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8712 OLYMPIC VIEW DR.PDF8712 OLYMPIC VIEW DR 1.0 GENERAL THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DI5CREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE 51TE CONDITIONS SHALL BE REPORTED TO THE OWNER, WHO SHALL CORRECT SUCH D15GREPANGY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR 15 RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF EDMONDS: 2001 INTERNATIONAL BUILDING CODE (IRC), AS AMENDED AND ADOPTED BY THE CITY OF EDMONDS AND THE STATE OF WA5HINGTON; A.G.I. 515, A.I.S.C. qTH EDITION, AND A.I.T.C. 3RD EDITION. 1.2 DESIGN CRITERIA A. LIVE LOADS ROOF (SNOW) 25 P5F FLOOR RES 40 P5F FLOOR DECKS 60 P5F B. LATERAL LOADS: WIND DESIGN CRITERIA: I. BASIC WIND SPEED 85 mph 2. WIND IMPORTANCE, I vv = 1.00 (CATEGORY 11) 3. WINDOW EXP05URE 'B' 4. INTERNAL PRE5URE COEFFICIENT WA (SIMPLIFIED WIND LOAD METHOD - I601.6) 5. COMPONENTS AND CLADDING ZONE POSITIVE PRESSURE NEGATIVE PRE55URE I Il.q P5F -15.5 PSF 2 IIA P5F -15.2 PSF 2 (OVERHANG) -24.7 P5F 3 1IA P5F -15.2 PSF 3 (OVERHANG) -24.7 PSF 4 15.0 PSF -14.1 PSF 5 15.0 PSF -1'7.4 P5F TOPOGRAPHIC EFFECT FACTOR K =1.OTZ SEISMIC DESIGN CRITERIA: I. SEISMIC IMPORTANCE, le = 1.0 SEISMIC USE GROUP 1 2. MAPPED SPECTRAL RESPONSE ACCELARATION5 5=1.55q, 59 = .545, 3. 51TE CLA55 : D 4. SITE RESPONSE COEFFICIENTS: 5 ds = 1.031, 5 dl =.545 5. SEISMIC DESIGN CATEGORY: D b. BA51C SEI5MIC-FORGE-RE5TING SYSTEM: BEARING WALL SYSTEM 1. DESIGN BASE SHEAR: 18.8 KP5 8. SEISMIC RESPONSE COEFFIENTS: Gs =0.14 q. RESPONSE MODIFICATION FACTOR: R=6.5 10. SIMPLIFIED SEISMIC ANALY515 RROGEDURE 1.3 SOIL DATA FOR LOCATIONS SEE SOILS REPORT. 501L BEARING ® CONT. SPREAD FOOTINGS = 2000 P5F. ALLOW 33-I/5% INCREASE FOR LOAD5 FROM WIND OR 5EI5MIC ORIGIN. EQUIVALENT FLUID ACTIVE PRESSURE AND PASSIVE PRE55URE ARE 35 PGF AND 500 PCF, RESPECTIVELY. 2.0 SITE WORK 2.1 EXCAVATION EXCAVATE FOR FOOTINGS DOAN TO DEPTH SHOWN ON PRAININC75 OR TO FIRM UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL BE BAGKFILLED WITH LEAN CONCRETE (Pa = 2000 PSI), OR BE STRUCTURALLY FILLED PER SECTION 2.2 AND SHALL BE AT THE CONTRACTOR'S EXPENSE. 2.2 BACKFILL AND COMPACTION BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS, SCREEDS, OTHER WOOD DEBRIS AND MATERIAL SUBJECT TO ROT OR CORROSION. USE ONLY MATERIALS APPROVED FOR BACKFILL. IN AREAS UNDER SLABS OR FOOTINGS, MATERIAL SHOULD BE GRANULAR IN NATURE, PLACED IN 6-INCH LIFTS AND COMPACTED TO AT LEAST q5% OF MAXIMUM DRY DENSITY A5 DETERMINED BY AA5HTO COMPACTION TEST, PROCEDURE T-180. THE FILL SHOULD BE LIMITED TO GLEAN, GRANULAR MATERIAL. 3.0 CONCRETE 5 SACKS OF CONCRETE PER CUBIC YARD 3.1 GENERAL ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS FOR "ULTIMATE STRENGTH TYPE CONCRETE", PER AGI 501, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING." PROPORTIONING OF ING1REDIENT5 FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN AGI 301. PLACE CONCRETE PER AV-304 AND CONFORM TO AC1-604(306) WINTER CONCRETING AND A0I-605(305) FOR HOT WEATHER CONCRETING. CONCRETE SHALL BE PLACED TO AVOID 5E6RE6ATION, HONEYCOMBING OR POCKETS. USE INTERIOR MECHANICAL VIBRATORS WITH i000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR GOLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR HI5 APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWING5. ALL TIES AND ANCHORS SHALL BE OUT OFF FLUSH WITH THE SURFACE; SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIE5. 3.2 STRENGTH TWENTY-EIGHT DAY COMPRESSIVE STRENGTH5 SHALL BE: SLA55 ON GRADE : 2000 P51; MAX SLUMP 3 (UN5UPERVI5ED) FOOTING $ WALLS: 2000 P51; MAX SLUMP 4" (UNSUPERVISED) THESE SLUMPS MAY BE INCREASED IF A PROPER ADDITION OF POZZOLITH 15 ADDED TO ALLOW HIGHER SLUMP AND GREATER WORKABILITY WITHOUT CHANGING THE WATER CONTENT OF THE ORIGINAL MIX DESIGN. PROPORTION MIX ACCORDING TO IRC, IgO4. 3.3 MATERIAL: MATERIAL: CEMENT, WATER $ A66RE6ATE5 PER AGI 501 A. CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE II. ENGINEER'S APPROVAL 15 REQUIRED FOR USE OF TYPE III CEMENT. B. WATER TO BE GLEAN AND POTABLE. G. COARSE AND FINE AGGREGATE5 TO CONFORM TO A5TM-C33. 3.4 MATERIALS A. WATER REDUCING ADMIXTURES: MUST CONFORM TO A5TM-04g4, POZZOLITH 344N, POZZOLITH IOOXR, OR POZOLITH 122HE. POZZOLITH SHALL BE INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS "SYNERGIZED PERFORMANCE SYSTEMS" CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE FLOAABLE CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL. ADMIXTURES AND D05AGE5 WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE CONTRACTOR'S J055ITE REQUIREMENTS. MAXIMUM SLUMP FOR "SYNERGIZED PERFORMANCE SYSTEMS" CONCRETE SHALL NOT EXCEED 8" USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. B. AIR ENTRAINMENT: CONFORM TO ASTM-0260 AND A5TM-0414, MB-AE-10 BY MASTER BUILDER. ENTRAIN 5% +/- 1% AIR BY VOLUME IN ALL EXPOSED CONCRETE. C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR APPROVAL 15 GIVEN BY THE ENGINEER. 