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16510 76TH AVE W (4).PDFIIIIIIIIIIII 6151 16510 76TH AVE W ADDRESS:(05I U �CJ A- D- '��/ TAX ACCOUNT/PARCEL NUMBER: DOS/ J l 0 C T 00 BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) I olp2w/ 2.WS1 CO7C0 1? a r L # Z00S 100 5XW 94 CRITICAL AREAS:. �y LO DETERMINATION: ❑ Conditional Waivers dy Requ' ed ❑ Waiver DISCRETIONARY PERMIT # S. 6jbz,�&w 3�40-7-7-, zz,-2,-5--,a70 V-4nkz" �4-2�z-qzo DRAINAGE PLAN DA' PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): qI—c)55S MUWkf iC'[7', — OSAO Adler jq(Qq-0qjjAg jgo-a�y g6 pl, 1qq(-o6 �w /ruin* -. --- - - - PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: i SEWER LID FEE $: LID #: SHORT PLAT FILE: - "/17 \ LOT: BLOCK: SIDE SEWER AS BT'•• T T A TTT. SIDE SEWER PERK SOILS REPORT DA STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED:_ OT14F.R- KOW L \ LATEMPTST's\Forms\Street File Checklist.doc /� h� 7•Aeb ATE RECEIVED CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS n NAME r r71 P TELEPHONE � (TELEPHONE CBL# PERMIT EXPIRES PERMIT NUMBER -- JOB SUITE/APT ADDRESS PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. LID FEE $ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved O EXISTING PROPOSED RW Permit Required Street Use Permit Required 13 Inspection Required O Sidewalk Required 0 13 REQUIRED DEDICATION FT Underground Wiring required 13 METER,SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES 0 NO 0 = tLi REMARKS fTA 0Uj .OWNER/CONTRACTOR RESPONSIBLE FOR EROS10 T AI w.! � Sir i1 PuGlf,G uriurW 60,vella*40 s%t (r 'i CLd 04'�R`� �` ENGINEERING REVIEWED BY L ,r� DATE FIRE REVIEWED BY DATE ZIP TELEPHONE TAX ACCOUNT PARCEL NO. TION DATE I CHECKED BY ❑ NEW RESIDENTIAL �j PLUMBING / MECH ❑ ADDITION ❑ COMMERCIAL f-�COMPLIANCEOR ❑ ❑ ,MIXED USE CHANGE OF USE ❑ REMODEL ❑ MULTIFAMILY ❑ SIGN ❑ REPAIR y�p� )G CYDS _ 4EN /I!r1`'1 I X FT.) ❑ DEMOLISH ❑ TANK OTHE ❑GARAGE CARPORT RETAINING WALL FIRE SPRINKLER ❑ ROCKERY FIRE ALARM (TYPE OF USE, B NESS OR AC IVITY E LAIN: NUMBER NUMBER OF DWELLING SOF TORIES UNITS 'J DESCRIBE WORK TO BE DONE VARIANCE OR CU SHORELINE OR ADS# INSPECTION SEPA • I RE D COMPLETED EXE PT E3 YES NO CA# ZONE SIGN AREA HEIGHT WAIVER [3 ALL PROPOSED ALLOWED PROPOSED STUDY 13 S - 1 LOT COVERAGE REQUIRED SETBACKS ( OPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REA RONT UR IDE REAR JJr (n a-, �(C'Q`i PARKING LOTAREA REVIEWED BY DATE READ PROVIDED [PLANNING ^,,3 MARKS TYPE OF CONSTRUCTION ' Ct)L, SPECIAL INSPE TION REQUIRED YES REMARKS M F1 E I E GEOT P T BY STRUCTU N �1 BY: Ly AA ► 11 VALUATION (' liv64-u Lt. Q /IIA)I Ofty" I Iq G DUC. $o/Z - x OCCUPANT GROUP IIXP LOAD 19 a,Ir Pr t1 J NS 10 t Description FEE Description FEE i U. Plan Check State Surcharge 6d HEAT SOURCE LOT SLOPE% VESTED DATE Building Permit City Surcharge PLAN CHECK NO; Plumbing Base Fee .. Mechanical �•�a� THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO C BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading ,,,, t SEPARATE PERMISSION. Engr. Review w a PERMIT APPLICATION: SEE ECDC 19,00.005(A)(5) PERMIT LIMIT: SEE ECDC 19.00.005(A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection w 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # a ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY = FROM THE ISSUANCE OF THIS PERMIT, ISSUANCE OF THIS PERMIT SHALL NOT BE J DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due �+ �u = NOR LIMIT IN ANY WAY THE CITY ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee � aIJ Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC. CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. ' WORKMEN'S COMPENSATI URANCE AND RCW 18:27. FF LS SIGNATU E DATE SIGNATU (OWNER OR GENT) DATE SIGNED (425) r� 771 -0220 ED BV. , r DATE ATTENTION EXT. 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL Y A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. ORIGINAL -FILE YELLOW - INSPE OR PINK -OWNER GOLD - ASSESSOR 10/0d PRESS HARD - YOU ARE MAKING 4 COPIES RECORD OF INSPECTIONS INSPECTOR DATE APPROVED SETBACKS ..................... FOUNDATION: Footing ................... Wall.......................... Pier/Porch ................. Retaining Wall ........... Slab Insulation .......... PLUMBING: � ­z) Underground ............. Rough -in ................... Commercial Final ...... HEATING: CU Gas Test .................... ................ mS LO Gas Piping ... Equipment ................. Commercial Final ....... EXTERIOR SHEATHING NAILING .......................... FRAMING ........................ FIRST FLOOR FRAMING... INSULATION ................... Floor Insulation .......... Wall Insulation ........... Ceiling Insulation ....... SHEETROCK NAILING SPECIAL INSPECTION ... MISCELLANEOUS .......... —FINAL.APPROVAL-FOR-- - OCCUPANCY ................ / 0 77 171 -e&w, STREET FILE NO E, 7z Z, L=-, Z, - 2 _ IF b-CLs-C. DRAjm4qj:,j_, Sys. ism vot ft 1,36x) SL&s o-wr.-r f6e- wW4kiSD V--f f;eA t�j ccr-f A,ir-- W� WA - MAY 1 o 1�-ij " p Pli 1 TenUA'TEr,) tz ;� 0 CITY of EDM06ps RECEIVED S 14f EWER PERMIT For Inspection Call 771-3202 �PERMIT NO. 0726.4 �Wlg WORKS Address of Construction: /U Property Legal.. Description ( Include all easements):., Lot 8 S — y(p— % LYNNWOOD LINE Owner, and/or Builder:- W l • I`%. �avn���,rc, Contractor & License No: 0(,)ner UJ Single Family Residence n Multi -Family (No. of Units ) Commercial (No. of fixture Units ) Invasion into City Right -of -Way: No Yes (If Yes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easement required, attach legal description and,county easement number.) PLEASE READ THE ITEMS LISTED ON THE BACK I certify that I have read and shall comply with the items listed on the back. Permit Fee: 30,0() Trunk Charge: 02 S-, O O Assessment Fee: Date Issued By: Date Issued: /� 1 g � Receipt No.: 01 !Ss ' LANE 3-� 85 AV Partial Inspection: Comments Final Inspection Approved: Date Initi 1 Rejected: Reason ** PERMIT MUST BE POSTED ON JOB SITE ** Wh.ite Copy - File Green Copy - Inspector Date Initial Date Initial Buff Copy - Applicant The City of Edmonds Side Sewer Drawing EASEMENT NO. MIGAD . Co..N • n�7 NEW CONSTRUCTION ❑ REPAIRS ❑ LID NO. �!C�L_.__._ASMT. NO. ------- OWNER.Y1/A-M-'---- ---Gx:DR_tC-K-------------------------------- CONTRAc^rn- i --ram c_.-------------------------------------------------- PERMIT NO. _7X(OA' � / JOB ADDRESS ---- --�- ---- -10 -----_ I__G -------- --ABLE.-_-_!(V_ �---------- IDECK 16510 Wo ;VEw. ELECT, jGONiROL �.s PANELS L a c.o. o TO SWiFK�E� 1 7.5. To PUMP r— 33' -+ 34.5 TV me CHECK V OP. �� HRASS ceuPuNCs 3'OP, 105" 9RASg GOpPLING 3' DP IV* * 141-K01- POL-ts PRESSORe P1PE LEGAL DESCRIPTION: LOT NO. B--------- S-.40---7 _ BLOCK NO_ ____________________________________ -------------------------------------- -------- NAMEOF ADDITION -------------------------------------------------••------- ------------------ z 0 a t PWW-0001-11/75 (REV.11/78) ZVP s CALVIVE �'DP.C-O.GAP 45. POWE0. PaL�. Approved: DATE�98 By ,� �' L m 0 0 USE PERMIT ZONE NUMBER ' 4L-11.35 CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION JOB ^ ITE/APTN ADDRESS .. `�/ � //��� , OWNER NAME/NA E OF BU INESS �`t1G ' �o (fc> YJ / W (// VO` ` 1 LEGAL DESCRIPTION CHECK SUBDIVISION NO. ' LID NO. �` ��• w MAILING ADDRESS 1,, `' 1_ \ Z �7I„—t \ A, e ►�1'e.S� , (-O O lY. 1 u/ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP, TESCP Approved �fZ1 .�— �� RW Permit Required CITY ZIP TELEPHONENUMBER I ^ff� �O^ ,. `(' EXISTING REQUIRED DEDICATION Street Use Permit Reg d 13 PROPOSED Inspection Required Sidewalk Required D z REMARKS w NAME ( \ / �1 ��1\1V,�`N 145*11 NW CUrrewn - 41' &i,%;-vvTl 1z DRESS w ADDRESS a CITY 21P TELEPHONE NUMBER �/W/�/i"' ., NAME /' t /^• J'/'..�'- /�'�� ENGINEERING MEfult DATED REgyI�F/jN($y' l I Z ADDRESS G�� 1 SI.1 �q •✓ 0 , Z k ✓•Q" METER SIZE BUILDING SUPPLY SIZE NO. OF FIXTURES ¢ w r REMARKS lY�U1 oQSE N Y ° STATE LICENSE NUMBER Y ^J �� ` G 7� �O�•••� SIGN AREA $EPA REVIEW ADB NO. ALLOWED PROPOSED COMPLETE EXEMPT - Legal Description of Property - include all easements r .t v /� �� �, �,1_ S o CJ %CC�CJLL Vim[ CX ���� 1 / SHOREUN N EXP - VARIANCE O r VIEW BY %' ATE ✓ SETBACKS - FE T HE LOT �7p VERAGE' i Z� •FRONT�"�SIDE a •" w JS /v Z REAR -•� ..��^ ry-y� J Tax Account Parcel No. 513j' � I- t �/ - QOZ REMARKS y. El NEW RESIDENTIAL PLUMBING ' t •`r ADDIALTER COMMERCIAL MECHANICAL O APT. BLDG. El REPAIR SIGN DEMOLISH ❑GRADING CYDS. ❑ FENCE K-FT) CHECKED BY TYPECONSTRUCTION CODE HEIGHT REMODEL [7GARAGEI- CARPOR� POOL INSPECTAREA Y ECIAL PANT WOOD STOVEI RETAINING WALL/ REQUIRED GROUPA OAD YES• INSERT I I ROCKERY RENEWAL R MARKS PROGRESS INSPECTIONS PER UBC 305 _ (TYPE OF USE. BUSINESS OR A..C��yyITYI Ex@LAIN: Q ' � lu a K2sid2 v\c f- �+ NUMBER OF,ST\O_RIELS NUMBER OFDWELn LING ��•G.. m O UNITS -' DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) P0.C�Uua �2 wGlt �0. Q FINAL INSPECTION REQUIRED A // �� V -0�� ��� `�j G,^ �� �I,s� ` ` r`^'\1 ` VALUATION FEE PLAN CHECK FEE 3 gr v 4 x_ +� e��l cQ e�..c�2 a,�� - BUILDING ��•O r,/ /rat - \\-- "\91 or�L.�(�� QV-s PLUMBING � Plan Check 0. 7C MECHANICAL /�•� GRADING/FILL This Permit covers work to be done on private property ONLY. Any construction on the public domain (curls, sidewalks, driveways, marquees, etc.) will require separate permission, s7ATE9URCHARGE Permit Application:180 Days Permit Limit: 1 Year - Provided Work la Start§d Within 180 Days STORM DRAINAGE FEE ENG. INSPECTI/ FEET "Applicant, on behalf of his or her spouse, heirs, assigns;5ndg in interest, agrees t0 Indemnify, defend and hold' wsuccessors harmless City Edmonds, Washington,. its officials, s employees,, and agents from any and a11;c,lairns•fordamages of. iJ7/V /1 ry whatever nature, arising directly or indirectiy'from the issuance of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT Q7•Vv modify, waive or reduce any.requirement of any city ordinance. ° nor limit in any way the City's`a Ility to.enforce any ordinance - ��••� TOTAL AKAOU DUE provision." ATTENTION APPLICATION APPROVAL' I hereby acknowledge that I have read this application; that the ' fnforr�ation given is correct; and that I am thtfowner, or the duly auth Ized agent of the owner. I agree to comply with city and ;statfl�aws regulating construction; and in doing the work authoriz• / THIS PERMIT until AUTHORIZES This application Is not a permit ,ed,9§6reby, no person will be employed in violation of the Labor 0140rTHE n gigned by the Building Official or his/her de of the State of Wash in ' n relating to -Workmen's Compensa• WORK NOTED 'Depyty; and fees are paid, and receipt is • �•' " nsuranc INSPECTION acknowledged in space provid ed �, qB GNA URE 10 NE EN SIGNED ', DATE '� DEPARTMENT �j CITY OF OFFI S DATE EDMONDS CALL FOR RELEA J p DATE INSPECTION� %'sue TION WFUL TO USE OR OCCUPYyA BUILDING OR STRUCTURE 4TIL A. FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771-3202 CERTIFICATE OF OCCUPANCY.' HAS BEEN GRANTED. UBC ORIGINAL — File YELLOW — Inspector • H(tPTER 3. PINK —\Owner GOLD — Assessor RZARITTENHOUSEOMAN & ASSOCIATES, INC. Geotechnical & Environmental Consultants MIMI 1400140th Avenue N.E. Bellevue, Washington 980054594 I (206) 746-80201FAX (206) 746-6364 J(��I N� 23 May 1991 3 79N-7605 City of Edmonds 250 5th Avenue North Edmonds, Washington 98020®� Attention: Mr. Dick Mumma �i Subject. Geotechnical Engineering Review Proposed McCoy Residence Additions 16510 76th Ave. W. Edmonds, Washington Gentlemen: In accordance with your request dated 13 May 1991, we have performed a review of the geotechnical aspects for the above referenced project. Specific documents which were reviewed for the project are: 1. A construction permit application compiled by the Sullivan Company which included the geotechnical engineering report and declaration; 2. Geotechnical engineering study' report by Geo Consultants, Inc. dated 2 May 1991 and their geotechnical declaration dated 10 May 1991; 3. Design drawings by the Sullivan Company for the proposed project; 4. Topographic survey map by Group Four, Inc. dated 6 May 1991. The review that we have performed is limited to geotechnical information provided by Geo Consultants, Inc. in support of this project. The scope of our services is limited to review of the geotechnical information in order to determine whether the submittals were prepared in accordance with generally accepted geotechnical engineering practice. These services were performed in accordance with the City of Edmonds agreement for consulting services dated 6 April 1990. Our review comments contained herein are related to the City of Edmonds geotechnical report guidelines. The following specific comments relate to the materials provided to us and are based upon the geotechnical I-] 11 City of Edmonds W-7605 23 May 1991 Page 2 requirements of the City of Edmonds (ordinance 2661) and the Meadowdale site evaluation checklist. The following specific comments relate to the 2 May 1990 geotechnical engineering study and the 10 May 1991 review of plans and specifications and geotechnical declaration letter by Geo Consultants, Inc.. In general, the geotechnical engineering report appears to have adequately addressed most of the issues presented on the Meadowdale site evaluation checklist for soils/geotechnical reports. However, we have prepared some comments based on the materials provided to us for review. 1. On page 12/12 of the design drawings by the Sullivan, Item. DA of the structural notes refers to a letter by Geo Consultants, Inc. dated 29 April 1991. It does not appear that this document was provided to us for our geotechnical review. 2. The geotechnical engineering study report and the review of plans and specifications letter by Geo Consultants, Inc. specifically address the proposed kitchen addition and backyard leveling. However, it appears that a second story addition will be added to the south end of the residence as well as a new deck with column footings along the west, side of the house. These additions are shown on pages 1/12 and 2/12 of the design drawings presented by the Sullivan Company. We recommend that GeoConsultants, Inc. be allowed to comment on the geotechnical engineering issues related to these additions. 3. Items 5F and 51 of the geotechnical report guidelines states that the geotechnical report shall include recommendations for erosion control and other measures designed to reduce the slope instability and for the preservation and maintenance or replanting of vegetation at the site. In our opinion, these items were not addressed in the geotechnical engineering study by GeoConsultants, Inc. City of Edmonds 23 May 1991 W-7605 Page 3 It appears that the report addresses the remainder of the items specified in the Meadowdale site evaluation checklist for minimum guidelines for site investigation, evaluation and analysis and recommendations on stabilizing measures. We appreciate being of continued service to you on these review projects and would be pleased to discuss the contents of this letter with you at your convenience. Respectfully submitted, RITTENHOUSE-ZEMAN & ASSOCIATES, INC. Thomas A. Jones Project Engineer d 44 � v John E. Zipper, P.E. Associate onsultants Inca GeotechnicalEngineers, Geologists & Environmental Scientists GEOTECHNICAL ENGINEERING STUDY KITCHEN ADDITION AND BACKYARD LEVELING DR. AND MRS. ROBERT_MCCOY RESIDENCE 16510 - 76TH AVENUE WEST EDMONDS, WASHINGTON G-0080 Prepared For MR. STEVE SULLIVAN THE SULLIVAN COMPANY 7215 - 175th Avenue Southwest Edmonds, Washington 98020 DATE : May 2, 1991 By Geo Consultants Inc. 13240 N.E. 20th Street Suite 12 Bellevue, WA 98005 Phone: (206)649-8757 STREET FILE 13240 NE 20th Street, Suite 12 Bellevue, Washington 98005 Phone 206/649-8757 FAX 206/649-8758 Consultants Inc. s May 2, 1991 Mr. Steve Sullivan 7215 - 175th Avenue SW Edmonds, WA 98020, Dear Mr. Sullivan: Geotechnical Engineers, Geologists & Environmental Scientists Job No. G-0080 We are pleased to submit our report titled "Geotechnical Engineering Study, Kitchen Addition and Backyard Leveling, Dr. and Mrs. Robert McCoy Residence, Edmonds, Washington." This report presents the results of the soil conditions encountered in three test pits excavated at the site, our engineering analyses, and our recommendations for foundation design criteria, site development, and backyard regrading. Our study indicates the site is generally underlain by a two -foot layer of dense weathered glacial till down to three feet below i existing grade, and by a very dense unweathered glacial till below the weathered till. Silty clay to clayey silt soils were encountered in one test pit below the unweathered till at six feet below existing ground, and slow groundwater seepage was observed at the contact of the sand lenses in the till and the clay. City of Edmonds' landslide hazard map was reviewed, and it was determined that the risk of deep-seated slides occurring on the site is very low. The small slide occurred on the steep slope to the west of the property is a shallow, debris slide associated with slope recession of steep, glacial till slope. This is a slow, natural process; and with the current setback of the house from the top of this slope, it is our opinion that this natural process should pose no hazard to the house or the kitchen addition during 13240 NE 20th Street, Suite 12 Bellevue, Washington 98005 Phone 206/649-8757 FAX 206/649-8758 TABLE OF CONTENTS Job No. G-0080 Page ProjectDescription ... ................................ 1 Scopeof Services .................................... 2 SITE CONDITIONS Surface.............................................. 2 Subsurface........................................... 4 Groundwater.......................................... 5 Previous and Potential Landslides .................... 5 DISCUSSION AND RECOMMENDATIONS General.......................................... .. 6 SitePreparation ..................................... 7 FoundationSystem ..................................... 8 Excavation and Embankment Slopes ................... 8 Fill Materials ....................................... 9 Rockeries ............................................ 10 Surface and Subsurface Drainage ...................... 11 LIMITATIONS General ...... ............................... ...... 12 Additional Services .................................. 13 APPENDIX A - Rockery Construction Guidelines Association of ockery Contractors ILLUSTRATIONS Plate 1 - Vicinity Map Plate 2 - Site Plan Plate 3 - Test Pit Log Plate 4 - Test Pit Log Plate 5 - Soil Classification System Plate 6 - Soil Profile Plate 7 - Landslide Hazard Map Plate 8 - Typical Subdrain Plate 9 - Typical French Drain May 2, 1991 Mr. Steve Sullivan G-0080 Page 2 their life time. Based on the findings of the soil conditions and the results of our analyses, we believe the site is suitable for the proposed work. Conventional spreading footing . placed' on undisturbed unweathered till can be used for supporting the proposed kitchen addition with little settlement expected. The till material can be used as fill for the kitchen addition and for the yard regrading; the use of the clayey silt and silty clay soils as fill should, however, be avoided. Our recommendations, along with other geotechnically-related aspects of the project, are discussed in more detail in the text of the attached report. We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases as the project progresses. In the meantime, should you have any questions about the content of this report, or if we can be of further assistance, please call. Very truly yours, GEO CONSULTANTS INC. J. S. (Julian) Liu, Ph.D., P.E. Principal Geo Consultants Inc. • GEOTECHNICAL ENGINEERING STUDY KITCHEN ADDITION AND BACKYARD LEVELING DR. AND MRS. ROBERT MCCOY RESIDENCE i 16510 - 76TH AVENUE WEST ` EDMONDS, WASHINGTON Project Description The project residence, owned by Dr. and Mrs. Robert McCoy, is situated on a west -facing slope located at 16510 - 76th Avenue West in Edmonds, Washington, as shown on Plate 1 - Vicinity Map. The project consists of building an addition for a kitchen on the north side of the .existing structure and regrading the backyard to a level surface for a playing field. The subject property is bounded to the east by 76th Avenue West, to the west by the Burlington North Railroad's right of way, and to the north and south by developed house lots, as shown on Plate 2 - Site Plan. The existing structure is a two -level, above -ground, wood frame, supported on concrete basement walls. The basement is below grade on the front (east) side and is day -lighted on the rear. The kitchen to be added on the north side of the existing structure will be a one -to -two-story, above -grade, wood -frame structure, with a crawl space. The backyard is sloping down from approximately El. 98 feet along the east side under a wood deck to El. 50 to 60 feet along the property line on the west side. From east to west, the ground of the back yard descends steeply in about Geo Consultants Inc. May 2, 1991 G-0080 Mr. Steve Sullivan Page 2 36 percent grade for the eastern twenty feet, then to a more moderate 21 percent grade to the western property line. From the western. line, the ground drops sharply at 70 percent grade to the railroad bed. The purposes of this study is to characterize the subsurface conditions at the site, perform engineering analyses, and, accordingly, provide design criteria for building foundations and present recommendations for site grading and compaction. Scope of Services Our work was performed in accordance with our April 19, 1991 proposal letter, which was authorized by you. Our scope of work consisted of: (1) a field exploration and soil sampling program to consist of three test pits, two in the backyard regrading area and one in the proposed kitchen addition area, (2) a review of the City of Edmonds' sensitive area records (landslide hazard map) to determine landslide potential at the site, and, (3) a geotechnical engineering analysis and the preparation of a report. This report has been prepared for the specific application to this project for the exclusive use of the Sullivan Company and its representative. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. SITE CONDITIONS Surface Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page 3 The existing house is located at about 100 feet from the east property line and 20 to 30 feet from the north property line. A small detached garage is located off 76th Avenue West, approximately 20 feet from the street right of way. A concrete patio and.a wood deck adjoin the rear of the existing house. The subject house lot generally slopes down steeply from east to the west and moderately from north to south. The ground level at the existing house is approximately 18 feet below street level and is accessed by a steeply -sloped, paved driveway from 76th Avenue West. The existing grade over the proposed kitchen addition area is relatively flat, with about two -foot difference in elevation. However, behind the house in the lawn area to be leveled, the elevation difference of the ground surface is approximately 18 feet. The slope` bordering the west property line drops sharply at about 70 percent grade down to the railroad -tracks, which is just above the waters of Puget Sound. The central eastern side of the backyard adjacent to the wood deck and the steep slope west of the lot are covered with vines and underbrush. Mature deciduous and evergreen trees scatter around the house and the perimeter of the backyard lawn (see Plate.2 - Site Plan). There are no signs .of distress or settlement observed on the existing structure. The basement walls and the on -grade floor slabs appeared to be structurally sound. A landslide was observed on the steep slope to the west of the property near the northwest corner of the site. This is a very small, shallow, surficial slide. Competent, cohesive, till material is exposed in the slide -scarred area. Disposal of lawn clippings and cuttings in the slide area were noted in our visit to the site. It is our opinion that this slide should not affect the overall stability of the site. Ground erosion protection measures, however, are '. advised for this slide area to prevent propagation of the extent of the slide. This will be discussed further in the following section of this report. Geo Consultants Inc. 0 May 2, 1991 G-0080 Mr. Steve Sullivan Page 4 Subsurface According to the geologic map entitled "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington," by James P. Minard, published by the U.S. Geological Survey in 1983, the soil unit underlying the site is Qvt, Vashon Till. The till is described as a compact, concrete -like, unsorted mixture of clay, silt, sand and gravel that is very hard and commonly referred to as "hardpan." It is an excellent material for supporting foundations with little settlement expected. Three test pits, ranging from four to nine feet -in depth, were dug to explore the soils conditions at the site. Test Pits TP-1 and TP-2 were located in the backyard to be regraded and Test Pit TP-3 was in the area of the kitchen addition, as shown on Plate 2. As observed in the test pits, the site is covered with up to one foot of topsoil. Underlying the topsoil is a weathered glacial till of medium dense, reddish -brown, silty, gravelly fine to medium sand, ranging from two to two and one half feet in thickness. This weathered till is immediately underlain by a unweathered till, consisting of very dense to hard, silty, gravelly sand,. in Test Pits TP-2 and TP-3 to the depths of the pits. Test Pit TP-1, however, encountered a layer of very stiff to hard clayey silt to silty clay beneath the unweathered till. At the contact of the gravelly sand and clay there was a small amount of groundwater seeping into the pit. No groundwater was encountered in Test Pit TP-2 or TP-3. For a more detailed description of the soils encountered in the test pits, please refer to Plates 3 and 4. The classification system used for the description of soils is presented on Plate 5. Section A - A across the site in a east -west -direction is presented in Plate 6 to show the soil profile at the site. Geo Consultants Inc. May 2, 1991 G-0080 Mr. Steve Sullivan Page 5 Groundwater Slow groundwater seepage was encountered at a depth of 6 feet in Test Pit TP-1 at the contact between a sand seam in the glacial till and an underlying clay layer. Very little sloughing on the test pit walls was observed. The cut banks did not collapse for the short duration the test pits were open before they were backfilled. It should be noted that the amount of groundwater seepage and the groundwater level may fluctuate depending on the season, amount of rainfall,' surface water runoff, and other factors. Previous and Potential Landslides The site is located at the south end of the Meadowdale area known for the occurrence of large-scale previous landslides. A review of the Landslide -Hazard Map prepared by GeoEngineers, Inc. for this area, published by the City of Edmonds (see Plate 7), indicated that subject site is located in a zone designated as 3B02, which means that: the site is .not in an area of previously failed material; the potential slope failure mechanism would be that of a surficial debris slide; and the probability of a landslide occurring at the site during a 25-year period is two percent. Based on this designation and on the soil conditions at the site, it is our opinion that the risk for soil movement occurring at the site causing damage to the existing structures at the subject site and to the adjoining properties due to the proposed work is quite low. The slide -scarred area on the steep slope west of and near the northwest corner of the subject site is roughly triangular in shape, starting with a narrow width at the top and fanning out at the bottom of the slope (see Plate 2). The plan dimension of each side of the approximate Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page.6 triangle is about 50 feet. This slide is a shallow debris slide, with the maximum depth of the slide on the order of three to four feet. We believe this is caused by the loss of erosion protection on the slope from the lack of vegetation coverage resulted from the dumping of grass cuttings and other debris over this slope. The glacial till material exposed by the slide scar is very densely packed and is capable of standing in steep slope for a long period. It is, however, relatively impervious to allow water- to seep through, and can be eroded gradually by surface runoff. The till material at and near the surface can be weakened and softened by weathering process, such as wetting/drying and freezing/thawing cycles. When the weakened surficial material can no longer remain stable on the steeply inclined slope, a debris. slide occurs, resulting in recession of the slope. In view of the nature of the glacial till, we do not believe landslides of a deep-seated base failure or a circular failure mode would occur on this slope. This slope recession on steep glacial till slope is a natural process which will continue in the future. Given the current setback of the existing house from this slope (150+ feet), it is our opinion that the slope recession process will not present a hazard to the existing house and the proposed kitchen addition during their life time. To retard this slope recession process, trash and debris dumping over the slope should be stopped to allow vegetation to grow on the face of the slope. DISCUSSION AND RECOMMENDATIONS General The site is generally covered with a layer of topsoil up to one -foot thick, underlain by a dense weathered till and a very dense to hard unweathered till. A very stiff to hard clayey silt to silty clay was Geo Consultants Inc. May 2, 1991 G-0080 Mr. Steve Sullivan Page 7 encountered below the till in Test Pit TP-1 in the southeastern portion of the backyard. Slow groundwater seepage was observed at six feet below grade in this test pits at the contact of the glacial till and the underlying clay. Based on our findings of the soil conditions at the site, it is our opinion that the site is suitable for the proposed kitchen addition and the backyard regrading work. The very dense glacial till is an excellent foundation bearing material. Conventional spread footings placed on the undisturbed, unweathered till can be used to support the proposed kitchen addition. We understand that the backyard leveling will be made to the lawn area from just west of the wood deck behind the house to near the west property line. Current plans for the leveling would prefer a balanced cut and fill such that no borrow material or disposal