47 - Plumbing/Water Service Line/Fountain GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: FENCE: N 0 X 0 FT.) CODE: OTHER: N ---OTHER DESC: ZONE: NUMBER OF STORIES. 0 IvEsTED DATE: NUMBER OF DWELLING UNITS 0 ILOT is I BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 31LD FLOOR: 0 GARAGE: 0 DECK: 0 . OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER, 0 i REQUIRED: PROPOSED: REQUIRED: PROPOSED: ( REQUIRED: PROPOSED: HEIGHT ALLOWED.0 PROPOSED:O REQUIRED: PROPOSED: 1 SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR'CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. HIS APPLICATfON 1S NOT,A-PAMIT UNT IL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPIAY AND ALL FEES ARE PAID. G z Print Ll--*,' ATTENTION ' TT IS UNLAWFUL TO USE OR OOCUPY A BUILDING OR STRUCTURE UNAL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED UBC1091IBCI 10/ IRC110. Q ARCHIVE APPUCANT Q ASSESSOR OTIM STATUS: ISSUED BLD20090280 • Utility systems located outside the footprint of teh building to be constructed per approved civil plans. Any deviation from the approved plans is at the contractors own risk ' • Hose Bibbs (exerior faucets) are required to have a permanently atimd antkiphon device installed. • In addition to the required press unJmfiefvalve, an approved listed i:mpansion tank shall be installed on all hot water tanks. Per ` UPC 608. • Oas pipe test trust be observed by City Building inspector, affidavits shall not be accepted. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card forall required City inspections including final project approval and final occupancy inspections. • Any request foraltemate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies trust be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval ofany plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff: • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits ofECCChapter 530only during the hours ofMamto 6�0pmon weekdays and 10..Warnand 6:OOpmon Saturdays, excluding Sundays.and Federal Holidays. At all other times the noise originating from construction sites/activities nest comply with the noise limits of Chapter 5.30. unless a variance has been granted pursuant to EOC 530.120. • Applicant, on behalf ofhis or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claim for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. ' • New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly visible fromthe street or mad fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a %, inch min. stroke width on a contrasting background. • Backflow prevention assembly required and assembly test report. • independent certified backf3ow tester to perform test on backilow assembly and submit report to city. THIS PERMT AUTHORIZES ONLY THE WORK NOTED. THIS PERMT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS. SIDEWALKS. DRIVEWAYS. MAROUEES, ETC.) WILL REQUIRE SEPARATE PERMSSION. PERMT TIME UMT. SEE ECDC 19.00.M Ax9) When calling for an inspection please leave the following information: Perinit Number, Job Site Address, Type of impecdon being requesteck Contact Name and Phone Number Date Prefereed, and whether you prefer morning or afternoon. • E-Water Service Une • "lunb Ground Work • B-Plumb Rough In • B-Cns Test/Pipe B-Plumbing Final yOf-04, Inspection Comments 't y. as BLD20090280 47 - Plumbing Applied: 05/11/2009 Issued: 06/02/2009 Expires: 01/30/2012 ��r tApO Address: 121 SUNSET AVE N, EDMONDS INSPECTION.:.''`:��':..'.�=�,io' rtt'y:"~•�y+• S;'r'�':',�w._ -....w 1126 - B-Plumb Rough In 01129/2010 steinike CMP Comment: 1128 - B-Gas Test/Pipe 05125/2010 steinike CMP Comment: 1152 - B-Plumbing Final 08130/2011 STEINIKE COM Comment: Fire stopping test. 1152 - B-Plumbing Final 01/0612012 LAWLER CMP Comment: 1/9/2012 8:56:44 AM 121 51h Ave. Edmonds Washington - Phone: (425) 771-0220 Page 1 of 1 Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services I Geologic Assessments Associated Earth Sciences, Inc. Celelp""h y ?ewrofJeIvJce Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report EDMONDS 121 SUNSET PROJECT Edmonds, Washington Prepared for Sunset 100 Limited Partnership c/o Real Estate Capital, LLC Project No. KE080122A January 14, 2009 EU JAN 2 3 2009 BUILDING DEPARTMENT Y OF EDMONDS 1_4. ffil ; +� . Mi j S 1 Associated Earth Sciences, Inc. s w Ce�hva�in� OJ er25 fYean o[S'ence " January 14, 2009 Project No. KE080122A Sunset 100 Limited Partnership ' c/o Real Estate Capital, LLC 16118 72'd Avenue West Edmonds, Washington 98026 Attention: Mr.. John Thoresen ' Subject: Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Edmonds 121 Sunset Project Parcel Numbers 00434401300300 and 00434401300401 Edmonds, Washington Dear Mr. Thoresen: L We are leased to resent the enclosed copies of the above -referenced report. This report P P P summarizes the results of our subsurface exploration and geotechnical engineering studies and offers recommendations for the design and development of the proposed project. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should . have any questions or if we can be of additional help to you, please do not hesitate to call. ` Sincerely, ASSOCIATED EARTH SCIENCES, INC. 1 Kirkland, Washington Bruce L. Blyton, P.E Principal Engineer BUM KE080122A4 Projects\20080122\KEMP I 1 Kirkland ■ 425-827-7701 Everett ■ 425-259-0522 www.aesgeo.com Tacoma 253-722-2992 SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT EDMONDS 121 SUNSET PROJECT Edmonds, Washington Prepared for: Sunset 100 Limited Partnership c/o Real Estate Capital, LLC 16118 72" Avenue West Edmonds, Washington 98026 ,. Prepared by: Associated Earth Sciences, Inc. 911 5`h Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 January 14,2009 Project No. KE080122A Subsurface Exploration, Geologic Hazard, and ' Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS ' 1.0 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering study for the proposed Edmonds 121 Sunset Project. The property is located near the intersection of Main Street and Sunset Avenue in Edmonds, Washington (Figure 1). As the ' nature, design, and locations of the site improvements are developed further, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as ' necessary. 1.1 Purpose and Scope ' The purpose of this study was to provide subsurface data to be utilized in the design and construction of the condominiums and associated improvements at the above -referenced site. Our study included a review of available geologic literature, drilling two exploration borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. A geotechnical engineering study was also completed to determine the type of suitable foundation, allowable foundation soil bearing pressures, anticipated foundation settlements, erosion considerations, drainage considerations, and construction recommendations. This report summarizes our ' fieldwork and offers development recommendations based on our present understanding of the project. 1 1.2 Authorization Written authorization to proceed with this study was granted by Mr. John Thoresen of Real Estate Capital, LLC (Real Estate Capital), acting on behalf of Sunset 100 Limited Partnership. Our study was based on a site visit and accomplished in general accordance with our scope of ' work letter dated February 22, 2008. This report has been prepared for the exclusive use of Sunset 100 Limited Partnership and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance ' with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. u January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. Mid - KE08012244 - Projects 1200801221KE1WP Page I 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION ' This report was completed with an understanding of the project based on our discussions with Mr. John Thoresen. We understand that the client is considering the construction of a three- story, wood -frame structure featuring six condominium units built above a cast -in -place ' parking garage. It is our understanding that the garage will have at least nine parking spaces placed near existing grades. ' The site consists of two vacant lots overgrown with grass and blackberry vines. The site is bordered by Burlington Northern Santa Fe (BNSF) railroad tracks to the west, Sunset Avenue to the east, and multi -story residential structures to the north and south. Several retaining ' walls were observed on the property, with elevation differentials across the site estimated at 10 to 12 feet. ' In the southwest corner of the site, an approximately 20-foot-wide, 50-foot-long, 3-foot-deep depression exists that borders the existing building to the south. AESI has been provided with documentation from the Pacific Groundwater Group (PGG) indicating that soils near this portion of the site contained diesel range hydrocarbons over the MTCA cleanup level. The documentation indicates that upwards of 100 cubic yards of material were removed, most ' likely resulting in the depression observed on -site. PGG also determined that the contamination likely extended below the building to the south. AESI's services included providing geotechnical recommendations to aid in the construction of this project. Our services did not include providing environmental services or remediation for this project. AESI was not asked by the client and did not obtain samples for analytical ' hydrocarbon testing, as these activities are beyond our scope of services. Questions regarding contaminated soils should be referred to PGG. 3.0 SUBSURFACE EXPLORATION ' Our field study included drilling two exploration borings to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments ' changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types. Our explorations were approximately located in the field by measuring from known site features shown on the March 24, 2007 site plan provided by Real Estate Capital. The conclusions and recommendations presented in this report are based on the subsurface explorations completed for this study. The number, locations, and depths of the explorations January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/ld - KE08012244 - Projects 1200801221KDWP Page 2 1 1 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds Washington Project and Site Conditions ' were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 1 3.1 Exploration Borings The exploration borings were completed by advancing a 41/4-inch, inside -diameter, hollow - stem auger with a track -mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. ' Disturbed but representative samples were obtained from the exploration borings by using the Standard Penetration Test procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, ' 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140- pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a ' measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs (Appendix). ' The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to 1 our laboratory for further visual classification. ' 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the lot were inferred from the field explorations accomplished for this ' study, visual reconnaissance of the site, and review of applicable geologic literature. The approximate locations of the explorations are shown on Figure 2. As shown on the field logs, near -surface soils generally consisted of about 7 feet of loose to medium dense silty sands ' interpreted as fill related to previous site use. Underlying the fill was a soft, fibrous peat with ' January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. Mid - KE08012244 - Projects1200801221KEMP Page 3 1 I� L ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions relatively low silt and sand contents. Approximately 15 feet below existing grades, we encountered native soils. The native soils consisted of dense to very dense sands with varying amounts of silt and gravel interpreted as pre -Fraser deposits. The following section presents more detailed subsurface information. ' 4.1 Stratigraphy Fill ' We observed uncontrolled fill soils at both of our explorations on the site. Fill was observed at or near 7 feet below existing site grades. The fill appeared loose and generally consisted of 1 silty sands and sandy silts with elevated levels of organics. Undocumented fill material is not suitable for support of structures. ' Peat ' Below the fill, we encountered several feet of fibrous peat with relatively small amounts of silt and sand. We estimate that the peat was encountered between 7 and 15 feet below existing site grades, but noted that the existing fill was likely generated from native soils, thus making ' delineation between the fill and native soils somewhat difficult. The peat was readily identified by the high level of organics and the relatively weak consistency of the unit. Similar to fill materials, peat is not suitable for support of structures. ' Pre -Fraser Deposits ' Below the peat, at a depth of about 15 feet below existing site grades, we encountered dense to very dense sands with varying amounts of silt and gravel. We interpret these sediments to be representative of pre -Fraser deposits. Pre -Fraser deposits generally consist of oxidized, red - brown to gray -brown gravel, sand, silt, and clay. These deposits are moderately to well - bedded and may contain minor amounts of diamicton and outwash gravel and sand. We consider the pre -Fraser deposits to be suitable for support of foundations, but piling will be required to reach this geologic unit. I 4.2 Hydrolo We encountered ground water in exploration boring EB-1 at an elevation of 6 feet and in ' exploration boring EB-2 at an elevation of 11 feet at the time of our exploration. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year, variations in the amount of precipitation, changes in site development, and tide levels. ' Seepage may also occur at random depths and locations in unsupervised or non -uniform fills. ' January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. Mid - KE080122A4 - Projects1200801221KDWP Page 4 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations ' II. GEOLOGIC HAZARDS AND MITIGATIONS ' The following discussion of potential geologic hazards is based on the geologic, slope, and shallow ground water conditions as observed and discussed herein. 5.0 SEISMIC HAZARDS AND MITIGATION 1 1 1 1 Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely every 25 to 40 years in the Puget Sound basin. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture The nearest known fault trace to the project site is the South Whidbey Island Fault Zone (SWIFZ). A recent study by the U.S. Geological Survey (USGS) (Sherrod, et al., 2005, Holocene Fault Scarps and Shallow Magnetic Anomalies Along the Southern Whidbey Island Fault Zone Near Woodinville, Washington, Open -File Report 2005-1136, March 2005) indicates that "strong" evidence of prehistoric earthquake activity has been observed along associated fault strands thought to be part of the SWIFZ. The study suggests as many as nine earthquake events along the SWIFZ may have occurred within the last 16,400 years. The recognition of this fault splay is relatively new, and .data pertaining to it are limited, with the studies still ongoing. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of 1,000 years. The USGS study maps the main SWIFZ approximately 4 miles to the northeast and one aeromagnetic lineament near the site within approximately 1 mile to the southwest. Due to the suspected long recurrence interval and lack of surface rupture expression, it is our opinion that the potential for damage to the proposed structure by surficial ground rupture is considered to January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG11d - KE080122A4 - Projects120080122VMWP Page 5 Subsurface Exploration, Geologic Hazard, and ' Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations ' be low. No mitigations other than complying with 2006 International Building Code (IBC) seismic design recommendations are recommended. ' 5.2 Landslides 11 1 1 1 1 According to the City of Edmonds Municipal Code, Title 23, Section 23.80.020(B), a landslide hazard area is defined to include: 1) areas of ancient or historic landsliding, 2) any area with a slope of 40 percent or steeper over a vertical relief of 10 feet or more, 3) potentially unstable areas as a result of rapid stream incision or stream bank erosion, and 4) areas located on alluvial fans. The slopes on the subject site appear to be less than 40 percent with less than 10 feet of vertical relief, and do not meet the other criteria listed above. In our opinion, no specific landslide mitigations are required at this site. 5.3 Liquefaction The encountered stratigraphy has potential for liquefaction due to the weak fill and saturated peat soils encountered within the upper 15 feet of our explorations. Mitigation of liquefaction hazards at this site should include piling extending below the fill and peat. 5.4 Ground Motion Structural design of the building should follow 2006 IBC standards using Site Class "E", as defined in Table 1613.5.2. The 2006 IBC seismic design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were determined by the latitude and longitude of the project site using the USGS National Seismic Hazard Mapping Project website (http://earthquake.usgs.gov/hazmaps/). The USGS website interpolated ground motions at the project site to be 1.20g and 0.42g for building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of exceedence in 50 years. Using the mapped spectral acceleration in conjunction with the identified site class, information presented in Tables 1613.5.3(1) and 1613.5.3(2) indicates site coefficients Fa = 0.9 and Fv = 2.4 is recommended for use in site seismic design and analysis. 6.0 EROSION HAZARDS AND MITIGATION According to the Edmonds Municipal Code, Title 23, Section 23.80.020(A), an erosion hazard area is: 1) one underlain by Alderwood soils with 15 to 25 percent slopes, Alderwood/Everett soils with 25 to 70 percent slopes, or Everett soils with 15 to 25 percent slopes; or 2) a site with slopes greaterthan than 15 percent with interbedded permeable and impermeable soils and ground water seepage; or 3) areas that exhibit significant ground water seepage regardless of January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/Id - KE080122A4 - ProjecW200801221KEMP Page 6 1 PJ 1 1 1 1 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations slope. According to the Soil Survey of Snohomish County (United States Department of Agriculture [USDA] 1983), the site is underlain by Alderwood-Urban land complex, 2 to 8 percent slopes and/or Urban land. The soils encountered on -site tend more to the Urban land classification due to the prevalence of modified land (fill) on site. Based on topographic features and encountered soil types, the subject site does not meet the criteria for an erosion hazard area. To reduce the potential for off -site sediment transport during construction, we recommend the following: 1. Control of surface discharge during and following development should be performed in order to reduce the hazard of erosion. Care should be taken to ensure that surface runoff will not be directed onto or above the sloping areas. All devices used to collect surface discharge should be directed into a tightlined system that discharges away from slope areas. Uncontrolled discharge on the slope areas may promote erosion and slope movement. 2. A silt fence should be placed along the lower perimeter of the site prior to commencement of site development. 3. If possible, construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. 4. Rock -surfaced construction access areas should be constructed to reduce sediment track -out onto adjacent streets. 5. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around stockpile perimeters. 6. Areas stripped of natural vegetation during construction should be replanted as soon as possible, or otherwise protected. January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/Id - KE08012244 - Projects1200801221KEIWP Page % 1 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations III. DESIGN RECOMMENDATIONS ' 7.0 INTRODUCTION ' Our explorations indicate that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly followed. Near -surface soils generally consisted of loose/soft fill and peat deposits not suitable for ' support of conventional shallow foundations. Due to the depths required to encounter bearing soils, we anticipate the use of piling for foundation and garage slab support. In our opinion, the pre -Fraser deposits encountered at depth are suitable for providing suitable bearing support provided that piles are sufficiently embedded within these dense to very dense soils. ' 8.0 SITE PREPARATION AESI's services included providing geotechnical recommendations to aid in the construction of this project. Our services did not include providing environmental services or remediation for this project. AESI was not asked by the client and did not obtain samples for analytical hydrocarbon testing, as these activities are beyond our scope of services. Questions regarding contaminated soils should be referred to PGG. ' Previous environmental sampling and testing indicated the presence of diesel range hydrocarbons, although the source of these hydrocarbons has not been identified. The PGG report indicates that the source of contamination most likely extends below the building to the ' south. Although not identified on -site, it is also possible that the source of contamination originates from an underground storage tank. Existing underground storage tanks (USTs), if present, should be decommissioned in accordance with the Washington State Department of ' Ecology (Ecology) and any other applicable regulations. Assessment and/or removal of USTs was not included in our scope of work for this study; however, we can assist with these tasks on request. Site preparation of planned building and pavement areas should include removal of all trees, landscape plants, debris, and any other deleterious material. Upper organic topsoil, if present, should be removed and the buried roots grubbed. Areas where loose surficial soils exist below finished grade due to demolition or grubbing operations should be considered as fill to the ' depth of disturbance and treated as subsequently recommended for structural fill placement. Topsoil should be removed from the site or may be used as fill in landscape or other non- structural areas. ' January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG11d - KE080122A4 - Projects120080122WEIWP Page 8 1 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' Staging areas and access routes should be protected with a layer of crushed rock. Crushed rock for the access and staging areas should be underlain by an engineering stabilization fabric, ' such as Mirafi 50OX or equivalent, to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near -surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. ' 8.1 Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water runoff and possible subsurface seepage will be required in order to allow site access and grading for construction of the new building, installation of underground utilities, and other proposed improvements. Excavation, filling, subgrade, and grade preparation should be performed in a manner and sequence that will provide controlled drainage at all times and control erosion. Surface water should be ' collected via swales, ditches, or sumps, and pumped or drained to provide a suitable working platform. The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades ' and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil disturbed/softened may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not ' utilized, project delays and increased costs could be incurred due to the greater quantities of wet soil or poor access and unstable subgrade conditions. Final exterior grades should promote free and positive drainage away from the building at all times. Water must not be .allowed to pond or to collect adjacent to foundations or