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BLD20151115 (2).PDFOF E MD�N CITY OF EDMONDS -k 121 5TH AVENUE NORTH - EDMONDS, WA 98020 �°c. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 03/10/2016 Expiration Date: 03/10/2017 Parcel No: 00488800200415 CROSBY HOMES INC. CROSBY HOMES INC. CROSBY HOMES INC. 2905 170TH ST SW 2905 170TH ST SW 2905 170TH ST SW LYNNWOOD, WA 98020 LYNNWOOD, WA 98020 LYNNWOOD, WA 98037 (480)206-8051 (480)206-8051 (480)206-8051 LICENSE #: CROSBHI171 LP NEW SINGLE FAMILY- MECHANICAL, PLUMBING, AND GAS PIPINGINCLUDED VALUATION: $332,109.60 EXP:06/01 /2017 MPLETED PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 370 TYPE OF CONSTRUCTION: V-B RETAINING WALL ROCKERY: OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: 2012 OTHER: ------- OTHER DESC: ZONE: RS-8 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 1566 I ST FLOOR: 1487 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 391 DECK: 261 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:5 BATHROOMS:4 .O REQUIRED: 25 E/W PROPOSED: 25 REQUIRED: 7.5 N PROPOSED: 7.5 REQUIRED: NA PROPOSED: HEIGHT ALLOWED:25 PROPOSED:24 REQUIRED: 7.5 S PROPOSED: 15 SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. LiMa 7homgulJt Maych 1a, 2016 Si ature Print Name Date Released By Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. ONLINE APPLICANT = ASSESSOR OTHER STATUS: ISSUED BLD20151115 • Lot line stakes must be in place at the time offoundat:ion/setback inspection. • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material. • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of building (as shown on the plans) is within 12 inches of the maximum height permitted forthe zone an elevation survey is required. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Provide combustion air per IMC Chapter 7 for commercial and multi -family residential installations, and IRC Chapter 17 for one and two-family dwellings. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a % inch min. stroke width on a contrasting background. • Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming or unpenmitted building, structure or site condition which is outside the scope ofthe permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of separate enforcement action. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING 425 771-0220 EXT. 1333 E%1NIMING 425 771-0220 EXT. 1326 FIRE 425 775-7720 PUBLIC WORKS (425) 771-0235 1 PRE-TREATMENT (425) 672-5755 T RECYCLING (425) 2754801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E Erosion Control/Mobilization • E-Storm Tightline • Is Special Insp - Geotech Eng • E-CBprior toinfiltration • Ir Graveless Chambers • E-CB in driveway • E Footing Drywell • &Water Service Line • E-Driveway Form & Slope Ver. • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Retaining Wall Height & Location • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab Insulation • B-Plumb Ground Work • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing/Nailing • B-Roof Sheathing • B-Window Flashing • B-Height Verification • B-Framing/Smoke Alarms • B-WallInsulation/Caulk • B-Building Final 1P DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION -st I 90 121 5`h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 Q Fax 425.771.0221 2�26'7 LEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PRO E T ADDRESS (Street, Suite #, City State, Zip): LP, 1 Parcel #: ® o98 Lid Subdivision/Lot #: Project Valuation: $ APPLICANT: CR0.5a 140evc6_5 r✓G Phone: A � -2- v6 4 €P Fax: )-E QSJ Address (Street, City, State, Zip): t S 1 -5 LO I-YWAI E-Mail Address: r lk�Lk C 9 V-SE .0 Co X PROPERTY OWNER: Ie0-Sy e Phone: Fax: Address (Street, City, State,, ip): .2 P S —1 v � ) y✓ �t4W E-Mail Address: LENDING` AGENCY: Y VAS Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* .S 13 X Moo e ;0 Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: C & 0 j 17 1 t 10 City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: C° ®,u 5 t R ;t c i- 4 ,4) S i :,vile_ F 4tifl ✓ PROPOSED NEWSQUARE FOOTAGE FOR THIS PROJECT: Basement: /S614 s . ft. Select Basement Type: Finished M Unfinished 15t Floor: I s . ft. Garage/Carport: .37 s . ft. 2nd Floor: s . ft. Deck/Cvrd Porch/Patio: s . ft. Bedrooms # ull-3/4 Bath #_ . Half -Bath # (1 Other: s . ft. Fire Sprinklers: Yes No Retaining Wall: Yes M No Grading: Cut cu. yds. Fill _,&!!�cu. ds. Cut/Fill in Critical Area: Yes LJ No I declare under penalty of perjury laws that the information 1 have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: e R © d' 8i` Owner [5& Agent/Other ❑ (specify): Signature_6 , �/ Date: FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 ->OFFD,f O v �Sr i8go City of Edmonds Equipment Type DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 5`h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 2 Fax 425.771.0221 Appliance/Equipment Information (new and relocated) Total # Furnace Gas #_Elec #_Other: # BTUs: <100k_ >100k_ Location(s) / Air Handler / VAV (circle selected) Gas #_Elec #_Other: #_CFM: <10k >10k_ Location(s) AC / Compressor / Boiler / Heat Pump / Roof Top Unit (circle selected) Gas #_Elec #_Other: #_ BTUs: <100k, 100k-500k, 500k-Mil HP: <3, 3-15, 15-30 Location(s) Hydronic Heating Gas #_Elec # In -Floor _Wall Radiant_ Boiler BTUs: Location Exhaust Fans (single duct) B" � Bath #_+Ki Chen ## _Laundry # _Other: Fireplace Gas #_Elec #_Other: #_ Location(s) Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs: a D Location(s): A,,� o e J4 kA« a 1, &"-A6 J Water Heater BTUs: 3JFo2D Location(s): Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/In BTUs: Location(s): L. W t Al C c2 0A.0,_ Stove/Range/Oven Dryer Outdoor BBQ TOTAL OUTLETS PLU.MBING FIXTURE COUNT Fixture Type (new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) Pressure Reduction Valve/Pressure Regulator , Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) 7 Water Service Line Tub/Shower 57 Drinking Fountain (2� Dishwasher Clothes Washer Hose Bib ;Z, Backflow Prevention Device (e.g. "PA, DCOA, AVB) AV Water Heater Tankless? Yes No Hydronic Heat in: Floor Wall Floor Drain/Floor Sink ,Qf Other: Refrigerator water supply (for'water/ice dispenser) Other: FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New driveTorm A2014.docx Updated: 1/17/2014 1) O0U) CD Om m m�a c Q. 0 U) 7 N .a (D r N) 0 < N3 ZCCn0 W0 C � ti v w v O � -C. � 0 r O 2 �-�m r- >c co m N n O O z 0 Om-0 o CD 0 8 g c 0 0 0 c v to n 3. 7 cc F m A) 3 �o CD LA. m CD z CD I LIST & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology .................._ _ July 31, 2015 _ It /S-- ----............. ..._... _. Earth Science Mr. Chuck Crosby Crosby Homes 2905 — 170`h Street SW Lynnwood, WA 98037 Y . i Dear Mr. Crosby: RECEIVE® I Subject: Geotechnical Investigation AUG 2 7 2015 Onsite Stormwater Disposal Single -Family Residence I DEVELOPMENT SERVICES COUNTER 232xx — 75`h Place West j Edmonds, Washington L&A Job No. 15-073 INTRODUCTION We understand that the development. of a single-family residence is proposed for the subject property located at the above address in Edmonds, Washington. We also understand that onsite stormwater disposal by infiltration is! being considered for the subject project. We have completed a geotechnical investigation for this project. The purpose'of this investigation is to explore and characterize subsurface conditions of the project site, evaluate feasibility of onsite stormwater disposal; and provide geotechnical I recommendations for onsite stormwater disposal. Presented in this report are our findings of site conditions, feasibility of onsite stormwater disposal, andreconnuendations. PROJECT DESCRIPTION The project site slopes down to the east. Infiltration trenches are to be located in the low- lying, almost -flat east side of the site. to dispose storm, runoff collected over impervious surfaces of the project. i I 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483-9134 Fax (425) 486 2746 I i July 31, 2015 Single -Family Residence L&A Job No. 15-073 j Page 2 SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: 1 Review the geologic and soil condition at. the project site based on a published geologic map. 2. Explore subsurface conditions of the ston-nwater disposal area with backhoe test pits to a soil stratum suitable for, stormwater disposal by infiltration, or to the maximum depth (about 12 feet) capable by the backhoejused in excavating the test pits, whichever occurs first. 