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BLD2019-0288i IIIIIIIII v�y of ED MD�� _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 �1e. I ago PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 09/16/2019 7- Permit #: BLD20190288, BUILDING' Expiration Date: 09/16/2019 _ Project Address: 21411 95TH PL,W, EDMONDS Parcel No: 00528100001100 P&IIIIIIIJAIT), OV1,111vk APPLICANT CONTRACTOR KYLE & MAURA CALEY KYLE & MAURA CALEY RAIN CITY REMODELING 21411 95TH PL W 21411 95TH PL W 8501 224TH ST SW EDMONDS, WA 98020-3318 EDMONDS, WA 98020-3318 EDMONDS, WA 98020 LICENSE #: RAINCCR845D2 EXP: JOB DESCRIPTION SINGLE STORY ADDITION, KITCHEN REMODEL. VALUATION: $94,730 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: SFR IRC OCCUPANT LOAD: FENCE: 0 X 0 FT. CODE: 2015 IRC/UPCIWSEC OTHER: ------- OTHER DESC: ZONE: RS-8 NUMBER OF STORIES: 1 VESTED DATE: NUMBER OF DWELLING UNITS: 1 ILOT #: I'AISTING AREA BASEMENT: 0 I ST FLOOR: 0 2ND FLOOR: 0 PRO POSFD AREA BASEMENT: 0 1ST FLOOR: 387 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:0 BATHROOMS:0 FRONTSETBACK SIDESETBACK; REQUIRED:25 PROPOSED: I REQUIRED:7.5 PROPOSED: REQUIRED:15 PROPOSED: HEIGHT ALLOWED.0 PROPOSED:O REQUIRED: 7.5 PROPOSED: SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. _THIS AEPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR —HIS/HER DBAJMAND ALL FEES ARE PAID. v A" " / SiWature Print Name Date Released By Date A, ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI I0/ IRCI 10. = FIRE = APPLICANT = ASSESSOR D6 CTTT N O s STATUS: ISSUED BLD20190288 • Final approval on a projector final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies 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 Chapter5.30, 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. . INS PECTIONS 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) 1 SCHEDULE INS PECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection 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 Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Framing • B-Insulation/Energy • B-Building Final Inc. 1 sc9v BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 21411 95th PI. W., Edmonds, WA 98020 Parcel: 00528100001100 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Kyle & Maura Caley Mailing Address: 21411 95th PI. W. City/State/Zip: Edmonds, WA 98020 Phone # Email: Kyle@salespps.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes X No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Kyle & Maura Caley Mailing Address: 21411 95th PI. W. City/State/Zip: Edmonds, WA 98020 Phone #: E-mail: Kyle@salespps.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: TBD Mailing Address: City/State/Zip: _ Phone #: E-mail WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: C CITY OF EDMONDS BUSINESS LICENSE #: Office Use Only TYPE OF ❑ Accessory Structure/ Detached Garage .. X Addition ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: �� /L°OGtLr /J�� 0/7 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 387sf 2nd Floor, sqft: N/A Garage/Carport:, sq ft: N/A Deck/Covered Porch/Patio: N/A Other sq ft: PROJECT• Single story building addition I certify that the information I 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. 44// Print Name: I`� `f t ;-' c4cei Signature: JM Date )��1 COMMERCIALGENERAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No O WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL•COUNTS BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler/VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE .. .. Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater -Tankless? Y or N Hydronic Heat Water Service Line Sinks l f Other: Toilets Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: COUNTSMEDICAL GAS, AIR VACUUM (New, Relocated or re -piped) Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No ❑ GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. Client: Project Name: Scope of Work: Upstate Job#: Date: Location: P"" LATE jengineerin_g PO BOX 952 LYN1 WOOD, WA 98646 T. (206) 280-4715 E- (206) 834-6261 SERVICES�7u UPST8.COM STRUCTURAL CALCULATIONS DEREK SMITH CALEY REMODEL STRUCTURAL DESIGN OF A (I) -STORY SFR 1028 3/14/2019 21411 95TH PL W, EDMONDS, WA RECEIVED MAR 18 2019 BUILDING 15i2019 CITY COPY JOB # 1028 Andrew M. Gahan, PE &LD RO M __ 0 a at 3/13/2019 21411 95th PI W - Google Maps Google Maps 21411 95th PI W CALEY REMODEL wlsMnllp I<n 0Y4dln J � r e - sx arwar i ER4lNY1LLE .. •.- R:ncSMle' COfkVwMIpIC <> lea d T,we— EIM A ■ r Q wr i THE 90i11 Cq nl lye ® or Evmo N;s AhMkIWI }Jt fpsT{no Bixg CteAN YAll1Y Ed nl: � i+e iCa7s �� NnPYO Mn1 aa� .. awv 4 ,ny 3e.rn F++ cil'—d. - � �fnwwsw s/m Cwu amnEri rnruwQ _ S w MMCa Tmaa 0 � a_ � Y�vl 3 e 40 `au L a Esberen<e 1 • w F WI`�70�ft ywav' { tMna ' s � fomv �Vup6w.ryl .. v) � YuunNtlw C ± p�tcMnl• � iwttK1 Map data ©2019 Google 2000 ft1 3/13/2019 c CALEY REMODEL Latitude, Longitude: 47.805073,-122.360542 f Serenity Bells 10 1+ CD ID m Gocgl¢ Spruce St 214th PI SW U.S. Seismic Design Maps D ya Muth, Ln Be`�°ln Way Sing�ingl Teacher Sinbon Bcwdo n Way Technologies West St Sw Date 3/13/2019, 8:23:25 AM Design Code Reference Document IBC-2015 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.268 MCER ground motion. (for 0.2 second period) S, 0.496 MCER ground motion. (for 1.0s period) SMs 1.268 Site -modified spectral acceleration value SMi 0.746 Site -modified spectral acceleration value SDS 0.845 Numeric seismic design value at 0.2 second SA SDI 0.497 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.504 Site amplification factor at 1.0 second PGA 0.513 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.513 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.268 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.287 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.522 Factored deterministic acceleration value. (0.2 second) S1RT 0.496 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.522 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.607 Factored deterministic acceleration value. (1.0 second) PGAd 0.6 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.985 Mapped value of the risk coefficient at short periods CRC 0.951 Mapped value of the risk coefficient at a period of 1 s Map data 02019 Googie https://seismicmaps.org/ 1 /2 3/13/2019 U.S. Seismic Design Maps MCER Response Spectrum I Z) 2 4 Period, T (sec) — Sa(g) Design Response Spectrum 1.00 0.75 m 0.50 0.25 0.00 0 2 4 Period, T (sec) — Sa(g) A DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org/ 2/2 Lateral Analysis IBC2015 UPSTATE JOB#: 1028 Description: CALEY REMODEL Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria j3531 Roof Walls Floors Snow Partitions Live Load (pst 25 140 25 1 Dead Load (pso 15 10 1 10 0 10 1603.1.4 Wind Design Criteria [354] 1. Nominal/Ultimate Wind Speed Vasd/Vult 85/110 mph F 1609.3(3)[372] 2. Risk Category II 1.00 ASCE 7T6-1[77j 3. Wind Exposure Category "B" 1609.4[373] 4. Internal Pressure Coefficient +/- 55 A SCE 7 F 26.11- 1 [258] 5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2[316] 1603.1.5 Earthquake Design Data [3541 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral response coefficient 4. Spectral response coefficient 5. Seismic Design Category 6. Seis. Force Resisting System 7. Design Base Shear 8. Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure 11. Risk Category Table of Contents 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 le 1.00 ASCE 7 T 1.5-2[51 SS 1.268 USGS Seismic Design Map Online Si 0.496 USGS Seismic Design Map Online D ASCE 7 T 20.3-1 [204] SDS 0.85 EQ 16-39[3871 Spi 0.50 EQ 16-40[387] D T1613.3.5(1) and (2) [398] A.15. ASCE 7 T 12.2-1 [731 5515 Ibs CS 0.13 R 6.5 Equivalent Lateral Force 11 General Lateral Design Criteria Determination of Wind Forces Determination of Seismic Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Appendix ASCE 7EQ 12.8-2[891 ASCE 7 T 12.2-1 [73J ASCE 7 T 12 6-1 [88J ASCE 7 T 11. 6 2 [691 Version 7.0 Pg 0.1 Wind Design (MWFRS - Simplified Envelope Procedure) IBC 2015 Part 2 Wind Load Method ASCE 7 28.1.1 (2) [297 Nominal/Ultimate Wind Speed 85/ 110 Wind Exposure Category B Height & Exposure Adjustment 1= 1.00 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7 28.6.3 [3021 ps = I K�t Ps30 mph 1609.3 [373], F1609.3(3) [3721 1609.4 [373] ASCE 7 F 28.6-1 [3041 ASCE 7 F 26.8-1 [2521 Minimum pressures shall not be less than assuming the pressures for zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 15.25 ft Eave Height 8.1 ft Mean Roof Height, h 11.675 ft Zone Pressures, (k)(Ps30) ASCE 7 F 28.6-1 [3047 ASCE 7 EQ 28.6-1 [3061 ASCE 7 28.6.4 [3061 ASCE 7 26.2 [243] 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EOH GOH 1 23.32 14.18 17.34 6.44 -6.82 -14.13 -5.10 -11.57 -16.05 -14.40 2 6.76 4.63 5.38 3.69 -0.22 -7.46 1.50 -4.94 -2.38 -2.72 Horizontal Zones Areas & Forces, Fx ASCE 7 F 28.6-1 [3037 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F x- Z (p sx'X) x = A Diaphragm (x = 1) I.h.d. (ft) = 21 a (ft) = 3 Areas 2a (ft) = 6 Forces Front to Rear A B C D 48 120 265 276 Fx = 9193 Fxmin = 7090 Side to Side A B C D 48 92 252 140 F,,= 7695tF.in = 5320 Version 7.0 Pg 1.1 Seismic Design IBC 2015 Site Clasification, Criteria Selection, & Minimum Design Lateral Force Risk Category 11 ASCE 7 T 6-1 [77] Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2 [5] Seismic Design Category D T1613.3.5(1) and (2) [398] Site Class D ASCE 7 T 20.3-1 [204] Short Period Acceleration Ss 1.268 F1613.3.1(1) [388-9] ]-Second Acceleration St 0.496 iISGS Seismic Design Maps Online Seis. Force Resisting System A.15. ASCE 7 T 12.2-1 [73] Response Modification Factor R 6.5 ASCE 7 T 12.2-1 [73] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.3.3(1) [387] Site Coeffiecient, Fv 1.6 T1613.3.3(2) [387] Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, S DS = 3 • F a . S S Sps = 0.85 EQ 16-39 [387] S DI =_.F v•S 1 SDI = 0.50 EQ16-40[387] 3 Simplified analysis, Seismic base shear ASCE 7 12.14.8 [1087 V = (F Sps/R) W Where: F=1.0 for (1)-story ASCE 7 EQ 12.14-11 [108] Vertical Distribution, Forces at each level ASCE 7 12.14.8 [1081 F. = (wY/W) V Fr = 0.130 x wz ASCE 7 EQ 12.14-12 [1091 Rffcrfivo caicmir waiaht R Fnreac llhcl at I .avpi r = Diaphragm (x 1) FY = 5939 roof area (ft) floor area (ftz) story height (ft) wall length (ft) �'" 2353 0 9.1 228 weight (lbs) 35295 0 10374 45669 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 [3591 For worse case effect with wind load, L & S shall be zero. Equations 16-18, 16-19and 16-20 become, D + w W *0.6 Where w equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-5 for E 0.9 D + (PQE-0.2SDSD) 1.4 (0.9-0.14 SDS) D+ P QE 1.4 , simplify & arrange variables Where QE equals F,, of the respective diaphragm. 2301.2 [4731 2305.1 [4881 1605.1 [3571 1605.3.2 [359] 1605.1 [3571 ASCE 7 12.14.3.1.3 (7), EQ 12.14-5 [104] Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shear -walls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force (lbs) Force (lbs) x = 1 7171 6002 Seismic Design Loads, (p/1.4) F,, p = 1.3 Diaphragm Force (lbs) x = 1 5515 EQ 16-22 ASCE 7 12.3.4 [831 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w) h - D•W + P•w for wind 3 2 (v •w) • h - (0.9 - 0.14 S DS) D • 2 + P •w for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall r, (1lxh Version 7.0 Pg 3.2 mom loal, , ��m Wind Seis SDPWS SEISMIC MAX 257 Wind Seis Wind Seis Wind Scis Version 7.0 Pg 4.1 Tributary loads Wind Seis ' 1020.33 .1.6 1020.33 61.6 12.66 .. 2015 SDPWS SEISMIC MAX 73 ®mom..m_®_� ®m©©m.m_®_� 1 1 =©B..®_=_� __N■W._____ Wind Sels i 2647.24 111 2647.24 ' 1 __■■.■____ Wind i2015 SDPWS SEISMIC MAX __...._____ Wind Seis .2015 SDPWS SEISMIC MAX Version 7.0 Page5.1 Shear wall Summary 1-Ist 2 - l st 3 - I st 4 - I st A - 1 st B - 1 st C - 1 st D - 1 st Sheathing Shear Flow Sheeting =SeisMax Wind 181 257 181 257 58 73 69 209 SW-1 SW-2 2 2 1 1 4 4 Shear Transfer Wind I Seismic Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (lbs) 16d Nails (Common: 3.5"0.162") 195.2 lbs 16d Slant Nails (v<150plf) 160 lbs 12.8 6.4 0.0 0.0 0.0 1 0.0 Simpson A35 Clip 510 lbs 40.8 20.4 0.0 0.0 0.0 1 0.0 Simpson H 1 Truss Connector 415 lbs 33.2 1 16.6 0.0 0.0 0.0 1 0.0 Simpson LTP4 Clip (x 0.64 overtop 1/2" sheeting) 500 lbs 40.0 1 20.0 0.0 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 912 lbs 5/8" Diameter Anchor Bolts 5/8" Diameter Anchor Bolts Ox 1328 lbs 1664 lbs Overturning Values Wind I Seismic 1561 1561 2015 NDS TI IN [l 05] 2015 NDS TI IN [105] Current Simpson Guide Current Simpson Guide Current Simpson Guide 2015 NDS T1 I E [93] 2015 NDS TI I E [931 2015NDS TI 1 E [931 Page6.1 PO BOX 952 LYNNWOOD, WA 98046 (206) 280-4715 services@upst8.com Wood Beam Description : RF HDR CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Project Title: Engineer: Project ID: Project Descr: Analysis Method: Allowable Stress Design Fb + Load Combination :IBC 2015 Fb - Fc - Prll Wood Species : DouglasFir-Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling _..D(0.195) Lrf0.3251 - - 48 Span =5.0ft Applied Loads Uniform Load: D = 0.0150, Lr = 0.0250 ksf, Tributary Width =13.0 ft, (RF) Printed: 13 MAR 2019, 9:17AM 19832018, Suifd:10.18.12.31 . 