within the ' immediate building area. It is recommended that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Additionally, pavement subgrades should be crowned to provide drainage toward catch basins and pavement edges. January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG11d - KE080122A4 - Projects 1200801221KEIWP Rage 9 1 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations 8.2 Wet Weather Conditions If construction proceeds during an extended wet weather construction period, and the moisture - sensitive, silty fill and/or peat soils become wet, they will become unstable. Therefore, the budget for site grading operations should consider the time of year that construction will ' proceed. It is expected that in wet conditions, additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat, to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The ' extent of site disruption and required restoration will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it should be confirmed through observation and testing by a ' representative of our firm. ' 8.3 Subgrade Protection The majority of the near -surface site soils contain a high silt fraction and are considered to be ' moisture- and disturbance -sensitive. These soils will become unstable if disturbed by construction equipment while at elevated moisture contents requiring additional soil removal at an increased cost. Site preparation and initial construction activities should be planned to minimize disturbance to the existing ground surface particularly during extended wet .weather periods and the wet season (typically October through May). Construction traffic should be restricted to specific drive areas to limit the area where disturbance of the subgrade will occur. ' Construction access and staging areas should be protected by installing crushed rock surfacing, as described in the "Site Preparation" section of this report. t8.4 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in existing fill and peat deposits can be made at a maximum slope of 1.5H:1V (Horizontal: Vertical) or flatter, and temporary cuts in undisturbed pre -Fraser deposits can be made at 1H:1V or flatter. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes or, if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 211:1V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by ASTM:D 1557. ' January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/Id - KE080/22A4 - Projects 1200801221KEI WP Page 10 Subsurface Exploration, Geologic Hazard, and ' Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations 9.0 STRUCTURAL FILL 1 1 1 Structural fill may be necessary to establish desired grades and for structure backfill. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock ' course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ' ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Edmonds codes and standards. 1 1 The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior'to their use in fills. This would require that we have a sample of the material 72 hours in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally. contained significant amounts of silt and organics in some areas and are considered highly moisture - sensitive. Existing fill soils observed in the explorations are not expected to be suitable for reuse in structural fill applications. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material- consisting of a clean, free -draining gravel and/or sand should be used. January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/!d - KE080122A4 - Projects1200801221KEMP Page 11 1 1 1 1 7 L 1 1 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should observe the subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence and depth of existing fill and peat soils, a pile foundation system is recommended. We evaluated several pile types, including both driven and drilled pile foundations. To minimize construction noise and vibration impacts, and provide uniform penetration into the bearing soils for resistance to lateral loads, we recommend the use of drilled augercast piles. The following sections provide augercast pile recommendations. 10.1 Augercast Piles Augercast piles may be used to support vertical and lateral foundation loads. If obstructions are encountered at depths where removal is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AESI is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations and the recommendations in this report. The City. of Edmonds will likely require such inspections of foundation piles. Augercast piles are formed by drilling to the required depth with a continuous -flight, hollow - stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed, reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and soft, yielding soils (such as peat) can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/!d - KE080122A4 - Projects1200801221KEMP Page 12 1 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine -sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. 1 I 11 The proposed augercast piles would gain support from end bearing and skin friction. The piles should penetrate a minimum of 10 feet into the bearing soils to develop the capacities shown in Table 1 below. Based on the borings completed for this project, the bearing soils consist of a dense to very dense, fine to medium sand with varying silt contents at approximately 15 feet below existing grades. Pile installation depths should be anticipated to vary and should be determined in the field by the geotechnical engineer or his representative. Development of the design capacities presented in this report requires the minimum embedment into bearing soil and a minimum overall pile length of 15 pile diameters. Table 1 Augercast Pile Recommendations Recommended Embedment Estimated Minimum into Allowable Allowable Allowable Pile Total Pile Dense/Hard Vertical Uplift Lateral Diameter Length Bearing Soil Capacity Capacity Capacity (inches) (feet) (feet) (tons) (tons) (tons)* . 18 25 10 26 7.5 6 18 30 15 39 9 6 18 35 20 52 11 6 * Lateral capacity assumes piles are suitably reinforced with the head fixed against rotation. 1/2-inch lateral deflection assumed. Allowable design loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlements of pile -supported structures will generally be on the order of 1/2 inch. A lateral capacity of 6 tons per pile for fixed -headed conditions (incorporation into pile caps and grade beam system) and 1/2 inch, of deflection at the ground surface can be assumed for the 18-inch-diameter pile. Greater lateral capacities are possible for greater allowable deflections. The depth of fixity can be assumed at 9 feet for piles. The depth of fixity does not include the code -required 20 percent increase for reinforcing cage design. Lateral capacity of piles within 10 feet of another pile along the direction of force should be reduced by the reduction factors presented below. January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EGM - KE080122A4 - Projects120080122"MP Page 13 1 t Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' Based on the loose/soft conditions of the fill and peat through which the augercast piles are to be excavated, care should be taken in construction planning to allow grout time to set prior to ' drilling adjacent piles. Construction Considerations Due to the limited construction area and the proximity of the BNSF Railroad, careful consideration should be given to the type of equipment used to install the augercast piles. ' Construction of access roads and/or mobilizing cranes on to the site may be difficult given the site constraints. ' Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should be included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center -to -center and ' are aligned in the direction of loading. Piles should be spaced more than 3 diameters center -to - center to achieve full vertical and uplift capacity. ' For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 ' Pile Lateral Capacity Reduction Factors Pile Spacing Reduction Factor 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 Passive Resistance and Friction Factor ' In addition to the lateral capacity of piles, as listed in Table 1, lateral loads can be resisted by passive earth pressure acting on the buried portions of the grade beams. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry ' density to achieve the passive resistance provided below. The design value is allowable and . ' January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG/1d - KE080122A4 - Projects1200801221KEMP Page 14 1 Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations includes a safety factor of at least 1.5. We do not recommend use of base friction on pile - supported elements. • Passive equivalent fluid (above water table) = 200 pounds per cubic foot (pcf) • Coefficient of friction = not recommended on pile -supported elements 11.0 FLOOR SUPPORT I 1 h, 1 r, it 1 1 The floor slab should be structurally supported on piles and grade beams. Piles that support slab elements should be designed using the parameters listed in the "Foundations" section of this report. Where .moisture migration through the slab must be controlled, slab -on -grade floors should be supported on a 4-inch layer of washed pea gravel to act as a capillary break. The capillary break rock should be covered with a minimum 10-mil plastic vapor retarder. Due to the relatively shallow ground water conditions encountered in our explorations, it is recommended that sub -slab drains be incorporated into the design. We recommend that sub - slab drains be placed below capillary break material and be constructed in general accordance with the recommendations presented in the "Drainage Considerations" section of this report. Sub -slab drains should connect to foundation drains and allow for positive drainage away from the building. 12.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 40 pcf. Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 60 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform horizontal backfill consisting of structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of structural elements above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Footing drains should be provided for all retaining walls, as discussed under the section on "Drainage Considerations." January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. Mid - KE08012244 - Projects 000801221KEIWP Page 15 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against retaining walls. This would involve installation of a minimum, 1-foot-wide blanket ' drain for the full wall height to within 1 foot of the final grade using imported, washed gravel or an approved drainage mat against the walls. 1 13.0 DRAINAGE CONSIDERATIONS ' The near -surface fill material contains high silt contents and water will tend to perch atop/within this stratum. Additionally, traffic across these soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and ' construction, the contractor should be prepared to provide temporary drainage and subgrade protection, as necessary. 1 1 I All retaining and perimeter foundation walls should be provided with a drain at the footing elevation. Sub -slab drains within the- building perimeter should connect to perimeter footing drains. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set down at least 2 inches below the bottom of the grade beam and the drains should be constructed with sufficient gradient to allow gravity discharge to an appropriate discharge point away from steep slopes. In addition, all retaining walls should be lined with a minimum, 12-inch-thick, washed gravel blanket or approved drainage mat provided over the full height of the wall to within 1 foot of final grade and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. The 2006`IBC specifies the ground surface should be sloped away from the building at a minimum gradient of 12H,:1V for a distance of at least 6 feet measured perpendicular to the walls. 