3. Conduct laboratory soil particle size distribution test. in accordance with ASTM D422, on soil samples obtained from targeted soil layers in test pits suitable for stormwater disposal by infiltration. The results of ;the tests will beused in determining design infiltration rate of the soil layers)' in accordance with 2012 Stormwater Management Manual for Western Washington, published by Washington State Department of Ecology 4. Prepare a written report to present our findings, conclusion, and recommendations. SITE CONDITIONS Surface Condition j The general location of the project site is shown on Plate l — Vicinity Map. For our use I in this investigation, you provided us with, a site plan of the subject project. The site is fronted by 70 Avenue West to .the east and 75"' Place West to the west, and is adjoined by residential development to the north and south. The project siteis situated on a gentle to moderately -steep slppe descending easterly to I Hall Creek which then discharges southward into the nearby Ballinger Lake. The site is ILIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 3 currently vacant and has been cleared. Along the west side ;of the site is a steep bank dropping a few feet from the street level of 75"' Place West down to the west side of the project site, then slopes down gently eastward across the site, Gthen levels out on the east i side of the site. I Geologic Setting The Geologic Man of the Edmonds East and Part of the Edmonds West Ouadrangles, Washing. . ton, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the geologic and soil conditions at the residence site. According to this publication, the surficial soil .unit at and in the vicinity of the project site is mapped as i Advance Outwash (Qva) deposits, with a Vashon Till (Qvt) soil unit lying to the west and an Alluvium (Qya) soil unit lying to the east. The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in th.e .past one million years or so and the subsequent deposits and erosions. The latest glacier advanced to the Puget Sound Lo 1 land is referred to as the Vashon Stade of the. Fraser Glaciation which had occurred during the .later stages of the Pleistocene Epoch, and retreated from the region some 12,500 years ago. , I i i The deposits of the advance outwash soil unit are composed of stratified sand and gravel with very minor amount of silt and clay, deposited by the meltwater of advancing glacial ice of the last ' glacier then overridden by the still advancing glacier. Due to their generally granular composition, the advance outwash deposits are of moderately -high penneability and drains fairly well. The advance outwash deposits are generally dense to very dense in their natural, undisturbed state. The underlying fresh advance outwash LIU & ASSOCIATES, INC.! July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 4 i deposits in their native, undisturbed state can provide good foundation support with little settlement expected for light to moderately heavy structures. Soil Condition Subsurface conditions of the site were explored with two test pits located on the low-lying east side of the site. The test pits were excavated on July 10,1 2015, with a rubber -track backhoe to depth of 11.0 and 12.0 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the survey plan, and their locations should be considered only as accurate to the measuring method used. I A geotechnieal engineer from our office was present during subsurface exploration, examined the soil :and geologic conditions encountered, and completed logs of test pits. Soil samples obtained from each soil unit in the test pits were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Plates 4 and 5. Test Pit 1 was located near the southeast corner and Test Pit 2 near the northeast corner of the site. Test Pit 1 encountered nearly 5 feet of topsoil and fill, while Test Pit 2 encountered a 1.5 feet of crushed rock. Under the crushed rock in Test Pit 2 is a layer of weathered soil of brown, medium -dense, silty fine sand, with charred organics, about 2.5 feet thick, Underlying the fill in Test Pit 1 and the weathered soil in Test Pit 2 is a layer i of brown to bluish -gray, dense, slightly silty, fine to mediumI sand with trace to some LIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 1'5-073 Page 5 gravel, appears to be advance outwash deposit, about 4.5 to 7.0 feet thick.. The advance outwash deposit is underlain to the depths explored by a light -brown to light -gray, very - stiff, fine -sandy to clayey silt, which appears to be of transitional beds deposit. Groundwater Condition Groundwater seepage was not encountered by either test pit. The advance outwash soil underlying the stormwater disposal area would allow storm niInoff to seep through easily and perch on the underlying transitional beds silt. deposit. GEOLOGIC HAZARDS AND MITIGATION The east side of the site in which infiltration trenches are to be installed is nearly level, and is underlain by advance outwash and transitional beds soils of moderately -high shear strength. Therefore, erosion, landslide, and seismic hazards of the site should all be minimal and installation of infiltration trenches under the east side of the site should have little or no impact on site stability. SOIL INFILTRATION RATE Test on Soil Samples Soil Particle Size Distribution test was conducted on two soil samples obtained from the targeted advance outwash layer, one each from the two test pits, to determine their infiltration rates. These samples are described in. the table below and their test report is presented on Plate A-1. 1' LIU & ASSOCIATES, INC.' July'31, 2015 Single -Family Residence L&A Job No. 15-073 Page 6 LIST OF SOIL SAMPLES Sample Test Pit DepthSoil No. No. feet Description 1 1 5.5 — 6:5 Olive -gray, silty SAND with gravel 2 2 5.0 — 610 Brown, silty SAND The percentages of clay, silt and sand/gravel of the soil samples determined from the particle size distribution tests are summarized on Plate A-l. Based on these percentages the soil samples were classified according to the USDA (U.S. Department of Agriculture) Texture Triangle chart, a copy of which is shown on Plate A-2; in the attached Appendix. The classifications of soil samples are presented in the table below: USDA TEXTURE TRIANGLE CLASSIFICATION OF SOIL SAMPLES Sample Test Percentage Percentage Percentage USDA Texture No. Pit No. Clay Silt Sand/Gravel Triangle Classification 1 1 4.7 20.3 75.0.. Loamy Sand 2 2 9.7 34.0 56.3 Sandy Loam Volume III, Section 3.3.6. Article 3 Soil Grain Size Analysis Method, of the 2012 Stormwater Management Manual for Western Washington, published by Washington State Department of Ecology, is used to determine estimated 'design infiltration rates of the targeted advance outwash deposit. This method uses D'lo , D6o, D90, and ff,,,,s in calculating the saturated infiltration rate (conductivity), Ksat in cm/sec; where Dto , D60, D90 are the sizes in millimeters of soil particles of 10%, 606/o, and 90%, respectively, passing by weight, and fii„a is the fraction. of the fines passing the No. 200 sieve by weight.