3.5 REINFORCING STEEL DETAIL, FABRICATE AND PLACE PER AGI-315 AND A0I-318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, 5PACERS, OR TIES. A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM A615, GRADE 60 FOR #5 AND LARGER BARS, EXCEPT A5 NOTED; GRADE 40 FOR #4 AND SMALLER BARS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE BENT IN FIELD AFTER PLACING. B. REINFORCEMENT IN ALL WALL5, SLABS, AND FOOTINC75 SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH VERTICAL AND HORIZONTAL. G. LAPS: ALL TEN51ON SPLICES ARE ACCORDING TO AGI 318-Sg, CLASS B AND ALL COMPRES51ON SPLICES ARE 30 DIAMETERS, UNLESS NOTED OTHERWISE. D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 145 TOP AND BOTTOM, EXTENDING 2'-6" BEYOND OPENING AT EACH CORNER. SEE TYPICAL DETAILS. E. WELDING: TACK WELDING OF REBAR 15 NOT PERMITTED UNLE55 GALLED F. MINIMUM REINFORCING: WHERE REINFORCEMENT 15 NOT SHORN ON DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (AGI 318-S11) SHALL BE REFERRED TO FOR PROPER REINFORCEMENT. G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: 3" CONCRETE DEP051 TED ALAI N5T EARTH 2" CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH 1-1/2" TO TIES IN COLUMNS, AND TIED REBAR IN AALL5 1-1/2" FOR BARS IN SLABS ON GROUND 3/4" INTERIOR FACE OF AALL5 H. WELDED WIRE FABRIC: A5TM-AI85 AND A5TM-A82 J. MINIMUM STEEL REQUIREMENTS FOR CONCRETE WALL U51N6 #4 REBAR HEIGHT VERTICAL HORIZONTAL 0'-6' IS" O.G. IS" O.G. b'-g' 161, O.G. 10" O.G. 3.6 FOUNDATION ANCHOR BOLTS 5/8" STEEL BOLTS, WITH 7" MIN. EMBEDMENT INTO CONCRETE. PROVIDE A MIN. OF (2) BOLTS PER 51LL PLATE. ANCHOR 5OLT5 SHALL BE PLACED AT -12" O.G. FOR ONE STORY, 45" D.G. FOR TY40 STORY RESIDENCES AND REFER TD LATERAL ENGINEERING FOR THREE STORY RESIDENCES. ADDITIONALLY, ONE BOLT MUST BE NO LESS THAN 7" FROM EACH END OF EACH INDIVIDUAL SILL PLATE. ANCHOR BOLT WASHERS MUST BE A MINUMUM OF 3"x3" (SQUARE) x 3/16" (THICKNE55) 4.0 CARPENTRY 4.1 ROUGH CARPENTRY ALL 2x FRAMING LUMBER SHALL BE STUD GRADE DOUG-FIR FOR STUDS AND STANDARD OR BETTER FOR PLATES OR AS SHOWN ON THE DRAWINGS OR BELOW. ALL 2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (5D). EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER INSPECTION BUREAU SHOWING GRADE MARK OR APPROVED EQUAL. OTHER MATERIALS A5 5HOAN BELOW 2x $ 3x STUDS - STUD GRADE DOUG-FIR 2x JOISTS - #1 DOUG-FIR 4 x 4$ 4 x b COLUMNS - #1 DOUGLA5 FIR bx HEADERS - #1 DOUGLA5 FIR 4x HEADERS - #2 DOUGLAS FIR ALL EXPOSED MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 4.3 CARPENTRY HARDWARE A. BOLTS SHALL BE ASTM A-307. B. WASHERS SHALL BE MALLEABLE IRON 1NA5HER5(MIN). C. NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY. D. LAG SCREWS, SHEAR PLATES - SEE NATIONAL DE516N SPECIFICATION. E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, TECO, BOWMAN OR OTHER 1050 APPROVED. F. PROTECTION HARDWARE EXPOSED TO WEATHER OR TO VIEW OR IN UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED. 4.4 MINIMUM NAILING - PER 2003 IRC 4.5 GLUE -LAMINATED TIMBER ALL STRUCTURAL GLUE -LAMINATED TIMBER, MATERIALS, MANUFACTURE AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD P•5.56 "STRUCTURAL GLUED LAMINATED TIMBER", AND ALL MEMBERS SHALL BE MARKED WITH A QUALITY MARK THEREOF. ALL PLIES SHALL BE DOUGLA5 FIR COAST REGION. CAMBERS ARE AS SHORN ON THE DRAWINGS. ALL MEMBERS SHALL BE EITHER COMBINATION 24F-V4 (SIMPLE SPAN) OR 24F-V5 (CANTILEVERED OR CONTINUOUS 5PAN) AS APPLICABLE. ALL MEMBERS SHALL BE INDUSTRIAL APPEARANCE AND SHALL BE GLUED WITH WATERPROOF ADHESIVE PER P.5. 56. ARCHES SHALL BE COMBINATION 24F-V8 AND HAVE EXTERIOR GLUE, ARCHITECTURAL GRADE. 5.0 MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND 5TIFFNE55 ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TD MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. w 50, I NGRE55 4 N N M En 1 EXSITING RESIDENCE / 8710 OLYMPIG VIEW DRIVE 1 1 1 1 1 1 58a ° 16'18 "E 151.00' ss I ss s�S N>✓vU CUN LCTto�J � s%I.