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING AESI has not provided design level services for temporary shoring or specific retaining wall systems; both of which may be required to complete the project. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. Temporary shoring, retaining wall evaluation, and/or plan reviews are not included in the current scope of work and budget. January 14, 2009 ASSOCIATED EARTH SCIENCES, INC. EG11d - KE08012Z44 - Projects1200801221KEMP Page 16 ' Subsurface Exploration, Geologic Hazard, and Edmonds 121 Sunset Project Geotechnical Engineering Report Edmonds, Washington Design Recommendations We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations depends on proper site preparation and ' construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us ' know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations ' will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. 11 Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington A ✓L 1-&- - Edwardo Garcia, P.E. Project Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs GE L. R was X UJ 6890 F F�/s 7\a'o s`rI�NAL �� jt{I Bruce L. Blyton, P.E. Principal Engineer January 14, 2009 ASSOCIATED EARTH SCIENCES,. INC. EG11d - KE080122A4 - Projeas120080122VKDWP Page 17 3— i:;"54 ALOHA WY apt ql) CAROL 41r: ST ALM LANQING CAROL 'Cr p ST W"t GLEN :ST 0 f ERy :SITE BEACH CL GLEN ST Off; L zt ST s. rEMNI %m?s DALEY TIM". vt 11'CTfi SPRAGUE ST UAa�7: 01,�A I 01� PLA 9 'Ali HILL PK ST qkm PO PIER &k `3 BELL T 'I'LL OR a WIC 'r, -ST 6LN S Cl ST DAYTON On, Wj WW CrR IYAPLE ST r b -FT SOON!) '-A R lf;c V) sT ALDER ST 5 04 co WALNUT WALN �T ST WLLY DR ST CEDAR CEDAR PL S;%JCE HOWELL WY CL 17777-� V'! T pt" x S Ax SPRUCE ....... ;?'e , :REFUGE � �"� I " PR U�oioPL -)-I 0-f ST u'jJR- HEMLCCK < Wy -Lil 3t ST t Aw MEMLOCK w ER , BEN LAL'AtL NY 214TH 'm 'Sw UIUREL 20TI P PARK Prnmnmn! (01 ST EDMONDS 2 fl-' dfiaxr L W .'Af4RDVW PINE 1. . - I- ST"' 1' 161, V SW P ;A FAT 216TH FL w 217TH -:=-j 17 co MAKAH ::' _,::I- - Ul 14CC BEACH . I C/) MINT UDIARDS V)FORS FIR < A __FIR ST tA < PL I — FIR PL N i W C'a cr) .MOTH mcn Bros. Maps m•, 5, p o NO SCALE t4r Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 E v EDMONDS 121 SUNSET DATE 3/08 ui EDMONDS, WASHINGTON PROJ. NO. KE080122A I '--;NTz IT7 APPROXIMATE LOCATION Surlingt on lVarti,fl OF EXPLORATION BORING ern Rai U, TYP lrOOd qrI, 5.67 F '. 6' 0.. E t- 9 8" IN J7 it b VJ tr J alpha L 0 17�7 '_j Fel r UNIq *11Ir ko I E13-i2,—:,- 7 C>1 1-2112 5'It F r 77.1 K'W EB- . L Z- 1 1-11 IV; 77, #'33 9 'o p Cp of V-1 14, .'A 4F7 jj Zft -L C lit( '0 X11 m ZI I I -rd MC.\ 3/4' 1=n 15* 4 J PI:I 'Sunset Avenue % x w N A 0 20 0 SCALE IN FEET C 5 , Reference: Brian Corbett, Architects Associated Earth Sciences, Inc. FIGURE 2 0 SITE AND EXPLORATION PLAN E EDMONDS 121 SUNSET DATE 3/08 ie Vp EDMONDS, WASHINGTON PROJ. NO. KE080122A I = m = = = m = = = = m = = = = m m m m 1 1 I 1 rz Well -graded gravel and Terms Describing Relative Density and Consistency c C. GW gravel with sand, little to Density SPT'4blowstfoot t m c no fines Very Coarse -Loose D to a rL Loose a to 10 Grained Sorts Test Symbols Medium Dens 1010 30 0 o Poor) - raded ravel Y 9 9 ion f) y W p o 0 o c' GP and gravel with sand, Dense 30 to SO - G =Grain Size ° o c G Doclittle to no fines Very Dense > 50 M =Moisture Content N c �e Z c o°p�po Consistency SPTl%lowstfoot A = Atterberg Limits z c °o Silty gravel and silty Very Soft 0 to 2 C = Chemical o m m • GM gravel with sand Fine- Son 2 to a DD =Dry Density m m m 0. . Grained Soils Medium Stiff 4 toil K = Permeability y E Stiff 8 to 15 Clayey grave! and Very Stiff 1510 30 8 GC clayey gravel with sand Hard >3D Component Definitions Descriptive Term Size Rancie and Sieve Number Well -graded sand and = Sw sand with gravel, little Boulders Larger than 12' o io to no fines Cobbles 3' to 12' m ii - Gravel 3'to No. 4 (4.75 mm) ; '::. Poorly -graded sand e m Coarse Gravel 710 3/41 0 v) o m V — w ' •.::; , sP and sand with ravel, 9 Fine Gravel 3/4' to No. 4 (4.75 mm) COD m a little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) c m `o ° z Coarse Sand No. 4 (4.7S mm) to No. 10 (2.00 mm) m Silty sand and Medium Sand No. 10 (2.D0 mm) to No. 40 (0.425 mm) SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 2D0 (0.075 mm) ro c a gravel Silt and pay Smaller than No. 2W (0.075 mm) Lo ' LL Clayey sand and fat Estimated Percentage Moisture Content sC clayey sand with gravel Percentage by Dry- Absence of moisture, y Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Sift, sandy silt, gravelly sift, Few 5 to 10 moisture ,� ML sift with sand or gravel Little 15 to 25 Moist - Damp but no visible y m is Witil - Non -primary coarse water o = constituents: > 15% Very Moist - Water visible but Clay of low to medium N v to plasticity; Silty, sandy, Or Fines content between not free draining z m CL gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually H E from below water table �• = -J Organic clay or silt of low Symbols a . :3 _ = OL plasticity Blows/6' or _— Sampler portion of 8• cementgr� -- Typesurface / Elastic sift, clayey sift, silt Sampler Type Cr OD Bentordte e MH with micaceous or a Description Spirt -Spoon m �'� seal c diatomaceous fine sand or Sampler 3.0' OD Spirt -Spoon Sampler Flier pack nth m c sift (SPT) 3.25' OD Spfd-Spoon Ring Sampler to : blank casing of high plasticity, 0 sectiam m c 0IF or ravel clay, fat Y 9 N Y Bulk sample 3.0• OD Thin -Wall Tube Sampler :. Screened �,g . ° E Fdaywith sandor gravel (indudng Shelby tube) . of �er p ck a M Grab Sample End cap _Q ��� Organic clay . silt of o Portion not recovered 111 Percentage by dry weigh 1<t Depth of ground water ri -� OH medium to high plasticity M (SPT) Standard Penetration Test _X AM = At time of drilling (ASTM D-15136) Static water level (date) Peat, muck and other _7 CA In General Accordance with trn highly organic soils Standard Practice for Description Combined USCS symbols used for = I El tooPT p and Identification of Soils (ASTM D-2468) fines between 5% and 15% ' Classifications of so&s In this report are based on visual field and/or laboratory observations, which Include density/eonsktency, moisture conoraon, gram size, and -' plasticfty estimates and should not be construed to imply field or laboratory testing unless presented herein. Vsuat-manual and/or laboratory dasstfication methods of ASTM D-2487 and D-24BB were used as an identification guide for the Unified Soft Classification System. 0 Ij s Associated Earth Sciences, Inc. _ _ EXPLORATION LOG KEY FIGURE Al 1 1 I 1 Associated Earth Sciences, Inc. Exploration Loa ' 0 Project Number Exploration Number Sheet KE080122A EB-1 1 of 1 Project Name Edmonds 121 Sunset Project Ground Surface Elevation (ft) Location Edmonds. WA __ Datum N/A Driller/Equipment Bortec Date Start/Finish 9/28/oR.9/98/f1R Hammer Weight/Drop 140# / 30" Hole Diameter (in) 411 aa) t c d yin _ y Blows/Foot w y n S E @ T W 3 Edo d ° T � ° DESCRIPTION ° � m 10 20 30 40 ° Fill S 1 Moist to very moist, dark gray, fine silty SAND, little gravel. 4 - 5 3 2 5 Very moist to wet, dark gray, fine to medium SAND, few to little silt, few 2 S 2 organics, driller notes water at 6 feet. 2 A3 Peat S 3 Very moist, dark brown to black, PEAT, little silt, trace gravel. I - 5 3 2 10 Wet, dark brown to dark gray, fine SAND, few silt, trace organic (6 inches 4 S4 recovery). 3 A13 10 15 6 Pre -Fraser Undifferentiated S-5 Wet, dark bluish gray, fine to coarse SAND, little gravel. 10 41 31 Driller notes stiff drilling at 18 feet. No recovery. 20 S-6 46 0/ 50/ " Bottom of exploration boring at 21.5 feet Ground water seepage at 6 feet. 25 30 35 . Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: JDH m 3" OD Split Spoon Sampler (D & M) Ring Sample SZ Water Level () Approved by: ® Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling (ATD) 1 1 F 1 1 1 1 1 1 Associated Earth Sciences, Inc. Exploration Loa a• r.• , K2 0 Project Number Exploration Number Sheet 1 KE080122A EB-2 1 of 1 Project Name Edmonds 121 Sunset Project Ground Surface Elevation (ft) Location Edmonds, WA Datum N/A Driller/Equipment Bortec Date Start/Finish 9/98/()R Hammer Weight/Drop 140# / 30" Hole Diameter (in) 4" a E L �p 25, C — C7 CDtD � y a Blows/Foot ,- s T� Chu 9E c m m t DESCRIPTION " 3 10 20 30 40 ° Fill S-1 No recovery. 3 AB 4 4 5 Soft, moist to very moist, brown to dark brown, SILT, few to little organics. 2 S 2 2 . 4 2 Peat S-3 Very moist, dark brown to black, PEAT, little silt, trace gravel. 2 At 7.5 feet grades to very soft. Driller notes stiffer drilling at 9.5 feet. 1 2 10 Medium dense, very moist to wet, dark gray, fine SAND, few silt. Driller 1 3 S-4 notes water at 11 feet bgs. 5 11 s 15 S 5 25 5 /5. " 50i .5" Pre -Fraser Undifferentiated Very dense, moist, bluish gray, silty fine SAND, few to little gravel. 20 S 6 As above. 29 of A 150/(" Bottom of exploration boring at 21.5 feet Ground water seepage at 11 feet bgs. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: JDH 3" OD Split Spoon Sampler (D & M) Ring Sample $Z Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample t Water Level at time of drilling (ATD) y Per Commonwealth Land Title Company Policy Number: TS-20047700 PARCEL A: THAT PORTION OF LOT 4 AND LOT 3 IN BLOCK 13 OF PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 1 OF PLATS, PAGE 26, DESCRIBED AS FOLLOWS: ALL OF LOT 4, LYING BETWEEN FRONT AVENUE AND THE EAST RIGHT—OF—WAY OF THE G.N.R.R. RIGHT—OF—WAY AND THAT PORTION OF LOT 3, DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF LOT 3; THENCE NORTH 60'59'00" WEST ALONG THE COMMON LINE OF LOTS 3 AND 4 FOR 20.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 60'59'00" WEST FOR 81.71 FEET, MORE OR LESS, TO THE EAST RIGHT—OF—WAY OF THE G.N.R.R.; THENCE SOUTHWESTERLY ALONG SAID RIGHT—OF—WAY FOR 8.31 FEET; THENCE SOUTH 66"34'30" EAST FOR 83.71 -FEET TO THE TRUE POINT OF BEGINNING. PARCEL B: THAT PORTION OF LOT 3 IN BLOCK 13 OF PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 1 OF PLATS, PAGE 26, DESCRIBED AS FOLLOWS: ALL OF LOT 3 LYING BETWEEN FRONT AVENUE AND THE EAST RIGHT—OF—WAY OF THE G.N.R.R. RIGHT—OF—WAY; EXCEPT THE FOLLOWING: BEGINNING AT THE MOST EASTERLY CORNER OF LOT 3; THENCE NORTH 60`59'00" WEST ALONG THE COMMON LINE OF LOTS 3 AND 4 FOR 20.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 60°59'00" WEST FOR 81.71 FEET, MORE OR LESS, TO THE EAST RIGHT—OF—WAY OF THE G.N.R.R.; THENCE SOUTHWESTERLY ALONG SAID RIGHT—OF—WAY FOR 8.31 FEET; THENCE SOUTH 66'34'30" EAST 83.71 FEET TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXCEPTIONS: 1) ALL COVENANTS, CONDITIONS, RESTRICTIONS, RESERVATIONS, EASEMENTS OR OTHER SERVITUDES, IF ANY, DISCLOSED BY THE SHORT PLAT RECORDED UNDER RECORDING NUMBER 7602180215. THOSE MATTERS DISCLOSED ARE AS FOLLOWS: THE HOLD HARMLESS AGREEMENT IN EXHIBIT B OF SAID DOCUMENT WHICH RECITES AS FOLLOWS: THAT OWNERS, AND ALL PERSONS HAVING ANY PRESENT OR SUBSEQUENT OWNERSHIP INTEREST IN THESE LANDS, AND THE SUCCESSORS AND ASSIGNS OF OWNERS OR OTHER PARTIES HAVING ANY SAID INTEREST, HEREBY AGREE THAT THE CITY OF EDMONDS SHALL BE HELD HARMLESS IN ALL RESPECTS FROM ANY AND ALL CLAIMS FOR DAMAGES FOR INJUNCTIVE RELIEF WHICH MAY BE OCCASIONED NOW OR IN THE FUTURE TO ADJACENT LAND IMPROVEMENTS BY REASON OF CONSTRUCTION, OPERATION AND MAINTENANCE OF THE DRAINAGE SYSTEM AND HEREBY WAIVE AND RELEASE THE CITY OF EDMONDS FROM ANY AND ALL CLAIMS FOR DAMAGES, EXCLUDING DAMAGE CAUSED SOLELY BY AN ACT OR EMISSION OF SAID CITY AND INJUNCTIVE RELIEF WHICH THE OWNERS, OR THEIR SUCCESSORS OR ASSIGNS, MAY THEMSELVED HAVE NOW OR IN THE FUTURE BY REASON OF THE CONSTRUCTION, MAINTENANCE AND OPERATION OF SAID DRAINAGE SYSTEM. — SIDEWALKS AND PLANTING STRIP REQUIRED ON SUNSET AVENUE. — CONNECTION TO SANITARY SEWER REQUIRED. — WIRING TO NEW CONSTRUCTION BE UNDERGROUND. — PROPERTY IS LOT AT WEST SIDE; THIS AREA MAY REQUIRE FILLING AND/OR STORM DRAINS. 