(i.e., the sum of clay and silt). The values of Djo , D60, D96, and fines are shown or LIU & ASSOCIATES, INC.; July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 7 obtained from test result on Plate .A-1, and the determination of Ksat for the three soil samples are shown in the table below. ESTIMATED INITIAL INFILTRATION RATES, Ksat Sample Test D,o D60 Dqu fr►nes a Ksat Ksat Design Ksat No. Pit No. Size Size Size cm/sec in/hour in/hour 1 1 0.0089 0.72 7.27 0.25 0.0069 9.8 2.4 2 2 0.0022 0.25 3.20 0.437 0.0031 4.4 1.1 a logio (Ksat) = -1.57 + 1.90(Dio) + 0.01.5(D60) - 0.013(Dgo) — 2.08(ff.,J Design Infiltration Rate The design infiltration rates, Design.Ksat, were determined by;applying a factor of safety of 4.0 on the Ksa, values derived above, and are shown in the table above. On conservative side, we recommend a design infiltration rate not to exceed 1.0 iph be used for design of infiltration trenches to be used for stormwater disposal for this project. In - situ infiltration tests may yield higher soil infiltration rate. Infiltration Trench Construction Infiltration trenches to be used for onsite stormwater disposal should be set back at least 5 feet from property lines and 10 feet from adjacent building footing foundations or utility trenches. The bottom of infiltration trenches should be at least one foot lower than adjacent building footing foundations or utility trenches. Footing foundations of the townhomes units should be constructed on or into the very -dense to dense, glacial till and/or advance outwash soil. LIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 8 Infiltration trenches should be cut at least one foot into the; targeted advance outwash deposit of brown to bluish -brown to light -gray, slightly -silty, fine to medium sand deposit into which stormwater is to be dispersed. To reach this target soil stratum the trenches would have to be excavated to about 5.0 to 6.0 feet deep or more. The condition of the soil unit at bottom of trenches should be verified by a geotechnical engineer during construction. The stability. of the trench cut banks should also be verified by a geotechnical engineer during excavation. The trenches should be at least 24 inches wide. The side walls of the trenches should be lined with a layer of non -woven filter fabric, such as NIIRAFI 140NS. The trenches are then filled with clean washed 3/4 to 1-1/2 inch gravel or crushed rock to within about 12 inches of the top of trenches. The dispersion pipes should be'�constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about 18 inches below top of the trenches. The top of the gravel or crushed rock fill should also be covered with'the filter fabric liner. The remaining trenches; should then be backfilled onsite clean sandy soil. The gravel or crushed rock fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to: a non -yielding state with a vibratory, mechanical compactor. The compaction and densifi.cation of trench fill is critical if it is to support driveways. Stormwater captured over paved driveway should be routed into a catch basin equipped with an oil -water separator, before being released into the infiltration trenches. The trenches of tightlines conveying stormwater from the residence to infiltration trenches should be constructed with an impervious collar or barrier, such as lean concrete or clay dam, to prevent backflow of water from infiltration trenches to the residence. LIU & ASSOCIATES, INC July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 9 If maintaining groundwater quality is critical,_ the bottom of trenches should be filled with a minimum 18-inch laver of uncompacted amended soil. The amended soil should contain 40 percent (by volume) of compost, mixed with clean medium -to -coarse sand, to achieve an organic content of at.least 10% by dry weight. Excavation Slopes Under no circumstance should temporary excavation slopes for construction of infiltration trenches be steeper than the limits specified by local, state and federal safety regulations if workers have to perform construction work in or near excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1 H:1 V in fill, topsoil, and weathered soil, and no steeper than in the underlying dense advance outwash and transitional beds soils. I The soil units and the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. The above recommended temporary cut slopes are under the assumption that groundwater seepage would not be encountered during excavation. If groundwater is encountered, excavation work should be immediately halted and slope stability re-evaluated. The slopes may have .to be flattened and other measures taken to stabilize the slopes. Stormwater should not be allowed to flow uncontrolled into excavated trenches. LIMITATIONS This report has been prepared, for the specific application to this project for the exclusive use by Mr. Chuck Crosby and his associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and LIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-013 Page 10 bidding purposes and for compliance with the recommendations in this report during construction. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this investigation does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. All geotechnical construction work should be monitored, by a geotechnical engineer during construction. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test pits, and our experience and engineering judgment. 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. No warranty, expressed or implied, is made: The actual subsurface conditions of the site may vary from those encountered by the test pits excavated on the site. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction of the proposed development of the site. CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have questions regarding this report or need further, consultation. LIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 11 t Attached:.Five Plates and Appendix Yours very truly, LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES.) INC. LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology_ Earth Science 4 i SITE AND EXPLORATION LOCATION SINGLE-FAMILY RESIDENCE 232XX 75TH PLACE WEST EDMONDS, WASHINGTON TEST PIT NO. 1 Logged By: JSL Date: 7/10/2015 Ground El. ± Depth ft. USCS CLASS. Soil Description Sample No. w % Other Test _ _OL _ fine SANDS dry �l OIUFILL)_ _Dark-brown1loose1 orcyanic, sib OPS 1 SM Light=brown to brown, medium -dense to dense, gravelly, silty, fine SAND, with piece of plastic sheet, slightly moist (FILL) 2 3 4 5 _ SM ____________ Brown, dense, slightly silty, fine to medium SAND, trace to some 6 gravel, slightly moist (ADVANCE OUTWASH) 7 8 9 10 _ ML Light -brown to light -gray, very -stiff, fine -sandy to clayey SILT, moist (TRANSITIONAL BEDS) 11 12 Test pit terminated at 11.0 ft; groundwater not encountered, 13 14 15 16 17 18 19 20 LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology • Earth Science TEST PIT LOGS SINGLE-FAMILY RESIDENCE 230xx - 75TH PLACE WEST EDMONDS, WASHINGTON JOB No. 15-073 DATE 7/20/2015 1PLATE 4 TEST PIT NO. 2 r Logged By: JSL Date: 7/10/2015 Ground El. t Depth ft. USCS CLASS. Soil Description Sample No. W % Other Test GP Crushed Rock (1-inch size) Surface t 2 ----- SM ---------------------------------- Brown, medium -dense, silty fine SAND, with charred organics, slightly moist 3 4 SM Bluish -gray, dense, gravelly, slightly silty, fine to medium SAND, 5 slightly moist (ADVANCE OUTWASH) 6 7 8 9 10 11 ----- ML ---------------------------------- Light -brown to light -gray, very -stiff, fine -sandy to clayey SILT, 12 moist (TRANSITIONAL BEDS) 13 Test pit terminated at 12.0 ft; groundwater not encountered, 14 15 16 17 18 19 20 LIU & ASSOCIATES, INC. --- _ .._....._..