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.Oksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0psi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY _ _ _ _ __ _ _ _ ' ' • Maximum Bending Stress Ratio = 0.4351 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 635.98psi fv : Actual = 58.34 psi FB : Allowable = 1,462.50psi Fv : Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 2321 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.041 in Ratio = 1450-180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.300 1.300 Overall MINimum 0.813 0.813 D Only 0.488 0.488 +D+Lr 1.300 1.300 +D+0.750Lr 1.097 1.097 +0.60D 0.293 0,293 Lr Only 0.813 0.813 PO BOX 952 LYNNWOOD, WA 98046 (206)280-4715 services@upst8.com Project Title: Engineer: Project ID: Project Descr: Printed: 13 MAR 2019, 9:24AM Wood Beam ,arNah\one0dveWST810-112019 (1016-XXXX Blue)11028 Derek Smith - Caley Residence51028 GRAVITY.ec6 . Software copyriaht ENERCALC, INC 1983-2018, Build:10.18.12.31 . Description : RF 8M GLB CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : DF1DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.225) Lr(0.375) 5.125x16.5 Span =21.0ft 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1650 psi Eminbend - xx 650 psi Ebend- yy 265 psi Eminbend - yy 1100 psi Density 1800ksi 950 ksi 1600 ksi 850ksi 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.0250 ksf, Tributary Width =15.0 ft, (RF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.587: 1 Section used for this span 5.125x16.5 fb : Actual = 1,706.75psi FB : Allowable = 2,905.97psi Load Combination +D+Lr Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.478 in Ratio = 527>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.765 in Ratio = 329-180 Max Upward Total Deflection 0.000 in Ratio = 0<180 - - 0.296 : 1 5.125x16.5 97.88 psi 331.25 psi +D+Lr = 0.000 ft Span # 1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.300 6.300 Overall MINimum 3.938 3.938 D Only 2.363 2.363 +D+Lr 6.300 6.300 +D+0.750Lr 5.316 5.316 +0.60D 1.418 1.418 Lr Only 3.938 3.938 PO BOX 952 LYNNWOOD, WA 98046 (206) 280-4715 services@upst8.com Wood Beam Description : RF BM PSL Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination :IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) Lr(0.375) 5.25x16.0 Span = 21.0 ft Applied Loads Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width =15.0 ft, (RF) DESIGN SUMMARY Printed: 13 MAR 2019, 9:24AM INC. 2900 psi E : Modulus of Elasticity 2900 psi Ebend- xx 2000ksi 2900 psi Eminbend - xx 1016.535 ksi 625 psi 290 psi 2025psi Density 45.07pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.505 1 Maximum Shear Stress Ratio 0.272 :1 Section used for this span 5.25z16.0 Section used for this span 5.25x16.0 fb : Actual = 1,771.88psi fv : Actual = 98.54 psi FB : Allowable = 3,511.07psi Fv : Allowable = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 10.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.461 in Ratio = 547-240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.737 in Ratio = 342-180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.300 6.300 Overall MINimum 3,938 3.938 D Only 2.363 2.363 +D+Lr 6,300 6.300 +D+0.750Lr 5.316 5.316 +0.60D 1.418 1,418 Lr Only 3.938 3.938 PO BOX 952 LYNNWOOD, WA 98046 (206)280-4715 services@upst8.com Steel Beam Description : RF BM STEEL Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending W 10x22 Span = 21.0 R Q , 44 Printed: 13 MAR 2019. 9:27AM Derek Smith - Caley Residence11028 GRAVITY.ec6 , iaht ENERCALC. INC.1983.2018: Build:16.18.12.31 . Fy : Steel Yield: 36 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width =15.0 ft, (RF) DESIGN SUMMARY _ Maximum Bending Stress Ratio - Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.708 : 1 Maximum Shear Stress Ratio = W10x22 Section used for this span 33.075 k-ft Va : Applied 46.707 k-ft Vn/Omega : Allowable +D+Lr Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.481 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.771 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - D 523 >=240 0 <240 327 >=180 0 <180 nmary of Moment Values Ma Max Mnx Mnx/Omega Cb Rm W 1 Ox22 6.30 k 35.251 k +D+Lr 0.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.266 0.067 12.40 12.40 7800 46.71 1.00 1.00 2.36 52.88 35.25 +D+Lr Dsgn. L = 21.00 ft 1 0.708 0.179 33.08 33.08 78.00 46.71 1.00 1.00 6.30 52.88 35.25 +D+0.750Lr Dsgn. L = 21.00 ft 1 0.597 0.151 27.91 27.91 7800 46.71 1.00 1.00 5.32 52.88 35.25 +0.60D Dsgn. L = 21.00 ft 1 0.159 0.040 7.44 7.44 78.00 46.71 1.00 1.00 1.42 52.88 35.25 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.7707 10.560 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.300 6.300 Overall MlNimum 1.418 1.418 D Only 2.363 2.363 +D+Lr 6.300 6.300 +D+0.750Lr 5.316 5.316 +0.60D 1.418 1.418 Lr Only 3.938 3.938 na i nee SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or equal. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and 'gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2'/2', 10d=0.148"x3", 12d=0.148"x3'/", 16d=0.162"x3'/2', 16d sinker=0.148"x3'/<". (6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTPS or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. HOLDOWN SCHEDULE Date: 3/14/2019 Job #: 1028 MARK HOLDOWN / STRAP *(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T-1 STHD10/IORJ (28) - 16d N/A SHEARWALL SCHEDULE Date: 3/14/2019 Job #: 1028 MARK *(2) SHEATHING - APPLY TO 2x I -IF STUDS @ 16"o/c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW-1 7/16" OSB 8d t 6" o/c (12" o/c field) 16d @ 12 " o/c or A31 c24 24 " o/c 5/8"a) Ox10" AB's 60 " o/c SW-2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d(Di 6 " o/c A35 @ 16 " o/c 5/8" 0xl0" AB's @ 48 " o/c U_ SST_ ATE Seri ineerin PO BOX 952 LYNNWOOD, WA 98046 T- (206) 280_4715 F. (206) 83' -6261 SERVICES@VPST&COM General Structural Notes — Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x—AND GREATER) JOISTS / STUDS (2x_): GLUE LAMINATED BEAMS (GLB) DF-L#2 HF#2 / STUD 24F-V4 (24F-V8 AT CANTILEVERS) 2x TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: NOMINAL WIND SPEED — 85 MPH RISK CATEGORY II ULTIMATE WIND SPEED — 110 MPH IMPORTANCE, I = 1.0 WIND EXPOSURE, B KZT = 1.00 SEISIMIC DESIGN CRITERIA: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le = 1.0 Ss = 1.268 SITE CLASS, D S1 = 0.496 SEISMIC DESIGN CAT., D SDs = 0.85 SEIS. FORCE RES. SYS, A.15. SD1 = 0.50 DESIGN BASE SHEAR = 5515 Ibs Cs = 0.13 RISK CATEGORY 11 R = 6.5 31 GENERAL STRUCTURAL NOTES GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN PARAMATERS WIND: NOMINAL WIND SPEED - 85 MPH RISK CATEGORY II ULTIMATE WIND SPEED -110 MPH IMPORTANCE, I =1.0 WIND EXPOSURE, B Kn - 1.00 SEISIMIC: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le = 1.0 S, = 1.121 SITE CLASS, D S, = 0.428 SEISMIC DESIGN CAT., D Sa, - 0.79 SEIS. FORCE RES. SYS, A.15. Se, = 0.45 DESIGN BASE SHEAR = 10403 IbS C. = 0.13 RISK CATEGORY II R = 6.5 LIVE LOADS: ROOF 25 PSF (SNOW) FLOOR 40 PSF DECKS 60 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. SOILS REPORT NOT PROVIDED FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM S'LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE Y, = 2500 PSI MINIMUM 57. SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4. SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 - W1-4 X WI A. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_ AND GREATER):DF-L#2 JOISTS / STUDS (2x,: HF#2 / STUD GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-VS AT CANTILEVERS) PARALLAM BEAMS (PSL) 2.0E UNO 2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO.WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32116) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH Sd AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. PER PLAN SHEARWALL PER PLAN 3f4" T&G PLYWOOD PER STRUCT NOTES RIM JOIST W/ CONN PER SW SCHED FUR JOISTS PER PLAN 2X PT SILL PLAT4OR z ro 2 #4 AR FINISHED GR CONT GARAGE SLA ANCHOR BOLTS PER 4'0 TIGHTLINE SW SCHEDULE Z STORM DRAIN 6. E M 2 4"P1 PE #4H BARS @ 12" O.C. D FTG DRAIN #4V BARS Cal 8' O.C. r 6 MIL BLACK V.B. 9" MIN • EXTEND TO T1FDN WALL n P- (2) #4 BARS CONT GRAVEL FIRM BEARING 15' WIDE CONCRETE FOOTING TYPICAL FOUNDATION S� 6" STEM WALL NTS SHEARWALL SCHEDULE Date: 3/1312019 ]ob M 1028 SHEATHING - APPLY TO SHEATHING EDGE NAILS •(S) ROOF TO TOP PLATE, MARK *(2) 2x HF STUDS @ 16"olc ALL EDGES BLOCKED BASE PLATE NAQS *(5) FLOOR TO TOP PLATE SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS •(8) U.N.O. BELOW •(9) (do aw pceetr,ne pw omh) & SILL PLATE 5W.I 7/16'OSB 8d@6"o/c (12"otc field) 16d@ 12"o/c H1@24 241 5/8"0x10"AB'x@ 60"a/c or "o/c SW-2 7/16"OSB Sd@4"o/c (12"o/c field) 16d@ 6"de A35@ 16"o/c 5/8"0x10"AB',@ 48"o/c HOLDOWN SCHEDULE Daze: 3/13/2019 Job #: 1028 HOLDOWN/ FASTENERS TO FOUNDATION MARK STRAP • 1 STUDS MIN U.N.O. AN •(IX4) COMMENTS T-1 STHDIo/IoRJ (28)-16d SHEAR WALL AND HOLDOWN NOTES (1) HOLDOWNS TO BE SIMPSON OR EQUIVALENT WHERE EQUIVALENT IS PERMITTED. LOCATE HOLDOWNS AT ENDS OF SHEARWALLS, LINO. INSTALL PER MANUFACTURER RECOMMENDATIONS FOR FOUNDATION MINIMUM END DISTANCE AND EMBEDMENT. EXTEND, THICKEN, DEEPEN, ETC. FOUNDATION TO MEET THE MANUFACTURER'S SPECIFICATIONS. (2) CONSTRUCT CRIPPLE WALLS AND PONY WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL ABOVE. CONSTRUCT GABLE END WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL BELOW. CONSTRUCT CLERESTORY WALLS PER SW-1, LINO. ALL EXTERIOR WALLS TO BE CONSTRUCTED PER SW-1, UNO. (3) 3X OR DBL 2X SILL PLATE REQUIRED. (4) USE THREADED ROD AND COUPLER AS REQUIRED. (5) COMMON NAILS, UNO: Bd = 0.131" x 2'/; 1 Od = 0.148"x 3" 12d - 0.148" x 3'/; 16d = 0.148" x 3'/; (6) INSTALL H1 CLIPS AT EACH TRUSS/RAFTER END. INSTALL A35 @ 24.00 AT EACH GABLE END AND RIM JOIST (OR SOLID BLOCKING) TO TOP PLATE AND MUDSILL CONNECTION, LINO. WHERE SPACING TIGHTER THAN 24. OC IS SPECIFIED, INSTALL A35 CLIPS FROM SOLID BLOCKING TO DBL TOP PLATE, AND INSTALL Ht OR H2.5 CLIPS TO EACH TRUSS/RAFTER END. LTP4, LTP5 or LS50 CAN BE SUBSTITUTED FOR A35 CLIPS PER SIMPSON. (7) MINIMUM 3X OR DBL 2X STUDS REQUIRED AT ABUTTING PANEL EDGES. DBL STUDS TO BE LAMINATED W/ (2) 16d @ 6. OC. (8) ANCHOR BOLTS SHALL BE EMBEDDED 7- MINIMUM INTO CONCRETE. MIN (2) BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 2" OR LESS THAN (7) BOLT DIAMETERS FROM EACH END OF THE PIECE. MUD SILL TO BE 2X MINIMUM AND PRESSURE -TREATED. (9) ALL SHEATHING TO BE APA RATED. SEE GENERAL STRUCTURAL NOTES. FRAMING PER PLAN U.N.O. WBSW SCHEDL 2X PPOST. ___� I I I -�-- POST PER PLAN STHD-STYLE HOLDOWN PER PLAN PLAN I� HD D STYLE HOLDOWN PER PLAN ANCHOR BOLTS PER SW SCHED ANCHOR PER HD SCHED u - PER PLAN 6 TYPICAL EMBEDDED HOLDOWN 51 (SEE MANUF'R SPECS) - NTS- ROOF SHEATHING PER GENERAL STRUCTURAL NOTES ITED ROOF TRUSSES AANUFACTURER VENTED BLOCKING PER PLAN WITH EDGE NAILING PER STRUCTURALNOTES SHEAR WALL PER PLAN �11 TYPICAL SHEAR FLOW S� ROOF TO SW NTS EXISTING ROOF TRUSS W/ TAILS REMOVED AND HUNG FROM NEW ROOF BEAM W/ LUS26 HANGERS NEW ROOF BEAM - INSIDE EDGE ALIGNED W/ EXT EDGE OF EXIST WALL FRAMING TIGHT -FIT, SOLID 2x BLOCKING FOR 1ST (2) RAYS PAST CORNER - (2) ROWS 16d @ 6- OC - STAGGERED LST130 STRAP FROM UNDERSIDE OF TRUSS BLOCKING TO TOP PLATE - CTR @ CORNER EXISTING WALL %3"� COLLECTOR BEAM/TRUSS 51 SHEAR TRANSFER NTS 2x RAFTERS PER PLAN SHEATHING PER RE-FAB ROOF NOTES TRUSSES PER PLAN 2x6 RIDGE GABLE END TRUSS & BRACE PER MFR W/ 7/16" OSB PER SHEARWALL SCHEDULE TOP CONN PER SHEARWALL SCHEDULE SHEARWALL PER SCHEDULE /'�2 TYPICAL SHEAR FLOW 59 GABLE END TRUSS TO SW NTS_ SHEAR WALL ABOVE BASE PLATE NAILING PER PER PLAN SHEAR WALL SCHED RIM JOIST FLOOR SHEATHING PER GENERAL NOTES RIM JOIST CON I FROM TO FND PER DET C OR D FLOOR FRAMING FOUNDATION PER PLAN PER PLAN ANCHOR BOLTS PER SW SCHED USING A35 USING LPT4 CONNECTION CONNECTION C D A35 PER SW SCHED LTP4 @ SAME SPACING AS A35 PER SW SHED BEYOND VENT HOLES AS REO'D—J STRAP TOP PLT TO BLKG - SEE DETAIL 3/Sl LUS26 HANGER LINE OF BEAM ABOVE EA TRUSS WALL PER PLAN OVERFRAMING/ADDITION ROOF 51 TRANSITION - SECTION NTS 4 TYPICAL SHEAR FLOW 51 SW TO FOUNDATION NTS RECEIVED MAR 18 2019 BUILDING J Q H W Z W LU � W 0 Z J LU W � J 00 7) W � U rn U) CD N O Z CIO 000 �0 Y}Cr, Z 0 LU < a ❑ 0 LU UPSTATE JOB# 1028 DRAWN BY: amg REVISION DATE 3/132019 ALD aoiqu.oa$8 S1 EXISTING FOUNDATION s- sTEM ; 10'-8•� 0 7$• ' � TYP. -------------------- 10• THICK PAD FOR FIREPLACE CONSTRUCTION - #/ 0 10. OC. EA WAY FOUNDATION EXISTING J FOUNDATION LOWER FLOOR FRAMING SEE DETAIL 3/A3.1 FOR CONNECTION BETWEEN NEW AND EXISTING FOUNDATION - ISOLATED FOOTINGS TO BE 7-0•xZ-0"xl2" DEEP W/ (2) #4 EACH WAY, UNO - ALL CRAWLSPACE POSTS TO BE 4X4, UNO - LUMBER IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER TO BE PRESSURE -TREATED - HARDWARE AND FASTENERS IN CONTACT WITH CONCRETE, IN USE WITH PRESSURE -TREATED LUMBER, AND/OR EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED OR OTHER APPROVED MATERIAL - SEE TYPICAL FOUNDATION DETAILS ON SHEET S1 - ADDITIONAL DIMENSIONS TO BE DETERMINED FROM ARCHITECTURAL PLANS LOWER FLOOR FRAMING NOTES - ALL