� p�,� -r►c� T Z,� gut _ m °� EXISTING,b, \%'• IPARKING \� �m I POINT 'AI POINT U " 21, I F_ ISTING /GLEAN OUT "I 24" DEEP EXISTING RESIDENCE z0 ry I I I� � - - PR E� 9�-7 - - I I I I FINISHED FLOOR �I \ ELEVATION = 100.00' Ll EXISTING / sl PORCH 'F;C:::;:::::I...............:................. EXISTING =GRAVEL DRIVEWAY 58a ° 16'18"E I51.00' • • � " NORTH Corner N Fla AJ)pllcant shall repair/replace all damage to utilities or #rolitagEl, i Tlprovements in City Seth cks --9 Re wired Actual right-ofWa,Y per City standards that is caused N ---it _ 3�; ,car Occurs during I;h' permitted project. SITE P'LAN si&t_�- - 1) __ -oqb.�;__ Reaf�, E t o S- PROPERTY OWNER EDMUND and LAURA 5PAYD 6712 OLYMPIC VIEW DRIVE EMOND5, WA5HINGTON a8026-531a (425) 774-8628 LEGAL DESCRIPTION THE SOUTH HALF OF THE SOUTH 220 FEET OF THE EAST HALF OF THAT PORTION OF TRACT 4, EDMONDS SEA VIEWR TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 5 OF PLATS, PAGE 76, RECORDS OF SNOHOMISH COUNTY, WA5HIN6TON, LYING SOUTH OF PAVED ROAD THEREOF TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS OVER THE WEST 30 FEET OF THE EAST HALF OF THAT PORTION OF SAID TRACT 4 LYING SOUTH OF PAYED ROAD, EXCEPT THE SOUTH 220 FEET THEREOF. 51TUATE IN THE COUNTY OF SNOHOMISH, STATE OF WA5HI6GTON. Height - I � I Vsf; TAX ACCOUNT NUMBER 004346-000-004-08 LOT COVERAGE RESIDENCE 1505 SQUARE FEET PORCH 48 SQUARE FEET DECK 155 SQUARE FEET CARPORT 400 SQUARE FEET TOTAL 2111 SQUARE FEET LOT AREA 16,a88 SQUARE FEET LOT COVERAGE AS A PERCENTAGE OF LOT AREA = 12.45% IMPERVIOIUS COVERAGE LOT AREA I6,a88 SQUARE FEET BUILDING/CARPORT 2,235 SQUARE FEET and OVERHANGS DECK 151 SQUARE FEET DRIVEWAY and 4,2a5 SQUARE FEET SIDEWALKS TOTAL 6,661 SQUARE FEET IMPERVIOUS COVERAGE AS A PERCENTAGE OF LOT AREA = 311.21% HEIGHT CALCULATION POINT - A C11.001 POINT - B a 1.00' POINT - C a8.00' POINT - D a8.00 TOTAL 575.00, 378.00' DIVIDED BY 4 = a4.50' MAX. AVERAGE GRADE a4.50' + 25'-0" = II11.50' MAXIMUM ALLOWABLE HEIGHT 112.86' ACTUAL RIDGE ELEVATION 0 0WNrR/0O AC,TOR IS RES ONSIBLE FOR rROSION UUNTRO,L AND RAINAGE • j I ut � O I ° O - I 54'-6" APPRO D BY ENGINEERING D 169 ��-Y`I M�t�t2Vltsu �u.l'L��ES• =OVED BY INNING QA SITE CLASSIFICATION WORKSHEET LINE TYPE AREA (SQUARE FEET) I NON -REGULATED 6312 EXEMPT REGULATED 2 REPLACED 13a i O 3 NEW (POST 1a71) + O 4 TOTAL REGULATED IMPERVIOUS AREA MITIGATION REQUIRED IF IN EXCESS OF 2,000 SF = O r.7 TOTAL AREA MITIGATED BY EXISTING STORMNIATER MANA6EMENT 5Y5TEM(5) - 6 REGULATED ARE NOT YET MITIGATED = 0 -1 AREA PROPOSED TO BE MITIGATED BY LOIN IMPACT DEVELOPMENT TECHNIQUES = O 8 AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL 5WM TECHNIQUES = 6TREET FILE RANDALL J. MUNSON BUILDING DESIGNER 17713 15TH AVENUE NORTHEAST SUITE 102 SHORELINE WASHINGTON 98155 (206) 349-4551 COPYRIGHT NOTICE THIS PLAN IS ISSUED FOR CONSTRUCTION PURPOSES BY THE CLIENT INDICATED. REPRODUCTION OR USE OF THIS DOCUMENT WITHOUT THE EXPRESS WRITTEN CONSENT OF DESIGNER, RANDALLJ. MUNSON, IS PROHIBITED. ARCHITECT MAINTAINS ALL RIGHTS UNDER STATE AND FEDERAL LAW, INCLUDING COPYRIGHT. CONTRACTOR NOTICE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY THE ARCHITECT OF ANY DIMEN- SIONAL ERRORS, OMISSIONS OR DISCREPANCIES BEFORE BEGIN- NING OR FABRICATING ANY WORK. DO NOT SCALE DRAWINGS, REVISIONS No. Date Item SITE P GENEI z 0 Z rn T _ L0 U) C,6 00 w rr OO Z � CO 0 z 'C3 w = C > W W Q U �? N O zti .3>OO~ C.) WT N o ww LAN 2AL NOTES PROJECT NO. . . DESIGN RJM DRAWN RJM ISSUE DATE : 09.13.11 A- 1 SEP 14 20111 r,UILDiNG DEPARTMENT CITY OF EDMONDS a PLANNING DATA STREET FILE SINGLE FAMILY RESIDENTIAL Name: q Date: Site Address: g� �'� �� v+ C Tax Parcel boy 3 6 0 0 0 o b D o Project Description: �� Cv . po4 pa✓ Sa I 1 Plan Check #: % d-ol 1 D'% 1 Reduced Site Plan Provided: (YES / NO) Zoning:% - Map Page: Corner Lot: (YES / 'li1 Flag Lot: ((E / NO) Critical Areas Determination #: 0 0-7 S ❑ Study Required 0-Waiver SEPA Determination: Exempt ❑ N ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: I Side: O Sid 7 Rear: ( O Actual Setbacks Street: 3 � Side: 2-0.� Side: �� Rear: ^ 3s ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs Deck: Buildin Heigh t V� t) C Datum Point: Datum Elevation: Maximum Height Allowed: �q ,Sr D a 5 Actual Height: Other Parking Required: Parking Provided: a Lot Area: Maximum Lot Coverage: 35% Proposed: Lot q Coverage Calculations: ws -t -1- -t c^ or g 13 r SY o� = a ADU Created: (YES / O) Subdivision: Legal Nonconforming Land Use Determination Issued: (YES / Comments Plan Review By: �Z, Planning Data Form 07-1409.doc PLANNING DATA STREET FILE Plan Review By: Planning Data Form 07-14-09.aoc 111 Geotechnical Engineers, Geologists (� Group Northwest, In. BEnvironmental Scientists June 9, 2011 Mr. Dick Jansen Chermak Construction 655 Edmonds Way Edmonds, WA 98020 Subject: Preliminary Geotechnical Evaluation Ed and Laura Spayd Residence 8712 Olympic View Drive Edmonds, WA Dear Mr. Jansen: RECEIVE® SEP -12011 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS At your request, Mr. Wade Lassey of GEO Group Northwest met with you and Mr. and Mrs. Spayd at their residence on June 3, 2011. The Spayed residence is located south of Olympic View Drive, between 86`h Place West and 88" Avenue West„ as illustrated on the Vicinity Map, Plate 1. The residence is one-story with a daylight basement and a carport, as illustrated on the Site Sketch, Plate 2, and the Section Sketch, Plate 3. The basement has experienced an on -going water intrusion problem along the east wall of the house. Water intrusion also occurred on the north wall a few years ago, due to a clog in the drain line that the footing drain is tied to. The clog was cleared and they have not experienced further water intrusion on the north side. The owner indicated that they are not aware of water intrusion along the south basement wall. Exterior ground settlement has occurred on the south side of the house, including the entry porch and planter, the column support for the roof at the entry, the north portion of the asphalt parking area and planting bed next to the house, the carport column supports, and the carport slab -on - grade. Based on our observations and discussions, we understand: 1. Existing drains are tied together on the west side of the house, including the french drain at the southeast corner of the carport, the roof downspout drain at the northeast corner of the house, the footing drain, and the entry floor drain on the west side of the house. 2. The lot slopes generally toward the northwest corner of the lot. The french drain, roof and footing drain are connected together and are tight -lined to a dry -well located in the yard area near the northwest corner of the lot. According to Mr. Spayd, the soil at the dry -well consisted of hardpan and it quickly filled with water (the soil does not infiltrate). 13240 NE 20th Street, Suite 10 • Bellevue, Washington 98005 Phone 4261649-8757 • FAX 425/649-8758 STREET FILE A f� June 9, 2011 G-3166 Spayd Residence Page 2 Preliminary Geotechnical Evaluation 3. According to the area geologic map the site soils are mapped as near the contact between Glacial Till (Qvt) and the underlying Advance Outwash (Qva) sand deposit. Glacial till consists of a mixture of silt, sand and gravel that was deposited under the glacial ice. When undisturbed and unweathered, glacial till is typically very dense and is commonly referred to as hard pan. We observed dense glacial till exposed at a depth of about 1 foot at the base of the hillside on the south side of the house. 4. The tight -line discharge pipe from the dry -well is located along the driveway easement and the pipe was measured to have a 3-inch diameter at the yard CB near the top of the driveway. We understand the line discharges into the city's storm drain in Olympic View Drive. However, no tie-in of the 3-inch line was observed in the CB (east side of the driveway) and no water was observed flowing into the CB at the time of our site .visit, although water was observed flowing in the yard CB near the top of the driveway. 5. The vegetated steep slope along the south property line is wet, especially in the area around the carport. An existing french drain is located near the southeast corner of the carport that was observed to be carrying water. Mountain Beavers are digging holes into the hillside and water was observed coming out of one of the holes. The neighboring house above the slope may be discharging storm water onto the slope. 6. The homeowner indicated there might be an existing french drain located along the base on the slope next to the parking area (south of, the house). We did not observe a french drain at the base of the slope where the soil had been excavated. 