of excess excavated soils would be required. This would depend on the suitability of the on -site soils to be used as fill material. Our recommendations regarding the foundation system of the kitchen addition and the yard regrading work are as follows: Site Preparation Site preparation for both the kitchen addition and the yard leveling should include removing. the lawn sod, stripping the topsoil, and clearing and grubbing other vegetation within the construction limits as required. The lawn sod and the topsoil may be stockpiled and reused for future landscaping purposes. Conventional excavation equipment, in our opinion, can be used to accomplish the excavation required for the earth work required. Hard digging may be encountered in the unweathered till material. Geo Consultants Inc. May 2, 1991 G-0080 Mr. Steve Sullivan Page 8 Foundation System Based on our findings of the site soil. conditions, we believe that spread footings bearing on the unweathered glacial till are suitable for supporting the proposed kitchen addition. The footings should be placed on undisturbed till, free of excessive moisture. our recommended design criteria for the footing system are as follows: o Allowable bearing pressure, including all dead and live loads = 4,000 psf o Minimum depth to bottom of perimeter footing below adjacent final exterior grade = 18 inches o Minimum depth to bottom of interior footings below top of floor slab = 12 inches o Minimum width of wall footings = 18 inches o Minimum lateral dimension of column footings = 24 inches A one-third increase in the above allowable bearing pressure can be used when considering short-term, transitory wind or seismic loads. Although loading information was not furnished to us, based on our past experience with similar structures supported on very dense glacially till, it is our opinion that the post -construction settlement will be negligible. Excavation and Embankment Slopes Under no circumstances should excavation slopes be greater than the Geo Consultants Inc. May 2, 1991 G-0080 Mr. Steve Sullivan Page 9 limits specified in local, state and national government safety regulations. Temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1V:1H; while permanent cuts required for the yard regrading should be no steeper than 2H:1V. We recommend that the toe of embankments should be at. least 15 feet away from the top of the steep slope bordering the west site of the property. Alternatively, instead of sloped cuts, near vertical cuts up to eight - foot high may be retained by rockery. The rockery installation should be scheduled to minimize the exposure of the cut banks. The stability of exposed cut banks should be closely monitored each day. Please refer to the Rockery section below for the construction requirements of rockery, if used. Permanent embankments for the yard regrading should also be no steeper than 2H:1V. The common fill material and compaction requirements for the fill embankments are provided in the Fill Materials section below. Fill Materials The clayey silt to silty clay soils, such as that encountered in Test Pit TP-1 beneath the glacial till, contain excessive fine-grained material and are moisture sensitive. These soils, therefore, should not be used for any of the fill materials for the proposed work. Accordingly, excavation into this oil unit should be avoided, if possible, to minimize unsuitable soils that need to be hauled away. The weathered and unweathered glacial till, consisting of silty to gravelly sand, may be used as common fill for yard grading, backf ill for footing trench backfilling, and for structural fill under pavement or concrete walk. It should, however, be free of organic and other deleterious substance. The till material, containing up to about one- third of silt and clay, is also moisture sensitive. Embankment Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page 10 construction using the till material as fill should proceed only during dry weather. The excavated soils to used for fill materials should have a water content near the optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest density with the same compaction effort. Therefore, the excavated till material to be used as fill should be stockpiled and covered with plastic tarp to keep it from moisture infiltration. Fill material, if imported, should be clean, well- draining,.granular soils with no more than five percent finer than the No. 200 sieve. In preparing the subgrade soils in the yard leveling area, after the cut is made and before the fill starts, any native soils disturbed by construction activities should either be recompacted or excavated and replaced with compacted fill material. -The common fill for yard regarding and backfill for footing trench backfilling should be compacted in no greater than 12-inch lifts in loose state to at least 90 percent of the maximum dry density determined by ASTM D1557 (Modified Proctor method). Structural fill should be placed in the same manner as the common fill and backf ill, except that it should be compacted to at least 95 percent of the maximum dry density determined by the Modified Procter method. Rockeries A rockery by its nature is not a designed or engineered retaining system such as a reinforced concrete wall. Although a rockery wall can provide some degree of retention capability, its main function is to serve as a protective facing to help retard the weathering process 'to the earth embankment behind. To have a satisfactory rockery system, the earth Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page 11 embankment must be initially stable, and additional provisions must be made to keep it stable on a long-term basis. Included in Appendix A is a copy of the Standard Rockery Construction Guidelines published by the Association - of Rockery Contractors, containing such provisions, and should be followed for a properly constructed rockery. Surface and Subsurface Drainage The finish ground around the kitchen addition should be graded such that surface water is directed away from the structure. We suggest that final site grade around the kitchen addition be sloped at a gradient of three percent for a distance of at least ten feet away from the structure, except in areas that are to be paved. Water should not be allowed to stand in any area where footings or pavements are to be constructed, or in the surface of the yard to be regraded. Surface water should be collected by permanent drain lines and discharged into a storm drain system. A footing subdrain should be installed around the exterior perimet-r of the kitchen addition. A typical section of the subdrain is presented on Plate 8. The drain line should consist of 4- inch-minimum-diameter, perforated, rigid PVC pipe laid at or just below bottom of the footings with a gradient sufficient to generate flow. The drain line should be embedded on, surrounded by, and covered with a free -draining washed rock, pea gravel, or other free -draining granular material. We understand that that effort was made by The Sullivan Company to trace the storm drainage system of the existing structure by putting dye in tap water flushed down the roof downspout drain line, but was unable to determine the point of discharge. Possibility is that the subject residence either has a facility to.store and pump the storm water to the city's storm drain system, or has a drainage field in the yard that Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page 12 allows storm water to percolate into the ground. Regardless, the existing storm drainage system appeared to have functioned properly and adequately, as no signs of standing surface water or surface erosion were observed during our visits to the site. On this basis, it is our opinion that the roof downspout drain lines and the footing subdrain may be tied separately into those of the existing systems at the residence. We recommend that sufficient cleanouts be installed at strategic locations to allow for periodical maintenance of the footing drain and the downspout tightline system. The surface of the. leveled area of the backyard should be graded to drain from east to west. A percolation trench at the toe along the west side fill embankments of the leveled yard should be installed to allow storm water over the leveled yard to be collected and percolated into the ground. A typical section of the percolation trench is shown on ' Plate 9. The trench should be at least 24-inch wide by 36-inch deep, filled with wash rock or pea garvel wrapped in a layer of filter fabric. LIMITATIONS General Our recommendations and conclusions are based on soil conditions encountered in the test pits, information pertaining to the additions furnished to us, review of City of Edmonds' landslide hazard map, our engineering analyses, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No other warranty, expressed or implied, is made. Geo Consultants Inc. May 2, 1991 Mr. Steve Sullivan G-0080 Page 13 The recommendations submitted in this report are based on site surface conditions observed and on the subsurface conditions encountered in the test pits. Soil and groundwater conditions described in this report may vary from those actually encountered during construction. The nature and extent of such variations may not become evident until construction. If variations appear, Geo Consultants Inc. (GCI) should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that GCI be retained to perform -a general review- of the final design and specifications of the proposed work to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction documents. We also recommend that GCI be retained to provide monitoring and testing services for geotechnically related work during construction. This is to observe compliance with the design concepts, specification or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Respectfully submitted, GEO CAN&iTS INC. �pF. WAsti�.jC �ASVI L CC �0''•.9FGISiEQ� /Oi At .Er J.S. '(Julian) Liu, Ph.D., P.E. Principal Michael S. Paulus, P.G. 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O ffi 3 i 71T a 178TH I ST SW 1 \ a SW 1 NN 177TH T SW e x J.. .. 1i� PL310L .— 1 t 178TM W.a' 79TH Qa 1781H 11p ySN HOM/SH �T78TH PL W Q f- — — �+ — f-- — _ _- J T SW 7 x 1 COUNTY I 3T ._ > 179TH 17.. ST SW iaEcHRISRAN Q 31 TH I Q al I Q PLSW a 9TH 180Ti. HS I PL Sw 6'3 $T > x 3 $W = 1 OTN 180TH Q� IS- 180T :�.... 1 1615T T W> 18 ST PL SW < r I mP SW PI 1 -� t t �� S182ND ' 3 > 82ND T Q 181ST L W /afA'oA 56� Y a�O OF PL 1815 PLL SSW MPQv SZN PL .` p 1112t•D SW LICENSING > 3 183RD PL Sr �193R SW PL IN PL SW 183 3 > 182ND Q PL SWa E3R PL `. aln 183RD. 0202 m> .~I n ¢ > 183RD PL SW ° ,o+of 7FA VICINITY MAP Consultants Inc. McCoy Residence 16510 76th Ave. W. GeotachnlcalEngineers, Geologists Edmonds, Washington 8 Environmental Scientists SCALE none DATE 4/25/91 MADE --tip-1CHKD. JOB No G-0080 PLATE I Logged By MP Date 4/25/91 Depth (ft.) USCS A 10 15 5 10 15 TEST PIT NO. TIP-1 Elev. 84'± W Soil Description M SP TOPSOIL _ _ _ — Medium dense, reddish brown, fine to medium SAND: with some gravel (weathered till) Medium dense, brown, fine to medium SAND: with ML some gravel (till); minor seepage at 6' Stiff, gray mottled orange, silty CLAY CL ML Hard, gray, clayey SILT BOTTOM OF TEST PIT Logged By MP Date 4/25/91 TEST PIT NO. TP Elev. 76�+ SP SP_ SW TOPSOIL Dense, reddish brown, silty, gravelly SAND: (weathered till) Very dense, brown., silty, gravelly SAND: (till) roots in the upper 4 feet BOTTOM OF TEST PIT Consultants Inc. Geotechnlcal Engineers, Geologists 6 Environmental Scientists TEST PIT LOGS McCoy Residence 16510 76th Ave. W. .Edmonds, Washington Proi. No. G-0080 Date 4/25/91 Plate 3 Logged By - P Date 4/25/91 Depth (ft.) USCS L01 5 10 15 Ic 5 10 15 TEST PIT NO: TP-3 Elev. 102'± W Soil Description M _ SP- SW_______ —TOPSOIL---- Medium dense, orange -brown, silty, gravelly SAND: (weathered till) _ ____ Dense, brown to gray, silty, gravellySAND: till BOTTOM OF TEST PIT Logged By Date TEST PIT NO. _ Elev. [!�1 Consultants Inc. Geotechnical Engineers, Geologists E Environmental Scientists TEST PIT LOGS McCoy Residence 16510 76th Ave. W. Edmonds, Washington Proj. No. G-0080 Date 4/25/91 Plate 4 -0 a MODIFIED UNIFIED CLASSIFICATION SYSTEM FOR SOILS GROUP GRAPH COLOR LABORATORY MAJOR DIVISION TYPICAL DESCRIPTION CLASSIFICATION SYMBOL SYMBOL CODE CRITERIA GW 0 RED WELL GRADED GRAVELS. LITTLE OR NO 060 (03012 CU = i 4 CC = = 1 to 3 FINES D lox 060 z CLEAN GRAVELS `- .:Qo�>'OO I POORLY GRADED GRAVELS, AND GRAVEL- NOT MEETING $� (UrTLE OR NO FINES) _ GP :., Qo_OQ. o RED SAND MIXTURES, LITTLE OR NO FINES ABOVE REQUIREMENTS aD� 8 ��S< O zii GM • •SILTY YELLOW GRAVELS. GRAVEL -SAND -SILT ATTERBERG LIMITS BELOW "A" LINE OR N = • • • • MIXTURES CONTENT Of FINES P.I. LESS THAN 4 DIRTY GRAVELS • ATTERBERG LIMITS 0 oV (WITH SOME FINEST EXCEEDS p f GC • • YELLOW CLAYEY GRAVELS, GRAVEL -SAND- 12 % ABOVE "A" LINE Z '� • • • • CLAY MIXTURES P.I. MORE THAN 7 Q i 2 o SW - RED WELL GRADED SANDS, GRAVELLY SANDS. D60 (030) Cu = > 6 Cc = = 1 to 3 ' LITTLE OR NO FINES DI0 D10 x D60 W z CLEAN SANDS POORLY GRADED SANDS, LITTLE OR NO NOT MEETING Q m Ov L< (LITTLE OR NO FINES) i •> SP RED FINES ABOVE REQUIREMENTS � Q <N< ATTERBERG LIMITS c WZ6 SM YELLOW SILTY SANDS. SAND -SILT MIXTURES CONTENT BELOW "A" LINE f C o• DIRTY SANDS OF FINES P.I. 1E55 THAN 4 ATTERBERG LIMITS iU (WITH SOME FINES) EXCEEDS SC YELLOW CLAYEY SANDS, SAND -CLAY 12 % ABOVE TINE MIXTURES P.I. MORE THAN 7 T - INORGANIC SILTS AND VERY FINE SANDS. Z W <50 % L ML GREEN ROCK FLOUR, SILTY SANDS OF SLIGHT JmZz PLASTICITY CLASSIFICATION IS BASED UPON '^ s W •o ozo� WL>50% MH BLUE INORGANIC SILTS, MICACEOUS OR DIATO- PLASTICITY CHART _ o Wm MACEOUS, FINE SANDY OR SILTY SOILS (see belo.l 0 INORGANIC CLAYS OF LOW PLASTICITY, .nN z WL<30% CL GREEN GRAVELLY, SANDY, OR SILTY CLAYS, LEAN O z- CLAYS N p"u o '^ �"•� Y z GREEN- INORGANIC CLAYS OF MEDIUM PLASTI- i�mi 30 % W L� 50% CI BLUE CITY, SILTY CLAYS u 0 ocs Neu Um Z i msW < z WL > SO % CH BLUE INORGANIC CLAYS OF HIGH PLASTICITY, LLz FAT CLAYS z X WHENEVER THE NATURE OF THE FINE Z W SO % OL GREEN ORGANIC SILTS AND ORGANIC SILTY CONTENT HAS NOT BEEN DETERMINED, o ,s N �a Z L CLAYS OF LOW PLASTICITY IT IS DESIGNATED BY THE LETTER "I"', E.G. � y << � J j . � SF IS A MIXTURE OF SAND WITH SILT OR aNv;z CLAY O ?o m WL > 50% OH / BLUE ORGANIC CLAYS OF HIGH PLASTICITY ��` HIGHLY ORGANIC SOUS Pt •1 . �,��� ORANGE. PEAT AND OTHER HIGHLY ORGANIC SOILS STRONG COLOR OR ODOR, AND OFTEN FIBROUS TEXTURE SO SPECIAL SYMBOLS BEDROCK 40 ®- (Undifferentiated) VOLCANIC ASH _ 30 x SOIL COMPONENTS Z U S STANDARD DEFINING RANGES OF > 40 FRACTION SIEVE SIZE PERCENTAGE BY WEIGHT OF . M NOR COMPONENTS PASSING RETAINED PERCENT DESCRIPTOR a to GRAVEL 7 coarse 76 mm 19 mm 50 - 35 and 4 PLASTICITY CHART CH FOR SOILS PASSING NO. 40 SIEVE :P MH Cl OH CL OL ML_ CL - ML fine 19 mm No 4 35 - 20 some 0 t0 20 30 40 SO 60 70 80 90 LIQUID LIMIT I%1 SAND 1. ALL SIEVE SIZES MENTIONED ON THIS CHART ARE U.S. STANDARD, A.S.T.M. coarse medium 4.75mm 2.00mm 2-00 mm 4254, m 20 - 10 little fine 425 m 75.ym t0 - I trace CA1. 2. BOUNDARY CLASSIFICATIONS POSSESSING CHARACTERISTICS OF TWO GROUPS ARE GIVEN COMBINED GROUP SYMBOLS, E.G. GW-GC IS A WELL SILT (non plastic) or 75 ti m GRADED GRAVEL SAND MIXTURE WITH CLAY BINDER BETWEEN 5% AND CLAY (plastic) 12%. OVERSIZE MATERIAL �.�.� ffin Consultants Inc. Rounded or subrounded Not rounded COBBLES 76 mm to 203mm ROCK FRAGMENTS 'i 76 mm BOULDERS J 203 mm ROCKS i 0-76 cubic metre GeotechnlcalEngineers, Geologists in volume ✓k Environmental Scientists r, 5 ch m ( I I PROPOSED KITCHEN c ADDITION 0 �:s s ¢? O 100' TOPSOIL F.F. = 100 O m m <_m �5. � EXIST. GROUND�� TP-3 8 Ul WESTAS WEATHERED TILL Tp-1 a H " 80" PROPERTY LINE TP-2 ��'�� 80' Do ���'� / CLAYEY SILT _ r1 SILTYoCALAY 60' UNWEATHERED 60' /� / TILL 40 t 40' �/ 0 o r /H / / co z oil �. 0 25 50 75 100 125 150 175 200 22 H HORIZONTAL DISTANCE, feet dc) rd a H C+7 rn Am' Ask KEY HAZARD REFER TO. UPDATED 1. NONE IDENTIFIED *:NOTE: 2. HAZARDS FROM ENCROACHING LANDSLIDE MATERIALS ..{i,:Y:il;l, 7-12,318 4 F 0_R R E D U C E D 3. HAZARDS FROM GROUND FAILURE IN MATERIAL THAT -y Al0 31.1 0 E I E RIC E N T A 6 EVALUES HAS NOT PREVIOUSLY FAILED a• 4. HAZARDS FROM GROUND FAILURE IN PREVIOUSLY Y FAILED MATERIAL �- f PROCESS A. SLUMPS B. DEBRIS SLIDES ;C. DEBRIS AVALANCHES 0. DEBRIS FLOWS ' r PROBABILITY / PROBABILITY OF OCCURRENCE DURING A 25-YEAR PERIOD. IN PERCENT.(*) EXAMPLE: 4A90 LOCATIONS WITHIN THIS MAP UNIT ARE GENERALLY SUBJECT TO GROUND -FAILURE HAZARD FROM AN EXISTING SLUMP, '-WITH A 90 PERCENT PROBABILITY OF OCCURRENCE _ ',DURING A 25-YEAR ►E 14 I00. - Reference: Figure 5, Landsllde� Hazard Map, from 'Final Report, Landslide Hazards InvestigatkxL Meadowdale Area; Edmonds, WasMngtor4 by Roger. Lowe Associates, Inc October 16, 1979. .100 0 100 200 300 400 500 SCALE IN FEET Contour Interval 5' N . PROJECT SITE 1 Consultants Inc. Geotachnical Engineers, Geologists -� d Environmental Scientists SCALE as ShOWn DATE __4_/29/911 MADE MP 1 1 4A 10 1 4 / �j 4 A30 'CIO J3B02 j �... ❑ ;� �.�-,� � it �, , ,'i;n;: Landslide Hazard.Map McCoy Residence 16510 76th Ave. W. Edmonds, Washington CHKD. JOB No. G-0080 PLATE SLOPE TO DRAIN 12.- min.. 4 min. diameter 2-min./4-max. LEGEND Surface seal;, native soil or other low permeability material. 76----1 Gravel backfill for walls; WDOT Standard Specifications, Section 9-03.12(21, or Fine Aggregate for Portland Cement Concrete ; Section 9 - 03.1 (2 1. ODrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed ; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists TYPICAL SUBDRAIN FOOTING 09 GRADE BEAM 2-min. I I I ISCALE ORe DATE 5/i/11 I MADE —!S—Lj CHKD. 4CL --- I JOB No. G-008 0 • g "min. F, NOT -TO -SCALE I nl= 1� � ICI 11= NATIVE SOIL BACKFILL FREE -.DRAINING BACKFILL COMPOSED OF WASHED GRAVEL, PEA GRAVEL, ETC. f FILTER FABRIC (AS RECOMMENDED 1. NOTES. 1. FILTER FABRIC MAY BE NECESSARY AS TRENCH LINER. 2. METHOD OF THE DRAIN INSTALLATION AND THE TRENCH SIDEWALL STABILITY SHOULD BE ASSESSED BY THE CONTRACTOR. Consultants Inc. TYPICAL PERCOLATION TRENCH (� Geolechnlcal Engineers, Geologists 6 Environmental Scientists SCALE NONE DATE 5 2 91 MADE JSL CHKD. JOB No. G-0080 PLATE H8l.T 54-87111 • • APPENDIX A STANDARD ROCKERY CONSTRUCTION GUIDELINES U-j Association of Rockery Contractors ASSOCIATION OF ROCKERY CONTRACTORS STANDARD ROCKERY CONSTRUCTION GUIDELINES 1.01 Introduction 1.01.1 Historical Background: These standard rockery construction guidelines have been developed in an effort to provide a more stringent degree of control on rockFry materials and construction methodology in the Pacific Northwest. They have been assembled from numerous other standards presently in use in the area, from expertise provided by local geotechnical engineers, and fro:, the wide experience of the members of the Association of' Rockery Contractors (ARC). 1.01.2 Goal: The primary goals of this document are to standardize the methods of construction, and to provide 8 warranty for the materials used in construction and the workmanship employed in construction. This standard has also been developed in a manner that makes it, to the best of ARC's knowledge, more stringent than the other stan- dards presently in use by local municipalities. 2.01 Materials: 2.01.1 Rock Ouality: All rock shall be sound, un- weathered, weathering resistant, angular ledge rock. The longest dimension of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be determined by laboratory tests as hereinafter specified, geologic examination and historical usage records. All rock delivered to and incorporated in the project shall meet thr, following minimum specifications: a. Absorption (Corps of Engineers CRD-C-107) Not more than 3.0% b. Accelerated Expansion (15 days) (CRD-C-148) Not more than 15% breakdown P.O. Box 1794, Woodinville. Washington 98072 (206) (206) 481 - 3456 or 481 -7222 • • .'association of Rockery Contractors Page 2 Standard Rockery construction Guidelines The test sample will be prepared and tested in accordance with Corps of Engineers Testing procedure CRD-C-148, "Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol." Test requirements of not more than 15 percent breakdown will be ccmputed by dividing the number of individual pieces of initial sample suffering breakdown. (that is, separating into two or more pieces) by the total number of initial pieces in the sample. c. Soundness (MgSO4 at 5 cycles) Not greater than 5% (CRD-C-137) loss 2.01.2 Frequency of Testing: Quarry sources for rockery rock shall begin a testing program when either becoming a supplier or when a new area of the source pit is opened. The tests described in Section 2.01.1 shall be perfumed for every four thousand (4000) tons for the first twelve thousand (12000) tons of material blasted and removed to establish that specific rock source. The tests shall then be performed once a year or at an apparent change .in material. If problems with a specific area in a pit or with a particular material are encountered, the initial testing cycle shall be restarted. 2.01.3 Rock Density: Recognizing that numerous sources of rock exist, and that the nature of rock will vary not only between sources but also within each source, the density of the rock shall range between one hundred fifty- five (155) and one hundred sixty five (165) pc-1. Typical- ly, rocks used for rockery construction shall be sized approximately as follows: Rock Size Rock Weight Small One Man 58 Large One Man 210 Small Two Man 265 Large Two Man 580 Small Three Man 760 Large Three Man 1830 Small Four Man 3000 Large Four Man 4000 Five Man >5000 Six Man >7000 • • Association of Rockery Contractors Page 3 Standard Rockery Construction Guidelines Two and one-man rock, and sometimes smaller, are often used to fill surface gaps along the top of the completed rockery to create an aesthetically pleasing surface. This is an acceptable practice provided none of the events described in Section 3.01.5 occur, and that the owner prevents people from climbing or walking on the completed rockery. In rockeries over eight feet in height, it should not be possible to move the large sized rocks (four to six -man size) with a prybar. If these rocks can be moved, the rockery should, not be considered capable of restraining any significant lateral load. However, it is both practical. and even desirable that smaller rocks, particularly those used for "chinking" purposes, can be moved with a prybar to achieve the "best fit". 2.01.4 Submittals: The rock source shall present current, or most recent, test data for the testing described in Section 2.01.1 on request by either the rockery contrac- tor, the client or the applicable municipality. 3.01 Rockery Construction 3.01.1 General: Rockery construction is a craft and depends largely on the skill and experience of the builder. A rockery is a protective system which helps to retard the weathering and erosion process on an exposed cut or fill soil face. While by its nature (the mass, size and shape of the rocks) it will provide some degree of retention, it is not a designed or engineered system in the sense a reinforced concrete retaining wall would be considered designed or engineered. The degree of reten- tion achieved is dependant on the size of rock used; that is, the mass or weight, and the height of the wall being constructed. The larger the rock, the more competent the wall. To accomplish this, all rockeries in excess of four feet in height should be built on a "mass" basis. All rockeries constructed in front of cuts and fills in excess of eight feet in height should be constructed in accordance with this standard and the geotechnical engineers supplemental recommendations which should be provided before bidding or the start of construction. The same geotechnical engineer should be'retained to monitor rockery construction and to verify, in writing, that the rockery was constructed in general accordance with this ARC standard and with his supplemental recommendations, in a professional manner and of competent and suitable mater- ials. Association of Rockery Contractors Standard Rockery Construction Guidelines Page 4 3.01.2 Geotechnical Engineer: The geotechnical engineer retained to provide necessary supplemental rockery construction guidelines shall be a practicing geotech- nical/civil engineer licensed as a professional civil engineer in the State of Washington who has at least four years of professional employment as a geotechnical engineer in responsible charge, including experience with fill construction and stability and rockery constructicn. The geotechnical engineer should be hired either by the rockery contractor or the client. . 3.C1.3 Responsibility: The ultimate responsibility for rockery "design" and construction should remain with the rockery builder. However, rockeries protecting moderate to thick fills, with steep sloping surfaces above or below them, with multiple steps, with foundation or other loads affecting them, protecting sandy or gravelly soils subject to ravelling, with seepage or wet conditions, or that are more than eight feet in height, all represent special conditions and require consultation and/or advice from qualified experts. 3.01.4 Workmanship: All workmanship is guaranteed by the rockery contractor and all materials are guaranteed by supplying quarry for a period of six years from the date of completion of erection, providing no modification or changes to the conditions existing.at the time of comple- tion are made. 3.01.5 Changes to vinished Product: Such changes include, but are not nt::essarily limited to, excavation of ditches or trenches within a distance of less than 1.5 times the rockery height measured from the toe of the rockery,- removal of any material from the subgrade in front of the rockery, excavation and/or removal of material from any location behind the rockery within a distance at least equal to the rockery's height, the addition of any surcharge or other loads within a similar distance of the top of the rockery, or surface or subsur- face water forced, directed, or otherwise caused to flow behind the rockery in any quantity. Association of Rockery Contractors Standard Rockery Construction Guidelines Page 5 3.01.6 Slopes: Slopes above rockeries should be kept as flat as possible, but should not exceed 2:1 (Horizon- tal:Vertical) unless the rockery is designed .specifically to provide some restraint to the load imposed by the slope. Any slope existing above a completed rockery should be provided with a vegetative cover by the owner to help reduce the potential for surface water flow induced erosion. It should consist of a deep rooted, rapid growth vegetative mat and typically will be placed by hydroseed ing and covered with a mulch. It is often useful to overlay the seed and mulch with either pegged in -place jute matting, or some other form of approved geotechnical fabric, to help maintain the seed in -place until the root mat has an opportunity to ger- minate and take hold. 3.01.7 Monitoring: All rockeries constructed against cuts or fills in excess of eight feet in height shall be periodically monitored during construction by the geotech- nical engineer to verify the nature and quality of the materials being used are appropriate, that the construc- tion procedures are appropriate, and that .the wall is being constructed in a generally professional manner and in accordance with this ARC standards and any supplemental recommendations. On completion of the rockery, the geotechnical engineer shall submit to the client, the rockery contractor, and to the appropriate municipality, copies of his rockery examination reports along with a final report summarizing rockery construction. 3.01.8 Fill Comnaction: where rockeries are constructed in front of a fill, it is imperative that the owner ensure the fill be placed and compacted in a manner that will provide a competent fill mass. To achieve this goal,, all fills should consist of relatively clean, organic and debris free, granular materials with a maximum size of four inches. Ideally, but particularly if placement and compaction is to take place during the wet season, they should contain no more than five percent fines (silt and clay size particles passing the number 200 mesh sieve). Association of Rockery Contractors Page 6 Standard Rockery Construction Guidelines All fills should be placed in thin lifts not exceeding ten inches in loose thickness. Each lift should )✓e compacted to at least 90 percent of the maximum dry density, as determined by ASTM Test Method D-1557-78 (Modified Proctor), before -any additional fill is placed and compacted. In -place density tests should be performed at random locations within each lift of the fill to verify this degree of compaction is being achieved. 3.01.9 Fill Construction and Reinforcement: There. are two methods of constructing a fill a(:ainst which to build a rockery. The first, which typically applies to rock- eries of less than eight feet in height, is to overbuild and then cut back the fill. The second, which applies to all rockeries in excess of eight feet in i,eight, is to construct the fill using a geogrid or geotechnical fabric reinforcement. Overbuilding the fill allows for satisfactory compaction of the fill mass out beyond the location of the fill face to be protected. Overbuilding also allows the earthwork contractor to use larger and more effective compaction equipment in his compactive efforts, thereby typically achieving a more competent fill mass. Cutting back into the well compacted fill also typically results in con- struction of a'competent near vertical fill face against which to build the rockery. For the higher rockeries the use of a geogrid or geotech- nical fabric to help reinforce the fill results in construction of a more stable fill face against which to construct the rockery. This form of construction leads to a longer lasting and more stable rockery and helps reduce the risk of significant long term maintenance. This latter form of construction requires a design by the geotechnical engineer for each specific case. The vertical spacing of the reinforcement, the specific type of reinforcement, and the distance to which it must extend back into the fill, and the amount of lapping must be determined on a rockery -by -rockery basis. Association of Rockery Contractors Standard Rockery Construction Guidelines Page 7 3.01.10 Rockery Keyway: The first step in rockery construction, after general site clearing and/or general excavation, is to construct a keyway in which to build the rockery. The keyway shall comprise a shallow trench of between twelve (12) and eighteen (18) inches in depth, extending for the full length of the rockery, and inclined back slightly towards the face being protected. It is typically dug as wide as the rockery (including the width of the rock filter layer). If the condition of the protected face is of concern, the keyway should be constructed in sections of manageable length, that is of a length that can be constructed in one shift or one days work. The competency of the keyway subgrade to support the rockery shall be verified by probing with a small diameter steel - rod. The rod shall leave a diameter of between three -eights and one-half inch, and shall be pushed into the subgrade in a smooth unaided manner under the body weight of the prober only. Penetration of up to six inches, with some difficulty, shall indicate a "competent" keyway subgrade unless other factors in the geotechnical engineer's opinion shall indicate otherwise. Penetration in excess of six inches, or of that depth with ease, shall indicate a "soft" subgrade and one that could require treatment. Soft areas of the subgrade can be "firmed up" by tamping a layer of coarse quarry spalls into the subgrade. 