BEAMS TO BE 400 DF#2 MINIMUM, LINO ALL CRAWLSPACE POSTS TO BE 4x4, LINO - LUMBER IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER TO BE PRESSURE -TREATED - HARDWARE AND FASTENERS IN CONTACT WITH CONCRETE, IN USE WITH PRESSURE -TREATED LUMBER, AND/OR EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED OR OTHER APPROVED MATERIAL - SEE SHEET Sl FOR ADDITIONAL NOTES RECEIVED MAR 18 2019 BUILDING 0 0 ZOVrn �-a 0 Y } rn Z W W - O IYJ W Q OUNW UPSTATE JOB# REVISION DATE 3/13/2019 S2 z 0 co Lu � C9 qJ z U LL � O cn ly ROOF FRAMING NOTES EXISTING/UNAFFECTED AREA ❑ OVERBUILD AREA (SEE DETAIL 7/S1) NEW ROOF BEAM OPTIONS: 57,x16' , GLB (24F-V4) OR 5'/.x16 PSL (2.OE) - ALL BEAMS/HEADERS TO BE 4x8 DF#2 MINIMUM, LINO - PRE -FABRICATED TRUSS DESIGN TO BE PROVIDED BY MANUFACTURER o a - ALL BEAMS/HEADERS TO BE SUPPORTED ZLU rn 00 WITH DBL 2x POST EA END, UNO F g 3 H a Y}�Z W W �- O D_'J22 W Q, 0 OU(VIU DRAWN BY: MAR 18 2019 amg REVISION DATE BUILDING W13QO19 S3 O O LATERAL NOTES NEW SHEAR WALLS PER SCHEDULE EXISTING SHEAR WALLS ASSUMED TO BE BUILT PER CODE MINIMUMS. PER CALCULATIONS, SW-1 SHEAR WALLS ARE STRUCTURALLY ADEQUATE. - CONSTRUCTION OF EACH DIAPHRAGM TO BE PER THE STRUCTURAL NOTES ON SHEET S1 n - ALL SHEAR WALL CONNECTIONS TO BE PER TH� r `, ,;��•;;� -� SHEAR WALL SCHEDULE - SEE ADDITIONAL SHEAR WALL NOTES ON SHEET Sl Ay - PLEASE NOTIFY UPSTATE ENGINEERING OF ANY i�' AR 10 Y 2Ow STRUCTURAL PLAN REVISIONS, INCLUDING WINDOW/ DOOR LOCATIONS, PRIOR TO INSPECTION t�ULj#'NG HOLDOWN SCHEDULE Dam: 3/132019 Job #: 1028 MARK I.=WN ( FASTENERS TO FOUNDATION COMMENTSSTRAP I 2 STUDS MIN U,N.O. ANCHOR '(1X4) I-] STHD10110RJ (28) - 16d N/A SEE DETAIL S/S1 SHEARWALL SCHEDULE Daa 3/132019 lob #: 1028 MARK SHEATHING - APPLY TO SHEATHING EDGE NAILS -(5) BASE PLATE ROOF TO TOP PLATE, SILL PLATE ANCHORS./ ,(2) 2. HP STUDS Q 16'dc ALL EDGFS BLOCKED NAILS -(S) FLOOR TO TOP PLATE 3" x 3' x 1/4" WASHERS '(8) U.N.O. 13ELOW•(9) (do notparaete peat Ous6) &SILL PLATE'( SW-1 7/16"OSB 8d®6'o/1(12'dcfi.Id) 16d@ 12"ofc 5/8"Ox10"AB'.@ W"dc mA35®24 "dc SW-2 7/16"OSB 9d@4'dc(12'dcfidd) 16d® 6"dc A35® 16"a/c 518"0x10'AB'e Qa 48"o/c O N CJ 0< 3 pa vi Y } rn Z ww-0 w¢�a pUNW UPSTATEJOBN 1028 DRAWN BY: amg REVISION DATE 3/13/2019 �4 GENERAL NOTES LIFE SAYET Y NOTES (continued) FRAMING NOTES ( continued Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the 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 a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"0"0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvan12ed steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 oists less than 18" and beams less than 12" to grade and all wood xposed to weather shall be preservative -treated or naturally esistant to decay. IRC R317 IBC 2304.11 oists shall have not less than 1.5 inches bearing on wood or metal nd 3 inches on concrete. Joists shall be prevented from rotating t the ends and at intermediate support by approved hangers, 2 h nominal blocking, or attachment to a rim board. C 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3 (1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-1Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"00" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. LyOF EvMo< CN MECHANICAL NOTES Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water p, essure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 YLU1V1ti INU 1yUtLJ installed on a floor level that is lower than the next i manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished darn, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/z". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep oles in the sub -drain clamping ring from clogging. JPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 water heater must be seismically anchored or strapped at is within the upper one-third and lower one-third of its .cal dimensions. At the lower point, a minimum distance of 4" t be maintained above the controls with the strapping. 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 and jetted tubs shall be installed and supported per the cturer's installation specifications. UPC 409.6 t'1KL-KA t I✓1) UUN N t K U U 11UN Dwelling/garage separation shall be maintained by installing 1/z" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/z" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 IDraftstops shall be installed in combustible construction where there is I usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be ccnsistcnt with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confirmation shall be provided upon completion of the structure. H O z O F� U Lnz z0 0� �A WO z� H 0 U CN 2 .---- ---- - - -- ---------------- - - -----------95t�-- - -- ---- - -"--------- ----- - skw mirk u aA-ekr lz "1eAJ-w-as Lyy( q5 i-t - — - — - — - — - — - — - — - — - — - — - — - N F- DRIVEWAY ' w rn - - - - - - - - - - - - - - - - - - - I-------' I � it 1,526 SQ. FT. RESIDENCE (EXIST.) � I +387 FT. ADDITION (NEW) = 1,913 SQ. FT. (TOTAL) I I I I I I I I I I I '------------------------i------ , • I I / 3 7�S BLDG //� � � I I ETBAC I I I I L------- - - - - -------- - - - - -- Y I L- - - - - - - - - - - - u-----------J SITE PLAN m A1.0 SCALE: 1" = 10'-O" �D Zonc,, 'S-`lJ Corner_,_rlaS,_,_ Setback EnUired Actual Front 7 -7 Sides Rear -— Other Height OZN(d KONTRACTOR RESPONSIBLE FOR LOCATING ALL ON-SRE UTILRIES. RELOCATION/REVISION TO ANY UTILM MAY REQUIRE SEPARATE PERMIT. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE Irq�¢,�Vlods S�r''�at�, �X14 v� (2e'CJ241ce 1,5Z1P �F ToFrtl �nl`Sh Ltvl 6f Yro�aSeh �T ISTTl0. 38� s�' vwat 701"UQ o74 be 6f DRAWING INDEX w . w w F- m A1.0 SITE PLAN O Z (0 A2.0 GENERAL NOTES d � - z W p z A3.0 DEMOLITION PLAN OO w � (~x9 w- A4.0 FLOOR PLAN Z) n- _ XwHw00 A5.0 ELEVATIONS z w O � U (9 < OU ~¢ - A6.0 BUILDING SECTIONS w p x S1 Ow LL SCHEDULES, NOTES, DETAILS z w U 0 z S2 FOUNDATION / FLOOR FRAMING ❑- Lu U Z) z0 U z 1=11 wig S3 ROOF FRAMING z rn ¢ ❑ z I.