7. Settlement of the asphalt parking area along the south side of the house is causing surface water to drain toward the house. It appears the settlement issues on the south side of the house are the result of settlement of the fill soil used to backfill along the south basement wall. 8. The carport slab has settled and was previously capped with layer of concrete presumably to level the slab. The middle and northern portion of the carport slab is cracked and has settled. About 10 inches of settlement is estimated next to the house foundation. Columns supporting the carport have also settled, impacting the support beams for the carport roof. 9. The wall backfill soil along the south side of the house consists of silt with some sand below a depth of about 1 foot, based on two hand auger borings that extended to a depth of about 2 feet below the ground surface. The existing fill is not a free -draining material and is very loose based on probing with a 4-foot long 1/2-inch steel rod. The fill appears to be the native glacial till soil GEO Group Northwest, Inc. June 9, 2011 G-3166 Spayd Residence Page 3 Preliminary Geotechnical Evaluation from the site. PRIORITIES We were requested to provide a priority list of our recommendations. From a priority viewpoint, it is our opinion that solving.the basement water intrusion problem has the highest priority. Water intrusion can lead to mold issues and impact quality of life. The following recommendations are based on our current knowledge of the site conditions: A. Basement Water Intrusion Separate the drain systems so water from roof downspouts and french drains are not being input into the footing drain system: The footing drain should be it. own system and other drains should not be tied into it. The footing drain should have it's own discharge tight -line so other Water will 'not back-up into the footing drain system in the event that the tight -line gets clogged or a significant storm event overwhelms the system causing a backup. B.. Water Management Linked to solving the basement water intrusion is the management of other groundwater and surface water on the up -gradient side of the house. This includes: - Regrade parking area on the south side of the house so surface water drains away from the house. Tight -line roof downspout and french drain water beyond the house in a separate system. Collect water runoff from the slope in a french drain along the base of the slope on the south side of the parking area to minimize the amount of water flowing toward the house in the subsurface. Collect and tight -line discharge water on slope past the house if the up -gradient neighbor is discharging onto slope. C. 3-inch Discharge Line The small diameter 3-inch line located along the driveway easement likely does not have.the capacity to handle a large storm water event if surface and subsurface water from the footing drain, roof downspouts, parking area, and french drains were to be all tied to that pipe. There are two options: l..Replace.the line with a larger diameter `pipe with adequate capacity, or 2. Not tie everything into the line. To replace the line, we recommend sizing the pipe needed for a 50-year GEO Group Northwest, Inc. e June 9, 2011 G-3166 . Spayd Residence Page 4 Preliminary Geotechnical Evaluation . storm event and adding an estimated flow of 5 gpm for the french drains. We estimate the impervious surface.area of the roof at 2,006 sf and the parking area on the south side of the house. at 1,200 sf (27 ft wide by 45 feet long). Surface water from the parking area is currently not collected and conveyed to the 3-inch line. We do not recommend additional surface and subsurface water input into the 3-inch line. D. Replace Footing Drain and Waterproof Basement Wall Water intrusion is reported to be occurring only along the east wall of the basement. Replacing the footing drain and water -proofing the exterior of the cast basement wall may be needed. However, separating the drain systems and managing the other water may remedy the water intrusion problem. If the client,does not want to proceed with excavating and replacing the footing drain at this time, we recommend they monitor the situation over several winters and if water intrusion is still a problem then consider replacing the footing drain, water -proofing, installing a vertical drain mat on the basement wall and backfilling with a free -draining material. E. Structural Settlement The carport settlement and the settlement of the roof column support, porch and planter at the south entrance to the house are not connected to the basement water intrusion problem. However, maintaining the integrity of the structure is important, and is a high. priority item. It is our opinion that the settlement observed on the south side. of the house is principally the result of backfilling with poor quality soil between the cut and basement wall. and a lack of compaction of the fill. The cut was created in order to construct the basement wall. Water migration through the soil may also have contributed to settlement over time. The settled supports of the house and carport structure can be re -supported either by underpinning with galvanized steel pipe piles, or