3.01.11 Keyway and Rockery Drainage: On completion of keyway excavation, a shallow ditch or trench, approxi- mately twelve (12) inches wide and deep, should be dug along the rear edge of the keyway. A minimum four -inch diameter perforated or slotted ADS drain pipe, or equiv- alent approved by an engineer, should be placed in this shallow trench and should be bedded on and surrounded by a free -draining crushed rock. Burial of the drain pipe in this shallow trench provides protection to the pipe and helps prevent it from being inadvertently crushed by pieces of the rockery rock. This drain pipe should be in- stalled with sufficient gradient to initiate flow, and should be connected to a positive and permanent discharge. • Association of Rockery Contractors Page 8 Standard Rockery Construction Guidelines - Positive and permanent drainage should be considered to mean an existing, or to be installed, storm drain system, a swale, ditch or other form of surface water flow collection system, a detention or retention pond, or other stable native site feature or previously installed collection system. 3.01.12 Rockery Thickness: The individual rockery thickness, including the rock filter layer, should be at least 40 percent of the rocker height. Unless otherwise specified in writing, the individual rocks should be arranged in a single course which, when measured to include the filter layer, is equal to the required rockery thickness. 3.01.13 Rock Selection: The contractor should have sufficient space available so that he can select from among a number of stockpiled rocks for each space in the rockery to be filled. Rocks which have shapes which do not match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rock should be of a generally cubical, tabular or semi - rectangular shape. Any rocks of basically rounded or tetrahedral form should be rejected or used for filling large void spaces.. Smaller rocks (one to two -man size, or smaller) are often used to create an aesthetically pleasing "top edge" to a rockery. This is acceptable provided none of the events described in Section 3.01.5 occur, and that people are prevented from climbing or walking on the finished rockery. This is the owner's responsibility. 3.01.14 Rock Placement: The first course of rock should be placed on firm unyielding soil. There should be full contact between the rock and soil,. which may require shaping of the ground surface or slamming or dropping the rocks into place so that the soil foundation conforms to the rock face bearing on it. As an alternative, it is satisfactory to place and tamp crushed rock into the subgrade to tighten it up. The bottom of the first course of rock should be a minimum of twelve (12) inches below the lowest adjacent site grade. • Association of Rockery Contractors Page 9 Standard Rockery Construction Guidelines As the rockery is constructe(4, the rocks should be placed so that there are no continuous joint planes in either the vertical or lateral direction. Each rock should bear on at least two rocks below it. Rocks should be placed so that there is score bearing between flat rock faces rather than on joints. Joints between courses should slope downward towards the material being protected (away from the face of the rockery). 3.01.15 Face Inclination: The face of the .rockery should be inclined at a gradient of about 1:6 "Horizontal: - Vertical) back towards the face being protected. The inclination should not constructed flatter than 1H:4V. 3.01.16 Voids: Because of the nature of the product used to construct a rockery, it is virtually impossible to avoid creating void spaces between individual rocks. However, it should be recognized that voids do not necessarily constitute a problem in rockery construction. Where voids of greater than six inches in dimension exist in the face of a rockery they should be visually examined to determine if contact between the rocks exists within the thickness of the rockery. If contact does exist, no further action is required.' However, if there is no rock contact within the rockery thickness the void should be "chinked" with a smaller piece of rock. If a void of greater than six inches exists in the rear face of the rockery, it should be "chinked" with a smaller rock. 3.01.17 Filter Layer: In order to provide some degree of drainage control behind the rockery, and as a means of helping to prevent loss of soil through the face of the rockery, a drainage filter shall be installed layer between the rear face of the rockery and the soil face being protected. This filter layer should be at least twelve (12) inches thick; and for walls in excess of eight feet in height, it should be at least eighteen (18) inches thick. It should be composed of four inch minus crushed rock, or other material approved by the geotechnical- engineer. If one of the rockery rocks extends back to the exposed soil face, it is not necessary that the filter rock layer extend between it and the soil face. Association of Rockery Contractors Page 10 Standard Rockery Construction Guidelines In the event seepage is encountered emanating from a protected face, we recommend the use of a well -graded filter layer. We do not recommend the use of a geotech- nical fabric for other than coverage of relatively small and isolated seepage areas because it has been the industry's experience that the filter fabric tends to clog rapidly. This quickly leads to a buildup of hydrostatic pressure which can subsequently cause failure and collapse of the rockery and is to be avoided. This clogging is apparently due to the virtual impos- sibility of achieving full contact between the soil face, fabric and rock filter material. If full surface contact cannot be achieved, there is often a tendency for the soil materials to flush from the protected face into the "pockets" in the fabric which leads to the aforementioned clogging. 3.01.18 Surface Drainage: It is the owner's respon- sibility to intercept surface drainage from above the rockery and direct it away from the rockery to a positive and permanent discharge well below and beyond the toe of the wall. Use of other drainage control measures should be determined on a case -by -case basis by the geotechnical engineer prior to bidding on the project. 4/20/88 Fig. B. ROCKERY ELEVATION SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING NOTES: Rockery construction is a craft and depends largely on the skill and experience of the builder. A rockery is a protective system which helps retard the weathering and erosion process on an exposed soil face. While by its nature (mass, size and shape of the rocks) it will provide some degree.of retention, it is not a designed or engineered sys- tem in the sense a reinforced concrete retaining wall would be considered designed or engineered. The degree of retention achieved is dependent on the size of the rock used; that is, the mass or weight, and the height of the wall being construc- ted. The larger the rock, the more competent the wall. Rockeries should be considered maintenance items that will require periodic inspection and repair. They should be located so that they can be reached by a contractor if repairs become necessary. Maximum inclination of slopes behind rock walls is 2:1 (Horizontal:Vertical) Minimum embedment D = 12 inches undisturbed native soil or compacted fill placed in accordance with report recommendations. Maximum rock wall height H a feet. Rockeries greater than 8 feet in height to be installed under periodic observation of the geotechnical engineer. Rocks placed in the lower two-thirds of the wall should be 5 to 6 man rock, 5000 lbs. or larger. Rocks placed above this level should gradually decrease in size with increasing wall height using 3 to 5 man rock, 760 to 5000 lbs. The long dimension of the rocks should extend into the earth to provide maximum stability. ARC Association of Rockery Contractors Rocks should be placed to avoid continuous joint planes in vertical or lateral directions. Each rock shou-.d bear on two or more rocks below it, with good flat -to -flat contact. All rockeries over 4 feet in height should be constructed on basis of wall mass, not square footage of face. Approximate Approximate Weight - lbs. Volume 03) 1 Man 58,210 0.9 - 4.0 2 Man 265,580 4.1.- 8.25 3 Man 760 - 1830 12.3 - 27.1 4 Man 3000 - 7000 49.0 - 76.0 5 Man 5000 76 6 Man 7000 100. Reference: Local quarry wei Kht study using average weights of no less tFian six 'rocks of each man size conducted in January, 1988. LEGEND: ° Drainage materials to consist of �.e•;:�;e� clean angular well -graded quarry spalls, with 3-inch maximum size, or 1 other material approved by the geotechnical engineer Surface seal; may consist of imper- vious soil oIr asphalt Ill=ill= Undisturbed firm Native Soil =111 1 Drain pipe; 4-inch minimum diameter, perforated or slotted rigid plastic ADS pipe laid with a positive gradient to discharge under control well away from the wall. TYPICAL ROCKERY DETAILS Prof. No. I Date I Plate 5 Copies DISTRIBUTION G-0080 Mr. Steve Sullivan The Sullivan Company 7215 - 175th Avenue SW Edmonds, WA 98020 Technical and Quality Review by: William Chang, P. . Principal Geo Consultants Inc. 0 I 6r'-U; :y PER 6�JP FOUR 4-11-be -,RY P-'R R,E,q r11DPLFTOQ 9-9-57 C. IT N C) 30 00 (1) 4-3 CD U 00 CD > P� ca 6 4-J z C13 U) 0 CD -0 0 U --I C: u U-) 0 E 0 w 0 V Ma .2 ON ui ui a O U. U) Capstone General Contracting, Inc. P:O. Box 25483 Seattle, Washington 98165 Ala*. Aftla, 425-736-4565 STRil I ca sstone eneralcontractln mall.com P 9 9�9 �/J[ TRANSMITTAL LETTER Friday, March 20, 2009 Jeanie McConnell. Engineering Program Manager RECEIVED CITY OF EDMONDS DEVELOPMENTAL SERVICES DEPARTMENT 121 5T" Avenue North MAR 3 0 2009 Edmonds, WA 98020 ENGINEERING DIVISION Subject: Confirming Meeting Discussions Parcel. #: 00513109700500 Address: 16510 76th Ave West, Edmonds WA 98026 Project: Proposed PICP driveway addition Dear Jeanie McConnell: The purpose of this letter is to twofold. The first is to confirm my understanding of our meeting I had on March 11, 2009. The second is to provide some documentation for my Owners and for your records regarding this project. Based on'the drawing I provided, (a copy of which is also attached), and given the location, size and placement, as well as the fact that the project is not located on or near the critical slope zones, and the percent of slope is less than the required limits, my understand from our meeting is this project is approvable as designed With respect to allowable coverage, the subject lot is allowed 2000 sqf of additional hard surfaces before some more extensive drainage requirements would be necessary. Given additions, in 1991 and a pool addition in 2005, together with the 1020 sqf for this new PICP driveway, we are nearly at the limit with this project. I believe we are at 1920 square feet per the discussions at that March 11 th meeting. Since no structures are being built, and the excavations are far below 50 cubic yards, I understand no formal permits are needed at this time. Your position on the PICP surface is that unless were conduct percolation testing to demonstrate we are building -on ground which will allow the PICP materials to functions as designed, (i.e.: meet the. percolations standards after construction), it will be counted as hard surface with regard to any future building permit applications. You suggested I review this matter with my clients, and I did so. I can report they don't see any future need to build more hard surfaces. Please contact me if your have -any questionswith this letter, or if for any reason this letter does not confirm the understanding reached on March 11 th concerning this project. Copy: g, Inc. Robert McCoy Enclosure: Cover Letter, Plot map, T wa42) r-es se_no-d^`ail A; 5/D 7l -�-'•'i1i11<IIINIIIIINIIIIUIIIII�If�llllll�llllllflll��ll ' Cffy CLERK 200510070096 5 PGS pF. EDMOND3 10 - 07 - 2005 09 : 31 am $36.00 12} AVENuF, NO. SNOHOMISH COUNTY, WASHINGTON lOMaNOS. 1NA-•11M Robert and .Ky:ra-Mc. oy 16510 76tK A+ve IAI';.. Edmonds, WA'98626 ., McCoy Residential.Pbot-Addition Hold Harmless AgiVeM"ent'� .. `., reference #: 04267 Grantor: Robert and lw McCoy. Grantee: City of Edmonds, WA Legal description: Meaddi y oate Beach. Bt1C :097 D-00 all lots 5, 6, and 7 Parcel ID #: 00 5131 097 005 04-•-' • • AGREEMENT FOR THE DISPOSITION OF POOL WATER AND HOLD HARMLESS AND INDEMNITY AGREEMENT WHEREAS, the undersigned property owners have applied to the City of Edmonds for permission to construct a swimming pool; WHEREAS, the property owners acknowledge that the wastewater and sewage in their property is disposed of through a grinder pumping system maintained. by the City's combined utility; WHEREAS, high volumes of water associated with the swimming pool could cause the pump to burn out or fail well ahead of its normal useful life andare prohibited from disposal through the City's utility system as a condition of service; WHEREAS, combined utility of the City of Edmonds. is willing to provide service and not oppose issuance of a permit for the construction of the swimming pool so long as the property owners may make other arrangements for the disposition of water drained from the pool; NOW, THEREFORE, In consideration of the mutual promises contained herein and the benefits to be derived, Robert McCoy and Kyra McCoy, husband and wife, the undersigned Property Owners, and the City of Edmonds, Washington enter into the following agreement: 1. Undertakings of Property Owners. The following agreement is an agreement which touches and concerns the subject tract, commonly addressed as 16510 76th Avenue West, Edmonds, Washington 98026, and as legally described in Exhibit A._ This Agreement benefits the. aforementioned subject tract and shall bind all successors, heirs, assigns and future owners of the tract. On behalf of themselves, their successors, heirs, assigns, and transferees, the Property Owners hereby agree that: 1.1 Water contained in or drained from a swimming pool established on the subject site shall not be released into the City's sanitaryor stormwater sewer systems. Such water shall be removed from the site at the Prooperty Owners' sole expense by truck or other private method of transportation. 1.2 The Property Owners promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any and all loss,. claim or liability arising from or out of out of the disposition of water from the swimming pool or violation of this agreement. This promise to hold harmless and indemnify includes the reasonable costs of legal defense by counsel of -the City's choosing.. Nothing herein shall require the owners to indemnify the City, {WSS614566-D 0Q_,I 0 900W its officers, agents and employees. from loss attributable to the negligence of the City or its officers, agents or employees. 1.3 As an agreement which touches and concerns the land, and benefits the above mentioned subject parcel, the promises -contained in this Agreement and the indemnity shall bind any heirs of the current owners as well as all transferees and assigns, and future, owners of the site. 1.4 This Agreement shall remain in full force and effect until the swimming pool is removed or decommissioned in accordance with the State Building Code. 2. Undertakings of the City. In consideration of these promises and full compliance with the provisions of the State Building Code, the City's combined utility shall not oppose issuance of a permit for the construction of a swimming pool on the subject site and shall continue utility service to the site so long as the site and its Property Owners comply with all conditions of service. 3. Entire Agreesneat. This is the entire agreement between the parties. It shall not be amended, except in writing, with the express written consent of the parties hereto. Any prior understandings, written or oral, shall be deemed merged with its provisions. 4. Interpretation. The purpose of this Agreement is to adequately provide for the disposition of water from the swimming pool in a manner which does not impair the City's utility system. Nothing herein shall be interpreted as, nor does it create, a contract for the issuance of a permit in violation of any provision of the State Building Code, or a contract which impairs the statutory discretion or ministerial duties given to or required of City officials under the State Building Code. This Agreement does not amend the State Building Code as adopted by the City nor shall it be interpreted to do so. DATED: 9 - - O 5- . P OPE�RTAY.OWNERS \vv\ Robert McCoy Myra 14t y STATE OF WASHINGTON ) COUNTY OF SNOHOMISH) On this day appeared before me ROBERT Mc COY AND KYRA McCOY, husband and wife, and stated that they executed this document for the uses and purposes herein mentioned. DATED: 9-aa•y5 (NqrARYMLIC� � S Pfinted Name: Lc.rn My Commission expi CITY OF EDMONDS Mayor Venson ATTEST/AUTHENTICATED: By: t,o� Sandra S_ Chase, City Clerk APPROVED AS TO FORM: By. W-. Scott Snyder, City Attarn LEGAL DESCRIPTION for 16510 76 AVE. CAI MEADOWDALE BEACH BLK 097 D-00 ALL LOTS 5,6 & 7 BLK 97 & VAC ST BTW TR 90 & SD BLK 97 TGW TH PTN VAC SEASIDE AVE ADJ W OF SD LOTS 5,6 & 7 ENCOMPASSED BY WLY PRO) OFSLNOFLOT 7&NLNSDLOT 5EXCPTNDAF- BEG ATNECORSDLOU5THN99.03 05W ALG N LN SD LOT 5 DISC t 16.63FTTH S10*43 20W DIST 4821FT TH SS9•04 17E DIST 58,99FTTH S67*49 46E DIST 87.89FT TO W LN OF 75TH PL W AS DESC IN QCD REC AF 7712090257 TH NELY ALG SD W LN OF 75M PL W TO INT OF ELY PROLNG OF N LN SD LOT 5 WHSD W LN OF 75TH PL W TH N89*03 05W ALG SD PROLNG OF N LY SD LOT S TO POB (SD EXC AKA LOT A.CI'T-Y EDM SM2547 AF 871 1250070) TGW TH VMS LOTS 5 SE 1 OR S BLK 97 DAF -COM AT A MON IN CASING AT CAL OF 76TH AVE W & N IN OF BROOK ACRES ESTATES VOL 40 OF PLATS PG 179-181 TH N01*1 145E ALG NLY PROI OF 76TH AVE W PER SD PLAT DIST 72.03FF TO SELY PROI OF SLY LN LOT A OF TH BLA REC PER AF 8711250070 TH N67*49 46W ALG SD SELY PROF & SLY LN DIST 9992FT TO EXST REBAR Wtt CAP NO 456 t TH N59*04 17W ALG BDY SD LOT A DIST 58.99FT TO EXST REBAR CAP NO 4561 TH N10*43 20E ALG W. IN SD LOT A DIST 43.2IFT TO AN EXST REBAR CAP NO 4561 TH CONT NI0*43 20E DIST 5FT TO NW COR"SD LOT & POB TH N01 *I 145E PLW SD PROI OF 76TH AVE W DIST 1.00FT TH N85*48 24W DIST 99.75FT TAP W-1 t 36W DIST 9 00FT FR EXST REBAR CAP NO 9435 PER SURVY UND AF 8807015002 VOL 27 SURVY PG 61 TH CONT N85-48 24W DIST 26.80FT TO WLY MGN SD VAC SEASIDE AVE TH S30*54 45W ALG SD MGN DIST 9.42FT TAP TH BEARS N89*03 05W FR POB & N LN LOT B SD BLA AF 87t 1250070 TH S89*03 05E DIST 13 L05FT TPB PER BLA REC-AF 9304090676 • RETURN ADDRESS: Edmonds, City Clerk North ._Ed OVA 98020 I ���� �II it�l �II� �� 1�n II� �� ��� ICI ���) � (�� III 200510070098 5 PGS 10-07-2005 09:31am $36.00 SNOHOMISH COUNTY. WASHINGTON -COVENANT OF NOTIFICATION AND MEMNIRCATIONtHOLD HARMLESS Reference Grantor(s): (1) RA e Mg . C f OM" Additional on Grant"(s): Citiat Edinon " Legal Description (abbrzfj. a!ed). -ALAI Qb Block, .22J_D-L0_P1at M 4 0 ,j d ok RL-AC H Assessor's Tax Parcel EN(g); Tax eswf's Parcel D)#.Dot yet assigned My OF -9DMONDS "PROVWFI()WpliCQ TG ON Under the review procedures established pumMt'-i.the State Building codv� Incorporating amendments promulgated by the:--:C#j of Edmonds, and as a prerequisite to the issuance of a building fore r co rPtctrrtiop of a residential structure and attendant facilities, the undersigned OWNERS .Pf"* perE do hereby covenant, stipulate and promise as follows: APP VED F()I BY: D, IT �A OF 1. Description of Subject Prgpettv.. This covearaat of notrCrcatioII and indeamificatlonthold harmless relates to a tract of land at the street address of 1 6 510 '7 6'� Av A/ (rirtsert street address), Edmonds Snohomish County, Washidgton and legally described as: _Nleori0wJale Beoc�t aL K 017 D - 0 0 f{l1Ions 5 6 Or7 2. Notification and Covenant of Notiftcatigli The above referenced site (hereinafter "subject site") lies W thin an area which has been identifi by the City of ;Edmonds as having a potential for earth subsidence orlandslide hazard. The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a park of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are, contained in building permit file number D �{ �, 6 7 (insert number) on file with the City of Edmonds #uRding Departt»ent. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of APPR VEIL FOR RECJpR (NC: LAPApF 5 the consultants in the course of permit issttaHce: The e6eeditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require .modifleadbus to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements and :conditions proposed by the OWNERS' geotechnical engineer, geologist, architect andlar strtiehitral ei glittcier are hereby inedrodt~ated by reference from the contents of the file as filly as if herein set forth_ Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest In the Property is put on notice of the existence of the tent of the #lye and the City urges review of its contents. The Me may be reviewed during normal business hours or copies obtained at the Building Department, City of Edmonds, 121 sth Avenue Nortb, Edmonds, Washington 9802o:. 3. Indemnification and bold I -armlets The. undersigned OWNERS hereby waive any and all liability associated with development, stating that they tiave frilly .informed themselves of all risks associated with development of the property and do therefore waive and relinquisfe any and all causes'of action against the City of Edmonds, its officers, agents and employees arising from and out of such -development. In addition, the OVMRS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers; agents and employees from any loss, cjaift , liability or damage of any kind or nature to persons or property either on or oil' the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permits) authorizing development of the site, or occurring or • ft APP4PVED FOR RECO Mck BY- DATE: PAGE OF arising oast of any fame, Dfisleatlittg, or inaccurate inloram+rtlorr provided by, ri.e 'OWNERS, their empioyees, or professional consultants in the course of. issuance of the building permit. 4. Yas nee R oiremealt..In addition to 'toy bonding whWh may be required daring the course of development, the Community Services Director Chas not (strike one) sperifYcally required the maintenance of an insurance policy for public liability coverage in the amount and for the time .set forth below in order to provide for the financial responsibilities established through the indemnirication and hold harmless agreement above: 5: Covenant to Touch .and Ca cerq the Land This covenant of uvtitication and indemniCcation/hald harmless touebes and cot►cerns the subject tract and shall run with the land, hindiag, obligating and/or Waring to the benefit of future owners, heirs, successors . and interests or any Other person or entity acquiring an Interest ip property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to iademnify-the City except to the Went of their lass nor to obligate saieb persons to m2itatalm the insurance alcove required. • APPRO ® OR RECORD P AGE Or DONE this �V day of 11--i—C. 2 OWNER(S) By: � By STATE OF WASHINGTON ) / / ) ss: COUNTY OF ou t. certify that I know or have satisfactory evidence that y bet-f ff . /t;{C signed this instraAll eat and Acknowledged it M be (h1w1mr) free and voivatary act for the purposes mentioned in this, instrument - DATED this day of , lop _,O6. UT UBLIC rc ►� c� �h My commission. expires: Da - 05 IATEMM8U1 .PTNGiMEAMVACOVENA NT • Grantees, Robert McCoy and Kyra McCoy, or their heirs, legal representatives, or assigns, or any of them, shall not at anytime during his, her, or their ownership of the above described property, or any portion of it, dispose of any swimming pool water into the city maintained sewer grinder pump or other public conveyance. All swimming pool water shall be removed and disposed of by truck. Robert McCoy Subscribed and sworn to before me on &At • (- , R,66S Na V NOTARY PUBLIC for the State of Washington, residing at gvtAITT My appointment expires oa•o5.�� Kyra Mc�oy Subscribed and sworn to before me on Iu�_ �LG Ow 4.. NOTARY PUBLIC fYzy,'�' the State of Washington, residing at My appointment expires: eo? .05- 999999.2005/1230206.1 s �� /%CidK-4l/z-7iC I17c 189,3 March 3, 2006 STREET FILE CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Mr. &_Mrs. -Robert -McCoy I6510 76th Avenue West Edmonds, —Washington 98026 RE: Request for Alternate Design, Swimming Pool Permit #2005-0839 Negative Edge Pool Protection, Guard, Fence, Trough Protection Dear Mr. & Mrs. McCoy: GARY HAAKENSON MAYOR The City of Edmonds Building Division is in receipt of a request for alternate design dated November 8, 2005 submitted on your behalf by Mr. J. Stephen Peterson, AIA, on two issues associated with construction of your negative edge swimming pool. The original request was supplemented with additional information provided on February 27, 2006, by Mr. Jerry Gray from Prestigious Pools Inc. which included a supplemental letter from Mr. Peterson dated February 6,_ 2006 and a letter dated February 24, 2006 from Gary L. Nelson, Senior Staff Engineer for the International Code Council. Please be advised, an alternate design approval is not a `variance' from the code —rather, it is the design professional requesting and demonstrating that in his/her professional opinion, equivalency to the code -requirement is met with the proposed alternate design. The Building Official reviews the request and concurs or disagrees with the argument of code equivalency. As with all alternate design requests the City suggests that you as property owners consult with your legal advisors and insurance company regarding liability associated with alternate designs. Alternate Design Request #1 The first request by your Architect for alternate design approval is to consider the west pool wall a guard (as defined in the International Residential Code) for the protection of falls in accordance with R312 with the pool floor defined as the walking surface from . which the guard height is measured. International Residential Code Section R312 states, "Porches, balconies or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36 inches..." In this specific design, because the property is steeply sloped toward the west, that portion of the west pool wall where the pool water cascades over the coped pool edge will create a fall varying from three feet to seven feet (note final graded slopes may exceed 7 feet). The aesthetics of the negative edge pool would be compromised by a guard placed across that portion of coped pool edge that creates the water fall affect, thus the request for alternate design. • Incorporated August 11, 1890 • Sister Citv - Hekinan. Japan 0 Mr. & Mrs. McCoy Page Two March 3, 2006 In consideration of all information submitted, as Building Official for the City of Edmonds I find that the Architect has adequately argued that the coped pool edge is not a walking surface; that the pool floor is the walking surface from which guard height is measured; and that the pool wall itself is the guard as required by IRC R312. This request for, alternate design is hereby approved, allowing the guard along the coped pool edge on the western side of the swimming pool to be omitted as shown on the revised plans based on the concept that the western swimming pool wall itself acts at the guard and provides a 36 inch bamer from the bottom of the pool walking surface to the top of the coped pool edge. Please be advised as Gary L. Nelson, P.E. noted in the last paragraph of his letter there is still an inherent falling hazard associated with this design concept. As owners of the property you should investigate and be aware of the risks associated with negative edge pools to safeguard against floating or falling accidents. Alternate Design Request #2 The second request by your Architect for alternate design is to consider the exterior side of the west pool wall a fence for the purpose of restricting access into the swimming pool area as required by Edmonds Community Development Code Chapter 19.00.005(c)(7). This code section states that the swimming pool area shall be completely surrounded by a substantial fence at least 6 feet in height. The aesthetics of the negative edge pool waterfall affect would be compromised by a fence, thus the request for alternate design. According to approved plans, all portions of the west pool wall will be greater than 6 feet above grade. However, for that portion of pool wall that catches the cascading water, a trough catch basin is provided at the base of the wall. Because this trough is not permitted to contain water exceeding a depth of 24 inches (if 24 inches is exceeded a 6 foot fence would be required to restrict unwanted access to this pooled water area) the Architect is proposing a permanently affixed grate in order to eliminate ponding water greater than 24 inches in depth. Because the trough grate creates a walking surface within the trough, the grate must be placed such that the distance from the walking surface of the grate to the top of the coped edge pool wall is a minimum of 6 feet --in order to meet the minimum 6 foot high wall/fence requirement. (Note, grate openings shall not exceed 2 inches.) In consideration of all information submitted, as Building Official for the City of Edmonds I find that the Architect has adequately argued that/the western pool wall may be considered a fence for the purpose of preventing unwanted access into the pool area provided the pool trough catch basin grate is placed such that the top of the pool wall shall not be less than 6 feet measured from the walking surface of the grate. This request for alternate design is hereby approved. To clarify the grate is required to prevent ponding water greater than 24 inches in depth. If the grate is omitted a code compliant fence shall be required to prevent unwanted access to the trough area. • • Mr. & Mrs. McCoy Page Three March 3, 2006 This decision is appealable to the City Hearing Examiner by filing a written appeal of Building Official decision. Please refer to the attached Appeal handout that describes the filing of appeals. If you have any questions please contact me during City business hours of 9:OOam to noon and 1:OOpm to 4:OOpm., Monday through Friday, at 425-771-0220. Note if you choose to, appeal, the request must be received within 10 business days from the date of this letter (also there is a required filing fee that is non- refundable). If there is additional information that you would like my office to review in this matter you may resubmit such information under a request for reconsideration also within the 10 business day review time. There is no fee for an initial request for reconsideration. Sincerely, Jeannine L. Graf Building Official, C.B.O. Cc: Jerry Gray, Prestigious Pools Inc. J. Stephen Peterson and Associates, P.S. J. Stephen Peterson `& Associates, P.S. A R C H I T E C T 18209 NE 17501 Place, Woodinville, WA. 98072 Phone/Fax 425-788-9434 JSParchltect@comcast.net www.NWarchitect.com November 7, 2005 To: The City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 Att: Jenny Readwin Permit Coordinator RE: Plan Check #r!