-Ln cc) w0�� Xz-J S4 SHEAR WALL LAYOUT O g w- z z p VICINITY MAP OmOw-w❑ °I-°5�F-a r l cento- PI Ynua CONSTRUCTION: (E)2X4 & (N)2X6 ,r HEAT SOURCE: fi fl GAS SNOW LOAD: 25 LBS. c .ns Wokul St ; Yc tP.r „ a � o y rs SITE PI ME PARK t IG tIBORH000 - u.,si _ _ - JJ011, 51 SYI - ]JOIMq SW i - Wcst" - a 'ti - JOB #: DRAWN BY: PROJECT INFORMATION REVSED8/2019 ZONE: RS-8 - SINGLE FAMILY 8,000 SF LOTS JURISDICTION: CITY OF EDMONDS PARCEL #: 00528100001100 LEGAL DESCRIPTION: MUNGER ADD NO 5 BLK 000 D-00 - LOT 11 MIN. STREET SETBACK 25' MIN. SIDE SETBACK 7-1/2' MIN. REAR SETBACK 15' MAX. HEIGHT 25' (NO CHANGE) MAX. COVERAGE 35%OV BY PLANNING J MIN. PARKING 2 (EXISTING) S % LLJ 0 TOWNSHIP: 27 0 RANGE: 03 ENGINEERING DIVISION a SECTION: 25 --- P E a LJJ F- rn rn QUARTER: NE z OWNERICONTRACTOR IS RESPONSIBLE FOR � J Z, o LOT SIZE: .21 (ACRES) EROSION CONTROL AND DRAINAGE J w YEAR BUILT: 1957 Q U EXISTING SF: 1,526 NEW SF: 387 c�eg g ggrq� COPY TOTAL SF: 1,913 PROJECT TEAM SITE PLAN OWNER: KYLE & MAURA CALEY SHEET: STRUCTURAL: UPSTATE ENGINEERING RESUB CONTRACTOR: TBD MAY 0 1 2019 BUIIAINGDEPARTMENT CITY EDMONDS A1.0 Iavt> aol`t oa88 ENERGY CODE 2015 WASHINGTON STATE ENERGY CODE / IECC (WSEC) TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE 5 & MARINE 4 R-VALUE U-FACTOR FENESTRATION (B) 0.30 SKYLIGHT (B) 0.50 GLAZED FENESTRATION SHGC (B) (E) - CEILING (K) 49 WOOD FRAME WALL (G) (M) (N) 21 INT MASS WALL R-VALUE (1) 21 / 21 FLOOR 30 BELOW GRADE WALL (C) (M) 10/15/21 INT + TB SLAB R-VALUE & DEPTH (D) 10. 2 FT TABLE R402.1.1 FOOTNOTES FOR SI: FOOT = 304.8 MM, Cl = 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. (C) "10/15/21+TB" MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE WALL, OR R15 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 R13 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. () THERE RE NO SHGC REQUIREMENTS IN THE MARINE ZONE. F (G)RESERVED (H) RESERVED (1) THE SECOND R-VALUE APPLIES WHEN MORE THAN HALF THE INSULATION IS ON THE INTERIOR OF THE MASS WALL. (J) RESERVED (K) INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSUALTION. (L) RESERVED (M) INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16" O.C. WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSULATION (N) LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKENSS OF 3.5" ARE EXEMPT FROM THIS INSULATION REQUIREMENT. 2015 WASHINGTON STATE ENERGY CODE / IECC (WSEC) TABLE R406.2 ENERGY CREDITS OPTION I DESCRIPTION UKtDI I (s) PRESCRIPTIVE COMPLIANCE IS BASED ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICAITONS: VERTICAL FENESTRATION U = 0.28 1a FLOOR R-38 0.5 SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB BELOW GRADE SLAB R-10 PERIMETER & UNDER ENTIRE SLAB WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2015 IRC SECTION M1507. SOURCE SPECIFIC VENTILATION REQUIREMENTS. 1. MINIMUM EXHAUST FAN REQUIREMENTS: A. BATHROOMS, LAUNDRIES AND POWDER ROOMS - 50 CFM @ 0.25 W.G. B. KITCHENS - 100 CFM @ 0.25 W.G. (RANGE HOOD OR DOWN DRAFT EXHAUST FAN RATED AT MIN. 100 CFM @ 0. 10" W.G. MAY BE USED FOR EXHAUST FAN REQUIREMENTS. 2. EXHAUST DUCT REQUIREMENTS: A. INSULATED TO R-4 (MIN.) IN UNCONDITIONED SPACES. B. EQUIP WITH A BACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING PRESCRIPTIVE REQUIREMENTS FOR: OPTION 1. INTERMITTENT WHOLE SHOUSE VENTILATION USING EXHAUST FANS (IRC Ml507.3.4). OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS AT FLOW RATES SPECIFIED IN TABLE M1507.3.3(1) ON THIS SHEET, USING THE FOLLOWING METHODS: 1. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED SO AS TO NOT COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PALCED. C. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE SPACE. D. PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY THE INSTALLATION OF DISTRIBUTION DUCTS, TRANSOMS, INSTALLATION OF GRILLES, UNDERCUTTING DOORS A MINIMUM OF 1/2" ABOVE THE FINISHED FLOOR COVERINGS, OR SIMILAR MEANS. 2. WHOLE HOUSE EXHAUST FANS SHALL: A. BE SIZED ACCORDING TO TABLE Ml50733(1) ON THIS SHEET. B. BE FLOW RATED AT 0.25" W.G. - C. SOUND RATED AT 1.0 SONES MAXIMUM. 3. WHOLE HOUSE EXHAUST FAN CONTROLS: A. BE CONTROLLED BY A 24-HOUR CLOCK TIMER B. PROVIDE CAPABILITY OF CONTRINUOUS OPERATION MANUAL AND AUTOMATIC CONTROL C. THE 24-HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. E. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS WHOLE -HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)" 4. WHOLE HOUSE EXHAUST DUCTS: A. BE INSULATED TO A MINIMUM R-4 IN UNCONDITIONED SPACES. B. TERMINATE OUTSIDE THE BUILDING INSULATION & MOISTURE PROTECTION GENERAL: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON INSULATION BAFFLES TO MAINTAIN 1" CLEAR SPACE ABOVE STATE ENERGY CODES. I INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION & 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS, PROVIDE FACE STAPLED BATTS OR FRICTION FIT FACED BATTS. PROVIDE 4 MIL (0.004") POLYETHYLENE VAPOR BARRIER AT WALLS OR USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX.). PROVIDE R-10 INSULATION UNDER ELECTRICL WATER HEATHERS. INFILTRATION CONTROL: 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHERS SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED'FIRE-RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.73. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER W.S.E.C. PIPING FOR HOT WATER/ STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE IS REQUIRED TO BE INSULATED PER THE W.S.E.C. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R-3. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" O.C. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED 1/16". VAPOR RETARDERS AT WALLS PER IRC R702.7 A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL GROWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTED TO THE FOUNDATION WALL. DOORS, WINDOWS AND SKYLIGHTS GENERAL THE REQUIRED EGRESS DOOR MAY HAVE A MAXIMUM 7 3/4" STEP FROM TOP OF THE THRESHOLD TO A MIMUM 36" DEEP LANDING ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) 7 3/4" STEPS TO A MIN. 36" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE 2012 W.S.E.C. TABLE 6-1 UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM SILL HEIGHT OF 44' MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. OPERABLE WINDOWS WITH A SILL OF MORE THAN 72" ABOVE FINISHED GRADE AND WITHOUT AN ADJACENT ROOF WITH MAX. 4:12 SLOPE, TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SAFETY GLAZING LOCATIONS PER 2015 IRC SECTION R308.4 R308.4.1 GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BI-FOLD DOORS. R308.4.2 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24 INCH ARC OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE IS LESS THAN 60 INCHES ABOVE THE FLOOR OR WALKING SURFACE. R308.4.3 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 1. THE EXPOSED AREA OF AN INDIVIDUAL PANEL IS LARGER THAN 9 SQUARE FEET 2. THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 18" ABOVE THE FLOOR 3. THE TOP EDGE OF THE GLAZING IS MORE THAN 36" ABOVE THE FLOOR 4. ONE OR MORE WALKING SURFACES ARE WITHIN 36" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING. R308.4.4 GLAZING IN GUARDS AND RAILINGS, INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING SURFACE. R308.4.5 GLAZING IN WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRPOOLS, SAUNAS, STEAM ROOMS, BATHRUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. R308.4.6 GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36 INCHES (914 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS. R308.4.7 GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING IS LESS THAN 36 INCHES ABOVE THE LANDING AND WITHIN 60 INCHES (1524 MM) HORIZONTALLY OF THE BOTTOM TREAD. FOR EXCEPTIONS SEE IRC SECTION R308.4 MECHANICAL GENERAL: SOLID FUEL BURNING APPLIANCES NC UD I L ING AIRTIGHT STOVES, FIREPLACES STOVES, ROOM HEATHERS, FACTORY BUILDIT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF CHAPTER 24 OF THE 2015 INTERNATIONAL RESIDENTIAL CODE. HEATING: EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 68 DEGREES FAHRENHEIT AT A HEIGHT OF 3'-0" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE 2015 W.S.C. DEFINITION OF BUILDING EVNELOPE FROM THE 2015 WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE 2015 W.S.E.C. 1. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC. 2. FUE BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF CHAPTER 16 OF THE IRC. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAPTER M1402 OF THE 2015 IRC. NO WARM AIR FUNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES, AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 3; ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELD SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORTS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP B, DIVISION 3 OCCUPANCY) FROM A GARAGE GROUP M, DIVISION 1 OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSIDERED A STEEL HAVING A THICKNESS NOT LESS THAN 0.019' (NO.26 GALVANIZED SHEET GUAGE) AND HAVE NOT OPENINGS INTO THE GARAGE. WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH M1402 OF THE 012 IRC. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER 18 OF THE 2015 IRC. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF IT'S LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2015 IRC. A TYPE B OR BW GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2015 IRC. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION M1803 OF THE 2015 IRC. HEATING EQUIPMENT: ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE 1987 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAECA) AND BE SO LABELED. EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE 2015 W.S.E.C. DUCTWORK: 1. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 (1) & 1601.1.1 (2) OF THE 2015 IRC. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER SECTION M1601.4.1 OF THE 2015 IRC. 3. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION M1601.3 OF THE 2015 IRC. 4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCE WITH SECTION M1601.3 OF THE 2015 IRC. 5. FINAL DUCT LEAKAGE AFFIDAVIT IS TO BE PROVIDED TO THE BUILDING INSPECTOR PRIOR TO FINAL INSPECTION. DUCT LEAKAGE AND SEALING REQUIREMENTS IN 2015 W.S.E.C. SECTION 503.10 TO BE MET. APPROVED 'PLANS tANtl MUST B5.a ON JOB SHTE GENERAL PLANS COMPLY TO THE 2015 INTERNATIONAL RESIDENTIAL CODE. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DESCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CODES: ALL APPLICABLE COES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED. 1. 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) WITH WASHINGTON STATE AMENDMENTS (WSA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. WAG 51-51 2. 2015 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC 5150 3. 2015 INTERNATIONAL MECHANICAL CODE (IMC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAC 51-52 4. 2015 UNIFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, WAC 51-56 5. 2015 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS, WAC 51-54A 6. 2015 WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS (WSEC), WAC 51-11 R BUILDING: CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R-3 LOCAL JURISDICTION REQUIRES DWELLING UNIT FIRE SPRINKLER SYSTEM PER IRC APPENDIX R YES ® NO CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WIND DESIGN S-EST TO DAMAGE FROM IGN II GS OAW SPEED EFFECTS CATEGOIRY WEATHE FRRSH TERMITE DECAY DTEMPN BARRIEPR HNAROS FINE PTEmp (MPH) APMC RING LINE IAYMEM D REQUIRED 25 PSF 110 -I I MDDERATE I 19 I SLIGIRTO SLIGRTTO - NO - - MODERATE MODERATE CARPENTRY GENERAL: ALL FRAMING SHALL COMPLY WITH THE APPLICABLE SECTION(S) OF THE 2015 IBC/ IRC. PRESSURE TREATED WOOD REQUIRED IN LOCATIONS LISTED IN IRC R317.1 2" MINIMUM VERTICAL CLEARANCE BETWEEN WOOD & CONCRETE STEPS, PORCH SLABS, PATIO SLABS & OTHER SIMILAR HORIZONTAL SURFACES EXPOSED TO THE WEATHER. • 6" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 8" MINIMUM CLEARANCE BETWEEN UNTREATED MUSILLS AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. • 18" MINMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LOADING: ROOF 15 PSF DEAD LOAD + 25 PSF LIVE LOAD = 40 PSF FLOOR 10 PSF DEAD LOAD + 40 PSF LIVE LOAD = 50 PSF CEILING 5 PSF DEAD LOAD + 10 PSF LIVE LOAD = 15 PSF DECK 5 PSF DEAD LOAD + 49'PSF LIVE LOAD = 45 PSF INTERIOR PARTITION &0 = 7 PSF EXTERIOR PARTITION = 10 PSF WOOD BEARNING ON OR INSTALLED WITHING 1/2" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS TO BE PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. 7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PROVIDE FIREBLOCKING IN CONCEALED SPACES OF STUD WALLS & PARTITIONS, INCLUDING FURRED SPACES & PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1. VERTICALLY AT THE CEILING & FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. PROVIDE FIREBLOCKING AT OTHER LOCATIONS PER 2015 IRC R302.11 ALL WORK SUBJECT TO FIELD SITE WORKI CODE COMPLIANCE ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. CITY OF EDMONDS BUILDING PARTMENT WORK ADDRESS L� OWNER_____La(* APPROVED DATE:q g BLDG. OFFICIAL: PERMIT NUMBER BLOaQ/ 9-0akF-,F- copy RESUB MAY 0 1 2019 BUILDING DEPARTMENT CITY OF EDMONDS o w W d Zmm� cn - O�wOw z5x z~ 0ow56: wr 511 m of WjwC70 cn 0zwo z ci O=zU) )Q O llzDQLLZwu_FU �- O z IiiWzgz_ F N- p w 20 1- g T<ozzU)0co0�� I--O- w 2 Z -1 w Ogw1-zzo �at=o�0LL a�Irw-wo OFLL OD��ZQ CONSTRUCTION: (E)2X4 & (N)2X6 HEAT SOURCE: GAS SNOW LOAD: 25 LBS. I DRAWN BY: I I REVISED: 4/23/2019 1 J Lu 0 cq 0 0 cq m a LLJ H vi ED In z V O W N W J U GENERALNOTES SHEET: A2.0 DEMO PLAN SCALE: 1/4" = 1'-O" GENERAL NOTES � ow wix 0 H Q 0wm� 1. CONTRACTOR SHALL COORDINATE PREPARATION OF EXISTING AREAS FOR NEW aw O w = U) w CONSTRUCTION. 