by removing the unsuitable soils and replacing with a till that is compacted to structural fill specifications. Temporary supports would be required to replace the unsuitable soil. F. Parking Area Settlement . Settlement of the parking area can be remedied by similarly removing the unsuitable soils and replacing with fill compacted to structural.fill specifications. Alternatively, if the unsuitable soil is not to be excavated, a pipe pile supported structural slab could be constructed across the area that settled. GEO Group Northwest, Inc. June 9, 2011 G-3166 Spayd Residence Page 5 Preliminary Geotechnical Evaluation GEOTECHNICAL RECOMMENDATIONS The main geotechnical issues to be addressed for the items previously discussed include: Underpinning the foundation column supports for the house and carport; Underpinning the carport floor slab; - Underpinning a structural slab in the parking area across the settled area; - Drainage for basement walls; Structural fill and compaction; French drains Underpinning - Structural Supports Structural supports, such as column supports, may be underpinning with galvanized steel pipe piles. Galvanized pipe is required for corrosion protection. The pipe piles should penetrate through the loose soils and be driven to refusal. Pile installation should be monitored on a full time basis by the geotechnical engineer in accordance with the International Building Code (IBC). The following is the recommended allowable axial bearing capacity and refusal criteria for 2-inch,and 3-inch diameter pile sizes: Pipe pile Pile Hammer Hammer Refusal Criteria Allowable Diameter Specification Size Type (Seconds Per Inch) Capacity 2 inch Schedule 80 140 lb Rhino 40 3 tons 3.inch Schedule 40 650 lb Teledyne 225 16 6 tons Refusal criteria may be different for other hammer weights and manufactures. The number of piles and spacing requirements is part of design and is not addressed herein. Underpinning - Structural Slabs The allowable axial bearing capacity and refusal criteria provided above may be used for structural slabs. Pile spacing should be no greater than 5-foot on -center. Structural slabs should be reinforced with steel reinforcement bar (rebar) consisting of #4 bar 12-inches on -center. Pile caps should be tied into the steel reinforcement bar. If the structural slab is tight against the house foundation, then the slab should be doweled and epoxied to the foundation wall. Wall Drainage and Footing Drains If the basement wall footing drain is to be replaced, we recommend a combination of backfilling with free -draining material, installation of a drain mat (such as Miradrain 6000 or equal), and CEO Group Northwest, Inc. June 9, 2011 G-3166 Spayd Residence Page 6 Preliminary Geotechnical Evaluation water -proofing the basement wall. The purpose of the combination is to provide multiple lines of defense against water intrusion. } If backfilling with free -draining material is not considered feasible, backfilling with the removed soil is possible provided a vertical drain mat is installed against the basement wall and the wall water -proofed. The issues in,reusing the excavated soil are the soil is not free -draining and compaction to structural fill compaction specifications may not be achievable. The silty till fill soil is moisture sensitive and typically has a high moisture content when in a loose condition, as is the case here. There is potential for fill settlement if the structural fill compaction standards are not achieved. The footing drain should consist of a four (4) inch minimum diameter, perforated, rigid PVC drain pipe laid at or near the bottom of the footing. Joints should be glued. The drain line should be bedded in clean drain rock and the drain rock wrapped with geotextile filter fabric, such as Miraf. 140N, or equivalent, as illustrated on the Footing Drain Detail, Plate 4. If a vertical drain mat is used the drain rock should extend above the base of the drain mat. Basement'Wall Backfill. A granular free -draining soil is recommended as the basement wall backfill, such as a pit -run sand and gravel. Alternatively, a clean crushed rock may be used, such. as 2-inch no minus. To be free -draining, the material should contain less than 5% fines (silt and clay -size particles passing a No. 200.mesh sieve).. The till should be free of organic and other deleterious substances and have a maximum size of 3-inches. If the backfill soil is not free -draining, a vertical drain mat such as Miradrain 6000 or equivalent, should be installed on the wall exterior. Structural Fill