2. RESERVATION CONTAINED IN DEED AND THE TERMS AND CONDITIONS THEREOF: In Favor Of: County of Snohomish Recording Number: 1030100 RECORDING CERTIFICATE Filed for record this day of 20__at_____.M in Volume of Surveys on Page , Records of SNOHOMISH County, Washington at the request of BRENT EBLE Auditor Deputy Auditor SURVEYOR'S This map represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of ED AND BARBARA LEE in JUNE 2008 9�� Certificate ber 30581 SURVEY NOTES INSTRUMENT USED: SOKKIA SET 5 EDM METHOD USED: FIELD TRAVERSE APPROXIMATE POINT ACCURACY: t0.05' SURVEY MEETS OR EXCEEDS STATE STANDARDS PER WAC 332-130-090. MONUMENTS SHOWN HEREON WERE VISITED ON JUNE 17, 2004. THE INFORMATION SHOWN ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MADE ON THE INDICATED DATE AND CAN ONLY BE CONSIDERED AS THE GENERAL EXISTING CONDITION AT THAT TIME. NO EASEMENTS, RESTRICTIONS OR RESERVATION OF RECORD WHICH WOULD BE DISCLOSED BY A TITLE REPORT ARE SHOWN. VERTICAL DATUM — NGVD 1929 CONTOUR INTERVAL — 2 FEET BENCH MARK: RECORD OF SURVEY 8501295005, VOL. 45, PAGE 298. "Existing RR Spike in a power pole by the SW Corner of La Fave Condo" Elev: 52.92. RECEIVED J U N - 5 2008 R1IILi]ING DEPT. SURVEY IN THE: N.E. 1 /4, S.E. 1 /4 SEC. 23 TWP. 27N., RGE. 3E., W.M. RECORD OF SURVEY Ed and Barbara Lee 1xx Sunset Avenue Edmonds, WA EMERALD LAND SURVEYING, INC. PO BOX 13694 MILL CREEK, WA 98082 PH. (425) 359-7198 DRAWN BY: HMM CHECKED: SHEET BLE PROJECT: OF 04190 2 DATE: 6/3/08 STREET FILE i LO 00 N L U) g W r- PWA Found MIC 1" (Old) IP w/ Tack, Down 0.4' - CBType 1 GE 21.68 IE NE 20.58 6" IE S 20.59 6" SD 'O SD - SD- Ch P,, t IES7.098"OUT SS IEN7.198"IN - — - CB T e 1 --� 'N4 .37'11" I GE 14.80 •21' N40'4437" ' II -o 5 -._ IES12.$38" �30.1 E 3d29' 1 d0 Bottom 12.16 Asphalt '�N40i8'32p J I ;� 15E � � -SD-------- ---------- .57 \ 14. N3g. , I 8�, CP 1�},: \ I72 301 „E 0.07icone. I 0.63' '-,,GravelR `"�`�87� _ I to Building #111 Top of Roof El. 50.46 al Lot 2 0.63' Wood Porch a 0 Asphalt Parking i Found 1 1/,4LrOOp 0. p Total Area D 12,326 Sf I `t U I 2.03'- Z W ! 0.33, Lot 3 �I Parcel A W\ Parcel B p Lot 4 / / / / : /o Cr O I \ /16/ i�51 / / . 9 \ \ / Ipt rk- -22- a� Ea h / I I I I I Top of Chimney AEI. 51.15 Lot 5 House 433 0 �1 Buried GablC fveta - — hone iser-Ki29'04'18"E N29'01'O1P'E D) - i20.16' 1 S� Rebar &Cap r . Cont. Walk' _. _ T �T_ - T = /T T L5 ;0581 (tyP) I i 3Hr -Parki �ignC� / G M / i ,Painted White Stripe No Water No Storm / 10 - N 29°04'18" \ E 420.47' (420' Plat) Sunset venue \ \ RECORDING CERTIFICATE Filed for record this day of 20__at_____-M in Volume of Surveys on Page , Records of SNOHOMISH County, Washington at the request of BRENT EBLE Auditor Deputy Auditor SURVEYORa S CERTIFICATE This map represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of .......... ED _AND BARBARA L in JUNE , 2008 Certificate umber 30581 -Top of_Roof El. 47.65 giERIDIAN 3 Zi O � I Found MON 3/4" IP w/ Tack, Down 0.4' w °' c d- v O Oi iV) in u7 O (0 (n v m Found MIC 2" IP w/ Tack in Lead, Down 0.8' RECEIVED JUN - 5 20 BUILDING DEPT. SURVEY IN THE: N.E. 1 /4, S.E. 1 /4 SEC. 23 TWP. 27N., RGE. 3E., W.M. RECORD OF SURVEY Ed and Barbara Lee 1 xx Sunset Avenue Edmonds, WA EMERALD LAND SURVEYING, INC. PO' BOX 13694 MILL CREEK, WA 98082 PH. (425) 359-7198 DRAWN BY: HMM CHECKED: BLE PROJECT: 04190 DATE: 6/3/08 SHEET 2 OF 2 9401?�M- RECEIVED J U N - 5 2008 BUILDING DEPT. - AIr- 4 /A r%r- .4 /A rNr•nTlnkl n7 TnIAIK[rl IIn o- nlnnTI I nAnlnr- z I-AC`T IA/ kA ® e EDMONDS, WA 9oUZo OERAPPLICANT CONSULTANTS BENCHMARK REAL ESTATE CAPITAL LLC ARCHITECT CIVIL ENGINEER RECORD OF SURVEY 8501295005, 16118 72ND AVE W. BRIAN CORBETT ARCHITECTS CG ENGINEERING VOL 45, PAGE 298. "EXISTING RR EDMONDS, WA 98026. 1951 31ST AVE WEST 250 4TH AVE. S., SUITE 200 SPIKE IN A POWER POLE BY THE CONTACT: JOHN THORESEN SEATTLE, WA 98199 EDMONDS, WA 98020 SW CORNER OF LA FAVE CONDO" 206.283.7808 425.778.8500 FAX 778.5536 ELEV. 52.92. CONTACT: BRIAN CORBETT CONTACT: JARED UNDERBRINK DATUM UM SURVEYOR SOILS ENGINEER VERTICAL DATUM - NGVD 1929 EMERALD LAND SURVEYING, INC. ASSOCIATED EARTH SCIENCES, INC. CONTOUR INTERVAL - 2 FEET P.O. BOX 13694 911 5TH AVE, SUITE 100 MILL CREEK, WA 98082 KIRKLAND, WA 98033 27 7701 FAX 425 827 5424 II iLI\WL WWII 10\WI11W I\VI%III WW VV WW 111 w-1 I WO% WI•/. I ""I, IVIVI\L VI\ L-JJ, IV II IG L/1JI _ RIGHT-OF-WAY OF THE G.N.R.R.; . THENCE SOUTHWESTERLY ALONG SAID RIGHT-OF-WAY FOR 8.31 FEET; THENCE SOUTH 66034'30" EAST FOR 83.71 FEET TO THE TRUE POINT OF BEGINNING. PARCEL B: THAT PORTION OF LOT 3 IN BLOCK 13 OF PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 1 OF PLATS, PAGE 26, DESCRIBED AS FOLLOWS: ALL OF LOT 3 LYING BETWEEN FRONT AVENUE AND THE EAST RIGHT-OF-WAY OF THE G.N.R.R. RIGHT-OF-WAY; ;�ii;I_��71_UI'►'�1►C� BEGINNING AT THE MOST EASTERLY CORNER OF LOT 3; THENCE NORTH 60'59'00" WEST ALONG THE COMMON LINE OF LOTS 3 AND 4 FOR 20.00 FEET VICINITY MAP TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 60'59'00" WEST FOR 81.71 FEET, MORE OR LESS, TO THE EAST NTS RIGHT-OF-WAY OF THE G.N.R.R.; THENCE SOUTHWESTERLY ALONG SAID RIGHT-OF-WAY FOR 8.31 FEET; - 425.359.7198 425.8 THENCE SOUTH 66'34'30" EAST 83.71 FEET TO THE TRUE POINT OF BEGINNING; CONTACT: BRENT L. EBLE CONTACT: BRUGE GUENZLER �: " _�wwIT6 ,� ,, , �, SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. �sv' GENERAL NOTES GENERAL NOTES: GENERAL NOTES (CONT..): EROSION CONTROL NOTES (cam 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF 21. THE CONTRACTOR SHAH_ KEEP OFF -SITE STREETS CLEAN AT ALL 11MES BY SWEEPING. 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES,AND ALL OTHER WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES,RULES AND REGULATIONS: -IBC, IRC - CURRENT EDI1ION 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS -1998 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL SOIL AND ROCK MATERIALS ARE REQUIRED. 4. ESC MINIMUM REQUIREMENT -MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS CONSTRUCTION CONST -CONST -WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED THE PUGET SOUND BASIN (CURRENT EDITION) ELEVATIONS SHOWN. PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER EDMONDS STANDARD PLANS &DETAILS. MINIMUM DISTANCE OF 10 FEET. APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, 6. EROSION AND SEDIMENT CONTROL REQUIREMENT -UNDERGROUND UTILITY CONSTRUCTION. IS IN PROGRESS. WALKWAYS, U11LJ11ES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL FOLLOWING: THE LOCAL GOVERNING AUTHORITY. ALSO BE RETONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 26. CONTRACTOR SHALL N011FY THE LOCAL FIRE MARSHAL TWENTY-FOUR (24) HOURS IN B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF ADVANCE OF ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES SPACE CONSIDERATIONS SHALL BE PLACED ON 1HE UPHILL SIDE OF TRENCHES; REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY AND ACCEPTANCE. AS -BUILT DRAWINGS OF UTILITY AND FRONTAGE IMPROVEMENTS SHALL HYDRANTS VvflHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL WATER C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT ALSO BE SUBMITTED TO THE CITY UPON PROJECT COMPLETION. SHUT OFFS SNALL BE COORDINATED THROUGH THE CITY ENGINEERING DIVISION AT PONDS, OR OTHER ACCEPTABLE MEANS); 425.771.0220, EXT 1326. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 27. COORDINATE AND ARRANGE FOR ALL. UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN SERVICE INTI-.-RVPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY E. DAILY CLEANUP AND STREET MAINTENANCE. FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH THE WRITTEN SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH 48 HOURS ADVANCE 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCA110NS SHOWN AND TO FURTHER DISCOVER AND PROTECT NOTICE. DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK GREATER THAN, OR EQUAL TO, ONE ACRE ADDITION TO NEETHE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 8. ESC MINIMUM REQUIREMENT -DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS ON THESE DRAWINGS. ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL AND THE BUFFERS, TREES AND DRAINAGE COURSES. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL BE APPROVED BY OWNER'S REPRESENTATIVE. 9. ESC MINIMUM REQUIREMENT -SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM CONTACT THE UNDERGROUND UlIUIIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE WATER RUNOFF SHALL PASS THROUGH ASEDIMENT -POND OR SEDIMENT -TRAP OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, HOURS PRIOR TO CONSTRUCTION. POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH. AS DAMS, DIKES, AND DIVERSIONS BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY WITHIN THE BUILDING. SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. DISCREPANCIES. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINMIZE EROSION. IN ADDITION, CONDITIONS. 33. SEE LANDSCAPE DRAWINGS (WHERE APPUCABLE) FOR SITE IRRIGATION SYSTEM. SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. 1.1. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) EROSION CONTROL NOTES: 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS 18.30.050 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION CONTROL TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF REPORT. (ESC) PLAN. FROM THE PROJECT SITE. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OF THE PROJECT GEOTECHNICAL REPORT. PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED SOFT 1 CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY STABIUZAl10N ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDEUNES CONVEYANCE SYSTEMS. FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN MUST ADDRESS THE 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF FOLLOWING REQUIREMENTS: 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR FOUNDATION DRAINS 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. TI ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL OTHERWISE TREATED TO REMOVE SEDIMENT. SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TFOUND TO THE BE STABILIZED WITH QUARRY SPALLS. OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND AT THE END OF DAY. SEDIMENT SHALL BE ROADS SHALL BE CLEANED THOROUGHLY EACH SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN' 30 DAYS AFTER FINAL SITE 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED LEGEND DESCRIPTION EXISTING PROPOSED ABBREVIATIONS PROPERTY LINE - - - - BLD BUILDING MON MONUMENT ADJACENT PROPERTY LINE - - - - BOW BOTTOM OF WALL NTS NOT TO SCALE CENTERLINE - - CENTERUNE OC ON CENTER CLEARING LIMITS - CB CATCH BASIN PC POINT OF CURVATURE SEDIMENT BARRIER X X CMP CORRUGATED MIETAL PIPE PI POINT OF INTERSECTION CONTOUR LINE - - - - -100 - - - - - CO CLEANOUT PIV POST INDICATOR VALVE FENCE CONC CONCRETE It PROPERTY LINE SANITARY SEWER LINE - - - ss - - - ss - -10-ss-1--Ss- CONST CONSTRUCTION PT POINT OF TANGENCY MANHOLE CU YD CUBIC YARD PVC POINT OF VERTICAL CURVE STORM DRAIN MAIN - -� - -SD- -� - -SD- -�-so-�--SD- DDCVA DOUBLE DETECTOR CHECK VALVE ASSEMBLY pVl POINT OF VERTICAL INTERSEC1ION STORM DRAIN PIPE - - - - - - - - - -d DIA DIAMETER PVMT PAVEMENT ROOF DRAIN - - - R - - - R- - - R - R R -: DIP DUCTILE IRON PIPE PVT POINT OF VERTICAL TANG. FOOTING DRAIN - - - F - - - F - - - F - - -F-F EA EACH R RADIUS PRESSURE LINE - - - P = - - P - - - P - -P-P EJ EXPANSION JOINT REINF REINFORCEMENT CATCH BASIN (TYPE 1) Is ELEV ELEVA11ON RJ RESTRAINED JOINT CATCH BASIN (TYPE 2) @❑ O EOP EDGE OF PAVEMENT RET RETAINING CLEANOUT • EX EXISTING RT RIGHT CLEANOUT AND WYE FDC FIRE DEPT. CONNECTION SD STORM DRAIN GRADE BREAK - - - - - - - - - - - - - --- FFE FINISHED FLOOR ELEVATION SECT SECTION SURFACE SWALE >-- > • >-- >- FH FIRE HYDRANT SDMH STORM DRAIN MANHOLE DRAINAGE ARROW - - FL FLANGE SIM SIMILAR WATER WATER UNE - - WA - - - WA -WA-WA- FT FEET/FOOT SQ SQUARE WATER METER ® ® GV GATE VALVE SS SANITARY SEWER FIRE HYDRANT �cy "I HP HIGH POINT SSMH SANITARY SEWER MANHOLE FDC rl HT HEIGHT STA STATION PIV O ID INSIDE DIAMETER STD STANDARD GATE VALVE g Y IE INVERT ELEVAT110N STL STEEL TEE I-T-f L LENGTH/LINE TB THRUST BLOCK 90' BEND LF UNEAL FOOT TOC TOP OF CURB THRUST BLOCKING ® LP LOW POINT TOW TOP OF WALL CAP Li LT LEFT TOP TOP ELEVATION CONCRETE PAVEMENT ;6 MAX MAXIMUM TYP TYPICAL ASPHALT PAVEMENT MECH MECHANICAL VC VERTICAL CURVE CRUSHED SURFACING MH MANHOLE W/ WITH ROCKERY MIN MINIMUM WM WATER METER SPOT ELEVATION 20.0 f 20.0 MJ MECHANICAL JOINT TELEPHONE LINE --- T---T - - -T- T T POWER LINE m. 4. 