___ ._................. __... - Geotechnical Engineering - Engineering Geology • Earth Science TEST PIT LOGS SINGLE-FAMILY RESIDENCE 230xx - 75TH PLACE WEST EDMONDS, WASHINGTON JOB NO. 15-073 DATE 7/20/2015 PLATE 5 APPENDIX Soil Particle Size Distribution Test Report Single -Family Residence 232xx - 75`h Place West Edmonds, Washington L&A Job No. 15-073 LIU & ASSOCIATES, INC. Shaded area is applicable for design of infiltration BMPs Figure 3.27 USDA Textural Triangle Source: U.S. Department of Agriculture -74 Volume'111— Hydrologic Analysis and Flow Control BMPs February 2005 ply, -re A--2 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- GRAINED SOILS MORE THAN 50% RETAINED ON THE NO. 200 SIEVE GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE- GRAINED SOILS MORE THAN 50% PASSING ON THE NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILTY AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC SILT, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1, FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST -TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology • Earth. Science UNIFIED SOIL CLASSIFICATION SYSTEM PLATE 3 ov 'A 7- '2 3RO T7, 5U PL SW ImWS� 2PI W--Wrf PARK TH :v bi X 224TH- ST SW X, 71. P1 _w 225TH 0, A4 T PL dzs r _ Dism .. ST sw 28 S S' 02� . 28 sw P PL SW 226TH VPI T p ??6TH sw ST SW PC :C !j?26TH ST 22 "N SW n Z27TH - _� .1 v TH ST al ST sw 21H 7,700 STm .9 0 2281" EI �E 22 ITH is 5w PL��W 230rq ST 230TH ff ST W, f . I 2"32UT117 ST , Z sw ;v 23 T14 K -13 rrr L0 232ND C. 32ND. of s r Ii-am= 33RD milo F� Lsw, 4� F L SW z3ad) �PL SWRO., PROJECT 34TH e PARK 234T)i ST; SWSAB M PA SITE.. RIVE 5, TH 23M ST s 236TH c- � w vv y LAKE 237TH T SW - - 23si?. 7— ST Sm Iry "CAL -R 238TH WY aia MOUNT 239TH ST IN Cj TV A Vn sw (ai m AD� AMI_il� I 24 EL PK� — sv ;'Z�' �r < 240TH." u V N . 011SY CO RN X� M ST33 s 239TH PL & ST sw ;n FTI ;w 240111 - \. __ it, 241ST Ti ML ' L 11; K "'." �- :' ;11_�_' Le -: � 241ST ; 24210 ST SW GOLF 241ST 07L —SW 11 241ST 42D9 ;—N . .......... 242110 ST S# 242ND ST SW co rL i . . . . . . . . . . . A 7: 1 11 3RD ST SW ez t Ln EA Opm4a." "law, '-'204TH 03' 19M IPL" -2 PL,' I111IMP-07111 Im-611111111 -n "'m C' 2500 A LLJ buu 51: N E NE 198TH ST 4 HE 'iq i CT'. Iv NE 1951H ul AN ST ST uQi Q 1957H PL PL A HE rTA NE jki Liq Ij h ST, i9ft:t T ST. LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology - Earth Science 69TH ; >> NE ST 1z ?L rn 'A 187TH'ST jluu NE184TH OZ2 'lu 4E E I TH Sig _ :k'484 NE NE 2t(D183RD N 183RD E: P,NE VICINITY MAP SINGLE-FAMILY RESIDENCE 232XX 75TH PLACE WEST EDMONDS, WASHINGTON r c Q° O N A. N � O n (D M O :3 (Q (D O ! s r- Z E r go m Y cr TCA X 0 O (D N m o� °° 0 LA DCl) cn O o �� T p � N m N C G PAN Glf� iiiii osmosis iii LIU & ASSO Geotech n ical . E nginee d ng Mr. Chuck Crosby Crosby Homes 2905 —170 Street SW Lynnwood, WA 98037 Dear Mr. Crosby: TES, ING Engineering Geology October 31, 2015 Subject: Addendum No. 1 to 7/31/2015 Geotechnical Report Onsite Stormwater Disposal Single -Family Residence 232xx — 75a' Place West Edmonds, Washington L&A Job No. 15-073 INTRODUCTION Earth science CMIC. OPY NOV 2 3 2015 BUILDING DEP/�g7ME N7 CITY EDAAONDS a eotechnical investigation for the subject. project, with our We previously completedg otechnical recommendations presented in a report findings of the site conditions and ge. titled "Geotechnical Investigation, Onsite Stormwater Disposal, Single -Family Residence; �� -015. Presented in this dated July 31, 2 232xx - 75th Place West, Edmonds, Washington, ..... - -- _ ----------- y ><s of addendum are our anal sinfiltration rate for infiltration trench design in accordance with CDevelopment Information handout No. ET 2D ity of Edmonds based on results of Soil Particle Size Distribution test on soil samples obtained from a.targeted soil layer. INFILTRATION RATE ANALYSIS i1 Particle Size Distribution test has been conducted on two soil samples obtained from Soi the advance outwash deposit in each of the two test pits excavated on the project site. The test results are presented on Plate A-1 attached hereto. The analysis of the infiltration rate of the two soil samples are shown on the table below: 19M Ke;nlake Place NE.. - Kenmore, Washington 98028 phone (426) 483-9134 -- Fax (425) 486-2746 October 3 1 .21015 Addendum 4 report .ndum No. 1 to 7/31/2015 Geoteclihica L&A Job No.; 15-073 Page 2 NOTE • Sand - 100 - ((/oPassing om mm. Sieve 1 0/16passing 2 mm Sieve) x 100), • Silt. - 4% Passing, 0.05 Sieve I % Passing 2 mm Sieve) - (% Passing o.o62 Sieve, I % Pasting. 2 him Sieve)) x 100 • Clay 100 - % Sand - % Silt DESIGN INFILTRATION RATE Based on the above analysis, both soil samples are classified as SANDY LOAM in - --T---ie- accordance with-te-the-(U-S--DOVuMenAgri0ulture)xtftdTfflang16 chart, ___a copy of which is shown on Plate A-2. According to the table of Recommended Infiltration Rate Based on!.USDA Soil Texture Classification shown on Plat I e A-3 below, the infiltration rate for the two soil samples should be 0.25 iph for design of the infiltration trenches to be used, for onsite stormWater disposal by infiltrating: into the advance outwash deposiftinderly-ing the site. CLOSURE Please feel free to contact us if you have questions regarding this add . endum. LIU & ASSOCIATES, INC. i i Table C-1: Recommended Infiltration Rates Based on USDA Soil Textural Classification - Estimated Design i *Short -Term Correction (Long-term) Infiltration Rate Factor Infiltration Rate CF 1 2 , 61 2p ��iV '�U�/o �l t�V_ t�R► �Q�lbs�,pl�ii 1$� 1! ii! 7 -_ � .� t t k i u. '� F 1 a @ 4� J 8 4 a Sandn. 4 I,oalny Sat1d t h � 4 p 2S :,Sandy Loam (�.5 Source: Stormwater Management .Manual; for Western Washington (Ecology 2005).--.---- * From WEF/ASCE (1998). Table 0.2: Correction Factors to be Used With In -Situ Infiltration Measurements to Estimate Long -Term Design Infiltration Degree of long term maintenance to prevent stltatton and bio buildup CFm 2 to 6 tl�urer nF influ�n� contra�'to A i+ Total Correction Factor (CF) CF;, k CFm + CF; October 31, 2015 Addendum No: I to 7/31/2 1 015 Geotechnical report L&A Job No.. 15-073 Page 3 Yours, very truly, LI QCIAT- INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer Attached Five Plates and Appendix. LIU & ASSOCIATES, INC.- r c Cr Q° O D fA � O O (D , N (DD -O o (13 cn � � r 2 c 96 Cr C D ro N ;u o b _8 cn m� p0 0 0 -n vo d � � � O m N s I � • I • - NMI !o! 1m®I��_ m� ""ME . on -IBM mm sill OWAN OT SAC - ®®I�RI® I►�ii®®®®® per' �►�� Figure 3.21 USDA Textural Triangle Source: U.S. DepartmOnt of Agriculture BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Structural Calculations For 23207 — 75" Place West Basement Walls Cffy COPY November 19, 2015 R ES NOV 2 3 2015 BUILDING DEPARTMENT CITY OF EDMONDS Prepared by Brian Lampe _i i i WW� Ftu U z_ z_u bkw' a Q � W LL Lu W m J p0 j —3�11Q3H75 Lad H a z I� EO W �9 Z o, fag N w n N m m m U (� — C C m e 3 a s 13 U m m U e E m m E N � II 11 11 E g g > o t Y Y li la_ Y Y Q c 0 0 c ^y 0 0 > m -• N O > O U P1 u n b (V (V m N (V a LL li li a -T V C m N g c W t � o - m m + w c O rCL x m m c + '_F &> _ j w c t ` o m E E op m= x g' m it wo ul o + N N L L (((0000 C C N N W— O N gCg D W •• 11 II > ; 11 II V n n II 11 11 II It II uc y c c " o n a o c n y °j > v m m— ti a` O N N t3 O C 0 C C y C C C W 41 o d d U g m m m 9 S9 p Fp m ro G cc na m C® •r m O �' 0 LL LL L a D LLLL E E= it IL W n 'a O LL LL z E E .0 o U. 1 1,� I g m m m � m m u11 H m 3 5 9 a s = N _ � o m'' oa mod' o Y s a g o p p O'i 8 Lv) Tn mN g g C a a O O N N C.)O N 0 0 O p p II 11 11 11 n II 11 II n 11 II 11 II 11 It It II ca+an m m m m 9 N H It m 3 do a s cog •5 c m a IL a` a s R m A 2 g u LL 'm 'o c m m i9 m E- rn o m 'm ww33 0 �—f ern 0 E UU� 3o mm`m'mN7 3 O o W (A J J m 0 0 IL LL N V Q O L O Q Q a Q Q O--p C C m 8 h 0 O pp x m 0 0 8 m 0 0 0 pp N N o S m m N _ N It 11 II 11 II n 11 11 II II m II 11 11 II II ..