&I-2-Cr7 0,5- - v 8 iy McCoy Pool 16510 76'h Ave. West Edmonds, WA 98026 BUILDING DEPT. Per your meeting with Pool Contractor Jerry Gray, the beginning of this week, we are asking for the following "Alternate Designs", to the approved permitted designs. 1. A true Negative Edge Pool, 2" wide at the top, per Plan, Cross Section "A" & detail 'l; Sheet A 2.1 and Elevations on Sheet A-4 The code should allow this detail because the minimum depth of the pool at the Negative edge will be 48". No guard rail or fence need be provided. Code requires 36" depth to allow for this condition. Examples of permitted negative edge pools in the area are at: a. 4711.9151 Ave. NE, Yarrow Point, WA b. 3532 207'h Street SE, Issaquah, WA 2. The lower "Catch Basin", thought 36" to 48" in depth will have a grate insert Per Cross Section, Sheet A-2.1, 24" below the top edge. This will make the Actual standing water depth only 24" for drowning safety and provide more than 6 feet of height to the main pool above, equaling the fence requirement. I hope this addresses your concerns as presented to this office by Jerry Gray. Please contact me directly if you have questions or concerns about this or other issues with this project. Sincerely 8 53J. Stephen Petersono REGISTERED Project Architect TFCT cc: Client, Jerry Gray, Office File — I STEP EN PETERSON STATE OF WASHINGTON �q-o9 i J. -Stephen Peterson & Associates, P.S. A R C H I T E C T 18209 NE 17511' Place, Woodinville, WA. 98072 Phone/Fax 425-788-9434 J5Parchitect@comcast.net www.NWarchitect.com February 6, 2006 To: The City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 Att: Jeannine L. Graf Building Official RE: Plan Check # 04-267 McCoy Pool 16510 76'h Ave. West Edmonds, WA 98026 Dear Ms. Graf, This is a reply to your letter dated February 3, 2006. Proof of code equivalency for proposed Negative Edge Pool, "Guard" requirements. "Alternate Designs", submitted to the City of Edmonds, November 7, 2005. NEGATIVE EDGE POOL, NOT A "WALKING SURFACE" RESUB FEB - 6 2006 SDDEPARTMENT CITY OING F EDP DS l . A true Negative Edge Pool, 2" wide at the top, per Plan, Cross Section "A" & detail 1; Sheet A 2.1 and Elevations on Sheet A-4 A. Definition of "GUARD", 2003 International Residential Code A building component or system of building components located near the open sides of elevated walking surfaces that minimizes the possibility of a fall from the walking surface to the lower level. ANSWERS: 1. Our negative edge "2" wide and not accessible from anywhere except from deep water inside the pool, is"" Not a Walking Surface". No "Guard" is required. 2. Code Section R312, GUARDS Porches, balconies or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36" in height. Etc. Our negative edge of 2" width is not a "PORCH", "BALCONY" or "RAISED FLOOR", The code doesn't define porch or raised floor, but logically you must accept that a 2" wide edge is neither. The definition of a Balcony, Exterior an exterior floor projecting from and supported by a structure without additional independent supports, does not apply Page 2 The general contractor for the job, Jerry Gray faxed you his reply on February Is', 2006 adding that he had discussed this issue with other Building Officials. The following Building Officials agreed with Jerry Gray, that our negative edge pool design did not violate any code issues or need for any guard railing. I hope that you agree with these code interpretations and that we can proceed with your City's approval of our "Alternate Designs" as soon as possible. You are welcome to discuss this issue with the following Building Department Officials. Please note that I have not personally spoken with any of these individuals. Jerry Gray gave me these name and his explanations of the conversations that they had. Snohomish County Building Department: Keith, Building Official (425) 388-3111 City of Bellevue Building Department Tom Miller, Building Official (425) 452-6851 City of Woodway Building Department Tom Phillips, Building Official (253) 630-9548 POOL TROUGH ISSUE Your second point in your letter dated February 3, 2006 asks for the architect to provide details to resolve the depth of the pool trough exceeding the allowed 24", or fence protection. . ANSWER: Our drawing submittal as of November 7, 2005 provides you with this input. Please see Cross Section "A", sheet A 2.1. This shows the grate installed into a concrete trough with a Strongwell fiberglass grate 48" span. Located per plan change delta 6, dated 11-7-05. I have also included a copy of that detail, please see enclosed. I hope this addresses your concerns and that we can avoid any further delays in the process of this permit being finalized. It is not to your advantage or my clients to force the renewal of this permit. I hope that we can agree on these issues and successfully complete this project. Please call or email me a quick reply. Sincerely J. Stephen Peterson, President Project Architect cc: Client, Jerry Gray, Office File 0 • DEFINITIONS [B] FLAME SPREAD INDEX. The numeric value assigned to a material tested in accordance with ASTM E 84. FLOOD -LEVEL RIM. The edge of the receptor or fixture from which water overflows. FLOOR DRAIN. A plumbing fixture for recess in the floor having a floor -level strainer intended for the purpose of the col- lection and disposal of waste water used in cleaning the floor and for the collection and disposal of accidental spillage to the floor. FLOOR FURNACE. A self-contained furnace suspended from the floor of the space being heated, taking air for combus- tion from outside such space, and with means for lighting the appliance from such space. FLOW PRESSURE. The static pressure reading in the water -supply pipe near the faucet or water outlet while the fau- cet or water outlet is open and flowing at capacity. FLUE. See "Vent." FLUE, APPLIANCE. The passages within an appliance through which combustion products pass from the combustion chamber to the flue collar. FLUE COLLAR. The portion of a fuel -burning appliance de- signed for the attachment of a draft hood, vent connector or venting system. FLUE GASES. Products of combustion plus excess air in ap- pliance flues or heat exchangers. FLUSH VALVE. A device located at the bottom of a flush tank that is operated to flush water closets. FLUSHOMETER TANK. A device integrated within an air accumulator vessel that is designed to discharge a predetermined quantity of water to fixtures for flushing pur- poses. FLUSHOMETER VALVE. A flushometer valve is a device that discharges a predetermined quantity of water to fixtures for flushing purposes and is actuated by direct water pressure. [B] FOAM PLASTIC INSULATION. A plastic that is inten- tionally expanded by the use of a foaming agent to produce a reduced -density plastic consisting open or closed cells distrib- uted throughout the plastic and that has a density less than 20 pounds per cubic foot (320 kg/m'). FUEL -PIPING SYSTEM. All piping, tubing, valves and fit- tings used to connect fuel utilization equipment to the point of fuel delivery. FULLWAY VALVE. A valve that in the full open position has an'opening cross -sectional area equal to a minimum of 85 per- cent of the cross -sectional area of the connecting pipe. FURNACE. A vented heating appliance designed or arranged to discharge heated air into a conditioned space or through a duct or ducts. GLAZING AREA. The interior surface area of all glazed fen- estration, including the area of sash, curbing or other framing elements, that enclose conditioned space. Includes the area of glazed fenestration assemblies in was bounding conditioned basements. GRADE. The finished ground level adjoining the building at all exterior walls. GRADE FLOOR OPENING. A window or other opening lo- cated such that the sill height of the opening is not more than 44 inches (1118 mm) above or below the finished ground level ad- jacent to the opening. GRADE, PIPING. See "Slope." [B] GRADE PLANE. A reference plane representing the aver- age of the finished ground level adjoining the building at all ex- terior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 ft (1829 min) from the building between the structure and a point 6 ft (1829 mm) from the building. GROSS AREA OF EXTERIOR WALLS. The normal pro- jection of all exterior walls, including the area of all windows and doors installed therein. GROUND -SOURCE HEAT PUMP LOOP SYSTEM. Pip- ing buried in horizontal or vertical excavations or placed in a body of water for the purpose of transporting heat transfer liq- uid to and from a heat pump. Included in this definition are closed loop systems in which the liquid is recirculated and open loop systems in which the liquid is drawn from a well or other source. NOT GUARD. A building component or a system of building com- ponents located near the open sides of elevated walking sur- faces that minimizes the possibility of a fall from the walking su dace to the lower level. =ABITABL�SPACE. A -space in a building for living, sleeping, eating or cooking. Bathrooms, toilet rooms, closets, halls, storage or utility spaces and similar areas are not consid- ered habitable spaces. [B] HANDRAIL. A horizontal or sloping rail intended for grasping by the hand for guidance or support. HANGERS. See "Supports." HAZARDOUS LOCATION. Any location considered to be a fire hazard for flammable vapors, dust, combustible fibers or other highly combustible substances. HEATING DEGREE DAYS (HDD). The sum, on an annual basis, of the difference between 65°F (18°C) and the mean tem- perature for each day as determined from "NOAA Annual De- gree Days to , Selected Bases Derived from the 1960-1990 Normals" or other weather data sources acceptable to the code official. HEAT PUMP. An appliance having heating or heating/cooling capability and that uses refrigerants to extract heat from air, liq- uid or other sources. [B] HEIGHT, BUILDING. The vertical distance from grade plane to the average height of the highest roof surface. [B] HEIGHT, STORY. The vertical distance from top to top of two successive tiers of beams or finished floor surfaces; and, for the topmost story, from the top of the floor finish to the top of the ceiling joists or, where there is not a ceiling, to the top of the roof rafters. 14 2003 INTERNATIONAL RESIDENTIAL CODE® 0 • BUILDING PLANNING R311.5.6.3 Handrail grip size. All required handrails f. shall be of one of the following types or provide equiva- lent graspability. 1. Type L Handrails with a circular cross section shall have an outside diameter of at least-1'/4 inches (32 mm) and not greater than 2 inches (51 mm). If the handrail is not circular it shall have a perimeter di- mension of at least 4 inches (102 mm) and not greater than 61/4 inches (160 mm) with a maximum cross section of dimension of 21/4 inches(57 mm). 2. Type H. Handrails with a perimeter greater than 61/4 inches (160 mm) shall provide a graspable finger re- cess area on both sides of the profile. The finger re- cess shall begin within a distance of inch (19 mm) measured vertically from the tallest portion of the profile and achieve a depth of at least 5/,6 inch (8 mm) within'/8 inch (22 mm) below the widest por- tion of the profile. This required depth shall con- tinue for at least 3/B inch (10 mm) to a level that is not less than 13/4 inches (45 mm) below the tallest por- tion of the profile. The minimum width of the hand- rail above the recess shall be 11/4 inches (32 mm) to a maximum of 23/4 inches (70 mm). Edges shall have a minimum radius of 0.01 inches (0.25 mm). . R311.5.7 Illumination. All stairs shall be provided with il- lumination in accordance with Section R303.6. R311.5.8 Special stairways. Circular stairways, spiral stairways, winders and bulkhead enclosure stairways shall comply with all requirements of Section R311.5 except as specified below. R311.5.8.1 Spiral stairways. Spiral stairways are per- mitted, provided the minimum width shall be 26 inches (660 mm) with each tread having a 7 V,-inches (190 mm) minimum tread depth at 12 inches from the narrower edge. All treads shall be identical, and the rise shall be no more than 9% inches (241 mm). A minimum headroom of 6 feet 6 inches (1982 mm) shall be provided. R311.5.8.2 Bulkhead enclosure stairways. Stairways serving bulkhead enclosures, not part of the required building egress, providing access from the outside grade level to the basement shall be exempt from the require- ments of Sections R311.4.3 and R311.5 where the maxi- mum height from the basement finished floor level to grade adjacent to the stairway does not exceed 8 feet (2438 mm), and the grade level opening to the stairway is covered by a bulkhead enclosure with hinged doors or other approved means. R311.6 Ramps. R311.6.1 Maximum slope. Ramps shall have a maximum slope of one unit vertical in eight units horizontal (12.5-per- cent slope). R311.6.2 Landings required. A minimum 3-foot-by-3-foot (914 mm by 914 mm) landing shall be provided: 1. At the top and bottom of ramps, 2. Where doors open onto ramps, 3. Where ramps change direction. R311.6.3 Handrails required. Handrails shall be provided on at least one side of all ramps exceeding a slope of one unit vertical in 12 units horizontal (8.33-percent slope). R311.63.1 Height. Handrail height, measured above the finished surface of the ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.6.3.2 Handrail grip size. Handrails on ramps shall comply with Section R311.5.6.3. R311.6.3.3 Continuity. Handrails where required on ramps shall be continuous for the full length of the ramp. Handrail ends shall be returned or shall terminate in newel posts or safety terminals. Handrails adjacent to a wall shall have a space of not less than 1.5 inches (38 mm) between the wall and the handrails. SECTION R312 GUARDS R312.1 Guards required. Porches, balconies or raised flgoL surfaces located more than 30 inches (762 mm) above the floor or grate below shall have guards not less than 36 inches (914 mm) in height. Open sides of stairs with a total rise of more than 30 inches (762 mm) above the floor or grade below shall have guards not less than 34 inches (864 mm) in height measured vertically from the nosing of the treads. Porches and decks which are enclosed with insect screening shall be provided with guards where the walking surface is lo- cated more than 30 inches (762 mm) above the floor or grade below. R312.2 Guard opening limitations. Required guards on open sides of stairways, raised floor areas, balconies and porches shall have intermediate rails or ornamental closures which do not allow passage of a sphere 4 inches (102mm) or more in di- ameter. Exceptions: 1. The triangular openings formed by the riser, tread and bottom rail of a guard at the open side of a stairway are permitted to be of such a size that a sphere 6 inches (152 mm) cannot pass through. , 2. Openings for required guards on the sides of .stair treads shall not allow a sphere 4 3/8 inches (107 mm) to pass through. SECTION R313 SMOKE ALARMS [F] R313.1 Smoke alarms. Smoke alarms'shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vi- cinity of the bedrooms. 3. On each additional story of the dwelling, including base- ments but not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, 2003 INTERNATIONAL RESIDENTIAL CODE® 51 0 • DEFINITIONS position between two tightly closing shutoff valves and with means for testing for tightness of the checks and opening of relief means. BACKFLOW, WATER DISTRIBUTION. The flow of water or other liquids into the potable water -supply piping from any sources other than its intended source. Backsiphonage is one type of backflow. BACKPRESSURE. Pressure created by any means in the wa- ter distribution system, which by being in excess of the pres- sure in the water supply mains causes a potential backflow condition. IBACKPRESSURE, LOW HEAD. A pressure less than or equal to 4.33 psi (29.88 kPa) or the pressure exerted by a 10-foot (3048 mm) column of water. BACKSIPHONAGE. The flowing back of used or contami- nated water from piping into a potable water -supply pipe due to a negative pressure in such pipe. BACKWATER VALVE. A device installed in a drain or pipe to prevent backflow of sewage. [B] BALCONY, EXTERIOR. An exterior floor projecting from and supported by a structure without additional independ- ent supports. BALL COCK. A valve that is used inside a gravity -type water closet flush tank to control the supply of water into the tank. It may also be called a flush -tank fill valve or water control. [B] BASEMENT. That portion of a building that is partly or completely below grade (see "Story above grade"). BASEMENT WALL. The opaque portion of a wall that en- closes one side of a basement and has an average below grade wall area that is 50 percent or more of the total opaque and non -opaque area of that enclosing side. BASIC WIND. SPEED. Three -second gust speed at 33 feet (10 058 mm) above the ground in Exposure C (see Section R301.2.1) as given in Figure R301.2(4). BATHROOM GROUP. A group of fixtures, including or ex- cluding a bidet, consisting of a water closet, lavatory, and bath- tub or shower. Such fixtures are located together on the same floor level. BEND. A drainage fitting, designed to provide a change in di- rection of a drain pipe of less than the angle specified by the amount necessary to establish the desired slope of the line (see "Elbow" and "Sweep") BOILER. A self-contained appliance from which hot water is circulated for heating purposes and then returned to the boiler, and which operates at water pressures not exceeding 160 pounds per square inch gage (psig) (1102 kPa gage) and at wa- ter temperatures not exceeding 250°F (121°C). [B] BOND BEAM. A horizontal grouted element within ma- sonry in which reinforcement is embedded. I[B] BRACED WALL LINE. A series of braced wall panels in a single story constructed in accordance with Section R602.10 for wood framing or Section R603.7 or R301.1.1 for cold -formed steel framing to resist racking from seismic and wind forces: [B] BRACED WALL PANEL. A section of a braced wall line constructed in accordance with Section R602.10 for wood framing or Section R603.7 or R301.1.1 for cold -formed steel ,framing, which extend the full height of the wall. BRANCH. Any part of the piping system other than a riser, main or stack. BRANCH, FIXTURE. See "Fixture branch, drainage." BRANCH, HORIZONTAL. See "Horizontal branch, drain- age." BRANCH, INTERVAL. A distance along a soil or waste stack corresponding to a story height, but not less than 8 feet (2438 mm), within which the horizontal branches from one floor or story of a building are connected to the stack. BRANCH, MAIN. A water -distribution pipe that extends hor- izontally off a main or riser to convey water to branches or fix- ture groups. BRANCH, VENT. A vent connecting two or more individual vents with a vent stack or stack vent. BTU/H. The listed maximum capacity of an appliance, absorp- tion unit or burner expressed in British thermal units input per hour. [B] BUILDING. Building shall mean any one- and two-family dwelling or portion thereof, including townhouses, that is used, or designed or intended to be used for human habitation, for liv- ing, sleeping, cooking or eating purposes, or any combination thereof, and shall include accessory structures thereto. BUILDING DRAIN. The lowest piping that collects the dis- charge from all other drainage piping inside the house and ex- tends 30 inches (762 mm) in developed length of pipe, beyond the exterior walls and conveys the drainage to the building sewer. BUILDING, EXISTING. Existing building is a building erected prior to the adoption of this code, or one for which a le- gal building permit has been issued. BUILDING LINE. The line established by law, beyond which a building shall not extend, except as specifically provided by law. [B] BUILDING OFFICIAL. The officer or other designated authority charged with the administration and enforcement of this code. BUILDING SEWER. That part of the drainage system that extends from the end of the building drain and conveys its dis- charge to a public sewer, private sewer, individual sew- age -disposal system or other point of disposal. BUILDING THERMAL ENVELOPE. The basement walls, exterior walls, floor, roof and any other building element that enclose conditioned spaces. BUILT-UP ROOF COVERING. Two or more layers of felt cemented together and surfaced with a cap sheet, mineral ag- gregate, smooth coating or similar surfacing material. CEILING HEIGHT. The clear vertical distance from the fin- ished floor to the finished ceiling. [B] CHIMNEY. A primary vertical structure containing one or more flues, for the purpose of carrying gaseous products of 20M INTERNATIONAL RESIDENTIAL CODE® 1994 UNIFORM BUILDING CODE 214-217 MASONRY is that form.of construction composed of stone, brick, concrete, gypsum, hollow - clay tile, concrete block or tile, glass block or other similar building units or materials or combina- tion of these materials laid up,unit by unit and set in mortar., MASONRY, SOLID, is masonry of solid units built without hollow spaces. MECHANICAL CODE is the Uniform Mechanical Code promulgated by the International Conference of Building Officials, as adopted by this jurisdiction. MEMBRANE PENETRATION FIRE STOP is a material, device or construction installed to resist; for a prescribed time`period, the passage of flame, heat and hot gases through openings in a protective membrane in order to accommodate cables, cable trays, conduit, tubing, pipes or similar items. MEZZANINE or MEZZANINE FLOOR' is an intermediate floor placed within a room. MOTEL shall mean hotel as defined in this code. MOTOR VEHICLE FUEL -DISPENSING STATION is that portion of a building where flammable or combustible liquids or gases used as motor fuels are stored and dispensed from•fixed equipment into the fuel tanks of motor vehicles.. SECTION 215 — N NONCOMBUSTIBLE as applied to building construction material means a material which, in the form in which it is used, is either one of the following: 1. Material of which no part will ignite and burn when subjected to fire. Any material conform- ing to U.B.C. Standard 2-1 shall be considered noncombustible within the meaning of this section. 2. Material having a structural base of noncombustible material as defined in Item 1 above, with a surfacing material not over 1/8 inch (3.2 mm) thick which has a flame -spread rating of 50 or less. "Noncombustible" does not apply to surface finish materials. Material required to be noncom- bustible for reduced clearances to flues, heating appliances or other sources of high temperature shall refer to material conforming to Item 1. No material shall be classed as noncombustible. which is subject to increase in combustibility or flame -spread rating, beyond the limits herein established, through the effects of age, moisture or other atmospheric condition. Flame -spread rating as used herein refers to rating obtained according to tests conducted as speci- fied in U.B.C. Standard 8-1. SECTION 216 — O OCCUPANCY is the purpose for which a building, or part thereof, is used orntended to be used. ORIEL WINDOW is a window which projects from the main line of an enclosing wall of a building and is carried -on brackets or corbels. OWNER is any person, agent, firm or corporation having a legal or equitable interest in the prop- erty. SECTION 217 — P ,N ®-�- PANIC HARDWARE. See Section 1001.2. PEDESTRIAN WALKWAY is a walkway used exclusively as a pedestrian trafficwa PENETRATION FIRE STOP is a through -penetration fire stop or a membrane -penetration fire stop. PERMIT is an official document or certificate issued by the building official authorizing per- formance of a specified activity. 1-19 Wa-iE� L.trv� +I � v N G7 L_ bb WA L t_ 4 @ 10 vG �/E2T_ � � I f✓I . � f• � �IEG-►ATI�/� Pool EMI E. RESU FEB - 6 2006 BUILDING DEPARTMENT CITY OF EDMONDS 0 CROSS SECTION "A" PAGE 01 f,. 02/27/�006 12:11 7097990� — %am INTEIM710NA1, CODE COUNCIE) People Helping People Build PRFOW HERBY L. SREER F.Rewtiva ftWor Bow. of construction Gem a Fire Sxrfery MitJtfgee Onpt, of Lobar 0 Emnonit: Growth 180WAY AttMW rW FWMEllz WALLY BAILEY, C.B.D. DirerteT, Devekpntem and Constntetlna rt, $i*&' ArBv=s MMRFTAHMEASURFR STEM L SHAFiRO. ut a. Director of Codes to i;prjjnM Hampton, trrgimL IMMfMATE PAST PRESIDENT FRANK P. RDDDE, JR, C.B.O., M.0 P. Qaector of BnAdute and ' Fire Cod" i9agHeedh>bno sb ffi arodha Emil M. atmw C.F.L. RN Wrshal M&AW11c Fh Protection Dir rr A 1067:L Alsmari JAMES L BAOTNtRS BI)ftb Director ilCCMlrr, A.(�hema Tenvu i L t:DB6. e.5.§. director, Dept. of Lodei Admir,41ration N»OPOWarfa'xan Goonry, rPmnrg9a JORK DARNALL, C,R 0. Aisistont D'tariM of Devmdr-mt Serrieas T mwerar, W.txhkb7tan M ILIAN L DUCK, JR_ C.6.0, Director, Depr, of InsprtliM end We cam*m Goo0a WRIJANi n. DUPLER a 002 Official Chettrrtipfd, trffgfttfa GERALD D: GERACL C.B.D. Chit( mahrms otticial sower CaUllty, colt) ado GRESJORNsaU Bolding Insprerar Saint Pao( A:omrrote JORN t Iainxim Bolding A Impntian Manmger Redwood z7y, C"g orris ABA fta L &yxw BvMng� Dtfleiai CW rwory, A&VWfp RAW& E. hTSIER, R.& Director, 6mdm of Gods Erdwcament and Adminutretion State of NOW York A60r. New rorh JAUTS T. RVAR. CAD. codex Afthlstr w vrt»Arrrd Per# Kaesar KM R. =OTT D*HV fire CW of Kom emany SS*ffe&AL CoMbfnFa ADOLF A. ZODIA F1rA rymf !V Cnxos Ate Mniten CNIFF FXINTrvE nFFtCEn JAMES E. WRY February 24, 2006 Mr. Jerry Gray Prestigious Pools Inc. 9330 .180 St.. SE Snohomish, WA 98296 0 s Chicago District onke 4051 w. Flr--Iiwwf Road a Cdnf-ry ClUU Hills, IL 60478-3795 U.S.A. Tel: +1 (708) 799-23()o , FRX; �i (708) 799,4981 Toll) Free: +1-838-1CC-SAFE (422-7n.1) . FEB 27 2006 BUILDING CDEPARTMENT ITV OF EDMONDS www.1es$afe,4rg RI✓: Section R312A.. and ikppendix G of the 2003International Residetftsai 'ode i Dear Mr. Grab This letter is in response to ;kola facsimilc of February 13, 2006, requesti.n.g a written interpretation regard&g the above referenced code section. As indicated in your request �hd accompanying details, the, issue concerns a pool which has a cascading water! feature (i,e., a vanishing edge p041}, The details indicate that a portion of the ;Tool Nval.l is designed to'let water cascade over this wall and down to a catch bA4in located more thad 30" below the upper water surface. This wall is.indicat6d to be 36" high above the walking surface of the pool and is approximately 2";thick at tb.e upper point. The issue, as I understand it, concerns the code requiter tlents for guards at this pool wall loc4tion. In accordance with Section k312. I, a 36" higb'g>u,,jrd i.s required where there is more than a 30" elevation cikangc between a walking surface and the floor or grade below. This condition &", ists between the bottom of the pool and the Iowcr catch basin. Thomfore. the i4odc requires that a guard be provided where the bottom of Lhe pool (walking %face) is adlaeent to the catch basin below. This guard is only required to be _3" above the 'pool walking surface (i.e., the bottom of the pool).' The proposed de6il indicates that the pool wall (at.thc catch basin) is 36" high. The proposed deign comp.Jies with the guard provisions &I Section R3I2.1. i Please note, the code would ribt consider the top of the pooh wall as a walking surface. Therefore, the height�bf the required guard would not be measured from the top of the wall in question; Although one could argue that a pe>rsc nn may be il)clined to sit up on the edge t fthe-wall, this argument could be applied to any. guard_ However, we would! t be remiss to not point out that there is still an inherent falling hazard assoc il ted with this concept. The pool users may not always be simply walking, thellyy could be swimming or floating on some sort of inflated devices.. The pool uq6,.. could be accidently or deliberately pushed or float over the upper wail and b-d injured on the catch basin. Your details must be carefully reviewed and approvid by the code official. OPY CIiY C Headquarters: 5203 I ccshnirg pike'. Suitc 6DO ■ Falls Ch»rch vA 22(M1_340_ [).SA. Tcl: +1 (703) 931. 