117- E. C,. -- E - - -E- E E - GASE LINE --- G--- G - - -G- - G SIGN _ - TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. `" CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. APPROVED AS NOTED DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. BY INEERING 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES. Ap, ,;r �,, _--q, LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPUCAl10N OF BMPS DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. -- 1. O l '� 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC` wp Il ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. INCLUDING, I Date: COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN 16. EROSION AND SEDIMENT CONTROL REQUIREMENT CONTROL OF POLLUTANTS OTHER THAN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT C i RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE ,• TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM DOES NOT CAUSE CONTAMINATION OF STORM WATER. n��:::} ,�AI���„�;,� �;��,; WITH APPROPRIATE REQUIREMENTS AND STANDARDS. ` 4 ,�,�ti �, MAY 1 THROUGH SEPTEMBER 30). H :3y:. Co.�kt;�u�e�y,% �= a�' 1 JAN 2 31009 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE 17. EROSION AND SEDIMENT CONTROL REQUIREMENT -FINANCIAL LIABILITY. PERFORMANCE CT -r.�( BONDING OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS SHALL BE REQUIRED FOR ALL I '�ar�s �TrG. h7ta x -' I �`� METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF _ ._._ _�__ _ .__, __.�bl WILDING DEPARTMEN1 CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL j G�TY ofD��NDs CONTROL REQUIREMENTS. THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY .APPROVAL_ STAMP. CALL BEFORE YOU DIG 1-800-424-5555. r=NL. RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) `+778-8500 FAX (425) 778-5536 " J m m O V) N t==ww a_ cn m cc CC ce -i" w w w w o � CL N 0� 1(C0=) � 4N O Y a' DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 O 8d V) N O LOU W 00 � o>a'wp 0 Q W Z ZF-yam• _ O W W J U ;r V) Q F_ =) a w W N Z W W , (A O > Z Z =) v- N : In Ow V) v- Lu �..� Mirmuml - -s 0 —in IV s- F - -SS_ F _ _ V 16 -ss � SSMH -ss- - _ _ Rim 15.67 -SS_ -ss -SS _ R_ 9 IE S 7.09 8" OUT F _ _SS- ` ` \ ~�—�- — I N 7.19 8" IN �E--ss- F_ _ � ss_�_ l -Ss _ 1 �--SS_ E_ -SS- N40-4437"E L o Asphalt \ -N`" 401832~E - - -SD- -< - -SD ---- \ --------\ \ -"�`1 j�e...,,_••'---�....N39'544,3»E \ Conc 0.07 \ � Gravel '-�`'"�-..',+` 24 6 ' 0.6 3' -� PROPOSED 0.37' CLEARING LIMITS \ Edg e. o ,Grovel .... . .. _ INSTALL FILTER 1 �i 15 _ FABRIC FENCE C2. Building #111 °�' GAVEL TO Top of Roof EL 50.46 BE REMOVED Lot 2 0.63' 0.33, - . - - - - - - - Wood Porch I \ a-1 I a� L �I U Q) o � \ I U I� Asphalt 0 Parking / i 0 Fourrd�1 1/4" -' n IPA -_� T--- T---T - - -T Conc. Walk N-� 2.03' Lot 3 Parcel A {�at- I B Lot 4 / / f INSTALL TEMPORARY 2 / / CONSTRUCTION ENTRANCE C2. / / MAX SLOPE FOR TEMP, x4 CONSTRUCTION ENTRANCE — _ — y 0� BERM 1.5 TO 124 — 1 / 7 ` 22 -------•---- i i fop of Chimney El. :�1.15 ------------------- F I Lot 5 0.26' I cn I House #1 1 3 I I I i I I I Top of ---- Roof El. - 47.65 �-1 .41' . Concrete 0.61' Driveway „— — — — — — fi20.16' _ Cap e I / N29 041$ E VOO E(DI - - 7TSet��bai,& __ _ _ -- -- - T TT- -T-- �--T---T---T-I T�--TT---T- --T/ T - T -� T p) / 3Hr Parking ---Sig i v -- --- --- — Painted White Strip No Water No Storm / REMOVE EXISTING CURB ®PROPOS DRIVEWAY LOCATION, BUILD FIRST 5' OF CONSTRUCTION ENTRANCE SLOPING TOWARD SUNSET AVE TO AVOID I DISTURBING FLOW LINE ALONG RB N 29'04'18„ E 4�0.47' (420' Plat) 1_')enue Go Sunset *V 2gJO t ) ___1 \ >k z NOTE: SPECIAL INSPECTIONS WLL BE REQUIRED FOR PLACEMENT AND COMPACTION OF (FILL MATERIAL THAT IS REQUIRED TO CONSTRUCT THE TEMPORARY CONSTRUCTION ENTRANCE. I w C C OI o m M N APPROVED AS NOTED BY ENGINEERING Date: iaN za sous � TEMPORARY EROSION CONTROL PLAN �.,„a,D MO.o� SCALE: f = 10' THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. BEFORE YOU DIG 1-800-424.-5555. GU.1 J J J rt ¢ M :2 O�mao F � w w IZ V) rz ac W w w w 0 CL CL CIL w' o C (�_ O Y DESIGN: DRAWN:. CHECK: JOB NO: 0: bl JPU JRP RMS 08053.20 06/03/08 Z 0 V) 0 0 0 Z L`' rn W Q (n O o Q a >- a- ly- 0 LaJ e[ _l vZV) 0 o Li V) Z — � Z ic Z n T_ N : a W in V.— W �— ♦♦011 V `tr. SHEET: B'— 12' B PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, N C❑NTRACT❑R/DEVEL❑PER SHALL MAINTAIN! AND REPLACE STRAW BALES TO INSURE PROPER ER❑SI❑N CONTROL. 'd90_199u FILTER FABRIC MATERIAL IN C❑NTIN❑US ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. CITY INSPECTI❑N REQUIRED [IN ALL ER❑SI❑N CONTROL METHODS BEFORE, OTHER WORK CAN BEGIN. A"RaM W IMTE STANDARD D ETA I L FILTER FABRIC FENCE FILTRATION SYSTEMS DATE 7/24/01 SCALE NTS DWG No' E1.1 ;1 CITY OF EDMONDS 1SCALE: NTS RADIUS A 'A QUARRY SPALLS PADVATAVATATAVAVAIj lip 2-4' MIN DIA VVT O,c� Jl�. •�O F O�ADs �`/PT�GC� PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY C❑NSTRUCTION ENTRANCE DURING THE C❑NSTRUCTI❑N PERI❑D. CITY INSPECTI❑N REQUIRED ON ALL ER❑SI❑N C❑NTR❑ MEASURES BEFORE WORK CAN BEGIN. 1090-199V 05- REVISIONS STANDARD DETAIL ATE D. GEBERT 10iUO3 STABILIZED CONSTRUCTION ENTRANCE w,Tr 7/24/01 scALE NTS Dwc No. E1.2 TD. DETAIL - FILTER FABRIC FENCE 2 CITY OF EDMONDS MD. DET, SCALE: NTS out APPROVED AS NOTED BY ENGINEERING Date:.— ENTRANCE RESUB 1AN?32009 SUILDING DEPARTMENT ONDS ,lTy OF THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800.-424-5555. J m m 0 M V) 9 IN F W W f F wiww 0 IL CL rL w 1104 NO o' Q DESIGN: [Y JPU RAWN: JRP HECK: RMS OB NO: 08053.20 DATE: 06/03/08 Z 0 N 0 — Q Lj 00 W F-- O > W. a w O J Z La 0' ENO :2 z Z =) .- cv m o w 0 to ' w 1— U SHEET: NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NCRTH, RANGE 3 EAST, W.M. /6 SSMH--ss - �_- Rim 15.67 ss F ' -ss_ IE S 7.09 8" OUT --ss-�__ �ss-1_E��9 8" IN ss - F _ _ ss ss_�_ � S3 -.Ss- SS_ � _ _SS_ SS rt _SS_ Irt _ _ SS _ I F _ _ SS _ - l�� cn -F __S _ S� N ss �--ss-rt_ 40'3711 "E _ass - SS ss�_ I \ 721 ° ° ° N40'440371,E SEE C4.1 FOR ADDITIONAL SEWER INFORMATION Asphalt I m a° a Q \15.22°� N40'18,32"E ss ss�E 3" WEEP HOLES ®30' OCR OIL/WATER SEPARATOR 7LF BUILDING WALL, TYP _ ° ° \ '_ -° ss 15 57 �'`""'� -.. RIM = 14.85 6' PVC 1a °o CONG-TNI_ d ss _��.(N,S) I d 1 - - ° 1 4.72a .4 N39'54 43"E �� ss ° 15.66° __ 1 ° °° d 1502 ° ° d c ��° ° d ° ° ° ° a ° ° 30.14' n..„ _S I ° I A°° 1. 5°.12 � 14 a SL-24.6o 7°9 #Q°/ Q° 15.2 °ss 0.6 3' ° �l° ° ° I \ 4- ; 142 °° R=2904. I° a ° 15 LE -a V °° °a`END 18.35% SLOPE ° ° PVC-0 2 0% ° ° a° ° ° d- ° ° °15.56 ° 1.4°05y; °° I° _°° °°INSTALL 16.00 15.66d° ° ° K100S ACO ED 6:0% SLOPE TRENCH DRAIN °°° 8 o 14.92I° d # d )- -a° 1.12 ° =° GRATE 475GRATE = 16.48 ° 4. IE=13.0 MAXIt�� 164° o,Vt d5,22 °5°.2° � °a a IE � 11.75 ( W) °a ° ° (7 -0 CLR- �ONE-WAS°VAII�IE = 11.t5 (S)15.9 d d \tE4 ° °d °d °`° ° 4 ° 0 LIMITING CONDITION) °ONE-WAYVALVE d d ° 15.02 °° d d ° d d ° ° Pd PENETRATE GRADEBEAMS ER 19 ° ° 15.0�, ° CDWGS °92° a1t° .3/S4.14IN STR° 14.85 d ° 165�" 6" 41 ADJUST SLOPE AS AEEDEDa °1° ° ° e a I I ° ° a ° PVC 0 1.3% ��-� I I ° g a ° I °� d ° ° Lf ° a C®° IIIa 48N01.3% ° ° 18.99.33 I P VC d ° d ° ° O°CO I °d°16.00 �5.29 d 18.89a I ° ° LINE OF WALL 1 ° ° ° °14.96 ° ° ° ° ° ° I Ia 15:27. 15.19 ° ° ° d 1 °) °° / ° ° ° ° d ABOVE, TYP , -----------------� ° w , 20.76 ° d ° ° ° d d 1I° Q /° ° ° Waal I o �10.86 ° ° ° Q ° ° ° / tc . °2D.86 ° / ° ° ° - 14 I ° ° ° d N / Porch �. \ ° ° ° ° \ °4 o ° COLUMN 1 ° d a ° < \ 21: 2 ° 22.72' _ I ° ° PEB STRt1CT, TYP M ° ° 14 ° °I° 1° ° _ I ° °� ° 22.62 a ° ° d 0.5% / i 8� J I 24.49 °24.59 ° ¢ Q ° a a °° ° d / ° I a °15:10 ° ° ° - ° 2 Q) \ a l ° 24.59 ° \ Q 19_32 ° I� d�a 15.07 END 8.0% OP �, I 4 BEGIN 18.3�% Pf. :0 \a a L ° ° Asphalt o Q ° - a _ -- ° - Porking c� I I \ 26:4a d a HANDRAIL- \° ° 010 ° ° SLOPE TO --fi- -4° �d a° ° a CLNTERo . a d T d = - IT -27.85 ° ° - - - - T--- T - - -T- - T ° °P�101�e°aRl ° CcPAINT\SaOF ° ° o a - Ty- -J-''- qyRB YELLOW I ° °I°I � G� °G- �G - I 27.7 II 6" TALL CURBS / Pointed �I I I I #4 INSTALL DRIVEWAY �EXISTING ENTRANCE PER CITY OF EDMONDS STD GRADING QUANTITIES TOTAL EXCAVATION (CUT) - 80.0 CU. YDS. TOTAL EMBANKMENT (FILL) - 440.0 CU. YDS. TOTAL 520.0 CU. YDS. THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR BIDDING, PAYMENT, OR ESTIMATING PURPOSES. I I o SLOPE / I o DETAIL E2.27.2 3 �' -A Sou* C3. PARKING AREA TOE � 'N BE RESTRIPED. MOVE PARKING BACK FROMvP'vj�� FH PER CITY STDS. W IOTIf -W\- - - -WA - - - -WA- - - Conc. R=2864.79 � 0 d- � I. H R SKH 5 /100 Z§TOR' 9 R PUMI�TO CONVEY ALL RO & Y�1`AD DRAINS. GRATE = 15. I �IEr-i1.55J BOTTOM = 8.05 22 �\ Top of Chimney El. ------- -------- i 51.15 Lot 5 0.26' House #1 3 I I I I I I I 77 LF N 3" PRESSURE LINE Top of Roof El. of -- 1 47.65 cn 41 CB #3 (TYPE 1) TOP SECTION No. 660-CPS-T 1,490 Iba. *OUTLET PIPE I VAULT No. 660-CPS-B 6,500 Ibis. SPECIAL ROOF & FIG DRAIN NOTE: ROUTE ROOF & FTG DRAINS TO CB #2. SEE ARCH PLANS FOR DOWNSPOUT LOCATIONS. SEE STRUCT DWGS FOR UNDER SLAB DRAIN LOCATIONS. NOTES: 1. SEE ARCH PLANS FOR STRIPING OF PARKING SPACES IN GARAGE OF BUILDING. 2. PAINT THE PROPOSED CURB YELLOW FOR A DISTANCE OF 5' TO EITHER SIDE OF THE DRIVEWAY APPROACH. 3. TRAFFIC CONTROL PER DETAIL 4 C3.2 4. STREET TREE GRATES SHALL BE 3'x3' AND SHALL BE ADA COMPLIANT. 5. UNDERSLAB DRAIN PER 5 C3.2 -- _ _ I r . 2 7 I / / - 1 GRATE = 31.E _ T WAZ; -I- - -_24.3- - 7� _ _ - -ice 29�(W) W/ DOWNTURls ELBOW IE - 27.9 (E) TYPE I CB �•4� _ - - - - /j *CHASE ELEVATION FROM PROPOSED TYPE_ T----�-- j - Concrete 'E ii CB 1N SUNSET AVE &BELL Drivewa 0.61 y ST IN RSEC11ON UNTIL IE OF -- - PROPOSED 2" PVC I .1' HIGHER 2 pAmt, - - 00 - _ AN IE OF EX SD PIPE ° d i211 6a ° ° ° ° A 1,11 m��m bF 29-04!18"E"N�1'00 (D ° ° ° ° °Set <ebor & Cap F� - - _ ° ° IDEWALK - ° ° - - ° - a� - ° a ` - - - ° L _ REMOVE AND REPLACE a T a °- T 4- T T- T° - ° T - 7 - -d T o--- - T S� _ 1 t OW ° ° a a ° a ° T a ° ° d °° ° ( YP= CURB AS NEEDED r ar in ig • v �- --- - - Is -- - --- --- -- G G -G G TYP ICB 3.0' MAX RETAINING / RELOCATE POLE 5' 13D LF:„ 12".,777 , pVC RIM = 36.0 3 x3 AD -COMPLIANT WA BEHIND SIDEWALK ,A �' t✓}y, (LEN TFI'T0 E VERI IEp%P I', TO coNs�ucTIOH� • Ju_ �l IE = 26.2 (W) t S rip EE GRATE, TYP / , J j - -.-- - INSTALL VERT-CURB-&-GUTTER IE 3 4. 0 (E) PER CITY OF ED ONDS DETAIL E2.8. 1 / ELEVATIONS TO BE D D MOVE "3HR PARKING" SIGN / 2' SAWCUT BEYOND THE FACE OF C3 VERIFIED BY SURVEYOR I PROPOSED GUTTER REQUIRED. PRIOR TO CONSTRUCTION. TO AVOID CONFLICT � SAWCUT ASPHALT IN ROW WEST ELEV MUST BE 0.1' I W/ PROPOSED STREET TREES SIDEWALKS TO BE INSTALLED PER 2 AS REQ'D MIN LOWER THAN SOUTH CITY OF/ EDMONDS STD DETAIL E2.13 C3. / - - --- _ - - ELEV. - D D 29'04'18" E 4 0.47' (420' Plat) 3.5' MAX HT RETAINING WALL CO E SOLID LID W/ HANbRAIL E T= 27 7 (W) (W D \Dt *venue IE = 27.6 (Nl PARKING AREA TO BE RESTRIPED. \ \ BEAN-5 NNORTH OF PROPOSED 32 DRIVEWAY.9 '__1 � 3o � 31 � � saWA -- - - - --WA \ -WA-- - -WA- -- WA. -WA----WA- ----WA - - - - WA- ----WA - - - - WA - - - - - WA --- u ff r �/to „�o� � �,A YP� 0 TOP ELEVATION INLET I.E. IE = 11.50 Inlet' Pipe With Sampling Tee By Others tee. -INLET PIPE With Sampling Tee By Others ■ .6'-8" Top Section 6'-0" Vault UV Co. 2-332P, Galvanized Diamond Plate Cover F - �j� _ -I I\\/,\\\\\\/\\\\'\ \\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ o \\\\\\\\\\\\\\ \\\\\\\\\\\\\\\ //rr/r//rrr/r/r rrr//rrr//rrrr/ *•' i /\/\/ I R I /N/NrX/./�/�/\/�/\/`/`/\r`//`/`/`/` \ L 7 - J PLAN VIEW 3/4" Dia. Lift Insert 4 Places In Top Section 1 1/2 Dia. Lift Hole Hold -Down 1 Each Side, 2 Sides For Coalescing Media p t� o ° ° o OUTLET I.E. - - --Outlet Pipe 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 J M M O o 0- CL CL o 0 0 W Q PO O to Y !CY L DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 RESUB ,AN 30 20Li BUILDING DEPARcAEsNI CITY OF IEDMONDS _ With Sampling Tee Z CL By Others Q 0 D 3 c o o -dl- W _0.