� -_ a m m Cm- yG t81 � N� Ui S. U U 11 11 11 11 a BE m W t m m to p m m 0 $ �C° m m a i 3cb x o ` m` m 0 jp J J J = 3® L C to ^" > .� LL LL rp w LL LL 'm c.0 m- c t w m m a m m F 5 c m> i S- 3 m "v o c o E w o? �ILx3ra _ m m 3 Ev~ o = U) m m E o LL m$ m m U m J m O C 0 U m � vi d- 9 at 1. a> Iat,W�� Z f Tawn sad H Y 1 O C 1 R 1 I C I m N m w c i r Q, n $ •E E ppN 'U � �yyy�J 'tf ��II v OI C C 1 0 O In N m (n N ' F O O) m po po g gj m m O m p® C N O X 05 VI cn ca ` E m 11 R ccm o® C LL LL C E w a H a u rL S LL S C1 U) 12 •al � � � I c c E N N S' ow 0 u; In 8 i# �� MI cm cm m 00 o p— g t0 N Y I> O N m m II 11 II If II II m II II It N d It 11 II 11 It n m 5 p g II L L U) U) U) V It II 11 11 a C N N O i; m� Y C t y S C OI tmJ C m m a U• W C C 9 0 u m c c oM mG So J Lo UUIU. LL= C OS VQyC mm O O 3 o LL U7 am 0 8$ m m 1 =O LL mO rE o m m I° m m U -I O 0 i0 � m U U) m V o (i tl C � a 0 IL a NASH & ASSOCIATES ARCHITECTS DECEIVE® AUG 2 7 2015 DEVELOPMENT SERVICES COUNTER PLAN 3053 BEAM, LATERAL AND SEISMIC CALCULATIONS qfPTHOMASNASH OF WASHINGTON 2012 IBC JULY 1, 2013 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH- ARCHITECTS. COM ;ASIRC 7 CLIENT: H &ASSOCIATES BEAM DESIGN DATA PROJECT: HITECTS DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/sf Unless Noted Otherwise Floor Loads: LL 40 #/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soil: 1500 PSF Min. Concrete: Per IBC 12 Masonry. Per IBC 12 Steel: Per IBC 12 Wood: Per IBC 12 Nailing: Per IBC 12 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF•KI) E = 1,800,000 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM BeamChek v2007licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM RB-1 Date: 2/13/11 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.7 in2 R2= 3.7 in (1.5) DL Defl= 0.04 in Recom Camber-- 0.06 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 6.83 # Reaction 1 TL 2421 # Reaction 2 TL 2421 # Bm Wt Included 41 # Maximum V 2421 # Max Moment 3631 '# Max V (Reduced) 1815 # TL Max Defl L / 240 TL Actual DefI L / 880 LL Max DefI L / 360 LL Actual Defl L / >1000 section in3 Shear in2 TL Defl in LL DefI 42.19 28.13 0.08 0.04 18.15 11.35 0.30 0.20 OK OK OK OK 43% 40% 27% 21% Fo(psi) Fv(psi) t(psi x mil) Fc(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 500 Uniform TL: 800 = A Uniform Load A 0 0 R 1 = 2421 R2 = 2421 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2007 licensed to: Michael Johnson Reg # 7992-66428 GARAGE RB-2 Date: 2/13/11 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Loads min tseanng Area ni= z.i in, hz= z.i in, t1.0l uu ueri= u.iv in necom uamoer= u.zss in Beam Span 16.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 # Beam Wt per ft 9.11 # Reaction 1 TL 1353 # Reaction 2 TL 1353 # Bm Wt Included 146 # Maximum V 1353 # Max Moment 5412 '# Max V (Reduced) 1184 # TL Max Defl L / 240 TL Actual Defl L / 519 LL Max DefI L / 360 LL Actual Defl L / >1000 Section W Shear inz TL Defl in LL Defl 75.00 37.50 0.37 0.18 27.06 7.40 0.80 0.53 OK OK OK OK 36% 20% 46% 34% Fb (psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 100 Uniform TL: 160 = A Uniform Load A 0 0 R1 = 1353 R2 = 1353 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2007licensed to: Michael Johnson Reg # 7992-66428 BASEMENT BB-1 Date: 2/13/11 Selection (2) 2x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads IVIIII Dudlllly filCd 19 1= e.0 IIIMe= LA III` k 1.0) UL UVII= V.UL III Beam Span 6.0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 6.74 # Reaction 1 TL 1460 # Reaction 2 TL 1460 # . Bm Wt Included 40 # Maximum V 1460 # Max Moment 21904 Max V (Reduced) 1085 # TL Max Defl L / 240 TL Actual DefI L / >1000 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in') TL Defl (in) LL Defl 42.78 27.75 0.05 0.03 26.55 9.04 0.30 0.20 OK OK OK OK 62% 33% 17% 15% Fb(psi) Fv (psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 320 Uniform TL: 480 = A Uniform Load A 0 0 R1 = 1460 R2 = 1460 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2007licensed to: Michael Johnson Reg # 7992-66428 BASEMENT BB-2 Date: 2/13/11 Selection (2) 2x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.2 inz R2= 3.2 inz (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 5.0 ft Reaction 1 LL 1650 # Reaction 2 LL 1650 # Beam Wt per ft 6.74 # Reaction 1 TL 2017 # Reaction 2 TL 2017 # Bm Wt Included 34 # Maximum V 2017 # Max Moment 2521 '# Max V (Reduced) 1395 # TL Max DO L / 240 TL Actual Defl L / >1000 LL Max DefI L / 360 LL Actual DefI L / >1000 Section in3 Shear in2 TL Defl in LL Defl 42.78 27.75 0.04 0.03 30.56 11.62 0.25 0.17 OK OK OK OK 71% 42% 16% 18% Fb(psi) Fv(psi) E(psi x mil) Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 660 Uniform TL: 800 = A Uniform Load A 0 0 R1 =2017 R2=2017 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BB-3 Date: 7/22/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 5.2 in2 R2= 5.2 in (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 11.0 ft Reaction 1 LL 2640 # Reaction 2 LL 2640 # Beam Wt per ft 9.11 # Reaction 1 TL 3350 # Reaction 2 TL 3350 # Bm Wt Included 100 # Maximum V 3350 # Max Moment 9213'# Max V (Reduced) 2741 # TL Max Defl L / 240 TL Actual Defl L / 483 LL Max Defl L / 360 LL Actual Defl L / 677 Section (in') Shear (in') TL Defl (in) LL Defl 75.00 37.50 0.27 0.19 46.06 17.13 0.55 0.37 OK OK OK OK 61 % 46% 50% 53% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad"usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 600 = A Uniform Load A 0 0 R1 = 3350 R2 = 3350 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND 5E I SM I G DE516N DATA PROJECT: ARCHITECTS PER 2012 IBG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER A5GE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. R15K GATEGORY II 1.00 3. WIND EXP05URE CATEGORY "B" 4. INTERNAL PRE-55L RE GOEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND A5GE 7-10 SIMPLIFIED METHOD TO BE USED FOR WIND DE516N PER ASGE 7-10, SECTION 2-15 (BUILDING HEIGHT 15 1 F55 THAN 160 FEET) 110 MPH ULTIMATE WIND 5PEED USE 14.6 P5F PER TABLE 27.6.1 "EXPOSURE B" WOOD DE516N PER 5ECTION5 2304-2306. STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOAD5 SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROV1510N5 OF SECTIONS 2305-2306 5EI5MIG DESIGN DATA DE516N PER A50E 7-10/5EGTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 *see footnote at bottom of page 3.1 SECOND ACCELERATION 51 0.748 *see footnote at bottom of page 4. 51TE CLA-% D (default class per IBG) 5. SPECTRAL RESPONSE GOEFFICENT 509 OA-12 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFICENT 50, 0.745 *see footnote at bottom of page 7. SEISMIC DE516N CATEGORY D 8. SEISMIC FORGE RESI5TING 5Y5TEM PLYWOOD SHEAR WALL5 9. DESIGN BA5E SHEAR (see seismic calculations) 10. SEISMIC RESPONSE GOEFFIGENT CS 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. R15K CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN AGGORDANCE WITH ASGE 7-10, SECTION 12.112 IN 5TR IGTURE-5 ASSIGNED TO SEISMIC DESIGN CATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL El EMENT5 SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS A5 5PEGIFIED IN ASCE 7-10, SECTION 12.102.1 BASE SHEAR V= (F 5.,/W W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT * PER U565, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DE516N VALUES USED IN TH15 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 LESS THAN 0.75, THEN USE SEISMIC GATEC70RY D IF R15K GATEGORY 15 I, 11, OR III 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS. COM I GZ. N. QL S v NASH & ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: ARCHITECTS WIND WORKSHEET PER IBC 12 DATE: 85 MPH/110 MPH= NOMINAUULTIMATE WIND SPEED NAME: 14.