Compaction Structural fill is defined as fill soil that supports building foundation loads; slabs, patios, porches, retaining walls, sidewalks, and pavements. Below slabs, foundation footings, porches, and other structural elements, structural fill should be compacted to a minimum of 95 percent of the material's maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). Under pavement structural fill should' be compacted to 90 percent, with the exception of the top 12-inches which should be compacted to 95 percent. Fill behind retaining walls and basement walls should be compacted to a minimum of 90 percent (95 percent if supporting structural elements). GEO Group Northwest, Inc. June 9, 2011 G-3166 Spayd Residence Page 7 Preliminary Geotechnical Evaluation French Drain Installation of a french on the south side of the parking area is recommended to collect subsurface water runoff from the hillside. The depth of the french drain should extend a minimum of 8-inches below the top of the dense glacial till soil to create a ditch in the dense soil and mitigate water by-passing the drain. The top of the dense till was observed about 12-inch below the surface of the parking pad where exposed at the base of the slope, but may vary in depth. The base of the trench drain should gravity flow, which may require the depth of the trench to vary. A trench width of 18-inches is recommended, as illustrated on the French. Drain Detail, Plate 5. The trench should be lined with a geotexiile filter fabric, such as Mirafi 140N, or equivalent. A four (4) inch diameter, perforated, rigid drain pipe laid in the base of the trench and the trench filled in clean washed drain rock. The filter fabric should over -lap on top. The top 10 inches of the trench may be filled with 5/8 crushed rock below, parking. This same method can also be used in other locations. A small rockery exists along a portion of the base of the slope with the base of the bottom rock buried about 1 foot below grade. To prevent the trench excavation from undermining or destabilizing the rock, the drain should be setback from about 3 feet from the rock. Please call should you need additional information or have any questions. Sincerely„ GEO Group Northwest, Inc. Wade J. Lassev ngineering Geologist William,Chang, P.E. Principal Attachments: . Plate l: Vicinity Map Plate 2: Site Sketch Plate 3: House Section Sketch Plate 4: • Footing Drain Detail Plate 5: French Drain detail oy. �oF WAS c T qrlU111W i_ n_ 20114 a . NM_ CEO Group Northwest, Inc. of o�� %O G C� Wade J. L sey Adapted from "The Thomas Guide," 2007. 0 1000' 2000' Approximate Scale: I inch =1000 feet a Q I VICINITY MAP Group Northwest, Inc. Spayd Residence GeotechnicalEngineers. Geologists. 8 8712 Olympic View Drive Environmental scientists Edmonds, Washington SCALF, NONE DATE 06/09/201 I MADF W1L C11KD WC .tog No. G-3166 PLATE I LA .S P/ o�+jt lysu.�c �,Fct DIGi 513 ";, _ � �� nl A74,4— r 1 J c I I n w• 11 �1 r 1 g ! r 1 • I I I ^>y SITE SKETCH Plate 2 y� P - SPAi(D_ E'D 4 LJW RA AIR- c=A4ft9%t Vi)�'%u PL 1-fl 9006'S_ Wh 9grizu N S HOUSE SECTION SKETCH Plate 3 5 PAY D _ E U La•+e S�)Z OLY..,a � V CEW QL %BoZco Basement Wall Slope to drain O 0 O ° 0 0 o O \ O \ 0 o O 0 ° 0 \ COMPACTED o' ° \ GRANULAR FILL ° Temporary Cuts 0 ° 0 ° \ 1 H: I V in Loose to Med Dense Soil \ ° IH.4V in Very Dense Till Soil \ N, O ° 0 0 0 GEOTEXTILE FILTER FABRIC ° ° a (Miraft 140 N., or equivalent) ° WASHED DRAIN ROCK - FOOTING DRAIN _<_ 4-inch diameter rigid PVC perforated pipe with positive gradient to discharge NOT TO SCALE ' - VERTICAL DRAIN MAT (Miradrain 6000 or equivalent) 1110 WATER PROOFING VAPOR BARRIER FLOOR SLAB ZLLARY 8REAK STRUCTURAL FILL DENSE SUBGRADE SOIL NOTES: 1.) Do not replace Rigid PVC drainpipe with flexiible corrugated plastic pipe. 2.) Perforated PVC pipe should be tight jointed and laid with perforations down, with positive gradient to discharge. 3.) Do not connect roof downspout drains or other drains into footing drain system. 