- LO tf1 � % �i_ �J Z Sediment Weir Coalescing Media it Retaining C� LLJ Q SECTION AA Baffle NO ry w COW 0 STRUCTURAL NOTES: y � APPROVED AS NOTED 0 Q 1. CONCRETE: 28 DAY COMPRESSIVE STRENGTH F'C= 4500 PSI 2. REBAR: BY NINEERIN2 0 < 0 ASTM A-615 GRADE 60 3. MESH: ASTM A-185 GRADE 65 "MINIMUM 1p� Bate: �t� j2B1d_____- Z Q 4. DESIGN: ACI-318-02 BUILDING CODE ASTM C-857 STRUCTURAL DESIGN LOADING FOR UNDERGROUND PRECAST CONCRETE - V CW UTILITY STRUCTURES" . -�� 0ftAjF�E�,� Z W Z 5. LOADS: H-20 TRUCK WHEEL W/ 30% IMPACT PER AASHTO '° UA'4GS Amw+eb 4z*M W Z -" -.- GENERAL NOTES: �10i{O ��JiI (n (5 0 W � 3 1. ALL BAFFLES AND WEIRS TO BE PRECAST CONCRETE 2. STATIC WATER ST 0�i'�'� M110 N Wf iW tv- � N 0 = �G DEPTH = 4'-0" 3. CONTRACTOR TO: SUPPLY AND INSTALL ALL PIPING & SAMPLING TEES � �fMv� a�21`ZQ to e- W GROUT IN ALL PIPES FILL WITH CLEAN WATER PRIOR TO "START-UP" OF SYSTEM VERIFY ALL BLOCKOUT SIZES AND LOCATIONS SHEET: � SITE IMPROVEMENT GRADING &DRAINAGE PLAN scams: r = io' 2 OIL/WATER SEPARATOR `J KALE: Nis THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. NE 1/4 SE 1/4, SECTION 23 TOWNSHIP 27 NORTH RANGE 3 EAST W.M. X?.�. .. t ,,., b tY`Y" c*: �.. �„,.,"ri„�u„Lit'',^n`?;I:.?off..',?`,".sixdtl✓i?.{t:+:,irl�tt{l?;`;XPtYsAwiXSrssu'd�„'t.t4t��;tz::.:,..i31,:,'„slur?;;,:'t"zGtzu.,xl:is"v.?�a„a�:''.�ix�71u.,:>�1.�X,"�?„xttZsi?1\;;;Xsst.'X�Saxi',;r'.'mr?Yt`,4&i;,i�"t4`Y:`t,`ky "PL��?'';`�"n§'trli`Asa'"b'tti"3£n`'Gx:'is?�°'?YtRk°2"d0'in �.5'!.:a` i #ruck h .LaY a't'x.+ ,ba.,x, a t� ✓" 2 ' dr tG m .,.k �f,. .cOR% <,c 3:A,.3�nYi����';�,&3YV 7�`t,�` r;3°.a"oXu`�,e5��t:�t..34XX4�t,t3�.fiX;:x�aS'%a,�t3x?s sdSw'��'ius .� � CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR IS' STANDARD 24' ARTERIAL NOTESi 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET. 4, EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE PREMOLDED JOINT FILLER, 5. CONCRETE SHALL BE CLASS 3- 3000PSI. 6. FINISH SHALL BE LIGHT BROOM, 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS, 8, ALL SIDEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF CSTC WITH SUBGRADE COMPACTED TO 95X MAXIMUM DENSITY. Est. 189U - 5/8' MINUS CSTC D,.. M' -0 N' E C: I ... :.. .... ... REVISIONS STANDARD DETAIL APPRONED BY DATE D. GEBERT 4/27/05 STANDARD TYPE "A" CURB/GUTTER DETAIL D. GEBERT 4/2/07 DATE 7/24/Ol SCALE NTS DWG !'0. E2.8 CITY OF EDMO SCALE: NTS CNO �P} ROAD WORK ho \ G20-2o 00 CHANNELIZING DEVICE SPACING (FT) MPH Toper Tangent 35/50 30 60 25/30 20 40 LEGEND coo Chonnelizing Devices Flogger A Type A Flashing Warning Light STD DETAIL E2.8 CITY INSPECTION REQUIRED ON FARM WORK PRIOR TO POUR EXPANSI❑N J❑INT 10, DUMMY J❑INT .+ ' b ••a • • •.• • A .. .'• • - 4r • • 4• •• T 4 a •.. d,' •' ;. S 4 •' • T •' ,a • �' .... • . 4 2' MIN. 10, O.C. 5' O.0 SAW CUT ACP A MIN. FLAN GUTTER, ROM EDGE OF FULL DEPTH 1/2' EXPANSION JOINT MATERIAL-, 2' MIN, SAW CUT 5' TO 10' ==tl:[I;I�:II'll:ll: �I-1-:tl:llll'1(:11: 2'- 5/8' MINUS CSTC UNLESS OTHERWISE SPECIFIED BY ENGINEER N0TEi 1. CONCRETE SHALL BE CLASS 3- 3000PSI 2, CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1/2, 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE . - F: E-D.--M:O.N.'' . � . ..: --C-,-'-4TY REVISIONS STANDARD DETAIL D B D. GEBERT 4/27/05 CONCRETE SIDEWALK D. GEBERT 04/2/07 DATE 7/24/oi �'"� NTS DWG NO. Est. 189� E2.13 CITY OF EDMONDS STD DETAIL E2.13 SCALE: NTS 1. IF ENTIRE WORK AREA IS VISIBLE FROM ONE STATION, ONE FLAGGER MAY BE USED, OTHERWISE TWO FLAGGERS AND SIGNING WILL BE REQUIRED EACH DIRECTION. 2- SIGN SEQUENCE IS THE SAME FOR BOTH DIRECTIONS OF TRAVEL I SEC BUFFER DATA TABLE. USE OF BUFFER VEHICLE IS RECOMMENDED, IT MAY BE A WORK VEHICLE. IF BUFFER VEHICLE IS USED, MINIMUM FROM END OF TAPER TO WORK AREA SHALL BE TOTAL OF V (ROLL AHEAD DISTANCE) PLUS LENGTH OF VEHICLE, PLUS V (BUFFER SPACE). IF BUFFER VEHICLE IS NOT USED, MINIMUM DISTANCE SHALL BE '8: 4. SWAY BURNING WARNING LIGHTS (TYPE C, MUTCD) SHOULD BE USED TO MARK CHANNEUZING DEVICES AT NIGHT AS NEEDED. 5. EITHER REVERSE CONE TAPER OR SIGN G2D-2A MAY BE USED TO SHOW END OF WORK AREA. A •peg 1. SIGNS SHALL BE EVENLY SPACED IF SPECIFIED DISTANCE IS NOT AVALABIE 2. THIS DETAIL APPLIES TO BOTH SIDES OF SUNSET AVENUE N. ONLY ONE SIDE SHALL BE WORKED ON AT A TIME. I PARKING & SIDEWALK CLOSURES IMLL BE MADE AS REQUIRED. 'NO PARKING' SIGNAGE WILL BE REQUIRED IN W20-7a ADVANCE OF aosURK: 9E O u o e k PREPARED 41014 PARKING & SIDEWALK AREAS SHALL NOT BE CLOSED FOR MORE THAN 72 HOURS WITHOUT PRIOR APPROVAL (optionalSTOP TH CITY AND PAYMENT OF DISRUOTKNN FEES. / W20 (optional) 5. ADD 'ROAD WORK AHEAD' SIGN (W20-1) ON BELL ST 200' FROM INTERSECTION W/ SUNSET AVE. ONE LANE 7 ROAD / AHEAD W20-4 FOR LOCAL I&GIENC-f uim (optional) ROAD WORK AHEAD TRAFFIC CONTROL PLAN All W20-1 SIGN SPACING TABLE Speed x 45/50 MPH 5001t 35/40 MPH 350't 25/30 MPH 200't Typical application of traffic control devices on i i I d and VARIES VgRr�� LIP FINISHED TO V RADIUS SEE DETAIL ABOVE +.: ADD 2' CSTC 8' `IWIDTH OF SIDEWALK I BELOW CONCRETE 2' MIN SECTION A -A m SLOPE MAY BE REVERSED TO IMPROVE ACCESS TO GRADE TO SITE. NOTE, 1. IF DRIVEWAY WIDTH EXCEEDES 151, INSTALL A FULL DEPTH EXPANSION JOINT. 2, THE ACCESS APRON SHALL BE A MINIMUM OF 6' THICK AND SHALL BE PLACED ON 2' OF V CSTC AND COMPACTED GRADE, 3. MATERIALS- CONCRETE SHALL BE CLASS 3- 3000 PSI. 4. CITY ENGINEER SHALL DETERMINE APPLICABLE COMMERCIAL TYPE ENTRANCE BASED ON LOCATI❑N AND OTHER SITE CONDITI❑NS. 0N - j� . 77 t .7- -C-IT ... ­Q-F D, REVISIONS STANDARD D ETAJ L APPROVED Ff DATE MULTI -FAMILY/ COMMERCIAL BFF3ANCE GATE SCALE OW6 !:D. Est. 1894 8/17/0s NTS E 2.27.2 CITY OF 3 J scruE: Nis (2) #4 BARS #4 ® 10" OC HORIZ "S" BARS .r, ifc¢+>�. �f4i5S:2S 3`ti'ue�u�adi{?u s.{{�+.�+Inv�;:feu.�✓fd.�',.dsus'Xis�i§41�.a'ta?/,�i�»�tb.,.ma,2�X.GR`Vk64vi,L„{,a..}4i adib,. acly+Y,a'��i.i�'."'..• »�t°4s u...YYv�,,,, s, ���. ,+h\ f.4".ux hr,. s ,.k, },:., ., d. b a o b 1 000 O b Oct) d b d 000 b MIN d v r°•p a40 • 2)1 b d d CLR r� vo.�r►n� � -�w�i- .�uasu.� �k nl990 'fo ig�� FlPPf�G�F O��hnl '�d(L cOYYV$inr�+� OWYfoN� %�1t�OSUX� �� ►a P�¢eAr�Fl- FlNISHED GRADE otg�C'j(Lry) INSQEG(ION 0-0� VNA1{K)61 PER ARCH INSt;Top- . BACKFILL W/ FREE DRAINING MATERIAL 000 FTG DRAIN PER acb 0 /_DETAIL 4/S4.1 a tr Z..0 C00. '1=1I1 �1IL III o y a �,,, 4" PERF PVC PIPE (SCH 40) REINF CONIC SLAB -III 00 • a o O El FINISHED GRADE OR PAVING PER ARCH 1/8" : 1'-0" MIN SLOPE PER STRULU d.. �b op o °o 1=1 I �= I roA'd�`vriss°oar Q I a QlON6� .a - Q n R ° d STANDARD PLAN K-2A. APPROVED FOR PUBLICATION -_ 2I, 3 III I -III -I I I a two-lane highway where one one s c ose TEDESIG! hoi oAT K V flogging is provided. -III I -I noI Y.SNINOTOR OT.TL 40116.I WASH OT TRINLPpIT.TItN/ q,TMVI.. YISNIRCTaI tL 4" MIN FILTER FABRIC :900 : _ 4" IN PEA GRAVEL #4 @ 12" OC "S" BARS HOLES IN PIPE j- "T" "t" "B" AS SHOWN 12I �- BUFFER DATA Buffer Space Speed (MPH) 25 30 35 40 45 50 8 (FTI s 55 85 )20 170 220 280 Buffer Vehicle Roll Ahead Distance 4 yard Dump Truck 24,000 LBS Stationary Operation R (FT) = p'100 APPROVFD AS (VOTED BY ENGINEERING Date:..�..•�.� RETAINING WALL SCHEDULE WALL GEOMETRY WALL REINFORCING WALL TYPE MAX. "H" "T" ,1B" "t" "Dip "S" BARS "F" BARS . 1 4'-0" 0'-9" 0'-9" 8" 8" #4 ® 10" N/A 2 6'-0" 1'-0" 1'-4" 8" 8" #4 0 10" N/A 3 31-6" 1'-6" 0" 8" 8" #4 0 10" NOTES: 1. NOTE THAT THE 4' AND S-6" TALL RETAINING WALLS HAVE REINFORCEMENT CENTERED IN WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY .OTHER BAR. 2. REFER TO PLAN FOR ADDITIONAL REINF REQ'D AT WALLS SUPPORTING PT SLAB. 3. WALL 3 REFERS TO RETAINING WALL ® EAST R TRAFFIC CONTROL DETAIL 5 UNDERSLAB DRAIN SECTION � SITE RETAINING WALL SECTION (@ FRONT WALKWAYS) SCALE: N15 SCALE: I' = 1'-0' SCALE: 3/4' = 1'-0' THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. �0 Gul't ��. tg WAS6,1 � d � O� IS'1'E�•" Q1VAL J J J LLJ Ll 0-H-- w w w W 0 CL o-. CL wlctcoi n0o� Y 11 Q DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 V_j V J J Li 0 L,J w ~ Z Z z e LLI04 .Q O w 00 LaJ C� O a `� <t 0 � Z I- 3::W ;U LAJ CL Z V Z W `j'} O Q rn LLJ Z : It.. V) L V) (D SHEET'RESUS JAN 2 3- 2009,. BUILDINC3 DENi4Rc'AQENT CITY OE EDMONDS COUPLING 8 WATER U A "MAIN 1 3 iiiiii'll 1 • 11111��iiiisl �, milli ml I Romw- 81 4" GALVANIZED 900 ELL 4" GALVANIZED STAND PIPE NATIONAL TIE -ANCHOR STYLE 442 :• p (2) STAR NATIONAL mi 2 3 1"0 RODS q_ —u� I BRASS BALL DRIP VALVE ApBRUVE0 AS NOTED GINE RIVG y��{y y � � T • � Viee�v.�.�T—�sa® �co� �.v�soin +� �bl�2ao81d� A-20806: ADJUSTABLE TYPE INDICATOR POST H30E-RL — 4" MIPT X 4" STORZ 30 DEG BEND in I LL GALVANIZED FITTINGS ND PIPE BELOW GRADE GALL BE WRAPPED WITH Qmil PIPE WRAP TAPE MJxTHRD PAPTER 4" - 900 MJxFE BEND jfSECTION C F.e FuLcgKj `JEF'Aff.MENT CITY CiF pFA SEE THE APPROVED CIVIL DRAWINGS AND CITY SPECIFICATIONS FOR THE BALANCE OF �REQUIREMENTSFOR THE DCDA ASSEMBLY 94 1 cJ') 0 Z O J W pp LU cnc� tz �C in Ln G1 stir � ttt � {t • 4�' � iIA�AA�AI y`t }�.3} S� 4 V}ji 1iS ,tWx`j� � • • llal JOB # Sunset Condos DATE 1/25/10 REVISION Vil tL �C✓.t= t44 '1 •. 'YY '�i'•.., 40' North of SE property corner 20' North of SE property .corner R. 21,11 0 00 0 24* 82 24.36 18.90 30.34 0 00 0 SEMON D.1 T - - - T T - - - T T T T - T 30.83 L cri o O I.LU Ca LU LU C=) Un t—U En = cn o JOB # Sunset Condos DATE 1/25/10 REVISION ,md 1 106BDy�� ��� 2 s r p.. gam_. k �.. ' i NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 21 NORTH, RANGE 3 EAST, W.M. SS— F _ d' -w'%=ff1r0Qd FM- 16 — ss _ .� spa SSMH _ss- -E _ _SS_ Rim 15.67 F - -SS- IE S 7.09 8" OUT „ Ss_ -ss_ 7.19 8 IN I� - -ss- F--ss_ ss--F_ _ 1 i - SS_ -F - 88X6» WYE - SS - rt _ _ (BY CIT&F EDMONDS) ss - - - S N40' , b 175 N 8» p SSMH #53 (BY CITY OF EDMONDS) ss' - -sS_ CB Type 1 3711E �C (BY CITY RIM = MATCH EXISTING - ss � _ I GE 14.80 721 N40 44'37» OF EpMON�S) IE = 6.9 IES12.838 ° E Bottom 12.16 ° Asphalt I a C N4078'32»E 122 LF N 8; pVC SS OIL/WATER SEPARATOR h$ — —SD— E — —SD— E — —SD— E — —SD ---------------------- ° \ ' Q ° °; .' '. ° ° ) _ .63 (N,S) C3.1 1 BY CITY OFMOIVps RIM 1 11 8 C P a _ 4 a d° 1$.72° ' ° Nag 54 43pE IE I —° d °. d ° °. ,.d' , d :1-4 ° .. ° d ° d.• d Q d4° ,..° 30;i4�... O , .. .. .° °° ad ° 4.d e IL 4 e d. ° I d �e ° ° 4, ° ° 4 . ° . d ' .. e I ° 4. 15L� 6�' �� " °•l a d' ° n '° Q. d 4. I °. "I\ \, a° ° °. 4 Rw�0 O% ° ° d ° 4,0 d 4 e . 4 .61! PVC 102.0%' MIN. e d ` ° ° ° ° ° . °.. ° a .d• .. °°d:' a d. I. �.� d _ d° . 4. 'e° 4 d CB.A' "E d. a ° ° , ° . ° 1 a ° GRATE °= 14.75 / e d ° ° ° d/ 4 I� a= 11.75 (W)4. 15 ° a. d '. ° ONE-W}1dVAt}VEa ° d .... e d e ° . I I .. .. °. '. °... d a ° c ..° d I ® . ' d is d ° a . d ° d° 'd in 'e d. ° d .° e ' ° 4' °•' .° I°. .e d. .° d' .° d' .° 'd . 7�7�4 ° d a. '.I° ° ° ° ° e 4 ° c d , ° I ° ° . 4 ° l 4 ° °° °. 4 ° ° e .° .° 'I d.° ° d I le °e ° d ° �.. .e . ° e. .. .e a .° .° .d .° 'I °° ° . e' U :. 64 -------------------------�� ° o ------- ----- -I d d e° e. ° 4 4- e ° q d N am ih q 'Wood ° ° e° Porch ° a a ..° d a. n d '°.4 v 14 ° d. .d 4: ° jda./° 44 0.63' Building #111 Top of Roof El. 50.46 Lot 2 —RPBA PER C1T 0� 2 �° EDMONDS W DET-E7. C _ - - nniun MLIU% i- SAWCUT REMOVE & / REPLACE ASPHALT PER / CITY STANDARDS 2» COPPER / DOMESTIC SERVICE ,)n A7' IA7n' Pint) �— �_D� 1» COMMERCIAL WATER SERVICE —WA — — — — WA• ----WA — — — — WA — — — — —WA--- —WA-- �— ( Con c. �2 � 0.26' R=2864.7g 0 I r, Top of Chimney El. 51.15 Lot 5 V)I I House #1 3 I I I I I I I I I I Top of I Roof El. II 47.65 C -------- .— .41' - � Concrete 0.61' Driveway °Set ebar & Cap LS,, (tyP) v — — — G — — G— — — G-Z G— O M Fou rcNGINIEGRING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUI l 1fA� , t! n. ��e, la, .'.11 ME ► 7 J Q M M z =:) =:) 0 M C/i V) F=- �ww a t/) LY_ IZ w w w w 0 CL a- a- Y Q DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 02006, rr.1tion "RC vvfWAC AtrvotylAerts 02006 111C wAMZ..C14nieridatent, �Lra,I Ajj pvix,Iicl-s A, U, Q If {0 1006'�' wit ,om yiM(w wA..7�vgACA.ancrd,=,x-AtW FJ2006 I' l;:i! ioo UPC rt'A. IAC AmmidinepAs C�I6;�.06 )v=�tr on VIAQ EWAC 51-1 s 02006 r.diiiw WSEC I11 AC 51-1.1 N W W 00 rxs:,:. j,, vim✓ �-Q, PL z oW v to O F- D N 0 V) T— W GATE VAL irve m x�PROPOSED OREe FEB 18 1009 WATER &SEWER PLAN � FM 101 11101 DEISM EET FILErvo=Eo.p„f, THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. SHEET: xun� NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 21 NORTH, RANGE 3 EAST, W.M. TRAFFIC SAFETY FEATURE. - BREAK OFF FLANGE, NUTS AND BOLTS. 