533 ■ 1=ex: +1 (703) 379-1-W Toll Free: �1 SS-TCC-SAFE (4.22-7233) 02/27/20OG 12:11 7087990 PAGE 02 ;razz - People HeID-in-L, Prole Bua ild Sqfer 11'c►rlel— Chf-go Mqdct Mice 465? W Mos'sn'100T XnEld Country Chili Fills. IL 60478-5795 U.S.A. ("DR) 799-2300* , Fax: +1 (708) 799-4981 CODE COVINCU Toll Frca: +l-388-ICC-SAFE (422-7233) Vcbi-tiary 24, 2006 W-WJccSec.DT Page 2 This opinion is based on the information which you bave provided. We have made no independent efFort to verify the accuracy oryour submitted inforMIA11 10nor-liavo we conducted a review beyond the Scope of your qoestion. Aqthis-ji,3terp*rctatio,n4Rn . n.1yadvisory,pIc . ase con.sti.jt with the autIlority having.' wisdiction the c()cje officig, Gwry-L. clso'n, F.E. Senior StaffEiigrineer CTT-,N/tt c 5203 Leeslmirg Pike, Sultf, (,00 , Falk QNTUb, VA 22041-340,iU,&A. Tf- 1: , P 1 (-/n,3j 93 1 - 45-1; MIX: -' I (7,03i.179-1546 TnIf FIcc; -H (42-2.72:,I) Grou February 23, 2006 Northwest, Inc. City of Edmonds Attn: Ms. Jeannine Graf 121 5`h Avenue North Edmonds, WA 98020 Subject: Geotechnical Inspections - Final Fetter McCoy Pool/Spa 16510 - 76`h Avenue West Edmonds, WA Geotechnical Engineers, Geologists & Environmental Scientists Ref: 1. Report titled, "Geotechnical Evaluation, Proposed Pool - McCoy Residence, 16510 - 76`h Avenue West, Edmonds, WA," dated October 22, 2004, by GEO Group Northwest, Inc. Dear Ms. Graf: GEO Group Northwest, Inc., has completed the geotechnical inspections for the subject McCoy Pool/Spa. The geotechnical inspection items were satisfactorily completed in general conformance with the plans and specifications and in conformance with the referenced geotechnical report for the project. The following is a summary of the geotechnical inspection items: I Soil Bearing Verification: The' foundation subgrade soils for the pool and spa were acceptable for the 2,000 psf allowable design bearing capacity. 2. Structural Fill: The project did not require placement and compaction of structural fill soils. Concrete was used. 3. Drainage: A vertical drain mat was properly installed behind the pool walls to provide drainage. A 4-inch diameter perforated PVC drain pipe, bedded in drain rock, was properly installed at the base of the pool foundation. RECEIVED FFB 2 7 2006 DEVELOPMENT SERVICES CTR. 13240 NE 20th Street, Suite 10 • Bellevue, Washington 98005 CITY OF EDMONDS Phone 4251649-8757 • FAX 425/649-8758 6TREET Fiti: • 0 February 23, 2006 G-0080-1 Geotechnical Final Letter Page 2 McCoy Pool/Spa 4. Pin Piles: The Spa excavation exposed dense native soils acceptable for supporting the Spa. Pin piles below the Spa were planned for in the event the foundation subgrade soils consisted of fills or other unsuitable soils. Pin piles for the Spa were not needed. 5. Erosion Control: Temporary erosion control measures were satisfactory. Stockpiled soils were covered with plastic, straw mulch was used on exposed soils, and a silt fence was installed down - gradient. Final erosion control has not been completed. We understand that the final erosion control measures will be implemented after the weather improves and will consist of regrading the slope below the pool as recommended in our Field Report No. 4, using jute -matting to hold the soil, mulching, and planting ornamental plants. A copy of the geotechnical field reports for the project are enclosed for your records. Please call if you have any questions. Sincerely, GEO GROUP NORT WEST, INC. tiJNM C� coo (A) Wade J. Lassey En ineering Geologist 'O� Zo»4�p to SSI�NAL William Chang, P.E. EXPIRES: 2/19/ 019 Principal Attachment: Geotechnical Inspection Field Reports cc: Dr. Robert McCoy Mr. Jerry Gray, Prestigious Pools J. Stephen Peterson, Architect 4 0 O" W a s h i,) CO P�-sec1 Ge Wade J. L_ ssey RECEIVED FEB 2 7 2006 Geo Group Northwest, Inc. DEVELOPMENT CTR. CITY OF EDMONDS DAILY FIELD REPORT Group Northwest, Inc. Job # Date Page # Field Report # Geotechnical Engineers, Geologists, & G-0080-1 2/16/06 1 of 1 4 Environmental scientists Project: 13240 NE 20th Street, Ste 10 Bellevue, WA 98005 McCoy Pool - 16510 - 76th Ave. W Phone 425-649-8757 Fax 425-649-8758 Swimming Pool Permit #: 2005-0839 At the request of Mr. Jerry Gray of Prestigious Pools, Wade Lassey of Geo Group Northwest, Inc. visited the site to evaluate the landscaping slope in front of the pool. Landscaping Slope: The pool excavation soil is placed on the west side of the pool, creating a grade transistion down to the grass lawn area west of the house. The soil is currently covered with plastic tarps for temporary erosion control. The slope to be landscaped is generally steeper than 2H:1V(Horizontal:Vertical). To mitigate against sloughing we recommend that the slope be regraded so it has a maximum gradient of 2H:IV, and the soil should be compacted. For permanent erosion control we understand jute -netting will be placed on the slope and the slope will be mulched. The slope will be planted at a later time when the weather is more favorable. Temporary Erosion Control The temporary erosion control methods being employeed appeared to be satisfactory. Copy to: City of Edmonds McCoy Prestigious Pools RECEIVED FEB 2 7 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS on next page 0 0 DAILY FIELD REPORT Group Northwest, Inc. Job # Date Page # Field Report # Geotedrnical Engineers, Geologists, E G-0080-1 10/4/05 1 Of 1 3 Environmental Sciertists Project: 13240 NE 20th Street, Ste 10 Bellevue, WA 98005 McCoy Pool - 16510 - 76th Ave. W Phone 425-649-8757 Fax 425-649-8758 Swimming Pool Permit #: 2005-0839 At the request of Mr. Jerry Gray of Prestigious Pools, Wade Lassey of Geo Group Northwest, Inc. visited the site to verify that the subsurface drainage has been propoerty installed and to check the erosion control. Subsurface Drainage: The vertical drain mat and footing drains have been satisfactorly installed on the uphill side of the wing walls. Erosion Control The erosion control recommendations have been implemented and appears to be satisfactory. The following erosion control items are installed: a. Silt Fence: Gravel is installed along the base of the silt fence in the grass lawn area. b. Stockpiled soils: Are covered with plastic sheeting and secured. c. Temporary cut slopes: Are being covered with plastic as recommended. d. Exposed soils: Are mulched with straw. Copy to: City of Edmonds McCoy Prestigious Pools RECEIVED FEB 2 7 2006 IDEVELOCPMENT SERVICES CTR. OF EDMONDS I on next page Group Northwest, Inc. Geotefinical Engineers, Geologists, & Environmental Sciertis is 13240 NE 20th Street, Ste 10 Bellevue, WA 98005 Phone 425-649-8757 Fax 425-649-8758 DAILY FIELD REPORT Job # I Date I Page # Field Report # G-0080-1 9/28/05 10 1 2 Pool - 16510 - 76th Ave. W Swimming Pool Permit #: 2005-0839 At the request of Mr. Jerry Gray of Prestigious Pools, Wade Lassey of Geo Group Northwest, Inc. visited the site to verify suitable bearing soils, discuss drainage and wet weather site work. 1. Soil Bearing: Excavation of the pool area is complete and bearing soils were verified in the foundation footing areas of the pool and in the SPA area. 2. Elimination of Pipe Piles in SPA Area: It is acceptable to eliminate the pipe piles in the SPA area as a result of the presence of suitable bearing soils. 3. Footing Drains At our request, the drain mat and footing drains are to be installed on the uphill side of the wing walls. 4. Structural Fill Based on our discussions with Mr. Gray, structural fill below the pool area will consist of clean crushed rock. Crushed rock can not be compaction tested with a nuclear density meter, however we will inspect it to verify that it has been compacted. 5. Erosion Control For Wet Weather Extention In order to continue work past September 30, we recommend the following erosion control measures be implemented and maintained. a. Silt Fence: Install gravel along the base of the silt fence that is installed in the grass lawn area below the construction area. Runoff from the construction area will be filtered by the grass lawn. b. Stockpiled soils: Cover with plastic sheeting and secure with sand bags. c. Temporary cut slopes: Cover with plastic sheeting and secure with stakes and sand bags as was observed this morning during our site visit. d. Exposed soil: Mulch with straw. RECEIVED Copy to: City of Edmonds Prestigious Pools McCoy FEB 217 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS on next page Group Northwest, Inc. DAILY FIELD REPORT Job No. ( _ l Date Page No. [' I C ` Report No. �. Geotechnical Engineers, Geologists & Environmental Scientists 13240 NE 20th Street, Suite 12 Bellevue, WA 98005 Phone 425/649-8757 Fax 425/649-8758 Proje�ct Name &Location 1 L. ' In... A L j i -Q n '- Ed/.a'lo" S Permit No. aoo5 � 0�3� A. 4 ^ o k) J 0o 4� i A. 01 r-a,,T 44 1 IS 44 Ahdbc u-w rn;�Z'j (fa 1j 1 e-" " 1e�t ate." -0ti o 2 U3, - Poo L. F2EC IVED FEB 2 7 zoos DEVELOPMENT SERVICES CTR. - - Rh a.�rev7�,� j•n,n �of 5.�• � q,� 9 COPY TO: /��%, Gci,•A ❑ CONTINUED ON NEXT PAGE PAGE 01 02/27/2006, 12:11 "3 INTEW7701VA.L CODE Coca Cie, 70879903.10 • People .Helping People Build POPMENT KERRY k. G6EEH Faeoutive D'aacfar &neaa of Cansm,caon Codes a fire Safety Mlcftft OW. Df tabor & Economic Growth LmI4? ws{AemENT WALLY BAILEY, C.8.0. Dirneter, Davalopment and Constructlbn At. SMA; Arkeruaa W MARYITHEASURER STEVEN 1, EHAPIRD. GB-D. Director of Codes CeniNjin;ga Hampton, Uirpioth IMMFaATE'Pa9T PRESIDENT FRANK P. NDDOE, JFL, C.K.o., M.C.P. aaetor of Buitdna and Fire Codex ldi WhludlAbre .fta ct mft EDWIN M. EMU. C.F.L Fire,. M,rahal mrhwc Piro Pratection lyf eti k. belt !vlkwd JAMEs L DADTRCRS Budmhp 13froctor 2TUNW, A%home TERRINCi L. 11099, U.k Director, Dept. of Codes Admtn4tra8on NAsAvhWaW&an Corlriry, rcmnrxres JOAN DARNALL, C,A.O, Aiaistont Wilrtar of DeUNaitmmt Faryicas Tamwarer. W-*,1 i0000 LVItLIAM L DUCK. JA,, C.9,0. Director, Dept. of Insprrli "And Code Cakrmlxu, Gotupia WILGAm n, DUPLER 61tadnR official Cnretarivald, Irrrp1his GERALD D: GEOROP, Mo, Chiof Ruildino Official Boulder'N nty, Cordredo GBEOJOHN$DN 901dino Inspnrtnr Saint Pao{ W w"11 JDH01tLatDR2.4 Banding & Inspection Manager Redwood My, CaHfmnla AOALALBL LYAW Buildng. Dlfiolnl Clerk Caumy, NoLm f'o RONAAB E. Msr8R, RA. Director, Diviaton bf Coda Etdorcornent and Administration stato of Ntwv York Atbenr Aew York JAMES 7. nYAN, C.1140. Cadw AdminlenviT OwAmd Perk KensA,r KIEMI. SCOTT Duty Lira Chief of Kan Cntimy Bekercfald, Cerfemta ADOLF A. ZUDIA Fifra rhief IW 4reMM Now Mnrtrn CIIIEF Eximw npp?r.fn JAMES L. WM February 24, 2006 Mr. Jerry Gray Presti ious Pools Inc ■ Chicago District OHFce 4051 w. Plesmoof Road ■ Cdimffy Chili Iii119, IL 60478-5795 IJ.S.A- T0: +1 (709) 799-2300 ■ Fax. +1 MR) 799-4991 Toll) Free: +1-838-1CC-SAFE (422-7233) R ES U 92%yww.fcC5afg.olg FEB 27 2006 g 9330 180 St., SF, BUILDINGcITY OF EDNONDStdT Snohomish, WA 98296 j i� RE: Section R312.t and ikppendix G of the 2003International Residential Code .rear Mr. Gray: This -letter is in, response to,four facsimile of February 13, 2006, requesting a written interpretation regarding the above referenced code section. :i As dedicated i.n. your request &id accompanying details, the. issue concerns a pool which has a cascading water; feature (ix, a vanishing edge pool). The details indicate that a portion of the 10001 «rall is designed to let water cascade over this wall and down to a catch bA.�ln located more than 30" below the upper water surface. This wall is.indicat6d to be 36" high above the walking surface of the pool and is approximately 2": hick at the upper point. The.issue, as I un.dcrstand it, concerns the code requireiiients for guards at this pool wall loc-atio n. ' In accordance with Section k312.I., a 36" high -guard is rt;gWred where there ismore Vlan a 30" elevation clNang..c between a walking surface and the floor or grade below. This condition Exists between the bottom of the pool and the lower catch basin. Therefore, the wodc requires that a guard be provided where the bottom Of Lhe pool (walking 5iIxrface) is adjacent to the catch basin below. This guard is only required to be 36,, above thepool waIki.ng surface 0-c., the bottom of the pool). The proposed de6l indicates that the pool wall (at.the catch basin) is 36" high. The proposed deign complies with, the guard provisions i'z1 Section R312.1, I Please note, the code would. ribt cot3sid.cr the top of the pool wall as a walking stlrtace, Therefore, the height;tlf the required guard would not be measured from the top of the wall in questioril Although one could argue that a person may be inclined to sit up on the edge bf the wall, this argument could be applied to any. guard. Rowever, we wouldlbe remiss to not point out that there is still an inherent falling hazard assoc ted with this concept. The pool users may not always be simply walking, the: could be swimming or floating on some sort of inflated devices. The pool users could be accidently or deliberately pushed or iloat over the upper wall and b� injured on the catch basin. Your details must be carcfWJy reviewed and approvid by the code official. STREET FILE He-ldquarterst 5203 L=sfwrg Pikei. Suite S00 ■ Fallc Church. VA 22041.34(511.SA. Tel, +1 (703) 931' 533 ■ 7ax; +1 (703) 379.1546 Toll Free; .0118R-TCC-SAFE (4.22-7233) - - 2/ 27/ 2006 12:11 7087990310 PAGE 02 Will! ,Mk* NO elp.in ; Prop le Btcild a Stzc er Wo, ltl"' rhf-gp Dhitrict dfare 4()51 W. T'11)SS11100r Raed Conntrq C1ub Ni11s, IL 60479-5795 U.S.A. •i1NMNA770NAL Ttt: 1-1 (70R) 799-2300 - FAX: +1 (709) 709-4981 CODF COUNCIL" To11 Fire: +1-889-ICC-SAFE (422-7233) I"ebruary 24, 2006 page 2 This opin..i.on. is based on lb.e information which yntl b,,,we provided. We have made no independent e 'fortto verify il,ie a.cGlrracy oryour subinittecl .inform:za•tirnA 1)or.-11, �: we conducted a review beyond the sc:.ope of your que3tion. As tl-1,is-il,)te.rp1'ctatic,n•is c,n,ty ac1v1sc. ,-y, please consult tvitli tiie authority h.aving,ju.1isdicti.on, the code official'. Sit�ce:rely, G�ury Senior Staff•En.ginee r GL.N/i.t Rendgimrtem 5203.Lceshm-S 1'ilcc, Scii,rr. boo Fells 114teh, VA 72041-3401 U.S.A. 7 1r •r'I t✓(J.ij 931-4523 w 1 ;4'K.: 41 (7035379-1. 546 "ii,1i P�cc: fit-fixtj-ZiYr.SAF� �, (47,2.72i'1}. 9c] CASCAOE ING, LABORATORY; INC. TESTING 6 INSPECTION 1291 9 N.E. 1 26TH PLACE KIRKLANO: (425) 623-9600 SEATTLE: (206) 525-6700 KIRKLANO. WASHINGTON 96034 FAX: (425) 823-2203 EVERE-M (425) 259-061 7 February.2411', 21006 Cert No. 0510-01E Cit_v of Edmonds Building Department 121 5th Avenue N Edmonds, Washington 98020 Attention: Building Department Official Reference: McCoy Pool Project 16516 76"' Avenue W Permit No. 2005-0839 Building Official: This is to advise you that special inspections are completed for the above referenced project. 1. Reinforced concrete cast in place for miscellaneous footings in pool areas, west foundation walls and pool slabs 2. Shotcrete for retaining walls, footings and pool walls and slab 3. Epoxy anchors All work as inspected and reported conformed to Edmonds approved plans, specifications, Director's Rules, [IBC and related codes and/or verbal or written instructions from the Engineer of Record. Our last report is dated 02-09-06 and is report number 121952. Respectfully, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President IFIESUB. FEB 2 7 2006 BUILDING DEPARTMENT CITY OF EDMONDS STREET FILE 0 1 0 J. Stephen Peterson & Associates, P.S. A R C H I T E C T 18209 NE 175'n Place, Woodinville, WA. 98072 Phone/Fax 425-788-9434 JSParchitect@comcast.net www.NWarchitect.com February 6, 2006 To: The City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 Att: Jeannine L. Graf Building Official ESU RE: Plan Check # 04-267 McCoy Pool FEB Z006 16510 761h Ave. West Edmonds, WA 98026 BUILDING DEPARTMENT CITY OF EDMONDS Dear Mshf, This is a reply to your letter dated February 3, 2006. Proof of code equivalency for proposed Negative Edge Pool, "Guard" requirements. "Alternate Designs", submitted to the City of Edmonds, November 7, 2005. NEGATIVE EDGE POOL, NOT A "WALKING SURFACE" 1. A true Negative Edge Pool, 2" wide at the top, per Plan, Cross Section "A" & detail 1; Sheet A 2.1 and Elevations on'Sheet A-4 A. Definition of "GUARD", 2003 International Residential Code A building component or system of building components located near the open sides of elevated walking surfaces that minimizes the possibility of a fall from the walking surface to the lower level. ANSWERS: 1. Our negative edge "2" wide and not accessible from anywhere except from deep water inside the pool, is " Not a Walking Surface". No "Guard" is required. 2. Code Section R312, GUARDS Porches, balconies or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36" in height. Etc. Our negative edge of 2" width is not a "PORCH", "BALCONY" or "RAISED FLOOR", The code doesn't define porch or raised floor, but logically you must accept that a 2" wide edge is neither. The definition of a Balcony, Exterior an exterior floor projecting from and supported by a structure without additional independent supports, does not apply.EET Fi�E Page 2 The general contractor for the job, Jerry Gray faxed you his reply on February 1", 2006 adding that he had discussed this issue with other Building Officials. The following Building Officials agreed with Jerry Gray, that our negative edge pool design did not violate any code issues or need for any guard railing. I hope that you agree with these code interpretations and that we can proceed with your City's approval of our "Alternate Designs" as soon as possible. You are welcome to discuss this issue with the following Building Department Officials Please note that I have not personally spoken with any of these individuals. Jerry Gray gave me these name and his explanations of the conversations that they had. Snohomish County Building Department: Keith, Building Official (425) 388-3111 City of Bellevue Building Department Tom Miller, Building Official (425) 452-6851 City of Woodway Building Department Tom Phillips, Building Official (253) 630-9548 POOL TROUGH ISSUE Your second point in your letter dated February 3, 2006 asks for the architect to provide details to resolve the depth of the pool trough exceeding the allowed 24", or fence protection. ANSWER: Our drawing submittal as of November 7, 2005 provides you with this input. Please see Cross Section "A", sheet A 2.1. This shows the grate installed into a concrete trough with a Strongwell fiberglass grate 48" span. Located per plan change delta 6, dated 11-7-05. I have also included a copy of that detail, please see enclosed. I hope this addresses your concerns and that we can avoid any further delays in the process of this permit being finalized. It is not to your advantage or my clients to force the renewal of this permit. I hope that we can agree on these issues and successfully complete this project. Please call or email me a quick reply. Sincerely J. Stephen Peterson, President Project Architect cc: Client, Jerry Gray, Office File • DEFINITIONS Is [B] FLAME SPREAD INDEX. The numeric value assigned to a material tested in accordance with ASTM E 84. FLOOD -LEVEL RIM. The edge of the receptor or fixture from which water overflows. FLOOR DRAIN. A plumbing fixture for recess in the floor having a floor -level strainer intended for the purpose of the col- lection and disposal of waste water used in cleaning the floor and for the collection and disposal of accidental spillage to the floor. FLOOR FURNACE. A self-contained furnace suspended from the floor of the space being heated, taking air for combus- tion from outside such space, and with means for lighting the appliance from such space. FLOW PRESSURE. The static pressure reading in the water -supply pipe near the faucet or water outlet while the fau- cet or water outlet is open and flowing at capacity. FLUE. See "Vent." FLUE, APPLIANCE. The passages within an appliance through which combustion products pass from the combustion chamber to the flue collar. FLUE COLLAR. The portion of a fuel -burning appliance de- signed for the attachment of a draft hood, vent connector or venting system. FLUE GASES. Products of combustion plus excess air in ap- pliance flues or heat exchangers. FLUSH VALVE. A device located at the bottom of a flush tank that is operated to flush water closets. FLUSHOMETER TANK. A device integrated within an air accumulator vessel that is designed to discharge a predetermined quantity of water to fixtures for flushing pur- poses. FLUSHOMETER VALVE. A flushometer valve is a device that discharges a predetermined quantity of water to fixtures for flushing purposes and is actuated by direct water pressure. [B] FOAM PLASTIC INSULATION. A plastic that is inten- tionally expanded by the use of a foaming agent to produce a reduced -density plastic consisting open or closed cells distrib- uted throughout the plastic and that has a density less than 20 pounds per cubic foot (320 kg/m'). FUEL -PIPING SYSTEM. All piping, tubing, valves and fit- tings used to connect fuel utilization equipment to the point of fuel delivery. FULLWAY VALVE. A valve that in the full open position has an opening cross -sectional area equal to a minimum of 85 per- cent of the cross -sectional area of the connecting pipe. FURNACE. A vented heating appliance designed or arranged to discharge heated air into a conditioned space or through a duct or ducts. GLAZING AREA. The interior surface area of all glazed fen- estration, including the area of sash, curbing or other framing elements, that enclose conditioned space. Includes the area of glazed fenestration assemblies in walls bounding conditioned basements. GRADE. The finished ground level adjoining the building at all exterior walls. GRADE FLOOR OPENING. A window or other opening lo- cated such that the sill height of the opening is not more than 44 inches (1118 mm) above or below the finished ground level ad- jacent to the opening. GRADE, PIPING. See "Slope." [B] GRADE PLANE. A reference plane representing the aver- age of the finished ground level adjoining the building at all ex- terior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 ft (1829 mm) from the building between the structure and a point 6 ft (1829 mm) from the building. GROSS AREA OF EXTERIOR WALLS. The normal pro- jection of all exterior walls, including the area of all windows and doors installed therein. GROUND -SOURCE HEAT PUMP LOOP SYSTEM. Pip- ing buried in horizontal or vertical excavations or placed in a body of water for the purpose of transporting heat transfer liq- uid to and from a heat pump. Included in this definition are closed loop systems in which the liquid is recirculated and open loop systems in which the liquid is drawn from a well or other source. NOT S u PJF-7 GUARD. A building component or a system of building com- ponents located near the open sides of elevated walking sur- faces that minimizes the possibility of a fall from the walking s'u dace to the lower level. JBjlUBMAB E SPACE. A space in a building for living, sleeping, eating or cooking. Bathrooms, toilet rooms, closets, halls, storage or utility spaces and similar areas are not consid- ered habitable spaces. [B] HANDRAIL. A horizontal or sloping rail intended for grasping by the hand for guidance or support. HANGERS. See "Supports:' HAZARDOUS LOCATION. Any location considered to be a fire hazard for flammable vapors, dust, combustible fibers or other highly combustible substances. HEATING DEGREE DAYS (HDD). The sum, on an annual basis, of the difference between 65°F (18°C) and the mean tem- perature for each day as determined from "NOAA Annual De- gree Days to Selected Bases Derived from the 1960-1990 Normals" or other weather data sources acceptable to the code official. HEAT PUMP. An appliance having heating or heating/cooling capability and that uses refrigerants to extract heat from air, liq- uid or other sources. [B] HEIGHT, BUILDING. The vertical distance from grade plane to the average height of the highest roof surface. [B] HEIGHT, STORY. The vertical distance from top to top of two successive tiers of beams or finished floor surfaces; and, for the topmost story, from the top of the floor finish to the top of the ceiling joists or, where there is not a ceiling, to the top of the roof rafters. 14 2003 INTERNATIONAL RESIDENTIAL CODE® 1994 UNIFORM BUILDING CODE 214-217 MASONRY is that form of construction composed of stone, brick, concrete, gypsum, hollow - clay tile, concrete block or tile, glass block or other similar building units or materials or combina- tion of these materials laid up unit by unit and set in mortar.. MASONRY, SOLID, is masonry of solid units built without hollow spaces. MECHANICAL CODE is the Uniform _Mechanical Code promulgated by the International Conference of Building Officials, as adopted by this jurisdiction. MEMBRANE PENETRATION FIRE STOP is a material, device or construction installed to resist; for a prescribed time'period, the passage of flame, heat and hot gases through openings in a protectivemembrane in order to accommodate cables, cable trays, conduit, tubing, pipes or similar items. MEZZANINE or MEZZANINE FLOOR is an intermediate floor placed within a room. MOTEL shall mean hotel as defined in this code. MOTOR VEHICLE FUEL -DISPENSING STATION is that portion of a building where flammable or combustible liquids or gases used as motor fuels are stored and dispensed from -fixed equipment into the fuel tanks of motor vehicles. SECTION 215 — N NONCOMBUSTIBLE as applied to building construction material means a material which, in the form in which it is used, is either one of the following: 1. Material of which no part will ignite and bum when subjected to fire. Any material conform- ing to U.B.C. Standard 2-1 shall be considered noncombustible within the meaning of this section. 2. Material having a structural base of noncombustible material as defined in Item 1 above, with a surfacing material not over:1/g inch (3.2 mm) thick which has a flame -spread rating of 50 or less. "Noncombustible" does not apply to surface finish materials. Material required to be noncom- bustible for reduced clearances to flues, heating appliances or other sources of high temperature shall refer to material conforming to Item 1. No material shall be classed as noncombustible.which is subject to increase in combustibility or flame -spread rating, beyond the limits herein established, through the effects of age, moisture or other atmospheric condition. Flame -spread rating as used herein refers to rating obtained according to tests conducted as speci- fied in U.B.C. Standard 8-1. SECTION 216 — O : OCCUPANCY is the purpose for which a building, or part thereof, is used or -intended to be used. ORIEL WINDOW is a window which projects from the main line of an enclosing wall of'a building and is carried on brackets or corbels. OWNER is any person, agent, firm or corporation having a legal or equitable interest in the prop- erty. — SECTION-217 _ P-- PANIC HARDWARE. See Section 1001.2. PEDESTRIAN WALKWAY is a walkway used exclusively as a pedestrian trafficway_ PENETRATION FIRE STOP is a through -penetration fire stop or a membrane -penetration fire stop. ' PERMIT is an official document or certificate issued by the building official authorizing per- formance of a specified activity. 1-19 • DERNt110NS • position between two tightly closing shutoff valves and with means for testing for tightness of the checks and opening of relief means. BACKFLOW, WATER DISTRIBUTION. The flow of water or other liquids into the potable water -supply piping from any sources other than its intended source. Backsiphonage is one type of backflow. . BACKPRESSURE. Pressure created by any means in the wa- ter distribution system, which by being in excess of the pres- sure in the water supply mains causes a potential backflow condition. BACKPRESSURE, LOW HEAD. A pressure less than or equal to 4.33 psi (29.88 kPa) or the pressure exerted by a 10-foot (3048 mm) column of water. BACKSIPHONAGE.-The flowing back of used or contami- nated water from piping into a potable water -supply pipe due to a negative pressure in such pipe. BACKWATER VALVE. A device installed in a drain or pipe to revent backflow of sewage. f-�, [B] BALCONY, EXTERIOR. An exterior floor projecting from and supported by a structure without addition...... �al independ- ent supports. BALL COCK. A valve that is used inside a gravity -type water closet flush tank to control the supply of water into the tank. It may also be called a flush -tank fill valve or water control. [B] BASEMENT. That portion of a building that is partly or completely below grade (see "Story above grade"). BASEMENT WALL. The opaque portion of a wall that en- closes one side of a basement and has an average below grade wall area that is 50 percent or more of the total opaque and non -opaque area of that enclosing side. BASIC WIND, SPEED. Three -second gust speed at 33 feet (10 058 mm) above the ground in Exposure C (see Section R301.2.1) as given in Figure R301.2(4). BATHROOM GROUP. A group of fixtures, including or ex- cluding a bidet, consisting of a water closet, lavatory, and bath- tub or shower. Such fixtures are located together on the same floor level. BEND. A drainage fitting, designed to provide a change in di- rection of a drain pipe of less than the angle specified by the amount necessary to establish the desired slope of the line (see "Elbow" and "Sweep") BOILER. A self-contained appliance from which hot water is circulated for heating purposes and then returned to the boiler, and which operates at water pressures not exceeding 160 pounds per square inch gage (psig) (1102 kPa gage) and at wa- ter temperatures not exceeding.250°F (121°C). [B] BOND BEAM. A horizontal grouted element within ma- sonry in which reinforcement is embedded. [B] BRACED WALL LINE. A series of braced wall panels in a single story constructed in accordance with Section R602.10 for wood framing or Section R603.7 or R301.1.1 for cold -formed steel framing to resist racking from seismic and wind forces. [B] BRACED WALL PANEL. A section of a braced wall line constructed in accordance with Section R602.10 for wood framing or Section R603.7 or R301.1.1 for cold -formed steel framing, which extend the full height of the wall. BRANCH. Any part of the piping system other than a riser, main or stack. BRANCH, FIXTURE. See "Fixture branch, drainage." BRANCH, HORIZONTAL. See "Horizontal branch, drain- age: , BRANCH, INTERVAL. A distance along a soil or waste stack corresponding to a story height, but not less than 8 feet (2438 mm), within which the horizontal branches from one floor or story of a building are connected to the stack. BRANCH, MAIN. A water -distribution pipe that extends hor- izontally off a main or riser to convey water to branches or fix- ture groups. BRANCH, VENT. A vent connecting two or more individual vents with a vent stack or stack vent. BTU/H. The listed maximum capacity of an appliance, absorp- tion unit or burner expressed in British thermal units input per hour. [B] BUILDING. Building shall mean any one- and two-family dwelling or portion thereof, including townhouses, that is used, or designed or intended to be used for human habitation, for liv- ing, sleeping, cooking or eating purposes, or any combination thereof, and shall include accessory structures thereto. BUILDING DRAIN. The lowest piping that collects the dis- charge from all other drainage piping inside the house and ex- tends 30 inches (762 mm) in developed length of pipe, beyond the exterior walls and conveys the drainage to the building sewer. BUILDING, EXISTING. Existing building is a building erected prior to the adoption of this code, or one for which a le- gal building permit has been issued. BUILDING LINE. The line established by law, beyond which a building shall not extend, except as specifically provided by law. [B] BUILDING OFFICIAL. The officer or other designated authority charged with the administration and enforcement of this code. BUILDING SEWER. That part of the drainage system that extends from the end of the building drain and conveys its dis- charge to a public sewer, private sewer, individual sew- age -disposal system or other point of disposal. BUILDING THERMAL ENVELOPE. The basement walls, exterior walls, floor, roof and any other building element that enclose conditioned spaces. BUILT-UP ROOF COVERING. Two or more layers of felt cemented together and surfaced with a cap sheet, mineral ag- gregate, smooth coating or similar surfacing material. CEILING HEIGHT. The clear vertical distance from the fin- ished floor to the finished ceiling. [B] CHIMNEY. A primary vertical structure containing one or more flues, for the purpose of carrying gaseous products of 20M INTERNATIONAL RESIDENTIAL CODE® • 18 BUILDING PLANNING R311.5.63 Handrail grip size. All required handrails shall be of one of the following types or provide equiva- lent graspability. 