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE �v ►gXgkt4� (o-7 l g x rQx�x��o� Cup l0)(44 XICf, i7 1 �� g 30� 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM :NASH-ASSOCIATES CLIENT: SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 12 DATE: NAME: 1 Weight of Building: Roof Assembly - Asphalt Shingles - 2.00 #/ft Cedar Shakes - 2.25 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2 Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/ft R-30 Insulation - 2.25 #/ft R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.75 #/ft Total 9.90 #/ft Total 17.90 #/ft Use 10.00 #/ft Use 10.00 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly - Carpet / Pad - 0.50 #/ft Hardwood - 2.50 #/ft 3/4T&G Plywood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 ® 16' o.c. - 2.30 #/ft 2x10 ® 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 7.30 #/ft Total 9.30 #/ft Use 10.00 #/ft Use 10.00 #/ft Interior Wall Assembly: Exterior Wall Assembly. 1/2" GWB - 2.00 #/ft 3/4" Wood Siding - 2.30 #/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00 #/ft 2x6 ® 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 1/2" GWB - 2.10 #/ft 2.00 #/ft Use 8.00 #/ft Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM r7- L CLIENT: NASD, JONEs ANDERSON SEISMIC ANALYSIS PER IBC /2 PROJECT: DATE: NAME: Architects do Planners 2 SEISMIC: V = (C,) (WO (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X sf or (Tile) 18#/ft X sf = = Exterior Walls: L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x 8#/sf x 1/2 (h) (I TOTAL _ 1st Level: Roof: (1st Floor Roof) 10#/ft X sf = O 2nd Floor. 10#/ft X sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) Interior Walls: 1010, 10 4-w (I2) + L x 8#/sf x 1/2 (h) TOTAL: _ 72 a D01 (I1) Basement: 1st Floor. 10#/ft X ` sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) 924�p +- !op k-<o 141- Interior Walls: (11) + L x 8#/sf x 1/2 (h) 7-zoo + g0 TOTAL = 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WVPW. NASHJONESANDERSON. COM CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 12 DATE: NAME: BASE SHEAR: BASE SHEAR V= (F S V5 /W W V= F (.472Y65= .144 3 LEVEL 2: Wdl # x 0.149 = LEVEL 1: Wdl (41 7- # x 0.149 = TOTAL:- Wdl 44t 2 # x 0.149 = k (V) Level Dead Load (Wdl) Hei ht (h� Moment (Wdl)(h) Shear @ Stor Fx = [(Wdl)(h)TV Remarks (Wdl)(h) 2 3gtL �"0 3'�Z 341(S,64) 1 N 5,a� Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM NASH & ASSOCIATES C> JENT. SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 12 DATE: NAME: 4 �a Wa x� cr x A w C5 .zW u o�� F ax �W x z w cr x a F a z �9 CJ a n a zWo a \ N co zW r r N W z V � a a a 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM NASH&ASSOCIATES SEISMIC ANALYSIS CLIENT: PROJECT: ARCHITECTS PER IBC 12 DATE: NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 CZ�C s- oq /0,1/ (� Z 3 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z - ZCS�oa `37 ��NJ 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 wWW. NASH-ARCHITECTS. COM Prescriptive Energy Code Compliance for All Climate Zones in Washington ` Project Information 1 Contact Information .Plan 3053 Nash &Associates (4,25)828�11`7 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones , R-Value U-Factor Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC ,e n/a n/a Ceiling 491 0.026 Wood Frame Wal19 21 int 0.056 Mass Wall R-Value' 21/21 0.056 Floor 309 0.029 Below Grade Wall`, 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date (10 RECEIVED AUG 2 7 2015 DEVELOPMENT SERVICES COUNTER Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑l. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 lb Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%2ORes%2OEnergy.pdf ❑. ❑. ❑. .❑ ❑. .. El 0 *1200 kwh 1.5 0.0 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. a Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Plan 3053 Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component uescription Ret. U-tactor Bedroom 0 30 L�utngsRoomr(ADU)v s 0 30 Bedroom #2 f W oorrr Bedroom Entry: ,eriJGuest r 0`30 T f (;:Powder ` a.4 r Masterath 1111a`ster�BedE � , " 0 30 , s.. Bed 4 Great Room `Diramg Room 0 30 D rnng Room,', r `-r 0 30 0 30w f 013 0 3Q, . 0 30 ?r Width Height Qt. Feet Inch Feet Inch UNMEKE11 COMEME SOMEMI UNME 0 EIMIOMO MINEME GEMEMN SEM SEMEME UNSEEME SOMEMO GEMEMN SOMEMIA NEMEME =MEMO MMEME MMIEME ERENEMO MEN =MEMO =MEMO NEMIN MMEME NNMEMO MEN =MEMO ®MEMO ®MEMO NEME ®MEMO ®®EEO ®MEMO MEN Ell MMEM 111 N 1 11 Area UA E .1 owe� 1 / . 11 11 .11 ® .1 ME me • 11 ®® '1 1 1 • 11 ME 1/ �Elwl .1 11 111 11 11/ Mon me 11 111 /1 111 11 111 11 11/ 11 111 11 1 11 /11 11 111 1 1 1 /1 1 / 1 11 1 1 1 /1, 11 11/i 11 111 1/ 1/1 Sum of Vertical Fenestration Area and UA 1 262.31 78.70 Vertical Fenestration Area Weighted U = UA/Area 1 0.30 Overhead Glazing (Skylights) Component Width Height Qt. Feet "°h Feet Inch Area UA Sum of Overhead Glazing Area and UA 1 0.0 l000 Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 262.31 78.70 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information Plan §6 3 Heating System Type: O All Other Systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature _ . -- - - . Instructions --1-=.:>=.=--�-••-•••---�------- Design Temperature Difference (AT) Edmonds dT = Indoor (70 degrees) -Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 3;053. Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 27,477 Glazing and Doors U-Factor X Area = UA instructions 0.30 262- 78.60 Skylights U-Factor X Area = UA Instructions 0.50`�' - Insulation Attic U-Factor X Area = UA Instructions R 49 0.026 18gg.. 49.37 Single Rafter or Joist Vaulted Ceilin 9s�__"- -- _ ........_ _ . . U-Factor X Area UA Instructions SelectR-value~ �... j. No selection — Above Grade Walls (see Figural) U-Factor X Area UA Instructions R-21 Intermediate 0.056 F3 25$ 182.45 Floors U-Factor X Area UA Instructions R-30 0.029 Below Grade Walls (see Figure 1) U-Factor X Area UA Instructions Select R-value No selection — Slab Below Grade flee Figure 1) F-Factor X Len th UA Instructions R 5 Thermal Break at slab g 1 �4 0.570 1. 176 100.32 Slab on Grade (see Figure 1) Instructions a;'. F-Factor X Length UA Select R-Value WNo selection — Location of Ducts Instructions - Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 410.74 Figure 1. Above Grade 46 Envelope Heat Load 18,894 Btu / Hour Sum of UA X AT Air Leakage Heat Load 13,651 Btu / Hour Volume X 0.6 X eT X .01 B Building Design Heat Load 32,545 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 35,799 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1. 10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 50,119 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07101113) RESUB BUILDING DEPAR7MENi CITY OF EDMONDVA rr /, 4 04 .1�1/rJ llo x 2.