3'x3'x3.5'THICK CONCRETE PAD AROUND HYDRANT 10 MIL PLASTIC BETWEEN DOCK & HYDRANT f 1/4' RAKE PER FOOT FROM GROUND LEVEL DOUBLE SIDED BLUE RAISED MIN. 6' BEHIND BACK OF PAVEMENT MARKERS -� SIDEWALK 4' STORZ ADAPTER ALIGN VALUE BOX EARS TEE WITH FLANGED PARALLEL WITH THE WATER CONNECTION FOR LINE IT SERVES HYDRANT VALVE N ' SIDEW WEDGE VAL' �-RESTRAINED JOINTS CAST IRON ADJUSTABLE VALVE BOX THRUST BLOCK T-UNDISTURBED EARTH I �-10 MIL PLASTIC 1/2 CY WASHED 1-1/2' ROCK BETWEEN RAN WITH FABRIC CLOTH ABOVE FLANGED CONNECTION BLOCK & TEE THRUST BLOCK BEDDUCTILE�IRON CLE TO ASSECTION P52, ANY INTERMEDIATE JOINTS TO BE CONCRETE RESTRAINED BRICK N O T E S 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL LISTINGS, 2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS. 3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION. 4. ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND (1) 4-1/2' NST PUMPER NOZZLE WITH 4' STORZ QUICK COUPLING ADAPTER. 5. STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS. 6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT WHEN PLACING LANDSCAPING OR ROCKERIES (ETC). 7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW 8• CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE. Fp ..yam .Y•'I..�,�t�• .••.�•,•�� ',,"•�,!--..'�':'�•V,1•�, `'1,. V•iL�A1•.�.'• ,ti. . 11 i DATE STANDARD D ETAI L mqwdwn byD. GEBERT 6/16/03 ®CY D. GEBERT 4/2/07 180n_ L aA0 DATE 7/24/01 3cALE NTS Ion NO.E7"'1 CITY OF SCALE: NTS EDMONDS STD DETAIL E7.1 mm er m emu for f/1S x w r------------tj I I-- --I NO Hx4ER m cD1�ia°L OF ps ow aFF Ww m R• x IL 11P,e I I amammm -4 au°oN p1 Cam Uam m Mum I '"� NA two - - - - MM LFAF LD 00Mo L% WOO oPMM m L:E UrA= LAMER M NINA 91D F'UW 041 M W IW OF MM 1L10LT SU FOR E'10= LAMER ACCmB mm MM wm EXTERIOR PLAN VIEW GENERAL. NOTES: • • •'• i j. �'. 1. ACCESSES BY LW. HATCH: TYPE "D" ( HD-10 PEDESTRIAN LOAD: H-30 TRAFFIC LOAD) WITH SIDE OUTLET GUTTER DRAIN. 2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. 3. DCDA MUST BE TESTED BY A CERTIFIED BACKFLOW ASSEMBLY TESTER- 4. MrN Lidl/kP ROuotE MOIL11f ltlflL BE OiST11LL® ON A 4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. OulsooE FOR EASY LETtR RFAOlq 5. A CRY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE VAULT. INDOOR VERTICAL INSTALLA 6. VAULT SHALL BE PLACED ON PRIVATE PROPERTY AT PROPERTY LINE 7. FOR COMMERCIAL BUILDINGS THAT HAVE NO SET BACK REQUIREMENTS, THE DCDA CAN BE MOUNTED ON THE WALL ADJACENT TO THE ROW WHERE THE LINE TIES INTO THE MAIN. (SEE DETAIL E 7.19) VAIII T SI7F*.S MINIMUM VAULT METER SIZE APPROXIMATE EQUIP DIMENSIONS DIMEN DIMENSIONS SWMESE CONNECTION) AND TYPE AND A 8 C D LENGTH WIDTH HEIGHT 4" X 3/4" 2'-9" l'-l" 0'-6" 4'-3' 1O'-0" 5'-0' 6'-6" 6' X 3/4' 3'-9" V-2' 0'-8" 5'-6" ll'-0' 6'-0- 6'-6" 8" X 3/4" 4'-5' 1'-4" 0'-9- 6'-4" 12'-0" 6'-0' W-6" 10" X 1" 1 6'-0" V-8" 0'-11" 8'-6' 14'-6" 7'-0' 6'-6" , E STANDARD DETAIL fffom D. GEBERT 6/16/03 D. GEBERT 10/6/03 � �890-1990 D. GEBERT 4/2/07 DATE 7/24/01 SCALE NTS NO. �•0 F RFOA WE 12" MIN. 3/8' X 4' ANCHOR BOLTS PER MANUFACTURER CONCRETE SLAB (2000 PSI MIN.)- FINISHED GRADE 6' MINIMUM FREE DRAINING 2 GRAVEL z CONNECT TO M WATER METER IMMEDIATELY RPi3A �:j ADJACENT TO FLOW -` TYPE K COPPER OR To OWNERS ELECTRICAL PANEL FRONT VIEW APPROVED EQUAL DIRECT BURIAL OR IN RIGID (SIZE AS REQ..) CONDUIT PER ELECTRICAL METER SIDE PERMIT REQUIREMENTS. NOTES: SIDE VIEW 1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN 1" DIAMETER. 2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER 4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES. 5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER. 6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL FIGURE 6-8 (SEE STD DETAIL SHEET E 7.11.1) 7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY. REVISIONS STANDARD D ETAI L AppFmu NY . DATE D. GEBERT 10/6/03AMOU T Y D. GEBERT 4/2/07 Igt,1Q �� 6/16/03� NTS �' 7•11 CITY OF EDMONDS STD DETAIL E7.11 SCALE: NTS 120 VOLT ELECTRICAL OUTLET FOR HEAT TAPE. INSTALL HEAT TAPE FOR FREEZE PROTECTION CENTER BACKFLOW PREVENTER IN -REDUCED PRESSURE ENCLOSURE BACKFLOW ASSEMBLY (RPBA) 3' MIN. 3" MIN. ENCLOSURE "HOT BOX" OR EQUAL_ IRA. io 3" MIN. UNION FlNISHI a GRADE SUPPORTS 1p vo DRAIN( SEE NOTE 6 SLEEVE •) (TYPVWVF 6x6-W2.9xW2.9 (WELDED WIRE FABRIC) ?Il:'1CTi1iT:IP; TIITLP�7 a0 3F j CL •.{ •��� .ist• ((2 NOI3NN62-Nd Z I vi F�g O 7.• I• Tom,! ::.. •': I :.�.1. Q RI=VIsIo s ISTANDARD D ETAI L CONC. BRICK SUPPORT MAN. FL X FL X 4' TEE 3, M1IN. NJ X NJ AL LONG BODY COUPLING MAN r - -I MAIN CO PLING WATER N FL X NJ RSGV� _BLIND FLANGE WITH 2' FIPT THREAD (TYPICAL) - 2' BRASS STREET ELLS 4' FL X NJ RSGV , 940 STYLE CAST IRON VALVE BOX AND EXTE ACP SURFACE MATCH THICKNESS (3'_ MINIMUM) 2' -am CSTC Id m 3 SCALE: NTS 1- 3 BRASS NIPPLE MIPT ' RSGV (F.I.P.T. X F.I.P.T.) 2' BRASS- MIPT x CTS PAC JOINT (IF COPPER) o. -MIFF x IPS PAC JOINT CIF POLY) y � A L) TH 2' HI-MOL POLY (160 PSI) A 2' STAINLESS STEEL STIFFENER AND ON 2' MIPT X IPS PAC JOINTS REQUIRED ( � (SEE WATER SERVICE STD DETAIL E-7.6.1) fU NOTES wCDF SHALL BE % SACK MIX �d DESIGN PER WSDOT STANDARDS INSTALL 12' RIBBED PVC PIPE (ASTM D-3034) WHEN USING CDF BACKFILL ONLY (TYP FOR ALL VALVES) STD DETAIL E7.18 NOTE (BLDGS WITH SETBACKS) 1. THE DCDA AND VAULT SHALL BE LOCATED ON PRIVATE PROPERTY AND NEXT TO THE RIGHT-OF-WAY LINE• 2. THE PIV AND FDC SHALL HE LOCATED ON PRIVATE PROPERTY AND SHALL BE NEAR THE DCDA, 3. THE PIV AND FDC SHALL HAVE A 3' MINIMUM CLEARANCE BETWEEN AND AROUND THEM. 4. THE FDC SHALL HAVE A 22• BEND WITH 4' STORZ ADAPTER ON THE END. SEE DETAIL E 7.18 2' DOMESTIC SERVICE x _ _ (COPPER OR HI-MOL POLY) 4' FIRE LINE (MIN.) 3 (D.I.P.) y RESILIENT GATE VALVES (TYP) 00 W J Y Ia ¢rl 3 � WLL RL .W. VJW;a V pod Hai y. W • P .�~ F •' W o e M " J N w D_ 0 Ot a. BLDG .- STANDARD D ETAI L D. GEBERT 1 4/2/07 1 CITY OF EDMOND 4SCALE: NTS DATE 07/12/03 SCALE NTS �DWO NO. a%o APf'BUVEU AS NOTED UylGINEI G Date: 2' Eli; u FEB 152GU9 CITY OF EDMONDS S7D DETAIL E7.8 CITY OF EDMONDS STD DETAIL E7.8.1 ��TM���=��� 5 SCAIf: N15 6�SCNTs NE: ,:m THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.l D. GEBERT 10/6/03 '- ----` -�" ---- D. GEBERT 4/2/07 DATE 7/24/01 SCALE NTS NO.�/„®•l 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 rGU - ip, WAS L Ca e• e_.._ 81 J J J m m O =:)Ld LiJ Q. V) = = I-- h- H W W W W Q_ IZ a_ W �04 O Y Q DESIGN: JPU DRAWN: JRP CHECK: RMS JOB NO: 08053.20 DATE: 06/03/08 N 0 N > C) Z O La 0 Z w W V) Z Vi 0 Z D N 0 V) v- W SHEET: NE 1/4, SE 1/4, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. ronIII TQ 1:r,7[I, JL— '<.::% 1 VI-. 9r1VL1 DIMENSION & THICKNESS 1 ICDA VAULT SCALE: 3/4-m = 1 10 611�, Locolfv 'fo rig, elzm a p(V w, ` Imf5 Sj,hiLwCj � 0, usp AS WW(za ............... TORSECTION No. I1-T420: - - 7,800 lbs. t 96, 1®I Gainniz(A PL1111119Imi 2 Eagh End; 2 Ends • Bandlna Ribbon 3 Each Side, 2 Sides 1 QPTION.AL',TOP SECTION No, 612-T42E. 7,800.. IUs. 1" Dia. Ground Rod Knockout 2Placcs In Floor 42" Dia, t t. t I 1 1 l l t ?. It €'tt 1°` �.: t I t tk ! l t, L1 ;( p1 .. t� [, i IV P' sAyj ! 1 i a': IiExlt 6t 1ty'r {19 Lim f�lll,ll.li�t 1 i{g„Yt;;"Y Jr1S'aki l.r,i-�4 .tt.j,? `[`i;1-; copyrigbi C 1970 bldca94te"Rrum•. ine, All fliyh15 Reserved For Vault Extensions, See RISER Section: -'ITEMS SHOWN ARE SUBJECT TO CHANGE: WITHOUT: NOTICE, FOR DETAILS SEE REVERSE,.SIDE. 83. ISsue: Jahuaiy, 1996 Spring As9isled Diamond Plate Covers Locking latch / 4•-8• ADJUSTABLE COVER SLAB No, 57.2.332P-AT ;,ion We. 3/4' No. -Lift. Insert 4 Places In TOP w/ UN. cops —� " ia. Leff Inserf 4. P1ace$ In Tap: N:o.. Full 180' open � � y -tllk�Ll WD Sftu, f G jkl N crt e, f- aaWkkkm M SeW G4,2, 121� kt, VAU LT/ kSs ►6t--%/ APPIiOVLL) AS r4OTEL RN INEERI (3 ��tO. MNH'm14M,AwM+ia /Lvy FEB 18 2009 ;3ii1I.DING DEPARTMENT CITY OF ED61 ONDS �G GUIl WA 1 'd Q J m m m � © =) W W a_(n�c� W W W w 0 CL CL I(.. W Iccco;�s JPU DRAWN:DESIGN: CHECK: RMS JOB NO: 08053.20 R� 0,i < 0 La :a .....:.... • cq n +ill SHEET: p q 1 Bxi1. "'��Fnxm:s:st;e3'°`L' ,}r, L et�m'iarefd`i. THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. RESUB FEB 18 2099 SUILDING DEP RPMENT r,,V, OF ED' A ,MDS STHr"EET FILE Revisions: 1/14/09 Stair ac ---- ------ Ss f1roo ad � 1g c �1 .4. I E 150.1 \Sunset Avenue cpx" Z.-Z, �er I(L 2cr e%_ y� LANDSCAPE PLAN PLANT SCHEDULE QTY. BOTANICAL NAME / COMMON .NAME SIZE NOTES DECIDUOUS TREES 5 k17 ACER GINALA 'FLAME' / FLAME AMUR MAPLE 3" CAL. B&B, SINGLE STEM :• ACER CIRCINTAUM/ VINE MAPLE 8-10' HT. B&B, MULTI -STEM MIN. 3 STEMS NURSERY GROWN EVERGREEN TREES • 6 CHAMAECYPARIS OBTUSA 'GRACILIS' / SLENDER HINOKI 6' HT. B & B EVERGREEN SHRUBS O 9 ARBUTUS UNEDO 'ELFIN KING' / DWARF STRAWBERRY BUSH *5 GAL. FULL & BUSHY, 3' O.C. O 13 ILEX CRENTATA 'HELLERI' / DWARF HOLLY 2 GAL. FULL & BUSHY, 2' O.C. O 19 MAHONIA AQUIFOLIUM / OREGON GRAPE *5 GAL. FULL & BUSHY, 3' O.C. O 26 NANDINA DOMESTICA 'MOON BAY' / HEAVENLLY BAMBOO 5 GAL. FULL & BUSHY, 2' O.C. O 3 NANDINA DOMESTICA 'SIENNA SUNSET' / HEAVENLLY BAMBOO *5 GAL. FULL & BUSHY, 3' O.C. 0 9 SARCACOCCA RUSIFOLIA / SARCACOCCA *5 GAL. FULL FOLIAGE, 3' O.C. 0 21 TAXUS X MEDIA 'HICKSII' / HICKS YEW MIN. 36" HT. B & B, 3' O.C. O 9 VIBURNUM DAVIDII / DAVIDII 5 GAL. FULL FOLIAGE, 3' O.C. O 16 VIBURNMUM TINUS 'SPRING BOUQUET' / LAURUSTINUS 5 GAL. FULL FOLIAGE, 3' O.C. DECIDUOUS SHRUBS O 3 SPIRAEA JAPONICA 'COCCINEA' / SPIRAE:A *5 GAL. FULL & BUSHY, 3' O.C. PERENNIALS O 12 BERGENIA CORDIFOLIA 'WINTER GLOW' / HEARTLEAF BERGENIA 1 GAL. SPACED 2' O.C. O 6 ROSMARINUS OFFICINALIS 'PROSTRATUS'. / CREEPING ROSEMARY 1 GAL. SPACED 2' O.C. ORNAMENTAL GRASSES 28 HAKONECHLOA MACRA 'AUREOLA' / JAPANESE FOREST GRASS 1 GAL. SPACED 2' O.C. 26 HOLICTOTRICHON SEMPERVIRENS / BLUE OAT GRASS 1 GAL. SPACED 2' O.C. 0 20 OPHIOPOGON PLANISCAPUS 'NIGRESCENS' / BLACK MONDO GRASS 1 GAL. SPACED 1' O.C. 3 PHORMIUM 'PLATT'S BLACK' / NEW ZEALAND FLAX 5 GAL, SPACED 3' O.C. FERNS 13 POLYSTICHUM POLYBLEPHARUM / JAPAHESE TASSEL FERN 1 GAL. VINES 1 CLEMATIS ARMANDII / EVERGREEN CLEMATIS 1 GAL. GROUNDCOVER 112 ARCTOSTAPHYLOS UVA-URSI / KINNIKINNICK 4" POT SPACED 24" O.C. 154. FRAGARIA CHILOENSIS / BEACH STRAWBERRY SOD LAWN 4" POT SPACED 24" O.C. *MIN. 18" HT. GRANITE BOULDERS 2-3 MAN BANDERA GRANITE LANDSCAPE NOTES 1. LANDSCAPE CONTRACTOR TO CLEAR AND GRUB ALL EXISTING LANDSCAPE AREAS SHOWN TO RECEIVE NEW PLANTING. 2. ALL GRADE LANDSCAPE BEDS TO RECEIVE IMPORTED 3-WAY TOPSOIL TO A MIN. 8" DEPTH. APPLIED IN TWO LIFTS OF 4". THE FIRST LIFT TO BE ROTOTILLED INOT THE SUBGRADE TO MINIMUM DEPTH OF 8". RAISED PLANTERS TO RECEIVE PACIFC TOPSOILS PLANTERS MIX TO A DEPTH OF 40", ALLOWING FOR SETTLEMENT. 11 3. ALL PLANTING BEDS TO HAVE FINE BARK MULCH TO A MINIMUM DEPTH OF 2 4. GROUND COVER TO EXTEND UNDER ALL DECIDUOUS TREE CANOPIES AT THE SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS DESIGNATED TO RECEIVE GROUND COVER. GROUNDCOVER BENEATH TREES TO BE MAINTAIN A 3' CLEARANCE FROM BASE OF TRUNK. 5. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY BRIAN CORBETT ARCHITECTS. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE ADJUSTMENT OF DESIGN. 6. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE INFORMATION. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVERSE DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL. 7. NO PRE -EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE DURING THE FIRST YEAR WARRANTY PERIOD. 8. ALL NEW PLANTING TO BE IRRIGATED WITH A AUTOMATIC IRRIGATION SYSTEM. IRRIGATION DESIGN TO BE SUBMITTED FOR PERMIT. APPROVED BY PLANNING •. . 0I.9;n.09 "`9.17 APPROVED AS NOTED BY MNEERING Date:�.� Yam,.. TD AfP9W50 CI VI LS r_dp_ 1°0 E'11 NoepAIE► fit¢ w(2_VM gw-5 . oll - RESU JAN 2 3 2009 BUILDING DEPARTMENT CITY OF EDMONDS ooe , � 6 Z = cn d a 4; U r� i Q n LLJ J nn L_L_ W Z W � Z O O LLJ Q ~ � Z Un Fes- w v J w J 0_ Q � rY o C/-)LL Date: 3-13-08 Project: 0805 Drawn: CB L-1 ME% RESUB JAN 2 3 2009 BUILDING DEPARTMENT CITY OF EDMONDS 11