1. Type I. Handrails with a circular cross section shall have an outside diameter of at least 11/4 inches (32 mm) and not greater than 2 inches (51 mm). If the handrail is not circular it shall have a perimeter di- mension of at least 4 inches (102 mm) and not greater than 61/4 inches (160 mm) with a maximum cross section of dimension of 21/4 inches(57 mm). 2. Type 11. Handrails with a perimeter greater than 61/4 inches (160 nun) shall provide a graspable finger re- cess area on both sides of the profile. The finger re- cess shall begin within a distance of 3/4 inch (19 mm) measured vertically from the tallest portion of the profile and achieve a depth of at least s/16 inch (8 min) within 7/8 inch (22 mm) below the widest por- tion of the profile. This required depth shall con- tinue for at least 3/8 inch (10 mm) to a level that is not less than 13/4 inches (45 mm) below the tallest por- tion of the profile. The minimum width of the hand- rail above the recess shall be 11/4 inches (32 mm) to a maximum of 23/4 inches (70 nun). Edges shall have a minimum radius of 0.01 inches (0.25 mm). R311.5.7 Illumination. All stairs shall be provided with il- lumination in accordance with Section R303.6. . R311.5.8 Special stairways. Circular stairways; spiral stairways, winders and bulkhead enclosure stairways shall comply with all requirements of Section R311.5 except as specified below. R311.5.8.1 Spiral stairways. Spiral stairways are per- mitted, provided the minimum width shall be 26 inches (660 min) with each tread having a 71/2-inches (190 min) minimum tread depth at 12 inches from the narrower edge. All treads shall be identical, and the rise shall be no more than 91/2 inches (241 mm). A minimum headroom of 6 feet 6 inches (1982 mm) shall be provided. R311.5.8.2 Bulkhead enclosure stairways. Stairways serving bulkhead enclosures, not part of the required building egress, providing access from the outside grade level to the basement shall be exempt from the require- ments of Sections R311.4.3 and R311.5 where the maxi- mum height from the basement finished floor level to grade adjacent to the stairway does not exceed 8 feet (2438 mm), and the grade level opening to the stairway is covered by a bulkhead enclosure with hinged doors or other approved means. R311.6 Ramps. R311.6.1 Maximum slope. Ramps shall have a maximum slope of one unit vertical in eight units horizontal (12.5-per- cent slope). R311.6.2 Landings required. A minimum 3-foot-by-3-foot (914 mm by 914 mm) landing shall be provided: 1. At the top and bottom of ramps, 2. Where doors open onto ramps, 3. Where ramps change direction. R311.6.3 Handrails required. Handrails shall be provided on at least one side of all ramps exceeding a slope of one unit vertical in 12 units horizontal (8.33-percent slope). R311.63.1 Height. Handrail height, measured above the finished surface of the ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.6.3.2 Handrail grip size. Handrails on ramps shall comply with Section R311.5.6.3. R311.633 Continuity. Handrails where required on ramps shall be continuous for the full length of the ramp. Handrail ends shall be returned or shall terminate in newel posts or safety terminals. Handrails adjacent to a wall shall have a space of not less than 1.5 inches (38 mm) between the wall and the handrails. SECTION R312 N D" GUARDS R312.1 Guards required. Porch, balconies or raises L surfaces located more than 30 inches (762 mm) above the floor or a below shall have guards not less than 36 inches (914 mm) in height. Open sides of stairs with a total rise of more than 30 inches (762 mm) above the floor or grade below shall have guards not less than 34 inches (864 mm) in height measured vertically from the nosing of the treads. Porches and decks which are enclosed with insect screening shall be provided with guards where the walking surface is lo- cated more than 30 inches (762 mm) above the floor or grade below. R312.2 Guard opening limitations. Required guards on open sides of stairways, raised floor areas, balconies and porches shall have intermediate rails or ornamental closures which do not allow passage of a sphere 4 inches (102mm) or more in di- ameter. Exceptions: 1. The triangular openings formed by the riser, tread and bottom rail of a guard at the open side of a stairway are permitted to be of such a.size that a sphere 6 inches (152 mm) cannot pass through. 2. Openings for required guards on the sides of stair treads shall not allow a sphere 4 3/8 inches (107 mm) to pass through. SECTION R313 SMOKE ALARMS [F] R313.1 Smoke alarms. Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vi- cinity of the bedrooms. 3. On each additional story of the dwelling, including base- ments but not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, 2003 INTERNATIONAL RESIDENTIAL CODE® 51 J. Stephen Peterson & Associates, P.S. �. A R C H I T E C T 18209 NE 175"' Place, Woodinville, WA. 98072 Phone/Fax 425.788-9434 JSParchitect@comcast.net www.NWarchitect.com November 7, 2005 �r To: The City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 Att: Jenny Readwin Permit Coordinator RE: Plan Check # 04-267 McCoy Pool 16510 76`h Ave. West Edmonds, WA 98026 Per your meeting with Pool Contractor Jerry Gray, the beginning of this week, we are asking for the following "Alternate Designs", to the approved permitted designs. 1. A true Negative Edge Pool, 2" wide at the top, per Plan, Cross Section "A" & detail 1; Sheet A 2.1 and Elevations on Sheet A-4 The code should allow this detail because the minimum depth of the pool at the Negative edge will be 48". No guard rail or fence need be provided. Code requires 36" depth to allow for this condition. Examples of permitted negative edge pools in the area are at: a. 4711 91" Ave. NE, Yarrow Point, WA b. 3532 207`h Street SE, Issaquah, WA 2. The lower "Catch Basin", thought 36" to 48" in depth will have a grate insert Per Cross Section, Sheet A-2.1, 24" below the top edge. This will make the Actual standing water depth only 24" for drowning safety and provide more than 6 feet of height to the main pool above, equaling the fence requirement. I hope this addresses your concerns as presented to this office by Jerry Gray. Please contact me directly if you have questions or concerns about this or other issues with this project. Sincerely J. Stephen Peterson Project Architect cc: Client, Jerry Gray, Office File mdm N01103 S SSOH O - - z I Jots � „� I � •b � CR �1� N Tfi�1-S -i dM v'1 if 7�a a-VLA� a • the 1890 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering February 3, 2006 Mr. Jerry Gray Prestigious Pools, Inc. 9330 1801h Street Souiheast Snohomish,` Washington 98296 VIA FACSIMILE RE: McCoy Negative Edge Pool @ 16510 761h Avenue West Request for Alternate Design on Swimming Pool Permit #2005-0839 Dear Mr. Gray, GARY HAAKENSON MAYOR In response to your February 1, 2006 faxed letter to my office regarding the McCoy swimming pool I have the following response: • At the November 1" 2005 meeting you verbally proposed that the interior pool wall should be considered the `guard' for fall protection for the negative edge pool. The fall to grade from the tapered pool edge varies from 6 feet to approximately 13 feet and the property owner does not want to provide a guardrail (guard). I specifically told you this proposal of alternate design must be from the architect of record—J. Stephen Peterson, AIA and be supplemented with proof of code equivalency. The alternate design request received on November 7, 2005 from Mr. Peterson was rejected because it lacked sufficient documentation and evidence of code equivalency, and as of this date no supplemental information has been received from his office. • At the November 1S1 2005, meeting it was explained to you that because the pool trough depth exceeded 24 inches, fence protection was required, which you agreed to do and show on the plans. Subsequent inquires by your office retracted this original agreement and you verbally proposed to place a grate on -top of the trough to prevent unwanted entry. You were specifically told this must be included in the Architect's alternate design request --as of this date my office has not received such request. On a sidenote I did agree to contact Building Officials through the WABO chatline to ascertain how many other jurisdictions have made similar alternate design approvals for fall protection of negative edge pools; I received two responses from the chat line but neither regarding alternate designs. Also, Town of Woodway, Building Official Tom Phillips does not recall installation of any negative edge pools within the Town. If you have written information from any jurisdiction of similar alternate design approval certainly add this to the future submittal. My office will make no further effort to supplement your submittal as that is the Architects' responsibility. • Incorporated August 11, 1890 • Sister City - Hekinan, Japan February 3, 2006 Mr. Gray Page Two Lastly,. the McCoy swimming pool permit expires on March 22, 2006—and may not be renewed pursuant to City code. If the permit expires the owner shall be required to submit for and obtain a new permit with all new permit fees to complete the work. I strongly suggest that you instruct Mr. Peterson to immediately supplement his alternate design request for the guard and trough. Furthermore, any work that you proceed on that involves any, aspect of the alternate design request is done at the property owners' risk. If you have any questions please feel free to contact my office at 425-771-0220. Sincerely, Jeannine L. Graf Building Official Cc: J. Stephen Peterson & Associates, PS Kyra McCoy REVURN ADDRESS: Illllillllllllll�IIIIII��fII�III�I�II11Nfl11111111 . y olF Edmonds, City Clerk 200510070098 5 FGS 12-•Sth Avenue North 10 - 07.2005 09 : 31 am $36.00 :F rtionds;-WA 98020 SNOHOMISH COUNTY. WASHINGTON •COVENANT OF NOTIFICATXON AND "EMNMCATIONIHOLD HARMLESS Reference #:'• T Grantor(s): (1) RA eat l%, c C aT �Z} Additional on pg. !_`rontnn/el• irlr i'nf F.d'mnndR Legal Description (abbre"ate�s 38C ✓ Twp ltn$. Qh' .01t=•' Lot S;� 'jBlock 0 97 0-00Piat M #4 d aK/ Aat9 (�:(1.�bOsl3t. oiZ:ooS EeAcN Assessor's Tax Faroe! ID s 0o CZ) Tax Parcel EN not yet assigned CITY OF -.I DMJDNDS APPROYEI7 FOWP&C4RDII�iG BY: — DATf'r, •.SAGE OF Under the review procedures estabUsbed pursuant'-46 the State Building Code, Incorporating amendments promulgated by the :C* . of Edmonds, and as a prerequisite to the issuance of a building permit for**,! co�strrrt tiap of s residential structure and attendant facilities, the undersigned OWNEIt3 of pepecfy do hereby covenant, sdpalate and promise as follows: 0 ft APPROVED FOR- RECORD O_ BY: DATE PAGE OF . � 1. Description of Subject )propeftv. This cnveerant of notifcatmII and Indeamification/Uld harmless relates to a tract of land at the street Address of '7 b to 4 e, , /I/ rinsert street address), Edmonds Snohomish County,Washingfon and legally described as: eaale Be4c 6LK 09Z� 0-00 Altiois S b if7 2. Notification and Covenant of Notif oti0o. The above referenced site (hereinafter "subject site") lies within an area Which has been identified by the City of Edmonds as having a potential for. earth subsidence or Iandslide hazard, The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are. contained In building permit fife number 0 4 -- 21 6 7 . (insert number) on file with the City of Edmonds. #uilding Departtmnt. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of CAPPR M POR RCOR DA0:ATEma . 01 jig; 6P the consultants in the coarse of permit lsgvance: The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements .and :conditions proposed by the CIWNERS' geotechni", engineer, geologist, architect and/or structural eia giro er arc hereoy incott iorated by reference from the contents of the file as filly as if herein set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest in the property is put on notice of the cAstemce of the content of the #de and the City urges review of its contents. The. fide may be reviewed during normal business hours or copes obtained at the Building department, City of Edmonds, 121 Sth Avenue North, Edmon ft Washington "020.. 3. Indemnification and401d Ii-armless The. undersigned OWNEl29 hereiiy'waive any and all liability associated with development, stating that they fiave fully .informed themselves of all risks associated with development of the .property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees arising from and out of such -development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnW and hold harmless the City of Edmonds, its officers, agents and employees from any loss, cjaitfit liability or damage of- any kind or nature to persons or properly either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permit(s) authorizing development of the site, or occurring or • ft "PROVED FOR RECO IN( BY' DATE- hAG OF-��.. arising out of any false, sDeatDipg, or inaccurate informs lorr Provided bk the OWNEM their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance iteouirement. In' addition to ar y botaclin which areacy be required during the course of development, the Community Services bii �rector s/lta$ not (stripe one) specifically required the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the figancial responsibilities established through the indemnification and hold harmless agreement ,above: 5: Covenant to Touch .and Cou0M the Land This covenant. of Qotitication and indemnineationlhold harmless touches and concerns the subject tract and shall run with the land, binding, obligating anchor inuring to the benefit of inturc ow hers, heirs, successors . and interests or any other person or entity .acquiring an interest ip Property, as their lnterest may appear. This provision shall not be interpreted to require a mo�rtpgor or lender to indemnify the City except to the extent of their 16s3 nor to obligate saich persons to mAitntain the insurance above required. "PRO4ED R RECORUQ�fDATE PAGE DONE this _ �XU . day of, OWNER(S) By; By: G L - By STATE OF WASHINGTON ) ss: COUNTY OF RU S h � I certffY that I know or have satisfactory evidenee that -10 signed this instrument and acknowledged it to be (his/for) free and voluntary act for the purposes mentioned in this, instrument. DATED this AS day of 'q6c� 40.T VUR1.1C My commission. expires: Da - 05.0,10 L--VMMF%"UU DJNGVKEAV0W1C0MANT HOLD HARMLESS AGREEMENT In exchange for the City of Edmonds granting a building permit for construction of a residential swimming pool on their property located at 16510 761h Avenue West, Edmonds, Washington, Robert McCoy and Kyra McCoy agree to indemnify and hold the City of Edmonds harmless for any damages directly caused by the granting of the aforesaid permit. As additional consideration for the granting of the permit, Robert McCoy and Kyra McCoy agree to provide the City with a recordable document stating that their successors, heirs, and future owners shall remove and dispose of the pool water by truck and shall not dispose of the water into the City of Edmonds maintained grinder pump located at said premises or other public conveyance. Robert McCoy and Kyra McCoy agree to indemnify and hold harmless the City of Edmonds for any damages for which the City may be liable arising out of the above -described disposal of pool water by truck caused solely by their negligence. Dated this �14day of 12005. Robert McCoy e� 1�a'A_4 Kyra oy .3 999999.2005/ 1230228.1 Prestigious Pools &. • Phone 360-668-5468 Fax 360-668-2938 Lyle Chrisman, 9330 180 St. SE Snohomish WA 98296 August 10, 2005 This is pertaining to our conversation and letter dated 7-U-05. Option # 1 would be expensive and hard to do. Option # 2 the homeowner does not want to take responsiblity for the grinder pump. As per our conversation the water will be pumped into trucks and disposed of at the Renton sewage plant. Spoke with Chris Tennon about this and he said they would except it. Sincerely, �" 4/ Jerry Gray AUJ 10 2005 BUILDING cITY OF EDMONDST August 2, 2004 City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, WA 98020 RE:CF1V5D AUG ® 3 2004 DEVELOPMENT ;e)3ViCES CTR CITY OF EDc1,ONl�S LANDAU ASSOCIATES Attn: Ms. Jeannine Graf MICROFILM RE: REVIEW OF MCCOY POOL UNDER ECDC 19.05 PROVISIONS 16510 70 AVENUE WEST EDMONDS, WASHINGTON Dear Ms. Graf: This letter provides our review comments related to the planned swimming pool and spa development at the McCoy residence at 16510 760' Avenue West. in the Meadowdale area. The site is within the current mapped area governed by the Edmonds Community Developmental Code (ECDC) Chapter 19.05 for "Earth Subsidence and Landslide Hazard Area." INFORMATION REVIEWED The packet of information provided to us for review included: • A May 2, 1991 Geo Consultants, Inc. (Geo Consultants) report that focused on a kitchen addition and yard leveling in the general vicinity of the planned swimming pool. • An ink -annotated site plan on a base plan by Group Four Inc. dated 3/24/04. The ink - annotations on this sheet are not clearly signed or dated. The annotations include some notes and approximate locations of swimming pool and spa features. • A sheet with "Standard Pool Details", by Structural Designs PLLC, stamped and signed on 2,123/04 by Carol L .Buckingham. GENERAL CONSISTENCY WITH ECDC 19.05 PROVISIONS Because of the nature of the planned site development (a swimming pool and spa) and the location of the site in the Meadowdale Ordinance area (in an area that has not previously failed), we are limiting our review to selected aspects of the ECDC 19.05 code provisions that could affect public safety on the subject property or other properties. We are not reviewing the pool application with respect to the complete list of submittal and geotechnical report requirements in the ECDC. ENVIRONMENTAL I GEOTECHNICAL I NATURAL RESOURCES 130 2nd Avenue South • Edmonds, WA 98020 • (425) 778-0907 • fax (425) 778b109 . www.landauinc.com SEATTLE • SPOKANE • TACOMA • PORTLAND We concur with the general statements made in the Geo Consultants report that the property is not in an area of previously failed materials and that the probability of landsliding occurring at the site is relatively low. However, the 1991 Geo Consultants report did not address the planned swimming pool, its potential affect on site stability, or other applicable soil design information for this pool. Furthermore, existing site explorations are not within the pool footprint and site grading may have resulted in an unknown thickness of fill being placed beneath the planned pool. The site plan does not clearly show proposed and current ground surface grade and rockery elevations near the planned pool. These grades could affect the success of the sprayed gunnite pool lining. None of the information provided shows or describes how the pool/spa will be drained and where pool/spa overflows are conveyed. In our opinion, it is not appropriate to discharge to the steep slope above the BNSF railroad grade west of the planned pool area. ADDITIONAL INFORMATION NEEDED Additional information should be provided prior to approval of the proposed McCoy swimming pool/spa development. This information is needed to determine if the swimming pool has been appropriately planned for the site conditions and the site location near an unstable area. Additional information needed includes the following: • An "updated" site map showing existing and proposed grades in swimming pool area and elevations of the swimming pool bottom and sides with respect to ground surface grades. • A site plan or description that shows how the pool and spa will be drained and the drain discharge location and overflow discharge location (if separate). • A statement from a geotechnical engineer confirming anticipated soil conditions and that the soil conditions assumed by the structural engineer for the pool design are appropriate. • A statement from the geotechnical engineer confirming or modifying the previous evaluation of the risk of slope instability on the subject property, and potentially affected properties, with respect to the planned swimming pool/ spa development. SUMMARY It is Landau Associates opinion that the McCoy swimming pool submittal does not need to satisfy all of the detailed requirements for site development stated in the ECDC 19.05. However, the submittal should be complete with respect to basic pool location and design and should explicitly identify the potential of the swimming pool to affect stability of the subject property and other properties. 08/02104 t\EdmdatalsharedocW74t125Vnccoy pod rev.doc 2 LANDAU ASSOCIATES We appreciate the opportunity to be of service to you on this review. Please call if you have any questions or if we may be of further service. LANDAU ASSOCIATES, INC. By: Deborah Ladd, P.E. Senior Engineer Dennis R. Stettler, P.E. Principal DL/DRS 100 �'f fo �dqu ram- �r���`✓- �„��-u as- 08/02/04\\Edmdata\sharedoc\074\125Vnccoy pod rev.doc 3 LANDAu ASSOCIATES 0 August 1, 2005 City of Edmonds Community Services Department 250 Fifth Avenue North Edmonds, Washington 98020 Attn: Ms. Marie Harrison LANDAU ASSOCIATES RECEIVED AUG - 2 2005 BUILDING DEPT. RE: REVIEW OF REVISED SUBMITTAL FOR MCCOY POOL UNDER ECDC 19.05 PROVISIONS 16510 76"H AVENUE WEST EDMONDS, WASHINGTON Dear Ms. Harrison: This letter provides our geotechnical engineering review comments related to the revised submittal for the planned swimming pool and spa development at the McCoy residence at 16510 76`h Avenue West in the Meadowdale area. Landau Associates had previously reviewed a submittal for this project and provided comments in a letter to the Cityof Edmonds dated August 2, 2004. Our review comments were provided relative to the requirements of the Edmonds Community Development Code (ECDC) Chapter 19.05 for "Earth Subsidence and Landslide Hazard Area." Our review comments address geotechnical issues and are not intended to provide a structural plan review. INFORMATION REVIEWED The original packet of information provided to us for review in 2004 included the following: • A May 2, 1991 Geo Consultants, Inc. (Geo Consultants) report that focused on a kitchen addition and yard leveling in the general vicinity of the planned swimming pool. • An ink -annotated site plan on a base plan by Group Four Inc. dated March 24, 2004. The ink annotations on this sheet are not clearly signed or dated. The annotations include some notes and approximate locations of swimming pool and spa features. • A sheet with "Standard Pool Details," by Structural Designs PLLC, stamped and signed on February 23, 2004 by Carol L. Buckingham. The revised submittal packet of information provided to us for review in July, 2005 included: • Four plan sheets by J. Stephen Peterson & Associates, with plan sheets A-1 and A-4 through revision No. 2 dated June 22, 2005 and sheets A-2 and A-3 through revision No. 3 dated July 1, 2005. eMRONMEMAL I GEOTECHNICAL I NATURAL RESOURCES 130 2nd Avenue South • Edmonds, WA 98020 • (425) 778-0907 • fax (425) 77&64M • www.landoLiinc.com SEATTLE • SPOKANE • TACOMA • PORTLAND • A letter from Geo Group Northwest, Inc. dated June 9, 2005 providing comments on the spa pile support and retaining wall design criteria. • Three pages of structural calculations prepared by Structural Designs, PLLC, dated June 30, 2005. REVIEW COMMENTS The revised plans address two of the four review comments provided in our August 2, 2004 review letter: 1) the plans provide more detail on the existing and proposed grades in the swimming pool area and the pool bottom and sides relative to the ground surface grades, and 2) provisions for drainage of the pool to the sanitary sewer are provided. Our August 2, 2004 letter also recommended that the geotechnical engineer provide additional information relative to the proposed pool design and construction. It was our opinion that this was appropriate because the geotechnical report prepared in 1991 and submitted in 2004 as a part of the review package for the proposed swimming pool addressed a proposed kitchen addition to the existing house rather than the currently proposed swimming pool and spa. Our recommendations for additional information from the geotechnical engineer, as contained in our August 2, 2004 letter, are repeated below: �,� • A statement from a geotechnical engineer confirming anticipated soil conditions and that the soil conditions assumed by the structural engineer for the pool design are appropriate. 01- �� v • A statement from the geotechnical engineer confirming or modifying the previous evaluation of the risk of slope instability on the subject property, and potentially affected properties, O with respect to the planned swimming pool/ spa development. The Geo Group Northwest letter dated June 9, 2005 does not address the above two points, but does provide specific recommendations for three issues related to the structural design: 1) spa support by driven pin piles, 2) lateral earth pressures for retaining walls, and 3) drainage recommendations for backfill behind retaining walls. In our brief review of the plan sheets, it appears that the structural engineer has included the recommendations for pin pile support of the spa and used the lateral earth pressures provided by the geotechnical engineer in the design. However, it does not appear that the recommendations for drainage behind retaining walls have been included in the design. We recommend that the geotechnical engineer provide a letter that addresses our original 2004 review comments and that the plans address the recommendations for drainage behind retaining walls as contained in the geotechnical engineer's June 9, 2005 letter. 8/1105 UEdmdataksharedoc%0741125Vnccoy pool final_Itr.doc 2 LANDAU ASSOCIATES We appreciate the opportunity to be of service to you on this review. Please call if you have any questions or if we may be of further service. LANDAU ASSOCIATES, INC. Dennis R. Stettler, P.E. Principal DRS/rgm 811/05X\Edmdata\.sharedod074\1251mocoy pool final_ltr.doc 3 LANDAU ASSOCIATES ical gineers, G Group Northwest, Inc • Geotechn& Environmental cientiists June 9, 2005 Ms. Carol Buckingham Structural Designs P.L.L.C. 10645 NE 44`' Street, Kirkland, WA 98033 Subject: SPA Pile Support and Retaining Wall Design Criteria McCoy Residence 16510 - 76`'' Avenue West Edmonds, WA Dear Ms.* Buckingham: G-0080-1 nestis SUN 22 2005 BUILDING, Clry OF �& j� DS NT Based.on our recent review of the plans for the McCoy Pool grid discussions with the pool contractor, the SPA on the east side of the pool is shown to be supported by the existing fill soils.. The condition of the fill soils is not known and to mitigate potential settlement it is recommended that the. SPA be supported on pipe piles. Otherwise, it will be necessary to characterize the soils below the SPA by drilling a test boring to determine if the SPA can be supported on a standard foundation system. Additionally, the east wall of the mechanical room on the north side of the pool and. the east wall of the deck crawl space on the south side of the pool should be designed as retaining walls. SPA SUPPORT If the SPA is to be pile supported, the pipe piles should extend below the.frll soils and'be driven to refusal into the competent dense native soils below the fill. The following allowable axial bearing capacities are provided for 2 inch and 3 inch pile diameters. The recommended refusal. criteria for typical pile hammers is also provided but may change based on the, equipment being - used to drive the piles. STREET FILE 13240 NE 20th Street, Suite 10, • Bellevue, Washington 98005 Phone 425/649-8757 • FAX 425/649-8758 June 9,2005 G-0080-1 Geotechnical Evaluation Page 2 . McCoy Pool Pipe Pile Pile Hammer Hammer Refusal Criteria Allowable Diameter Specification Size Type (Seconds Per Inch) Capacity 2-inch Schedule 80 90 lb Jackhammer 60 3 tons 2-inch Schedule 80 135 lb Teledyne TB 100 40 3 tons 3-inch Schedule 40 650 lb Teledyne TB225 16 6 tons By themselves, pipe piles do not generate lateral capacities. We recommend the pile caps be laterally tied together. It is our opinion that `galvanized' pipe. is not required as corrosive conditions are not anticipated. RETAINING WALLS Both the east wall of the mechanical room located on the north side of the pool and the east wall of the crawl space below the deck on the. south side of the pool should be designed as retaining walls. Based on the drawings, the subject walls will retain about 8 feet +/- of soil. Walls restrained horizontally on top are considered unyielding and should be designed for a lateral soil pressure under the at -rest condition; while conventional reinforced concrete walls free to rotate on top should be designed for an active lateral soil pressure. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of 35 pcf for level backfill above the wall. At -Rest Earth Pressure If the wall is horizontally supported horizontally by the deck slab the wall should be considered unyielding and designed for lateral soil pressure under the at -rest condition. The design lateral soil pressure should have an equivalent fluid pressure of 45 pcf for level ground behind unyielding walls. Planter and other loads, if applicable, should be considered in addition to the above soil pressures. For the fill soils we recommend using a passive earth pressure of 300 pcf equivalent fluid weight and a base coefficient of friction of 0.30. Geo Group Northwest, Inc. 0 • June 9, 2005 Geotechnical Evaluation McCoy Pool G-0080-1 Page 3 The walls should be drained if the walls are not designed to resist hydrostatic forces. It is recommended that a minimum of 12 inches of free draining granular material (less than 5 percent fines) be installed behind the walls or a vertical drain mat (such as Miradrain 6000, or equal) be installed behind the walls to facilitate drainage. A 4 inch PVC perforated drain pipe (footing drain) bedded in drain rock may be installed at the base of the walls, however very little water is anticipated to be collected behind the wall. It would be acceptable to install an 8 inch thick layer of clean 1 to 2 inch crushed rock below the walls, provided the vertical drain mat interconnects into the rock and the rock drains. Further discussion with the City of Edmonds may be required to determine if using the rock and omitting the drain pipe is acceptable. Please contact us if you have any questions, or if we can be of further assistance. Sincerely, GEO.GROUP NORTHWEST, INC. Wade J. Lassey Engineering Geologist William Chang, P.E. Principal cc: Dr. Robert McCoy - Owner Mr. Steven Peterson - Architect Mr. Jerry Gray - Pool contractor Geo Group Northwest, Inc. washi 0 1116 gsed Geo�o Wade J. Lassey G' .i' Geotechnical Engineers, Geologists Group Northwest, Inc. & Environmental Scientists February 25, 2005 J. Stephen Peterson 18209 NE 175`' Place Woodinville, WA 98072 G-0080-1 RECEIVED MAR 17 2005 Subject: Proposed Pool/Spa - McCoy Residence 16510 - 76`� Avenue West PERMIT COUNTER Edmonds, WA Ref: 1. Letter titled, "Review of McCoy Pool Under ECDC 19.05 Provisions," dated August 2, 2004, by Landau Associates. 2. Drawings reviewed (dated 2-18-05): A-1 Site Plan & Notes A-2 Pool & Decks Plan, Structural Sections A-3 Foundation Plan & Details A-4 Exterior Elevations 3. Report titled, "Geotechnical Evaluation, Proposed Pool - McCoy Residence, 16510 - 76' Avenue West, Edmonds, WA," dated October 22, 2004, by Geo Group Northwest, Inc. 4. Report titled, "Geotechnical Engineering Study, Kitchen Addition and Backyard Leveling, Dr. and Mrs. Robert McCoy Residence, 16510 - 76`h Avenue West, Edmonds, Washington," dated May 2, 1991, by Geo Consultants, Inc. Dear Mr. Peterson: At your request Geo Group Northwest, Inc., has prepared the following to address the. information requested by the City of Edmonds for the construction of the proposed McCoy pool. g7'REET FILE 13240 NE 20th Street, Suite 10 • Bellevue, Washington 98005 Phone 4251649-8757 • FAX 425/649-8758 February 25, 2005 Geotechnical Evaluation McCoy Pool G-0080-1 Page 2 1. Statement from the geotechnical engineer confirming anticipated soil conditions and that the soil conditions assumed by the structural engineer for the pool design are appropriate. Response: Based on the findings of the subsurface explorations conducted at the site, we anticipate the soil conditions in the proposed pool area on the west side of the house will consist of a variable thickness of fill soil underlain by about 3 feet of weathered till, underlain by dense glacial till. Based on our review of the referenced project drawings, the soil conditions assumed by the structural engineer for the pool design are appropriate. Suitable bearing soils for supporting the foundation should be confirmed by the geotechnical engineer at the time of construction. Overexcavation and deepening of the foundation footings may be required, as noted on the structural plans. 2. Statement from geotechnical engineer confirming or modifying the previous evaluation of the risk of slope instability on the subject property, and potentially affected properties, with respect to the planned swimming pool/spa development. Response: It is our opinion that there is a very low risk of slope instability as a result of the construction of the swimming pool/spa. We find no significant risk of increasing instability to the McCoy property or the adjacent properties, provided water from the pool/spa is not discharged onto or above the steep slope west of house. It is our opinion that our site stability evaluation in the May 1991 report is still applicable. In our May 1991 report, we reviewed the City of Edmonds' landslide hazard map and it was determined that the risk of deep-seated slides occurring on the site was very low. The small slide on the steep slope west of the property was a shallow, debris slide associated with slope recession of the steep glacial till slope above the BNR tracks. The soils on the slope consist of dense glacial till soil. Weathering loosens the surficial soils and small debris flow may occur. This is a slow natural process; and with the 150 foot setback of the house from the top of the slope, it was our opinion that this natural process should pose no hazard to the house during its lifetime. The pool setback from the top of the slope is about 110 feet and it is our opinion that the pool/spa setback is also adequate. Geo Group Northwest, Inc. I February 25, 2005 Geotechnical Evaluation McCoy Pool G-0080-1 Page 3 Geotechnical Declaration and Statement of Risk In our judgment the plans and specifications prepared by the structural engineer conform to the recommendations in the geotechnical report and, the risk of damage to the proposed pool/spa, or to adjacent properties, from soil instability will be minimal, subject to the conditions set forth in the report, and the proposed pool/spa will not increase the potential for soil movement and, we concur with the Landslide Hazard Map by Geo Engineers, that there is a 2 percent statistical probability of earth movement within a 25 year period based on the site conditions and the proposed addition of the pool/spa will not increase the slide probability provided water from the pool/spa is not allowed to be discharged above or on the steep slope to the west. Please contact us if you have any questions, or if we can be of further assistance. Sincerely, GEO GROUP NORTHWEST, INC. 14e*4- � Wade J. Lassey Engineering Geologist William Chang, P.E. Principal Attachments: Map of Meadowdale Landslide Area cc: Dr. Robert McCoy & Mr. Jerry Gray Geo Group Northwest, Inc. 0os washi���o y 1� mginew+ne ceoft*t 1116 �y sed Geo°4s Wade J. Lassev 4. f Re# e - tgure 5. Landslide Hazard Map, from `-inal Re / Pam.. Landslide Hazards psi fiCQ 'Meabowdaie Area, E—dtnonas, WashinGr w6 by. Roger Lowe Associates,. ire., October- 16, z 978 ' i J - tt 0 100 200 .300 400 500 ^' IN F__ SCALE / - _ L._ FEET Contour interval 5 • A! 1. Original Percentage of Landslide Hazard Risk = 2% 2. Revised Percentage of Landslide Hazard Risk = 2% (no change) 3. Projected Landslide Hazard Risk 2 2 �� <�ii•t,,� � �- 1. 0j mom .'; ogineers Inc. _. v'•+c .w.t , `-7�x` -•,>� ? i � —o .b, e. •' l�e...��FQ . „� i. F _> _ . _1t� �'aV�-gl'� �?i� v �� �t�G. [c_R 1,%�.�/�i_ y ���•`.1 `." _� .[ � � N�T.. i Structuraltesions P.LL.C. i o645 NE 4e Street KirWand, WA 98033 phone(425)S76-oio6 fax1425)827-3829 email strdesiens@msn.com RECEIVED February 28, 2005 MAR 17 2005 J. Stephen Peterson J. Stephen Peterson & Associates, P.S. PERMIT COUNTER 18209 NE 1751h Place Woodinville, WA 98072 Re: McCoy Pool Design and Structural Engineering 16510 76`h Avenue West Edmonds, WA 98026 E T Plan Review No. 04-267 UH FILE Dear Mr. Peterson: This letter is in response to your February 18, 2005 letter and the attached information from the City of Edmonds in regards to the McCoy Pool design. The City of Edmonds has requested that the structural engineer submit a statement. This letter is intended to address that requirement. We have reviewed the original report dated October 22, 2004 from Geo Group Northwest, Inc. that discussed the geotechnical evaluation for the project. We understood its recommendations and have incorporated those recommendations into the structural design for the project. The report we reviewed does not address the risks or likelihood of slides on the site, so this has not been addressed in either the design or with discussions with the homeowner. The reviewed report was preliminary, and may be updated by the geotechnical engineer once they have reviewed the finalized design to include this slide information. We would need to review any such updated report. If the geotechnical engineer feels that there are risks of loss or damage due to slides, they should communicate those dangers to the homeowners directly. As they are the design professional responsible for that portion of the work, they are the best informed about the implications of their findings and recommendations. If you have any questions or would like to discuss any of these items further, please feel free to call me. Sincerely, STRUCTURAL DESIGNS P.L.L.C. Carol Buckingham, P.E. Manager Structural Ltsins P.LLG. 0 i o645 NE 44e Street Kirhfand, WA 98033 Phone (425) S 76-o i o6 fax (425) 827-3829 ema& strdesigns@msn.com February 28, 2005 J. Stephen Peterson J. Stephen Peterson & Associates, P.S. 18209 NE 1751h Place Woodinville, WA 98072 Re: McCoy Pool Design and Structural Engineering 16510 76`h Avenue West Edmonds, WA 98026 Plan Review No. 04-267 Dear Mr. Peterson: RECEIVED PEAR 172,505 PERMIT COUNTER This letter is in response to your February 18, 2005 letter and the attached information from the City of Edmonds in regards to the McCoy Pool design. The City of Edmonds has requested that the structural engineer submit a statement. This letter is intended to address that requirement. We have reviewed the original report dated October 22, 2004 from Geo Group Northwest, Inc. that discussed the geotechnical evaluation for the project. We understood its recommendations and have incorporated those recommendations into the structural design for the project. The report we reviewed does not address the risks or likelihood of slides on the site, so this has not been addressed in either the design or with discussions with the homeowner. The reviewed report was preliminary, and may be updated by the geotechnical engineer once they have reviewed the finalized design to include this slide information. We would need to review any such updated report. If the geotechnical engineer feels that there are risks of loss or damage due to slides, they should communicate those dangers to the homeowners directly. As they are the design professional responsible for that portion of the work, they are the best informed about the implications of their findings and recommendations. If you have any questions or would like to discuss any of these items further, please feel free to call me. Sincerely, STRUCTURAL DESIGNS P.L.L.C. C"� Rd40-l'u Carol Buckingham, P.E. Manager N B UC� OV WAS tir c� G'� A" To: City of Edmonds From: Robert and Kyra McCoy 16510 76th Ave W Edmonds, WA 98026 February 21.2005 - - _- The accuracy of all permit submittalinformation is warranted -by Robert and Kyra -- -- McCoy in a form which relieves the City and its staff from any liability associated with reliance on such permit application submittals. While an application may reference the reports of prior public consultants to the City, all conclusions shall be those of Robert and Kyra McCoy and our design professionals. Robert and Kyra McCoy understand and accept the risk of developing in an area with potential unstable soils and will advise, in writing, any prospective purchasers of the site, or any prospective lessees of structures on the site, of the slide potential of the area. Robert H McCoy Kyra D McCoy ------ RECEIVED ��1 `00 MAR 17 2005 PERMIT COUNTER ***************-COMM.AL- ******************* DATE SEP-08-2*** TIME 17:57 *** P.01 MODE = MEMORY TRANSMISSION START=SEP-08 17:56 END=SEP-08 17:57 I FILE NO.= 003 STN NO. COM ABER NO. STATION NAME/TEL.NO. PAGES DURATION 001 OK <07> PUBLIC WKS 004/004 00:01'07" ED�o City of Edmonds v w Development Services Department A Engineering Division 121 Fifth Avenue North, Second Floor Edmonds, WA 98020 foc t g90 Phone: 425.771.0220 Fax: 425.672-5750 XCOVER PAGE To: 9611 t/ From. Engineering Division Date Transmitted: Recl lent's Fax No: No. of Pages: T (Including cover page.) If there are any problems during transmission or documents are received incomplete, please call 425.771.0220 and ask for: Subject: MG (vSlO 7�itrA�E W �C allTIM 'LSD .� iJ _ vt'a.. ...�. �: _ �?�7!.. �/ [L ®R NOW C; =ff*hW aW 861W42kCunbW, DWW6?dAForm8%Q9rwMF&k0(42.D0C • iw Date: To: From: Subject: MEMORANDUM 30 Aug 05 File Lyle Chrisman, Engineering Program Manager McCoy pool at 16510 761h Ave W During Landau and Associates review of the Geo-Tech recommendation to place a rock filled trench below/around the proposed pool to pick up ground water, Landau suggested a perf pipe be installed in the rock filled trench. I asked the pool contractor where the perf pipe would drain to and he said he didn't know. I called Dennis from Landau and discussed the issue of the drain pipe and where it should drain, since there are no conveyances in the area. Dennis stated that since this house was just outside the landslide hazard area, it could just be daylighted. I asked if rip rap were needed at the outfall and he believed there would be little to no water that came out of the pipe, rip rap really wouldn't be necessary. The builder could either extend the trench drain and let if filter out or he could daylight the pipe onto the ground. I contacted the pool contractor and informed him he needed to show the location of the perf pipe and where it went once it was outside the pool foundation. It is our position to have the pool contractor extend the rock filled trench and let the water just perc into the ground and daylight. City of Edmonds V:\dvrw\bldg\04-267 mccoy pool mem.DOC th CITY CLEF • CIVIC CENTER EDMONDS. WA 08020 COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HARMLESS Under the review procedures established pursuant to the State Building. Code, ..incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of a building permit for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise as follows: 1. Description o v_b,jact Property. Th:l r co enan t Cif notification and indemnification/hold harmless relates to a.tract of land at the street address of �VSio �GI�v�- W (insert street address); Edmonds, Snohomish County, Washington and legally described as: L>= L � (V- T IOtA 4 TAX I.p, �-ra -T 111 o TS _" a Act i.IL�T A� Wes.R1p� h-1 QutT a -A" UCEO Qr-ccQ > 0 UND>=Q :.*NO - ALL OF -1-0Ts D, (0, ''-7, OLOCX 97. r'�_ H(XIISH COUNTY AUD"OQ1 g FtL'E N0. 771209a257j QhLE P.oKH Ao PLR_ FL-.T 52FCOc4::C-D M ,L% cj 'Tt1Cl10E 'NOi2T HZq�iEQ{-�( ALOtiC� �✓-itD h(EST LINE OP f4-A%T'_S, PACM 31B, QECORC6 OF .Et4W0t-Jt,y4 OF. 75 L Q1-ALE IJl:----r 10 -1HE IN'TP2ZA-<= ION OF COUN-tY, AND VACATED SCRE'C-r Ti1E VA=TCRL`( P2010NCLATION OF THE NORTH '2F-:TWEEnA TRACT RO ANo 1!:A1j.i 15t-C V. 4-7 i .LtNE. OF Py.1D ),Crr B h-IITH THE 'SAtO IhIT-ST =TOa4r_T+ty j1ITM -T1{AT S0QTTOt,1 OP VKAT�D $.q- L11-1E crP '1S Lrt Vl-AGE TNkv.-xE N09' ",51ZV-- AVgf tUE ArN_V<FNT WL,.sT cF Og1D 0?'OS" W AL >-t(n SAtD PROLONCc^TIgd aF THE. S,. (D, 4 -7, rl ICOMPOCJS3E C sY THE PRO- 1,402TH LttJQ CIF eAkD 4- T 5 TO -r +F- 4'171wrT OT- JrICTtO" OF 15a ATH I-iNe OF 4-OT T AND Tt1E R02TM � t�T01 hAtJINCD. 4_44TFE OF "t_ ^cD' L.OT 9 ; B FGV57 ' TNAT -F�710.4 TEE- -rA 4 1. D. b%16%- 001-7 - 006 - 0002 sc%2%eOo AS wLwl is EECDI1.Amt"C0 AT Tr11C i4o nt1- V%1c=T COe4)-2 Or 84,11D LOT 9, -i1eNCE KCR-0-a . 05" W. Al-ONCo TiiE N0(21+1 .LINE OF =-llD I.Ot S A =t IrAt-1 r= OF ItU. b3 T=UI=T' THEt lCE 5,0_A3' 20' Mt, 46.2t PIe-rT'•t T+ILt ACE A559' O>A- Il "E!, 58.,T9 FAT . THEMAGE (0l'�1�1 4ls" E, ®T. efi FP'ET -TO . THE . 2. Notification and Covenant of Notification. The above referenced site (hereinafter "subject site") lies within an area which has been identified by the City of Edmonds as having a potential for earth subsidence or landslide hazard. The .risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of WSS52079A/0006.040.034 -1- BUILDING WSS/klt 02/08/90 FEB 9 - 1990 7 the risks associated with development are contained in building permit file number f /t%�J (insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of the consultants in the course .of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements .and conditions proposed by the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest.in the property is put on notice of the existence of the content of the file and -the City urges review of its contents. The file may be reviewed during normal business hours or copies obtained at the Planning Department, City of Edmonds, 505 Bell Street, Edmonds, Washington 98020. 3. Indemnification and Hold Harmless. The undersigned OWNERS hereby waive any and all liability associated with development, stating that they have fully informed themselves of all risks associated with development of the property and do:,. therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees WSS52079A/0006-.040.034 WSS/klt 02/08/90 -2- vac.2463PAGE2427 .0 0 arising from and out of such development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permit(s) authorizing development of the site, or'occurring or arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance Requirement. In addition to any bonding which may be required during the course of development,. the Community Services Director has/has not (strike one) specifically required. the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: �:�. If/? (insert insurance requirements and time period, if any --if no insurance required, so state.] WSS52079A/0006.040.034 WSS/klt 02/08/90 -3- VOL.2463PAu2428 S. Covenant to Touch and Concern the .Land. This covenant of notification and indemnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners, heirs, successors and interests or any other person or entity acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. DONE this E— day of �Un , 190. OWNERS) By: xtcu By. By: STATE OF WASHINGTON ) ) ss: COUNTY OFIQla 15d ) I certify that I know or have satisfactory evidence that �' signed this instrument and acknowledged WSS52079A/0006.040.034 -4- WSS/klt 02/08/90 VOL.2463PAGE2429 %a1 11.11, Ce,n. ^ ^ it to be is/ er) free and voluntary act for the purposes mentioned in this instrument. DATED this o� day of KA& , 1991. 011�J,4.4,4z A 1� ",-4,/ d J, NO=TUBLIC " My commission expir . STATE OF WASHINGTON ) r ) ss: COUNTY OF�� I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be- (his/her) free and voluntary act for the purposes mentioned in this instrument. ;'' i DATED this day of 199Z. ,1 � TAR PUBLIC �iy commission expires.: - v STATE OF WASHINGTON ) ) ss: COUNTY OF ) I certify that I know or have satisfactory evidence that stated that signed this instrument, on oath . (he/she) was authorized to execute the instrument and acknowledged it as the of (title) (name of party on behalf of whom instrument was executed) to be the free and voluntary act of such party for he':uses and purposes mentioned in this instrument. ,.= t,0ATED this day of 199_. NOTARY PUBLIC 4 My commission expires: WSS§�079X/0006.040.034 -5- WSS/klt 02/08/90 2463PAGE 2430 41� �� j Rake Per Ft. From Ground Level 2- Traffic Safety Feature Break --off flange, break off nuts and bolts III I Gate Valve Restrained joints or tie rods o. c +05, 18•1x18"x4"Conc. Blk. UNDISTURBED EARTH 1/2 CU. YD. WASHED 1-1/2" Minus Pock NOTES: -111� Cast Iron Adjustable Valve Box Tee with flanged connection for hydrant valve. Flanged connection HYDRANT CONNECTION PIPE TO BE DUCTILE IRON CLASS 52 ANY INTERMEDIATE JOINTS TO BE RESTRAINED 1. Hydrants and all materials to be City of Edmonds approved. 2. If hydrant rises through concrete, use expansion strip around hydrant barrel. In addition, the installation of the hydrant on private property shall equal or exceed standards set `orth for the installation of public fire hydrants in the City of Edmonds. 3. Provide for vehicular traffic protection when necessary. 4. Steamer port to be facing street or roadway for fire engine access. 5. Break -off flange to be 2" above ground level or other Finished grade. E D M O N D S ENGINEERING STANDARD 0ETIYISION. AILS IRE HYDRANT ASSEMBLY SC:L_: N.T.S. 2 LNG .NC i� STREET SLING ILIND FLANGE CAPPED CROSS 90a BEND THRUST BLOCK - TABLE Min. Bearing Area Against Undisturbed Soil Square Feet Hin. Dist. Siie A(ft?) B(ft.2) C(ft?) 0(ft?) E(ft?) b (ft) d (ft) 4" 3 1 1 1 1 1 0.5 6" 4 4 2 1 1 1 0.5. 8" 7 6 4 2 1 1.3 0.7 10" 11 10 6 3 2 1. 6 0.9 12 16 14 9 5 3 1.9 ' 1.1 16" 29 25 16 8 4 2.6 L.4 Notes: 1. Bearing area of concrete thrust -block based on 200 psi pressure and safe soil bearing load of 2.000 rounds per square foot. 2. Areas must be adjusted for other pipe sizes, pressures and soil conditions. 3. Concrete blocking shall be cast in place and I a miniarim of 1/4 square foot bearing against the fitting. 4. Block shall bear .against fittings only and shall be clear of joints to permit taking up Of dismantling of joint. 5. Contractor shall install blocking adequate to withstand full test pressure as well as to continuously withstand operation pressure under all conditions of service. G. alocking may be reduced with use of restrained joints adjncent to fittings. Ifl TEE b B CAP 45° BEND D 221/20 BEND .E 1 d 111/4° BEND uG TEE BLIND FLANGE OR SMALLER 512E CROSS � CITY OF E D M O N D S ENGINEERNG DIVISIoN REVISIONS STANDARD DETAILS CONCRETE BLOCKING owrE: SCAB_: N.TS. ICN G. vc : Group 'Northwest, Inc Geoteehnical Engineers, Geologists & Environmental Scientists March 24, 1995 )��k Ms. Jeannine Graf Building Official City of Edmonds 250 - 5th Avenue North Edmonds, WA 98020 a Subject: Geotechnicai Evaluation Garage_ Addition McCoy _Residence 16510 - 76th Avenue, West-. Edmonds, Washington Dear Ms. Graf: Job No. G-0080-1 At the request of Mr. Steve Sullivan of the Sullivan Company, Inc. the project architect, Geo Group Northwest, Inc. has reviewed the proposed garage addition and prepared this letter to address the geotechnical considerations for the proposed garage addition at the McCoy Residence. We had previously visited the McCoy residence site in 1991 to perform a geotechnical study related to the kitchen addition and backyard levelling, and in 1994 for a drainage evaluation. It is our understanding that the proposed garage addition consists of taking the existing 14 by 18 foot garage footprint and enlarging it to 24 by 18 feet In plan dimension. The addition will be built over an existing concrete slab. We have reviewed the Meadowdale requirements for "Geotechnical Report Guidelines" and It Is our professional opinion that the above requirements are excessive for the current garage addition. Furthermore, if the current garage addition was included as part of the previous kitchen addition and site work, it would have required no additional geotechnical input since it the location of the garage is close to road and far from the slope, and no grading Is Involved. 13240 NE 20th Street, Suite 12 • Bellevue, Washington 98005 Phone 26616494757 * FAX 2061649-8758 March 24, 1995 G-0080-1 City of Edmonds Page 2 Respectfully submitted, GEO GROUP NORTHWEST, INC, G� William Chang P.E. Senior Geotechnical Engineer cc: Mr. Steve Sullivan Geo Group Northwest, Inc. PERM APPLICATION REQUEREMENTS TO: Permit Coordinator, Building Division FROM: Lyle Chrisman, Engineering Inspector OWNER: M `�y PLAN CK # 351>7 ADDRESS: I -i(il� DATE: After review of the subject permit application, the following requirements mustbe met. 1. Construction hours are: WEEKDAYS .......... 7:00 A.M.-10:00 P.M. WEEKENDSIHOLIDAYS ..... 10:00 A.M.-6:00 P.M. 2. A separate RIGHT-OF-WAY- Construction Permit is required for all work on Publicproperty. (ECDC 18.60) 3. Truck haul route plan must be submitted and approved prior to permit issuance. 4. Builder/Owner is responsible for containing all temporary runoff and erosion control on site. (ECDC 18.30.030d) 5. NO WORK SHALL BE DONE WITHIN 15 FEET OF STREAMS OR 10 FEET FROM ANY CLOSED DRAINAGE FACIL- ITY. BUILDERIOWNER IS REPSONSIBLE FOR IDENTIFYING CONDITIONS ON 771E DRAWING. (ECDC 18.30.50G) 6. FILTER FABRIC FENCE SHALL BE INSTALLED AND INSPECTED PRIOR TO CLEARING AND CONSTRUCTION. (ECDC 18.30) 7. INSPECTIONS ARE REQUIRED ON STORM DRAINAGE SYSTEMS, TIGHTLINES,. FOUNDATION DRAINS, AND CATCH BASIN INSTALLATION. INSPECTIONS ARE REQUIRED PRIOR TO BACKFI LLING. (ECDC 18.30) 8. Repair or replace all defective existing curb, gutter, and sidewalk adjacent to the property. If an intersection is involved a handicap ramp may be required. Contractor shall meet with the. City Engineering Staff to determine the extent of repair prior to issuance of the permit. (ECDC 18.90) 9. Driveway slope shall not exceed 14 % without a waiver. Every attempt should be made to keep the slope.below 1496. Waiver granted to 96. (ECDC 18.80.060D) 10. Driveways must be paved from property line to City RIGHT-OF-WAY. A separate perimit is required. (ECDC 18.80.060C) 11. INSPECTIONS ARE REQUIRED ON DRIVEWAYS AND SIDEWALKS PRIOR TO AND AFTER POURING. (ECDC 18.30) 12. No burning of construction refuse without a permit from the Fire Department. 13. Connection to City water system is required. There is a separate charge for the water meter. (ECDC 7.30) 14. A back water valve is required if downstairs plumbing is below the elevation of upstream manhole. (ECDC 7.20) 15. Water and sewer mainlines should be separated by 10 feet minimum. (ECDC 18.10) 16. Connection to the City sanitary system is required. A separate permit is required. LID# Fees paid: Yes No Charge (ECDC 18.10) 17. Underground wiring is required on all new construction; and for additions, alterations, and repairs that exceed 50% of the total assessed value of the structure. (ECDC 18.05.010) 18. A FINAL ENGINEERING INSPECTION IS REQUIRED PRIOR TO THE BUILDING DIVISION GRANTING OCCU- PANCY OF THE BUILDING OR STRUCTURE. (ECDC 18.90) 19. 's-1/S co _-� - A( ('W� STREET FILE 890-199 i STREET FILE CITY OF EDMONDS AURA M. HALL 250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works . Planning . Parks and Recreation . Engineering June 1, 1993 W. Goodrick 16510 - 76th Ave. W. Edmonds, WA '98026 This letter is to inform you that you are served by a city maintained grinder pump system. This system pumps your sanitary waste to city gravity sewer lines as your house was too low to obtain gravity.flow when city sewer mains were installed. I hope to inform you of the basics of how these pumps function, who to call should you experience alarms, and what precautions should be taken to prevent damage to your home. 1. The grinder pump was originally installed by the homeowner, but the hardware was purchased by the city of Edmonds' Lid Bond that paid for the sewer project in your area in 1985. These pumps are float activated to cycle the one pump to take your sewage up to where gravity flow can be obtained. 2. The following precautions must be adhered to prevent damage to your home: A. Do not dump any nonbiodegradable products down into the pump tank. VIA your drains,in your house.. B. Minimize the amount of grease disposed down your drain. Thismay cause problems with the float operations. C. Do not empty pools into the tanks without a restrictor approved.by the city of Edmonds. D. Do not attempt to access tank or electrical cabinets. Should you have a pump failure from any of the above mentioned items, the homeowner will be held responsible for damage. • _ f 3. The city of Edmonds Sewer Section will maintain the pumps every three (3).months to ensure the proper operations. We will also clean, operate and check all components to. ensure proper working status. A separate log is kept to your pump that will reflect any maintenance done. We can track reliability and the need for upgrade or repairs when a chain of failures start to occur. Crews will require the use of your water so the tank can be washed down and we will always try to notify you of their presence when they arrive on the site. 4. Should you experience any problems.with the pump, there are two alarms that will indicate failure. One alarm is located within your home and has a black push button to reset to silence. There is also a visual alarm located on'the electrical box outside your home. When this occurs, please call us at 771-0235 immediately to investigate any problems. Our office hours are 8:00 AM - 5:00 PM Monday Through Friday.. Should an alarm occur after hours,"weekends, or holiday, contact 911. There is a 24-hour call person on duty to be dispatched. We do carry parts for all of these systems and should be able to correct most problems within a reasonable amount of time. If you have any questions or concerns, please contact Everett Akau or myself at 771-0235, extension 349. Sincerely, Pa.s 6&, Ron Holland Water/Sewer Supervisor cc: Everett Akau RH/lk O.STREETFILMITIGATED FILE DETERMINATION OF NONSIGNIFICANCE Description of proposal Addition to a Single Family Residence Proponent Rob & Kyra McCoy 16510 76th Ave W. Edmonds, WA 98026 Location of proposal, including street address, if any 16510 76th Ave. W., Edmonds, WA 98026 Lead Agency Edmonds Planning Division The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. There is no comment period for this DNS. x This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by June 21, 1991 Responsible Official John Bissell Position/Title Code Enforcement Tech. Phone 771-3202 Address 250 5th Ave. N., Edmonds WA 98020 Date June 6, 1991 Signature X You may appeal this determination of nonsignificance to Hearing Examiner at 250 5th Ave. North, Edmonds, WA 98020 no later than 5:00 p ^ , July 1 1991 by filing a written appeal citing reasons. You should be prepared to make specific factual objections. Contact John Bissell to read or ask about the procedures for SEPA appea F. There is no agency appeal. • CONDITIONS OF MITIGATION Rob & Kyra McCoy BUILDING PERMIT, PLAN CHECK # 357 This determination of nonsignificance is subject to the following conditions: 1. All excavation and grading shall comply with Chapter 70 of the Uniform Building Code, 1989 edition. 2. The Applicant shall obtain a building permit from the Building Department and shall comply with all conditions of permit approval. 3. The applicant shall follow the requirements and guidelines of the City of Edmonds Engineering Division. 