� p V. :z Q O3-7 R P32016 MAR .l a BUILDING DEPARTMENT CITY OF EDMONDS _ Descriptio /1 ,ViSJ16 J cBY -�� / DNnOW _L1 LA C_ 7vis�ll� - - - Ca�w/ ifs Scale Sheet No. Project s Job No. RE�uIm DRAINAGE & DESIGN NARRATIVE MAR 0 3 for: Single family @ 23207- 75 Pl. W in the City of Edmonds WA. 2016 Acct # 004888-002-004-15 BUILDING -DEPARTMENT CITY OF EDMONDS The site is an existing single family lot with approximately 7840 square feet containing no existing structures or any tree. It has public streets on both east and west property lines. The site is has a moderate slope from west to east with an average slope of about 7 q %. The lot is bordered on the north and south by houses and entire lot is already cleared. t 1 No house has ever been on the lot. Just to the west of the 74th Ave.W. Right -Away the ground slopes uphill to the west raising about 4 to 6 feet in elevation. Along the east of the pavement in 75th PI W. is a 2 or 3 inch asphalt directing all paved surface drainage south. The proposal is to construct a two story single family house. The design is to take 0 vehicular access from the 75th PI West for a 2-car garage. A paved driveway access with 00 some fill in the Right Away should require minimal work. The house footprint of about 52 by 39 foot is shown be placed in approximately the middle of the lot. The house will contain a day light basement access along the east side. A deck is proposed on the west sides of the residence with only about 120 square feet of it covered. A 16 foot wide paved driveway will be constructed east of the house. The proposed building rooftop including has 18-inch overhangs contains about 2064 square feet. The total proposed impervious area including the covered roof deck, concrete slab and driveway is 2640 square feet on the lot and 400 square feet in the R/W. Between the house and the west will be fill as much as 5 feet deep. The enclosed surveyors drawing with the proposed house comers elevations used for the building height calculations are attached. . The total site development contains more than 2000 square feet and less than 5,000 square feet of proposed impervious surfacing and therefore is classified as a Category 1 Small Project. A stormwater detention system is requires for the project to mitigate the impervious of proposed roof, driveway, and covered deck areas. The existing soils were investigated by a Julian Lui, a Geotechnical engineer, and his Report dated 315t July 2015 and Addendum No. 1 date October 3 1 " 2015 are enclosed. The existing site soils were found to contain an Advance Outwash Sand at a beginning at a depth between 4 and 5 feet. The Geotechnical engineer has determined the design infiltration rate of 0.25 inches per hour (iph). The selected LID device for this project is an infiltration trench chamber system. This was sized at using Edmonds Table #5 the "Bioretention and Infiltration BMP Sizing Factors." The Gravelless Chamber design column was used to size a trench at 113 linear feet. Two trenches will be installed on the east side of the new house deep enough to placed in the; outwash sand layer and drain all the proposed impervious surfaces on the lot. The revised trench sizing calculations dated 19th Feb 2016 are attached. Trench installation shall be completed per the city's and the Geotechnical engineers requirements c� RMS Engineering 21110 - 80`h Ave W. # B Edmonds, WA. 98026 for: a single family design at 23207 - 75°' PI W. in the City of Edmonds tax account # 00488800200415 Small Site Minimum Requirement #1— Preparation of Stormwater Site Plan: four design sheets are enclosed of civil engineering plans. The first is a Site Plan, the second a Grading and TESC Plan, the third the Drainage and Utility Plan and the forth the Utility installation & Driveway Section Plan. Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plans: The seconds sheet shown the Filter Fabric Fencing and Construction Entrance locations which are both proposed to meet this requirement. Small Site Minimum Requirement #3 — Source Control of Pollution: There is no source control measures that are proposed for this residential lot design. Small Site Minimum Requirement #4 — Preservation of the Natural Drainage System Outfall: All the drainage from the site will infiltrate into a chamber system along the east side of the lot. The outfall for the site is sheet flowing into the 74ih Ave. W. There is no upland drainage onto the property from the uphill paved street because east side of the pavement has 3-inch asphalt bump. This directs all the drainage south along the east pavements edge. Adjacent properties to the north and south drain directly east. This existing storm drainage outlet sheet flows across the 74th Ave W. Right -Away into the park in the city of Mountlake Terrace. The park is an abandon golf Course that slopes south at about 600 feet a very gentle slope into the north shore of Lake Ballinger Small Site Minimum Requirement #5 — Onsite Stormwater Management: The developed lot contains good permeable, soils which are used for ground water infiltration. Small Site Minimum Requirement #6 — Runoff Treatment: Most of the rainfall water runoff from the site will be from the roof tops which does not require treatment. The only storm water considered for treatment is the driveway west of the house. This area is only about 432 square feet onsite and 400 square feet offsite of PGIS which is less than the minimum area requiring treatment. Some surface driveway oils will be collected in the small catch basin upstream from the infiltration trenches. Small Site Minimum Requirement #7 — Flow Control: The site is classified as a "Category 1 Small Site" project located is the Ballinger basin drainage basin. Flow control will via the infiltration rate of the sub soil. Small Site Minimum Requirement #8 — Wetland Protection: No wetlands are on or close to the site and protection is not required. Page 1 RMS Engineering 21101 - 801h Ave. W #B Edmonds, WA. 98026 Small Site Minimum Requirement #9 — Operation and Maintenance: No maintenance manuals are required use in the gravelless trench infiltration installation on this single family lot. Chamber shall be installed and maintained per manufactures recommendations. A StormTech SC-310 chamber of approved equal shall be installed. Small Site Minimum Requirement #10 - Offsite Analysis and Mitigation: No offsite problems exist and no mitigation is proposed or required. Small Site Minimum Requirement #11— Financial Liability: No critical areas are around the site and no downstream conveyance system capacity or flooding problems have been located which require mitigation. Page 2 RMS Engineering 21101 - 80t' Ave. W #B Edmonds, WA. 98026 StormTech Sc-310 chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximizing land usage for commercial.- . �,..;;.. and municipal applications. StormTech SC-310 Chamber (not to scale) , Nominal Chamber Specifications Size (L x W x H) 85.4" x 34.011 x 16.0" (2170 x 864 x 406 mm) Chamber Storage 14.7 W (0.42 m3) Minimum Installed Storage* 31.0 ft3 (0.88 m3) Weight 37.0 Ibs (16.8 kg) Shipping 41 chambers/pallet 108 end caps/pallet 18 pallets/truck Typical Cross Section Detail (not to scale) �W" I . M �se. 12" (305 mm) DIA. MAX (150 mm) SC-310 End Cap 16.0" (406 mm) 1 ��-34.0" (864 mm)-J THE INS IALLL'U CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACT OHS SPECIHLD IN THE AASHIO LRFU BP UGL UL=SIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WI rH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. SC-310 CHAMBER 314 - 2-INCH CLEAN, CRUSHED. ANGVLARSIONL AASHTO M288 CLASS 2 NONWOVEN GEOTEXT1LE Stormffieche Detention -Retention -Recharge Subsurface Stormwater Management' ACCEPTS 4" (100 mm) RrW An PIPF PnA r)PTInMGI 90.7' (2300 mm) SC-310 Chamber I- 85.4" (2170 mm) INSTALLED I ft,1111 ni( ftJ111JfflJ MU"]MU, M�111 CHAMBERS SHALL MEETASTM F 2922-12 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS.' GRANULAR WELL GRADED SOIUAGGREGAIE MIXTURES, �35%FINES. COMPACT IN 6IN LIFTS TO95% PROCTOR DENSITY. SEETHE TABLE OF ACCEPTABLE FILL MATERIALS. SC-310 END CAP w—. FOR UNPP 1 I STMIPTCNIVHcFE I NU U INLI✓tn]t HUA T QES MAV I.'C IIH ICVER 1C U)tt]2S �" — , I 18' (460 mm) (2440 mm) ( MIN. MAX (150 mm) MIN, 11 ((-��. , j. '"'. j ,:`! lil. ,�,•.. ; ;.�, yam. ,��`.,: y�l l(`.✓); } i, 16"(405 mm) {((' y o o I I r I a t i 1+` �.1 1 11 1; DEPTH TO BE I DETERMINED BY DESIGNENGINEER — — — — 6" (150 mm) MIN. U (150 mm) MIN. 34" (864 mm) 12" (305 mm) MIN. TYP. DESIGN LNGINLLR IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADL SOILS' THIS GROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS m N n N mN r� �1 - 93liM►Jf V n �pp�`J•,,i �V z "' �% '!