4.) Backfill on the exterior of the basement wall should be compacted in 10 inch lifts to 90% of the maximum dry density based on Modified Proctor (ASTM D1557), or compacted until dense based on probing with a 1/2-inch steel rod. Backfill supporting slabs, porches, footings, etc. should be compacted to 95%. FOOTING DRAIN DETAIL Group Northwest, Inc. Spayd Residence Geotechnical Engineers, Geologists, & 8712 Olympic View Drive Enviromrentai scientists Edmonds, Washington SCALE NONE DATE 06/09/201 I MADE WX C11KD WC JOB No. G-3166 PLATE 4 PERMEABLE CRUSHED ROCK GRAVEL OR SANDY CAP SOIL GEOTEXTILE FILTER FABRIC, MIRAFI 140N, OR EQUAL FREE DRAINING WASHED GRAVEL BACKFI LL FRENCH DRAIN I I I I VARIABLE DEPTH I I I I I I 4-INCH'. PERFORATED PVC I RIGID DRAIN PIPE (2-INCH FOR FINGER DRAINS) ( I WIDTH 18-INCHES FOR INTERCEPTOR TRENCH 12-INCHES FOR FINGER DRAINS NOT TO SCALE 10" - 12" NOTES: ` The trench should extend down into the very dense glacially consolidated soil. The trench should be lined with geotextile filter fabric, such as Mirafi 140N, filled with washed rock and a 4-inch perforated drain laid in the rock at the base of the trench. The drain line should be tight -lined to an appropriate discharge location. Individual yard drains may be used; in combination with the interceptor trench, as needed, and tied directly into the interceptor drain line. FRENCH DRAIN DETAIL Group Northwest, Inc. Spayd Residence Geatechnical Engineers, Geo fists, a 8712 Olympic View Drive Envconmentai Scientists Edmonds, Washington t SCALE NONE DATE 06/09/201 1 WJL CUKD WC ros No. G-3166 PLATE 5 ®I A 11 CL 9 0 3 IL IA CITY OF EDMONDS - SIDE SEWER PERMIT WATER -SEWER DEPARTMENT PERMIT 4 44 `Call 7.16-1107 for side sewer inspections BEFORE covering any portion of the construction. 1 `Inspection will be provided within 24 hours after request. NO Sat., Sun., or holiday inspections./ ADDRESS LOCATION OF CONSTRUCTION ....... 8712 Olympic U'I evj Sri..ve .......... _------------------------------------------------------- PROPERTY LEGAL DESCRIPTION .......... Edmonds Si`a_._`.1-ew. Tr acts .................................................................................................................... .................................................. _ _..........._........._...----.....------......................................................_..............._...................................................................................... ...OWNER AND/OR BUILDER..... DuJardl n Custom Homes ...................................... _....................................................... CONTRACTOR'S NAME & ADDRESS ......_.. PAUI-- W.e.at lET d.._-44Z8...----67th Avei1UP••N. E- ....Marysvi.l 1 .................................. Permission is granted ._._.... E'1]?G�Cii��P.._ 4......._...._..._._1 19...73 for repair and/or connection of a side sewer to the city sanitary sewer s� in accordance with City of Edmonds ordinances. A TION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any portion of sewer before it has been inspected. NOTE No. 2—All work performed in city right-of-way requires an Invasion of Right -of -Way Permit obtainable from the City Engineer's office. NOTE No. 3—Obtain full information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. NOTE No. 4—Top of side sewer must have at least 30 inches coverage at property line and 12 inches inside property line; minimum grade of 2%,. No bends in grade sharper than % will be permitted. NOTE No. 5—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which may develop within one year of completion. NOTE No. 6—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appurtenances except to in- sert the pipe into the wye. DISAPPROVED❑ Date ... .................................... By ................ Date......._... ._......_.......... Date ............... _................... By ................ APPROVED ' %<Date...---�. .... .... ........... By.... .......................................................................... Remarks: ......._......................................•..__...._.......-----................._........ •---....... _._...................................._................................................................... •----------------•--------............................._._..........._------..•-----............------------.••-•------......................._..............._.._.........__.....----..........._--.....---........._................................... — BOT rmit Copies MUST Be Signed By Owner of Firm Performing Construction PRIOR To Request For Inspection — I........................................................................................... hereby certify that the side sewer installation constructed under this permit (Owner of Contracting Firm Perfcrming Construction) nstalled in accordance with all governing ordinances of the City of Edmonds. Dated this ............................day of. ... ---- ......................... -•-•-.........-•--_... 19......... Check BEFORE you dig for: Water ❑, Gas ❑, Telephone ❑, Power ❑, Sewer ❑, Other ❑ - d • a • 0 G 0 H z z 0 r, 0 0 z U M 0 ❑ �" D Z 6-