4. The Applicant shall follow the recommendations of Geo Consultants Inc., job number G-008 report dated May 2, 1991, and addendum dated May 10, 1991. 5. All exposed soil shall be hydroseeded prior to final inspection approval of the structure. 6. The Applicant shall make every reasonable effort to keep exposed soil covered during construction. 7. The Applicant is to make every possible effort to keep dust controlled and to keep the streets clear of dirt and debris. OJINHOO 027-lid Oi, fiLAL V�1-A 7b :j may'- ,r �azyaH� ,�� i' � /• DATE: 5 11 5 1 -7?S MEINIO TO: Building Division . Community Development Department FROM:. Engineering Division Public Works Department SUBJECT: !1I4_;I n V After review of the subject building permit application, we have the following comments: (1) Coordination of the location of any structure with respect to utilities, streets, property lines and driveway grades is t e responsibility of the contractor. (2) The contractor is required to kee the abutting streets clean- ed of dirt an e ris caused by the construction. (3) A "Right -of -Way Construction Permit" is required, from the Engineering Division of Public Works, for any work within the Public Right-of-lVay or public easement. (4) Driveway slope not to exceed 14%. �L = .��.1 ire► ► _r LI iet' _�J l V • • •1400 M MAI 74 KIM J - a l� PW 5/77 M_ 11 , ..�InAllt Date A C WORKS. DEPARTT= CHECKLIft BUILDING PERMIT REVIEW 1(9�AA19. W Address U Z H x w w Z Street Right -of -Way Existing �jOl�j 'd REQD N_ Access Easements Existing REQD It Utility Easement Existing READ Lot per ' SubdivistonS —AO Plat Assessor Map Site Plan Checked for Accuracy Underground Wiring Reqd. Check Accuracy of Legal`Description Environmentally Sensitive Area Environmental Checklist Reqd. F.4 9 Flood' Hazard Zone U Shoreline Management Area Z Slope, Soil, Vegetation z' w Stream, Creek, Drainage Basin Q Existing Zoning Per Code Amenities Design Board Approval Reqd. NQN ADB # Approval Board of Adjustment Approval Reqd. Review By: $5 Date:"-'-eEj t Existing Water Main Size 8".1>= Water Main Reqd. A,1 A Service Line Reqd. !& // Hydrant Size Existing E>Y Hydrant Reqd. Per Fire Code Size Detector Check Meter Reqd. '00 Cross Connection Inspection AAA Fire Department Comments Water Meter Charge Regd. � �SO� Review by: ,, Date: 61Z �-7B c 'Tank llesijzn Approved Date: Septic Tank Permit Reqd. Permit No.-] Sanitary Sewer Availability n) Proj. Drawing No. File No. Side Sewer Availability 0 Sanitary Sewer Connection Fee Reqd. N Review By:� Date: TCatch itc}i Existing_ Reqd. t Reqd. �- Size Basin Reqd. Indicate on Site Plan er drainage niai.ntain collection on Swale open rwloff- 9 e eqd. Indicate on Site Planonditiotis and Ground Water Field Checked by Date____` � Street Paving Reqd. E-+ Curb and' Gutter Reqd. w Sidewalk'Regd. /yI w Curb Cut for Driveway Reqd. c4 Right-of-.igay Construction Permit Regd.&,*- F,M Bond Reqd. for Public Inprovements S tree t . Nagle Sign Reqd.' Other Signing 'Reqd. 0 w a Pre Permit Site Inspection made on BY: SDIER WATER STREET E}GINEERING Special Requirements listed in merro to Connuni_ty Development Department, Building Division }3Y Da to All items filled in on Building Permit Application BY Date Drawings Stamped and Notations 1-1-ide BY Approved by Public works Depar. ora-nt Revised: Iv 10-1977 Date T PUBLIC WORKS ENVIRONMENTAL REVIEW PROJECT NAME:6W C 0 FILE.(0510 7%IK4�lEw ASSESSMENT DATED: II boT A s-4o--7-7 AN ENVIRONMENTAL REVIEW OF THE PROPOSAL 14AS BEEN COMPLETED AND THE FOLLOWING DETERMINATIONS HAVE BEEN MADE: LS ► sgr �r;A' 11111111w. REVISED: 10/77LV • sTF#ET FILE to W. I. MICHAEL G❑❑DRICK, M.D. GENERAL SURGERY 21009 - 76TN AVE. WEST EDMONDS, WASHINGTON 96020 r PR. 6-21 B7 MAY 2.8 1970 CITY OF EDMONDS BY May 27, 1970 City of Edmonds City Engineer 250 5th North Edmonds,Washington 98020 Dear Sir: There have been surveyor's at my home at 16.510 76th West Edmonds, surveying the road. I would appreciate knowing what the purpose of the survey is and what changes are contemplated in the road. If changes are going to take place I would appreciate knowing when. Sincerely, W.I.Michael Goodrick,M.D. WIMG/agc CITY OF EDMONDS COMMUNITY SERVICES DEPARTMENT RECEIVED RIGHT-OF-WAY CONSTRUCTION PERMIT SEP 1 1 1991 A. • Owner: Washington Natural Gas Company B. • Contractor:' W1,TeMercer Street atlin Address G Otrr1 P 5eattgle WA 98111 I1—►3—.91 City State Zip Permit No. Issue Date -- Name Mailing Address City State Zip State License Number Telephone Number C. ' • Address or Vicinity of Construction: 16510 and 16508 76 Avenue West Type of Work to be Done: Permission is requested to Install 2" PE IP Main in 76 Avenue W and Services to 16508 and 16510 76 Avenue West. Per Attached Drawing: 9107134 IR 6043-3 1 D. • Work in Connection With: ❑ Sub or Plat ❑ Single Family ❑ City Projects ❑ Commercial ❑ Multifamily Kx Utility E. • Pavement Cut: ❑ Y JQ N F. • Size of Cut: X APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages, or claims of any` kind or description wh tsoever, forseen or unforseen, that may be made against the City of Edmonds, or any of its departments or erdpidyee� including or not limited to the defense of any legal proceedings including defense costs, cour -costs, ,and altorifey �fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR VWOiKMAI SHI� AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. Estimated restoration fees will be held until the final street patch is completed by City forces, at which time a debit or credit will be processed for issuance to the applicant. • A 24 hour notice is required for inspection; Please call Engineering: 771-3202 • Work is to be inspected during progress and at completion. • Restoration to be in accordance with City Code. • Street to be kept clean at.all times. • Traffic Control to be in accordance with City regulations. • All street -cut ditches must be patched with asphalt or City approved material prior to end of working day; NO EXCEPTIONS. 1 understand the above and that this permit must be available at the job site for inspection purposes at all times. Signature: A4E Date: September 3, 1991 Owner or Contractor This Permit Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG Prior to Beginning Work y, APPROVED BY:, .a Z Time Authorized: Void after h jrV l Q days. O W Special Conditions: 1—i�.VM Sri-atill(�. t2�i► . URELEASED BY:A • �` `' Date 1� O W. NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE _. .. ,n-•,r: , ,,•� i PERMIT FEE: � O t xlf � Restoration Fee: Receipt No.: Fund III Fee: Street Cut Dimensions. INSPECTED BY x = $ Date Eng. Iha. March 19K9 D P\ DWDA\LE TAL-j 10 E, E No TC -. I tl% I I $ 1(r4 29 ARE MF-A.SURF-b F--1�'7'(A K.2. 5T 5VJ �FSkoPm�09-F-ID �Z" PE IP %ANIt4I O 1 Call 1"800-424-5555 48 hours prior to construction to locate utilities 2 Survey not required 3 Lay direct burial warning wire over all direct burial PE pipe 4 Install one pound anode for every 10001 of locating wire 5 F'IF-LD LC)CA,rE ALk- U'rkUTIF-5 61 tAA\NrAiN A 5' HORIZON-1-AL AND 3. VERTICAL CLEARANCE FROM ALL CITY UTILITIES 1. R. 6043-3 5 1 2-" PE CAP 1I 1 I -W ICI- GAueE CDETECTWIRE B 280'; 2" 5DR- It PIPE i71 EDMONDS I NE 7-27-4 15 G PEE IP MAIN EXT TO* 1050B I (o N\J W IBF 8 19 C 5 910 5 N ME L�l ALA••- CCUW.". t --i'� cT-'c5. , C o ; -75' ' I t. .. tl r.riir 1 y ,y i 5 1 r! . 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OA23 0 OA31 0,038 WTI, 0445 O.OSO 0.081 66.120 0.077 0.180 0.115 0.240 0,153 DA80 0.307 49 4.04 34 eu CL OL013 A047 Q025 0.07 0,038 OA51 0.18 am IX142 &078 0.1$0 0.101 0.237 %in 0.355 0.190 0 7 0.953 O.808 t. tt 4.18 42 �a u p.0'IO moo Me 0.1 0,088 0, 7 am •0.212 0.w o 0.118 0.155 q 0.194 a. 0.2.99 0-M QC 4.20 �I$ c►u 7 A28 0 OX07 .2 8 1 O.M 0.284 0.114 0:142 0. 28 IL170 . OS 0.227 0.284 0.428 a.�88 40 Bearing Bar Do bars A 3.458 N2 /Ft of Widb t = .952 In4/Ft of Width Per Sq. Ft. ST i.770 Ina/Ft of Width Sq= .990 In 3/Ft of Width 48" SPAN STRONGWELL T1800 1-1/2" FIBERGLASS GRATE �L11 !+vc 1'�) 0-lq:f f0.m r ..• -51rA w0 L EPC-AE P je-R ,L- E=-PCia . Poo L- W,6, L- L A � 1 NEGATIVE EDGE DETAIL �1 PRO PLANNING ISION 0 v1' n 11 PLO5x��cv�a�� _ P E. I�. 4 C, cv' .. ... .... .. ....... .. ... . . ... .... . es L_ �. F-�vn.--Icy! 4) PLAN CHANGE NOTE: C-..._._--•-•�-- ADDITION OF "ZERO EDGE", WITH OVER FLOW + POND BELOW. FOR ADDITIONAL INFORMATION REVISIONS E u 41 E 0 u Q t 0) a.+ L a C p VI■ �, ■ 00 � N 04 W X C ,S O 0 4) F N 00 �� 00 cn �■ T ti S �■■ 0 rr c �o 0 o (( ,, V OCL Ui V, a r� w/ ce. N n w z o 00 ■�■ N CO Cr) 3 z 0 J O � w w O n U o CD w w cc o 0 0 N 0 V 8 ' 2005 BUILDING DEFT. z z :C 'o . Q z O w.4 w L) UJ LU z06viR IXX- loxd po_U CC W SEE APPROVED AND PERMITTED DRAWINGS, -- - - - SHEETS A-2 8, A-4. ___� ----- SHEET NO. ALL OTHER CONDITIONS REMAIN THE SAME EXCEPT FOR THESE MODIFICATIONS. esao REGI TERED A-2ml CT OB NO. J. STEPH N PET'ERSON POOL& DECK PLAN " STATE OF ASHINGTON DATE 10-27-05 --- E. Fl S- Ih•cq r SOUTH ELEVATION 1/4"-1'-O" 1157rc-rT El.p ►A\ F, L-c INTO =c-O�IG. Gil:E�VES f�E p�.ILLE.p 1 /4 S-ME.L r L&-R �t2 11Litl c4ANHEL HALF SIZE PLAN VIEW FENCE BASE PLATE TYP. 2.1 POOL .FENCE DETAIL ( 1 :;:,He- . :K. of ✓r-- CL=NG . J NORTH ELEVATION 1/4"-1'-O" lb DIVISION C"y 01: v 17W `>'a REVISIONS As 5-2-05 A 6-22-Q5, U 10-27-05 0 u is E 0 u Q a+ u m a.+ U 0. N 0 rn r / a m .0 0o N hLuN x O a CL N 00 c, a, •— _ _ .c CL 13 0 a ix a �^ Ln n w ■ d Z 8 -�od N O co On Q 0 z 0 J o 0 w Q 0 v o r LCi CC T N N W J G 1- O h Q m m O O RECEIVED N O V -- 8 ' 2005 cn 6JILDING DEPT. w w W J H c 0 C5 2 ;;: w Q G » ' ' o5 SHEET NO. ns3o REGI TERED CT .4\ t — — ==== I A EST ELEVATION J. STEPH PEiERSON STATE OF ASHINGTON JOB NO. DATE 2-18-05 r "Em v IN 8 1610 m r,- 31JILDING. DEPARTMENT CITY OF EDAMDS RECEIVED 8 2005 -Ull-DING DEM KhET FILE a. CITY OF EDMONDS x 5,,,,,,„, `mb, „.,. 4„ a NOTES REQUIREMENTS GENERAL STRUCTURAL NgTgA (THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE DRAWINGS) 1. ALL MATERIALS, WORKMANSHIP DESIGN fi CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. 2. CONTRACTOR.SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH PLANS. DESIGN OF SHORING AND BRACING SHALL BE THE RESPONSIBLITY OF THE CONTRACTOR. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO DO HIS WORK. 4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 5. CONCRgT_E: MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. PROPORTIONS OF AGGREGATE TO CEMENT,SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. REFER TO SPECIFICATIONS FOR AGGREGATE AND PROPORTIONS. ALL CONCRETE, -INCLUDING SLABS ON GRADE, SHALL HAVE AN ACCEPTABLE WATER -REDUCING ADMIXTURE ADDED IN ACCORDANCE WITH MANUFACTURER'S DIRECTIONS: IN ADDITION, ALL CONCRETE WALKS AND PAVEMENTS EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE 4 TO 6 PERCENT ENTRAINED AIR. MAXIMUM SIZE AGGREGATE SHALL BE 1-1/2 INCHES, BUT MAXIMUM SIZE OF AGGREGATE SHALL NOT BE MORE THAN THREE QUARTERS OF THE CLEAR DISTANCE BETWEEN REINFORCING BARS. MIX DESIGN SHALL BE SUBMITTED TO THE ARCHITECT FOR - ACCEPTANCE PRIOR TO USE. MAXIMUM SLUMP AND MINIMUM CEMENT CONTENT SHALL BE AS FOLLOWS FOR VARIOUS CONCRETE STRENGTHS (rc) BASED ION STANDARD 28-DAY CLYINDER TESTS WHEN STRENGTH DATA FROM TRAIL BATCHES OR FIELD EXPERIENCE ARE NOT AVAILABLE. f_c MIN. SACKS OF CEMENTICY MAX. SLUMP LOCATION OF CO J�CRETE ALL 2500 PSI S % 4 INCHES CONCRETE 6. REINFORCING STEEL: ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A 615, GRADE 40 BARS SHALL BE SECURELY TIED IN PLACE WITH #16 DOUBLE - ANNEALED IRON WIRE. BARS SHALL BE SUPPORTED ON ACCEPTABLE CHAIRS. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING OR REINFORCED CONCRETE STRUCTURES". 'NO REINFORCING BARS SHALL BE WELDED. REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION UNLESS OTHERWISE NOTED ON THE DRAWINGS. NO BARS SHALL BE FIELD BENT UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER: MINIMUM CAST -IN -PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS OTHERWISE NOTED, SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER: #6418 BARS 2" #5 BARS OR SMALLER 1-1/2" OTHER CONCRETE: WALLS: SLABS: '/+" COLUMN TIES: 1-1/2" 7. STRUCTURAL, STEEL: ALL STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A36, Fy=36 KSI. STRUCTURAL STEEL PIPES SHALL BE STANDARD WEIGHT (SCHEDULE 40), AND SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSI. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy=46 KSI. BOLTS SHALL CONFORM TO ASTM A307. 8. S1RUC1URALLY GLUED -LAMINATED TIMBER; ALL STRUCTURALLY GLUED- L.AM►NATED TIMBER SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE. ALLOWABLE STRESSES, UNLESS.NOTED OTHERWISE,. SHALL MEET OR EXCEED THE COMBINATION SYMBOL NOTED BELOW. THE Fbxx VALUELISTED IS THE "TENSION ZONE STRESSED IN TENSION" VALUE. I COMBI TITION SYMBOL Fbxx ' SIfJiPL BEAM 24F-V4 2400 PSI• CANTI,VER BEAM OR CONTI UOUS OVER SUPPORT 24F-V8 2400 PSI ALL GLUED -LAMINATED TIMBER SHALL BE FABRICATED WITH EXTERIOR -TYPE WATERPROOF ADHESIVE. ALL GLUED -LAMINATED MEMBERS EXPOSED TO WEATHER SHALL BE FABRICATED WITH PRESSURE -PRESERVATIVE TREATED , WOOD AND CONFORM TO REQUIREMENTS IN IBC CHPATER 23. 9. LU B R: ALL LUMBER SHALL BE VISUALLY GRADED IN ACCORDANCE WITH THE BUILDING CODE AND STANDARDS. Fb NOTED BELOW IS "SINGLE MEMBER USE." ALL LUMBER SHALL MEET OR EXCEED THE ALLOWABLE UNIT STRESS SHOWN IN THE CODE AND DESCRIBED BELOW UNLESS NOTED OTHERWISE ON THE DRAWINGS: BEAMS AND STRINGERS-NO.2 DOUG FIR -LARCH, Fb=875 PSI, Fv=85 PSI JOISTS AND PURLINS- NO. 1 HEM -FIR, Fb=950 PSI, Fv=75 PSI 2X HEADERS-NO-1 HEM -FIR, Fb=950 PSI, Fv=75 PSI EXTERIOR STUDS, 2X6-NO.2 DOUG-FIR, Fb=875 PSI, Fc=1300 PSI INTERIOR STUDS, STANDARD HEM -FIR, Fb=550 PSI, Fc=1300 PSI POSTS AND TIMBERS -NO. 2 DOUG-FIR, Fb=700 PSI, Fc=475 PSI ALL LUMBER SHALL BE USED AT A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 10. ELYWOOD, ALL PLYWOOD; EXCEPT WHERE OTHERWISE NOTED ON DRAWINGS, SHALL BE GRADE CDX SHEATHING AS GRADED BY THE AMERICAN PLYWOOD ASSOCIATION. ALL PLYWOOD NOTED ON THE STRUCTURAL DRAWINGS SHALL USE EXTERIOR -TYPE GLUE. 11. WOOD CONNECTIONS AND FRAMING: ALL FRAMING DETAILS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE, UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL NAILS CALLED FOR ON THE STRUCTURAL DRAWINGS SHALL BE COMMON WIRE NAILS, UNLESS OTHERWISE NOTED. ALL FRAMING NAILING SHALL CONFORM TO TABLE, 2304.9.1 OF THE INTERNATIONALI CODE, UNLESS OTHERWISE SHOWN. IF NAIL SUBSTITUTIONS AM T0'8E UStl (I.E. PNEUMATIC DRIVEN), THE CONTRACTOR MUST SUBMIT SCHEDULE OF NAILS DESIRED WITH DATA TO VERIFY EQUIVALENCE AND OBTAIN WRITTEN ACCEPTANCE PRIOR TO USE. STANDARD WASHERS SHALL BE UNDER ALL BOLT HEADS AND NUTS CONTACTING WOOD. PROVIDE STEEL STRAPS AT PIPES IN STUD WALLS AS REQUIRED BY THE BUILDING CODE. ALL METAL CONNECTORS SHALL BE FULLY NAILED OR BOLTED UNLESS OTHERWISE NOTED ON THE PLANS. METAL HANGERS AND CONNECTORS SHOWN ON THE DRAWINGS OR REQUIRED BY INFERENCE TO ACCOMPLISH MEMBER TO -MEMBER CONNECTION ARE THOSE MANUFACTURED RY THE SIMPSON COMPANY. METAL HANGERS OR CONNECTORS BY OTHER MANUFACTURERS MAY BE CONSIDERED WHERE LOAD CAPACITY AND DIMENSIONS ARE EQUAL OR BETTER. ALL SUBSTITUTIONS MUST BE SUBMITTED TO THE ARCHITECT FOR REVIEW. 12. MANUFACTURED LUMBER BEAMS• MICROLLAM (ML) LVL AND PARALLAM (PSL) HEADERS AND BEAMS SHALL BE AS MANUFACTURED BY TRUS JOIST MACMILLAN. PSL BEAMS AND HEADERS SHALL MEET THE FOLLOWING MINIMUM CRITERIA: Fb-2900 PSI, Fv=290 PSI, E-2.OXW PSI. ML LVL HEADERSAND BEAMS SHALL MEET THE FOLLOWING MINIMUM CRITERIA: Fb=2600 PSI, Fv9*285 PSI, E=1.9X10° PSI. 13. TREATED WOOD• ALL WOOD LEDGERS, PLATES, SILLS AND HAILERS IN CONTACT WITH CONCRETE, MASONRY, OR EARTH OR WITHIN 8 INCHES OF EARTH SHALL BE TREATED IN ACCORDANCE WITH AWPB-FDN AND BEAR THAT QUALITY MARK. 14. FLOOR AND ROOF FRAMI_N(3: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. COORDINATE THE SIZE AD LOCATION OF ARCHITECTURAL AND MECHANICAL DRAWINGS• ATTACH TIMBER OIS SGTOWITH FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES ROOF ND FLOOR SHEATHING SHALL BE LAID UP WITH THE GRAIN PLANS, PLYWOOD PERPENDICULAR TO SUPPORTS AND NAILED WITH ed NAILS AT 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON THE PLANS AND @12" O.C. (10" O.C. Q FLOORS) TO INTERMEDIATE SUPPORTS. 15. FOUNDATIONS• SPREAD FOOTINGS: DESIGN SOIL BEARING PRESSURE=2000 PSF. ALL FOOTINGS SHALL BEAR ON UNDISTURBED SOIL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE AND SHALL BE LOUVERED TO FIRM BEARING IF SUITABLE SOIL IS NOT FOUND AT ELEVATIONS DETERMINED BY TOP OF FOOTING ELEVATIONS AND FOOTING DEPTH. REFER TO GEOTECHNICAL REPORT FOR SOIL CONDITIONS.. (IF APPLICABLE) 16. STTR URAt DESIGN DATA: MLIVE LOADS: 25 PSF N ROOF FLOORS 40 PSF DECKS 40 PSF U WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. BASIC WIND SPEED EQUALS 85 MPH, EXPOSURE B, IMPORTANCE FACTOR OF 1.0. ' SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE, WHERE IN1.0, R=8 8 AND ASSUME[? SITE CLASS D. LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS. MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE SHEAR WALLS. , 17. DRILLED -IN CONCRETE ANCHORS (DICAZ ACCEPTABLE DRILLED -IN CONCRETE ANCHORS, OF SIZE, NUMBER AND SPACING AS SHOWN ON THE DRAWINGS, SHALL BE AS FOLLOWS: THREADED BOLTS WITH SIMPSON SET EPDXY INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 18. PROVIDE SIMPSON PC OR AC POST CAP AT BEAM Ta COLUMN CONNECTIONS AND PROVIDE SIMPSON PB POST BASE AT COLUMN TO FOUNDATION CONNECTIONS. 19.M&fiONR - CMU UNITS SHALL BE GRADE "N" (F'M = 1500 PSI). OBTAIN THE CMU FROM ONE MANUFACTURER, OF UNIFORM TEXTURE AND COLOR FOR EACH KIND REQUIRED. PROTECT MASONRY MATERIALS DURING STORAGE AND CONSTRUCTION FROM WETTING BY RAIN, SNOW, OR GROUND WATER ANb FROM SOILING OR INTERMIXING WITH EARTH. IN EXPOSED WORK DO NOT USE CMU WITH CHIPS, CRACKS, VOIDS, DISCOLORATIONS OR OTHER DEFECTS WHICH MIGHT BE VISIStE OR STAIN FINISHED WORK. PROTECT MASONRY FROM FREEZING WHEN THE AMBIENT AIR TEMPERATURE IS 40 D52REES F AND FALLING. DO NOT USE FROZEN, FROST OR ICE COATED MATERIALS. COMPLY WITH THE GOVERNING CODES AND THE "CONSTRUCTION AND ROTECTION RECOMMENDATIONS FOR COLDMEATHER MASONRY CON TRUCTION" OF THE TECHNICAL NOTES ON BRICK AND TILE CONSTRUCTION BY T E BRICK INSTITUTE OF AMERICA (SIA). LAY- P ALL MASONRY WALLS PLUMB AND TRUE. AND WITH COURSES LEVEL, ACCORATELY SPACED AND COORDINATED WITH OTHER WORK. PROVIDE ALL SPECIFIED AND REQUIRED ANCHORING DEVICES, BARS, BOLTS, STRAPS AND REINFORCEMENT FOR A COMPLETE INSTALLATION. MAINTAIN ALL JOINT WIDTHS, EXCEPT FOR MINOR VARIATIONS REQUIRED TO MAINTAIN JOINT ALIGNMENT. VERTICAL JOINTS IN STACKED BOND TO BE PLUMB AND TO ALIGN COURSE TO COURSE. LAY THE RUNNING BOND WITH VERTICAL JOINTS IN EACH COURSE CENTERED ON THE UNITS IN THE COURSES ABOVE AND BELOW AND PLUMB AND ALIGNED WITH THE VERTICAL JOINTS OF ALL INTERMEDIATE STACKED BOND COURSES. LAY ALL WALLS WITH 3/8" JOINTS, UNLESS NOTED OTHERWISE. TOOL ALL EXPOSED JOINTS SLIGHTLY CONCAVE. CONCEALED OR COVERED JOINT$ TO BE CUT FLUSH. CUT MASONRY UNIS WITH A DRIVEN SAW TO GIVE CLEAN, SHARP, UNBROKEN EDGES• HAND ROKENR PIECES WILL NOT BE ACCEPTED. . WHEN STOPPING AND RESUMING MASONRY WORK, RACK BACK 1/2 MASONRY UNIT LENGTH IN EACH.COURSE; DO NOT TOOTH. REMOVE LOOSE UNITS AND MORTAR PRIOR TO LAYING FRESH MASONRY. REINFORCING• STEEL PROPERTIES FOR MASONRY CONSTRUCTION SHALL MEET THE MINIMUM REQUIREMENTS AS NOTED FOR POURED IN PLACE CONCRETE IN . THESE STRUCTURAL NOTES.` HORIZONTAL REINFORCEMENT SHALL BE A CONTINUOUS BOND BEAM WITH 2 - 94 BARS AND SHALL BE SPACED AT A ' MINIMUM OF 41 O.C. VERTICALLY UNLESS.NOTED OTHERWISE ON THE PLANS OR DETAILS; VERTICAL REINFORCEMENT SHALL 6E #4 BARS AT 24" O.C. MAXIMUM (UNLESS NOTED OTHERWISE) AND SHALL BE PLACED TO MATCH VERTICAL REINF. STEEL STUBBED OUT OF THE CONCRETE FOUNDATION OR FOOTING. PROVIDE HORIZONTAL REINFORCEMENT AT.THE TOP AND BOTTOM OF ALL WALLS AND OVER ALL OPENINGS IN THE WALL. PROVIDE TWO (2) #4 BARS AT ALL CORNERS AND ALL SIDES OF WALL OPENINGS, UNLESS NOTED OTHERWISE ON CMU WALL ELEVATIONS. EXTEND REINFORCING 24" MINIMUM PAST EDGE OF OPENING, UNLESS N01ED OTHERWISE. SEE DETAILS FOR ADDITIONAL MASONRY WALL OPENINGS REINFORCEMENT. 20. CMU MORTAR SHALL BE A UNIFORM MIX BY VOLUME OF 1 PART PORTLAND CEMENT, 114 TO 1/2 PARTS LIME, AND 140T MORE THAN 4-1/2 PARTS SAND, MEASURED DAMP LOOSE; OR 1 PART PORTLAND EMENT TO 1 PART HYDRATED LIME TO.4 PARTS SAND BY VOLUME. MIX MORTA , A MINIMUM OF 5 MINUTES IN A MECHANICAL BATCH MIXER. DO NOT USE MORT R THAT HAS BEGUN TO SET, GROUT SHALL CONSIST OF 1 PART PORTLAND CMENT, 3 PARTS SAND AND NOT MORE THAN 2 PARTS PEA GRAVEL. GROUT SHAL BE UNIFORMLY MIXED WITH ADEQUATE WATER TO FLOW INTIMATELY INTO PLACE WITHOUT SEGREGATION. MINIMUM GROUT STRENGTH SHALL BE 1,800 PSI. IGROUT SOLID ALL MASONRY UNIT CELLS UNLESS NOTED OTHERWISE ON THE,PLANS OR DETAILS. MAXIMUM GROUT POUR HEIGHT TO BE 4'0, OR ONE (1) COURSE BELOW BOND BEAM - WHICH EVER IS LESS. ROD OR VIBRATE THE GROUT DURING PLACEMENT TO FILL ALL CELLS AND VOIDS. TERMINATE ALL GROUT 1 112" BELOW TOP COURSE BETWEEN POURS. COORDINATE THE PLACEMENT OF ALL BUILT-IN WORK AND FIXTURES OF OTHER TRADES IN THE MASONRY UNITS. III 1. MINIMUM NAILING REQUIREMENTS: UNLESS OTHERWISE NOTED, MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLES 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. 2. AT SAWN TIMBER AND TJI JOIST AREAS: PROVDE SOLID BLOCKING AT BEARING POINTS. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS. PROVIDE DOUBLE JOISTS AT EACH SIDE OF OPENINGS UNLESS DETAILED OTHERWISE. 3. PROVIDE 4X8 HEADERS OVER AND DOUBLE STUDS EACH SIDE OF ALL OPENINGS IN STUD BEARING WALLS NOT DETAILED OTHERWISE. 4. ALL OPENINGS GREATER THAN V-0" VIDE SHALL! HAVE A MINIMUM 4X6 DOUG-FIR 91 POST AT EACH END OF THE BEAM. 5. PROVIDE SOLID BLOCKING FOR WOOD COLUMNS AND MULTIPLE STUD POSTS THROUGH FLOOR TO SUPPORTS BELOW. 6. PROVIDE CONTINUOUS SOLID BLOCKING AT MIDHEIGHT OF ALL STUD WALLS OVER 8 FEET IN HEIGHT. 7. TOENAIL JOISTS TO SUPPORTS WITH 2-16d NAILS. ATTACH ALL BEAMS AT THE ROOF EXCEEDING 8'-O" IN LENGTH TO SUPPORT§ WITH SIMPSON ST 292 STRAP EACH END. 8. ATTACH JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT THE JOIST SIZEIi 9. INDIVIDUAL MEMBERS OF BUILT-UP POSTS AND BEAMS SHALL EACH BE ATTACHED WITH 16d SPIKES AT 12"O.C. STAGGERED. 10. ALL WOOD STUD WALLS SHALL HAVE LOWER WbOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT. 12" O.C. STAGGERED UNLESS NOTED • ' OTHERWISE. 11. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE UNIFORM 'BUILDING CODE. 12. PLYWOOD ROOF AND FLOOR SHEATHING UNLESS OTHERWISE NOTED ON PLAN SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS (6 W O.C.,TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND 12" O.C. (10" O.C. AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS AT 16" O.C. AT UNBLOCKED ROOF SHEATHING' EDGES OR INDEX 32/16 PLYWOOD. PROVIDE SOLID BLOCKING AT LINES OF SUPPORT AT FLOORS. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12"O.C. 13. PLYWOOD WALL SHEATHING SHALL HAVE SOLID BLOCKING AT ALL EDGES. STEEL COMPOSITE FLOOR DECK SHEET STEEL FOR DECK AND ACESSORIES SHALL CONFORM TO ASTM A653 STRUCTURAL QUALITY WITH A MINIMUM YIELD STRENGTH OF 33 KSI. SHEETS AND ACCESSORIES SHALL BE GALVANIZED AND GALVANIZING SHALL CONFORM TO ASTM A924 WITH A MINIMUM COATING CLASS OF G60 AS DEFINED IN ASTM A653. THE DECK SHALL BE COMPOSITE FLOOR DECK. ACCEPTABLE DECK PRODUCTS SHALL BE BHP TYPE B-36 GAUGE 18 DECK OR VULCRAFT 1.5VL18 DECK. OTHER ALTERNATE PRODUCTS MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. THE TOTAL SLAB THICKNESS SHALL BE 3 %". SLAB SHALL BE REINFORCED WITH 6X6-W1.4XW1.4 WWF. ALL THE DECK SHALL BE TWO CONTINOUS SPANS WITHOUT JOINTS. SHORING IS NOT REQUIRED DURING CONSTRUCTION IF DECK PRODUCT AND SPANS ARE AS SHOWN ON THE PLANS. POUR STOPS, CLOSURES, AND OTHER ACCESSORIES SHALL BE OF THE TYPE AND INSTALLED AS REQUIRED BY THE STEEL DECK INSTITUTE AND DECK MANUFACTURER. ANCHOR FLOOR DECK UNITS TO STEEL SUPPORT MEMBERS WITH #12 SELF DRILLING SCREWS SPACED AT 12 INCHES ON CENTER AT EACH SUPPORT (SIDES -AND BEAM BEARING). FASTEN SIDE LAPS AND PERIMETER EDGES OF UNITS BETWEEN SUPPORTS USING EITHER CRIMP OR BUTTON PUNCH OR #10 SELF DRILLING SCREWS AT INTERVALS NOT EXCEEDING 36 INCHES ON CENTER. PROTECT STEEL DECK FROM CORROSION, DEFORMATION, AND OTHER DAMAGE DURING DELIVERY, STORAGE AND HANDLING. ALL SUPPORTED EDGES 8d @ 6" O.C. 5. MECHANICAL DESIGN REQUIREMENTS • Provide detail of the recirculating water system, including turn over rate, surface skimmers, type and size of filtration system and volume; specify the type and size of the heating system. Call out pool heating equipment to be installed. s Provide the piping layout, indicate all pipe sizes, indicate how pool wilt be filled, indicate if a chemical injection system will be used, etc. 6. HEAT LOSS CALCULATIONS Heat Loss Calculations shall be provided for heated pools to show compliance to the current edition of the Washington State Energy Code. All pool heaters shall be equipped with a readily accessible ON/OFF switch to allow shutting off the operation of the heater without adjusting the thermostat setting. Heated pools shall be equipped with a vapor retardant pool cover on or at the water surface. Pools heated to more than 90 degrees shall have a pool cover with a minimum insulation value of R-12. 7. FENCE & GATE REQUIREMENTS As required by Edmonds Community Development Code Chapter 19.55, the pool area must be completely surrounded by a substantial fence at least 6 feet in height. No openings in the fence or gate shall be greater than 2 inches and a self -closing, self -latching gate must be provided with an inside lock inaccessible to children. The plot plan must clearly show the extent of the required fencing. Note, City Ordinance requires that the gate be securely locked when the pool is unattended. Note, fences that are proposed to exceed 6 feet in height must obtain a variance. 8. POOL DRAINAGE REQUIREMENTS All swimming pools are required to provide a sanitary sewer cleanout in order to drain the pool water directly into the sanitary sewer system. The location of the sewer cleanout shall be indicated on the plot plan. Note, it is unlawful pursuant to City Ordinance #2468, to drain any swimming pool, hot tub, jacuzzi, etc., through any City owned grinder pump without prior City approval. Also; it is unlawful to drain chlorinated water directly into the ground or into any City storm drainage catch basin. Illegal discharge of chlorinated water' is subject to Department of Ecology mitigation and possible fines. 9. CROSS CONNECTION CONTROL REQUIREMENTS Protection of the City's potable water system shall be provided by the homeowner. A reduced pressure backflow assembly on automatic fill, and/or chemical injected type pool systems shall be required. Manual filled systems must have a non -removable type hose bibb vacuum breaker installed on the supply faucet. Contact the City Water Department for a list of approved hose connections. All plumbing pool connections shall be inspected by the City Water Department Cross Connection Control Specialist. For inspection call 425-771-0235 extension 1644. 10. SNOHOMISH COUNTY HEALTH DEPARTMENT APPROVAL Snohomish County Health Department approval is required for all pools, hot tubs, spas etc. for other than single family residences. SEPARATE PERMITS & INSPECTION REQUIREMENTS: 1. A separate State Electrical permit is required for electrical work. For information and inspection contact the State Electrical Inspector at 425-290-1309. 2. The City Water Department requires that all backflow assemblies be tested by State certified Backflow Assembly Testers upon initial installation and then annually thereafter. Copies of all test reports must be submitted to the City Water Department for review and approval. Contact the Water Department AT 771-0235 extension 1644 for more information. 3. Hose BibbsNaccuum Breakers are required to be placed on garden hoses when used to fill any pool, hot tub or spa. Contact the Water Department for a list of approved hose bibbs. An initial installation inspection is required by the City Cross Connection Control Specialist. 4. If the pool will be filled from a City Fire Hydrant a separate Hydrant Use permit is required. Obtain permit from City Public Works Department. A water charge shall be Idvied based on the number of gallons used. 5. The Building Inspector shall be called for the following applicable inspections: swimming pool footing and wall, underground plumbing, sanitary extension and cleanout, pool equipment, gas piping, shed location and final inspection. 6. A separate pool house, mechanical equipment shed, etc. shall be required if the structure exceeds 120 square feet. All structures regardless of size. must meet minimum setback requirements of the applicable zoning district. Contact the City Planning Division for more specific information. 7. A separate fence permit is required if deferred. 8. A separate side sewer repair permit is required for the installation of the pool clean -out. McCOY RESIDENTIAL POOL ADDITION PROJECT DATA & LEGAL DESCRIPTION OWNER: Robert H. McCoy ADDRESS: 16510 76th Ave.W., Edmonds, WA 98026 (425) 672-7025 ARCHITECT: J. Stephen Peterson & Associates, P.S. 18209 NE 175t" Place, Woodinville, WA 98072 (425) 788-9434,, Fax: (425) 788-9434 E-Mail: JSParchitect@comcast.net STRUCTURAL ENGINEER: Structural Designs P.L.L.C. 10645 NE 44th Street, Kirkland, WA 98033 (425) 576-0106 WA PE # 34370 GEOTECHNICAL ENGINEER: GEO Group Northwest, Inc. 13240 NE 20th Street, Suite 12 Bellevue, WA 98006 (425) 649-8767 SCOPE OF PROJECT: RESIDENTIAL POOL & DECK ADDITION NEW POOL 831 sq. ft. NEW DECKS 432 sq. ft. Existing Building Pad: 1924 1,435 sq. ft. Existing attached Garage: 1924 576 sq. ft. Existing detached Garage: 352 sq. ft. Existing Driveway & Patios: 41198 sq. ft. Lot Size 40,075 sq. ft. Proposed Impervious Surfaces, including driveway & deck Pool & patios 20.7 LEGAL DESCRIPTION: Meadowdale Beach BLK 097. D-00 all lots 5,6 & 7 PARCEL ID #: 00 5131 097 006 00 Lone Z 2:%-- \ Corner Flag,___ Setbacks Re red Actual Front �I Sides 10, � 0-1 Rear r'� , ram, Other' Height ---- ,9NINNb1d, A8__03AoUddb Icy � SELF-CL1461 SELF-LATCI INSID OCI INACCES IB it- EROS/r,.. THr-/t: etZ" To t3,-t -rf ucr. PqZ S1tiN6-0 4 eer-oaz&-6 SCOPE OF PROJECT: RESIDENTIAL POOL & DECK ADDITION NEW POOL 831 sq. ft. NEW DECKS & STAIR 432 sq. ft. SITE PLAN 61?41°15 I h• 2Z-c��a rrr.rr"r".. - REGISTERED Ft STREET FILE PETERSON E U U L .W a� c E U 0 tn O C0 M rn T Ili ib q W Liu A d 0 a a. N o m 1 d y c 'v r� 0 0 �U) V U W a s Ln n r 08 w z g' c0 O CD O ' Z w J O O vin to f~ co T rn W Cr C ~ H C co O 0 RESUB JUN 22 2005 BUILDING DEPARTMENT CITY OF EDMONDS W Z H C2 (L Z W Q � to C1 SHEET NO. A-1 JOB NO. DATE 2-18-05 Co tv On In urn Om OSI rV