`"�1 ,tea W a v31 a0 cv w ur E. a g _ L N > C d U 6 D O o x 6w pp Z <LLJp LU `f- W s =�o sgZ�u, ' <HW F=O� �CYIi O N U / / W C O ig S m Q � G Oa z �� a= o� b� 0g 'o mpYioo o 14 pof o r <orc pO1pg nnin c <mc>c z 0*Z L)P-VK1C-1-L r- rni�a-rWr.....DAA o., ��Petil -RV WALL- /o4- Ir * 7 /0(), , f Property Owner t Buflder. Crosby Homes 29Q5 - 170" Street SW LynnWodd, WA.'98037 425-745-0232 X- NA1 L liq Rwiif- (IN FEET.) -. P Inch — 20 ft. 'Corn- . Flag Actual Rear ik& —2:11 APPROVED BY PLANNING Z -544*4- 0 , r=-It4eo. DR-Aws Buiding Height Calculations elevation point A 102.93 feet point B 100.90 feet point C 99.34 feet point D 100.67 feet total = 403.84 feet 403.84 / 4= W023 feet MM Peffnited Height =' Average + 25 100-98 + 25 = U5.96 feet ProPosed Bulding Height Proposed Finished Floor = 99.90 feet Proceed Building HejAht = 24.21 feet Roof Top Elevation= 12A.11 feet D300an UM 0a Bass a M.93 P8ffMKftd — -- Design is Good Ptzofo5w. &I De.5evic-p- 0 ArM05i00087) RMS Engineerang Structural Lot Cokmwe Residence....... 2064 Covered Deck ....... 118 k. Ft Open Deck .......... 121_S9. Ft. 'Total 2317Sq..F-L ......... -.7840 Sag. Ft-, 'LET-': 91-7114" Struebaul Covenge CalctiWon -U 2317/7840 29.S AR 2016 1ILDING DEPAfnUENT rF a U a AVERAGE SLOPE = 7 % ony OF EDMONDS FEB 2 2 2016 ggr I M07 - 75"' EDO' W. E -DM()N'0)%' T09- CM.'PSBY HOMES Acet # COQU-N2_63445 APPROVED: RMS --J1 va DAT12: PROJECT No. CLIENT No. N/A SCALE: ZO 0 ch NDRO �cy. r 70 vg1w duo``\e k000t 5 rS o Ih PP. 2 ��} I tit Tt✓ 17 •� �i, _ .... s� PROPOSED IMPERVIOUS AREAS BUILDING ROOF ..............2064 Sq. Ft. DRIVEWAY' PAVEMENT .... 432 Sq. Ft. COVERED DECK ............... 120 Sq. Ft. CONCRETE SLAB ........... ..24 Su. Ft :� r o"srrL = 2640 ` Sq. Ft. Drew o�y -4N Ww,) `'atxfiTg. • y Cb �. •• TOTAL LOT AREA ............ Sq. Ft. A4:9 4�5DA46 lD5 OWNER/CONTRACTOR IS RESPONSIBLE rOR EROSION CONTROL AND DRAINAGE of rjt�L LEGEND EXISTING PROPERTY LINE 10 2 7j4- EXISTING CONTOURS — PROPOSED CONTOURS r--K— FILTER FABRIC FENCING EDGE CONSTRUCTION ENTRANCE PROPOSED BLOCK WALL I . 5 7A -D 4W57-RIX,71-aV Div r94-uc& Q VRAUJI � �/off+ -• L (IN FEET) • GRADING OUANITIES EXCAVATION (CUT) = 55 Cu Yds EMBACKMANT (FILL) = 370 Cu. Yds --- e-FP: --57 �-7y� l ��t�. �- /✓,q / Al GRADING & TESC PLAN NOTES 70 �•:VE `J �'� ;. Filter socks shall be placed on the first down hi 1 Catch Basin 3 uth of the southeast property corner. �Ve.r ty C l� a 2. No significant trees existing on the lot or within 25 feet of lot lines. �� M0342 01.E BUILDING DEPARTMENT CITY OF EDMONDS RESUB FEB 2 2 2016 BUILDINf3 DEPARTMENT CITY OF EDMONDS 3. All stockpile material shall be place south of the proposed house footprint Property Owner / Builder: Crosby Homes No heavy equipment shall be operated 2905 - 170'h Street S W within the infiltration trench area. I Lynnwood, WA. 98037 425-745-0232 RM S ; " ' r1� a Y'lYl � •'►Val CA* -� 1-,e-eA 'PC -79,2- Q t 2-7 70Y O � ' �,4•j� B • ��•n .�•�. �'- � y�" ��',.k.�!.a.., -/.:;,fit . 8'i� . �i �,mr .y � (2 0 6) 9- 999 _ 8 4 5 GRADING & TESC PLAN 232a� 75tn pL W..CDNIO Nl)S for O •S CROSBY H MF Acct # 004888-002�-004- I S DESIGNED: RMS APPROVED: "R s DATE. pao�E cr No. CLIENT No. N/A scALE: i 0 w a� s to i 151;g CA d-A d D ( Hooff off, EA LXIsTi,�/EI CO -� W. _ (. 7®p bF E �.!► LEGEND INSTALILATTON NOTES 1119 %s . EXSITIN�i D'DtOP�:R'rY LIRI� p INSTAL .. OF GRAVELLESS INFILTRATORS CHAMBER y 545C ,®I� Ve I �� -� -- EXISTING i CON•r®UR LINEw4q � TYPE H-20 ( 34" x 75' x 16") PER DETAIL. pjzorize- _.. .� E�ISTI 7016 2. THE BOTTOM OF THE CHAMBER SHALL BE 6 FEET DEEP ' ,-�"► aN W NG WATER LR LINE '' Y '.s : , ' c��1 - -----• S—EXSITING SD'- W I, R MAIN ��, Dr-UsM ' WITH AT LEAST 12 INCHES INTO OUTWASH SAND LAYER. Ou L. COPROPOSED CONTOURS LIT �' / D ®F EDMONDS DESIGN OR GEOTECHNICAL ENGINEER SHALL INSPECT & '-• 9.11 J.�•�—�----° �- PROPOSED SIDE SEWER LINES APPROVE THE TRENCH BOTTOM EXCAVATION PRIOR TO o PROPOSED INFILTRATION CHAMBERS CHAMBER AND PLACE Gs -� P--, PROPOSED POWER LINES n4. CONTRACTOR TO INSTALL 4-INCH INSPECTION PORT AT PROPOSED FOOTING DRAIN END OF CHAMBER TRENCHES. ---� �$ PROPOSED DOWNSPOUT & 4-IN OUTLET INSTALL TYPE -I CATCHBASIN WITH 4-INCH TEE AND 4 _77, PROPOSED EDGE ASPHALT DRIVEWAY INCH PVC OUTLET TO H07ILLTRATION CHAT ,BERES. 6. CONNECT ALL DOWNSPOUT 12-INCH CATCH BASIN. �Za PROPOSED IMPERVIOUS �� 7. INSTALLE2-INCH TRAFFIC RATED CATCH BASIN AND � ( ems on lot only) DIRECT ALL PAVED AREA DRAINAGE TO BASIN. I ' BUILDING ROOF ..............2Q64 Sq. Ft. � : � INSTALL FOOTING DRAINS WITTY: L .OUTLET INTO DRIVEWAY PAVEMENT.... 432 Sq. Ft.µ DRYWELLS INSTALED AT LEAST 6-FOOT DEEP. COVERED DECK .............. 120 Sq. lF�:x ,-,� 99 INSTALL 4-INCH PVC SIDE SEWER FROM EXISTING TEE N v a- INV- 96.3 CONCRETE SLAB ............. • ..24 Sq. Ft*- � �MAIN TO THE HOUSE WITH A MINIMUM SLOPE OF 2.0 % pp�� 2640 Sq. F4 T �.�� WITIHI A CLEAN -OUT INSTALLED 2 FEET FROM 0/ ®CL �G�i C�l�, ®Cri'r�9QC� .es blk6D p Of L�j �m•�a. = �a44 a t^ °f p FOUNDATION. i � �� -� ° ,� 1�0. INSTALL 1.3 INCH DOMESTIC WATER LINE FROM MAIN TO TOTAL LOST AREA ............. 7840 Sq. Ft. �� HOUSE ARID I -INCH METER AT PROPERTY LINE. Dm MY x 11 INSTALL A I . TO 3 FOOT HIGH KEYSTONE BLOCK WALL AT TO W VTO CHBASi H GRATES 83 OBVERTS MANUFACTURES RECOMENDATIONS. MYW SYSTE M T Gmte Elam. Onvert ( SEE ADDITTONAL"UTILTTY INSTALLATION NOTES" on 4 of 4 nilC�°®W -SSA®IIn � yy 'sot C� 25 rn- ss P Cwp 1f/sYdA/� BORE UNDER EXISTING PAVEMENT `�' TV AMID PHONE o�/p -//' AMID PLACE POWER, LINES IN CONDUIT. PLACE PEDISTAL iVC 4 fai- IN SOUTHEAST CORNER OF LOT PER cJ,V'T %"®P NI6•� L//� =• PUD REQUIREMENTS. L4/ems 4q NV 9/74 �r a gna a w O-J �5 �. dp©5�`1/ 1�/u 270 l . (IN FEET) �" 7�-" ST 5tU. 0 inch = 2® ft. Z-IN�MLc1 i5-7&gnc �o WATER & 81 iNSPEG11%1s 'G ALL 425-7 1 a 2 i 26 G� Cs'�unatg� C5 Two 9i'�CZCr�UCc'G}2 9 LOCH?� ®Q 14141.AD ,'�'I4 l L_ 'PAAt 9 m . . pgrw was I-zw--a � ea 9• up a" m Sam? I pre Ail. TYPICad guvenew chamber ft/ksrm IQ,, FFa -AD 0 DRAINAGE/ UTUTY ]PLAN VZ07- 7p IFIL W. Elm % m u 5 for cCIR OSB Y ZOMES Acet 0 004000-002=00,645 FEB 2 2 2016 O'ili5l OF EDMONR DESIGNED: AfWS I APPROVED: 63MS DATE: OTR05ECT No. CLIENT No. H/A U) SALE: in a go Tgzv1-5Tv-e-Q; T-15 A-'Ja Viz • 1 '� �, 14cY-z 1 20" Property Owner / Builder: Crosby Homes 2905 - 170"' Street SW Lynnwood, WA. 98037 425-745-0232 LEGEND UTILITY INSTALLATION NOTES z tEXISTING PROPERTY LINE YV EXISTING WATER LINE j EXISTING SEWER MAIN I .lot----- PROPOSED CONTOURS W -- PROPOSED WATER SERVICE P— PROPOSED UNDERGROUND POWER n1. THE WATER LINE SHALL BE A 1.5 INCH FROM THE MAIN TO THE HOUSE ' WITH A 1.0 INCH METER AND BOX. AT R/W LINE I ALL PIPE SHALL BE PVC SCHEDULE 40 OR BlrITER. ALL STREET RESTORATION FOR PIPE INSTALLATION SHALL BE COMPLETE BY DEVELOPERS CONTRACTOR. PLACE TRACER WIRE OVER PIPE. . PROPOSED BLOCK WALL THE SANITARY SIDE SEWER SHALL BE A 4-INCH AND CONNECTED TO S - PROPOSED SIDE SEWER EXISTING SIDE SEWER CLEAN OUT. THE CLEANOUT SHALL BE INSPECTED I- PROPOSED EDGE ASPHALT'. DRI V.F,WAY AND APPROVED BY THE CITY PRIOR TO ANY SEWER INSTALATION WORK. �TV PROPOSED UNDERGROUND CABLE TV A CAST IRON LAMPHOLE SAHLL BE PLACED OVER THE CLEAN OUT IN THE PN -- PROPOSED UNDERGROUND PHONE LINE EXSSTING I0-FOOT EASEMENT AREA. -- �� PROPOSED GAS LINE oJI<S'" o Z IIJJ , �4•t l n t its � t 3 (5 4 r F t a . 5 100 `- EA-r of I j��f ES Ll Ve & A 4164cz - 3. THE ELECTRICAL POWER SHALL BE INSTALLED UNDER GROUND FROM POLE LOCATED 8-FOOT SOUTH OF THE SOUTH EAST CORNER OF THE LOT. THE UNDER GROUND LINE SHALL BE PLACED TO AVOID CONFLICTS WITH OTHER UTILITIES. UNDERGROUND CABLE TV AND PHONE' INSTALLED IN TRENCH PER SEPERATION CODE REQIREMENTS. 6 VVr� �- D 5 lid L f'V �jtJAfD 7"ICln) 5c1a-�s 4� RESUB FEB 2 2 2016 R&OX-0 .19"rgA Abler -