2. IT SHALL BE THE RESPONSIBILITY OF EACH RESPECTIVE CONTRACTOR TO O — w O z ()X m z COORDINATE WITH THE OTHER TRADES. FAILURE TO DO SO WILL NOT O 0 w �2 O O CONSTITUTE GROUNDS FOR A CHANGE ORDER. F O w —U) — 0WXU)I.- 3. ALL WALLS TO REMAIN, UNLESS OTHERWISE NOTED. O D- i 1:a 4. CONTRACTOR SHALL NOTIFY OWNER IMMEDIATELY OF ANY STRUCTURAL ITEMS � j w O O TO BE REMOVED PRIOR TO REMOVAL. _ 0 5. SEE SHEET A2.0 FOR ADDITIONAL NOTES z O w HO z U�cn¢=Ei ZFOWZO wwZ2l-z �w°0W�g Z"U9)0Ug 2 ZJ2Uww 0'5w F-ZZ0 >aF-OkOLwi. d cl) (if W—w0 0=0cn�=z 01-LL0?:1-Q CONSTRUCTION: (E)2X4 & (N)2X6 HEAT SOURCE: GAS KEYNOTES SNOW LOAD: 25 LBS. D1 DEMOLISH PORTION OF EXISTING EXTERIOR WALL TO ACCOMMODATE NEW CONSTRUCTION D2 DEMOLISH EXISTING WINDOW TO ACCOMMODATE NEW CONSTRUCTION D3 DEMOLISH EXISTING CABINETS AND APPLIANCES TO ACCOMMODATE REVISED KITCHEN LAYOUT D4 DEMOLISH EXISTING INTERIOR WALL CONSTRUCTION TO ACCOMMODATE NEW CONSTRUCTION D5 DEMOLISH EXISTING BRICK FIREPLACE, PATCH REPAIR EXISTING ROOF AS NECESSARY TO ALIGN WITH EXISTING D6 CONFIRM EXTENT OF INTERIOR FLOOR, WALL, AND CEILING FINISHES TO BE DEMOLISHED WITH OWNER PRIOR TO CONSTRUCTION D7 DEMOLISH EXISTING DOOR TO ACCOMMODATE NEW CONSTRUCTION JOB #: DATE: 3/18/2019 REVISED: J W Qo O 0) ` j Z: Z v_ O W N 0 J w Q U DEMOLITION PLAN SHEET: ESUB MAY 0 1 2019 A3.0 BUILDING DEPARTMENT GTYOFEDMONDS WINDOW PER PLAN ELEVATION SCALE: 1/4" = 1'-0" KEYNOTES Al NEW 2X4 INTERIOR WALL W/ 1/2" GWB BOTH SIDES (TYPE'X' AT WET AREAS) A2 NEW KITCHEN CABINET AND APPLIANCE DESIGN BY OTHERS, CONFIRM DESIGN / LAYOUT WITH OWNERS A3 NEW BENCH SEATING AND STORAGE CABINETS BY OTHERS, CONFIRM DESIGN / LAYOUT WITH OWNERS A4 NEW DIRECT VENT GAS FIREPLACE. INSTALL PER MANUF. SPECS. VERIFY MODEL AND PLACEMENT WITH OWNERS A5 NEW CABINET STORAGE BY OTHERS, COFIRM DESIGN / LAYOUT WITH OWNERS A6 NEW 4'-0" WIDE WINDOW (U=0.28), CONFIRM OPERATION W/ OWNER, INSTALL PER MANUF, SPECS. A7 NEW 2'-6" WIDE WINDOW (U=0.28), CONFIRM OPERATION W/ OWNER, INSTALL PER MANUF. SPECS. A8 NEW 5'-0" WIDE WINDOW (U=0.28), CONFIRM OPERATION W/ OWNER, INSTALL PER MANUF. SPECS. A9 NEW 5'-0" WIDE DBL. GLASS DOOR (U=0.28), INSTALL PER MANUF: SPECS. A10 NEW EXTERIOR INFILL CONSTRUCTION, ALIGN W/ EXISTING All NEW 2X6 EXTERIOR WALL CONSTRUCTION Al2 LINE OF TRANSITION BETWEEN EXISTING FLAT AND NEW VAULTED CEILING, TEMP. BRACING REQUIRED FOR INSTALLATION OF NEW BEAM A13 NEW 2'-6" WIDE GLASS DOOR (U=0.28), INSTALL PER MANUF. SPECS. R7 , PATCH AND REPAIR ROOF (ABOVE) AS NECESSARY TO ALIGN WITH EXISTING AT BRICK FIREPLACE TO BE REMOVED R9 NEW 24" WIDE X 48" WIDE SKYLIGHT (ABOVE), INSTALL PER MANUF. SPECS. VERIFY MODEL AND PLACEMENT WITH OWNERS 1 A5.0 � ./.......... EQ. EQ. 9" 3'-7" 8' EQ. EQ. 21'-71/8" o, (V.I.t.) 3 2 A5.0 A6.0 FLOOR PLAN . . . . . . . . . . . . . A4.0 SCALE: 114" = 1'-0"- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - GENERALNOTES 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION. �2 ALL BEAMS & HEADERS TO BE 4X10 DF2, U.N.O. !3. PROVIDE SOLID BLOCKING OVER SUPPORTS 4. PROVIDE FIRE BLOCKING & ALL PLUMBING PENETRACTIONS 5. WINDOW & DOORS ARE SHOWN & NOTED AS NOMINAL SIZES WINDOW HEADERS & 6'-8" ABOVE FLR. & MAIN & UPPER FLRS, U.N.O. . ALL WOOD IN CONTRACT WITH CONC. TO BE PRESSURE TREATED. 8. NEW EXTERIOR WALLS TO BE 2X6 HF2 STUDS @ 16" O.C. W/ R-21 INSULATION, U.N.O. 9. IF REQUIRED, INSTALL SIMPSON HOLDOWS 1-1/2" FROM CORNERS & WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPEC'S 10. SMOKE DETECTORS: A. SHALL BE 110V INTERCONNECTED W/ BATTERY BACKUP B. SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS C. SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING CHANGE GREATER THAN 24" 11. SEE GENERAL NOTES FOR ADDITIONAL NOTES. 112. ALL EXTERIOR WALLS TO BE NAILED PER SHEARWALL SCHEDULE. /13. ALL BMS/ HDRS LONGER THAN 6'-0" TO BE SUPPORTED W/ (2) TRIMMERS. 14. SEE SHEET A2.0 FOR ADDITIONAL NOTES. V-2 3/4 1„ 1„ 2'-0„ 2'-0 2'- 7 1 /2" B.O. CEILING_, i 7.50' co Al COAT HOOK o , m STORAGE BINS UNDER BENCH 1 I N 11.1 _FINISH FLOG_ R �, 0-00, T ELEVATION' A4.0 SCALE: 1/4" = l'-U' B.O. CEILING 4 7.5.50' fV lq D/W o M FINISH FLOOR MICROWAVE 0.0 ONSIDE I� 1 2, 1Q 5/8L6 � 4'-0" 1 1" C� ELEVATION A4.0 SCALE: 1/4" = 1'-0" 16'-8 1 /2" V-6"M1 2'-9" , -1" 4-9" 1 V-0" V-61/2" 11-0" B.O. CEILING 7.50' lW -9" �� 2,-0" I ' 2,-6„ 2'-0„T- - I v.uu i 1, 11-7 n ELEVATION A� SCALE: 1/4" = l'-0" 0 bi I' `I I FINISH FLOOR �, ��2-00„ 11. 0.00-If— _ ESUB MAY n 1 2019 PARTMENTELEVATIONMONDSn C11OD w, WQ d Z U) m- �rErOa.w zjxa-z Opw-U)Z) Uwr KxtAU)K 5aa co z-0 zox3:JO Lz LLFU W p— 0 _z 070UZQ� O nr-OU,�g zU,UNzOfvJ F —0— xzJ xOtilw c�gwl-zzp LL w aalx-0rOu a�aw-wp OOF—LLM --x¢ CONSTRUCTION: HEAT SOURCE: GAS SNOW LOAD: 25 LBS. I DRAWN BY: I w 0 o C J < C a LJJ x 3: rn U) z z o w N p J w Q U FLOOR PLAN SHEET: A4.0 A� SCALE: 1/4 _l'-0" --------------- ---------- ---- --- --------------------------------------------------------------------- T.O_ROOF V.1. F. T.O. FRAMING OL MATCH EXIST. _ B.O. HEADER MATCH EXIST. _ T.O. WINDOW SILL MATCH EXIST. T.O. FINISHED FLOOR lk _ MATCH EXIST. T EAST ELEVATION SCALE: 1/4" = 11-0" SOUTH ELEVATION SCALE: 1/4" = 1'-0" T.O. ROOF V.I.F. T.O. FRAMING MATCH EXIST. B.O. HEADER MATCH EXIST. T.O. WINDOW SILL MATCH EXIST. T.O. FINISHED FLOOR MATCH EXIST. 'Z WEST ELEVATION_ A5.0 SCALE: 1/4" = 1'-0" ELEVATION NOTES 1. THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR THE CORRECT INSTALLATION OF ALL EXTERIOR FINISHES AND WEATHERPROOFING. 2. VERIFY SHEAR WALL NAILING AND HOLDOWNS PER PLAN & SCHEDULE PRIOR TO INSTALLING SIDING. 3. MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.B.C. 4. PROVIDE WEATHER STRIPPING & FLASHING AT ALL DOORS & WINDOWS PER U.B.C. 5. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING & COUNTERFLASHING @ ALL ROOF PENETRATIONS, CHIMNEYS & SKYLIGHTS. 6. PROVIDE CONTINOUOUS METAL GUTTERS & DOWNSPOUTS @ ALL EAVES, TYP. 7. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION. 8. SEE SHEET A2.0 FOR ADDITIONAL NOTES. KEYNOTES A6 NEW 4'-0" WIDE WINDOW (U=0.28), CONFIRM OPERATION W/ OWNER, INSTALL PER MANUF. SPECS. A7 NEW 2'-6" WIDE WINDOW (U=0.28), CONFIRM OPERATION W/ OWNER, INSTALL PER MANUF. SPECS. A9 NEW 5'-0" WIDE DBL. GLASS DOOR (U=0.28), INSTALL PER MANUF. SPECS. A13 NEW 2'-6"WIDE GLASS DOOR (U=0.28), INSTALL PER MANUF. SPECS. E1 . NEW SIDING TO MATCH EXISTING, TYP. E2 ASPHALT SHINGLES TO MATCH EXISTING, TYP. w" cwl OOtAmh aza) - m �a. 0WOW z�xaz� 0❑WLo:) w- UKxUF� pal-rexa Ix-r�z to zW=p U=� �JO�cQUO OLL0 WLLFU a- O z V50dz 8WPOoW2:5 ZWpNOx� h-O- xZJ2UWW 0� uuF-zzo m- xLLw3:w aaI-O�:OLL (nlYw -w❑ CONSTRUCTION: (E)2X4 & (N)2X6 HEAT SOURCE: GAS SNOW LOAD: 25 LBS. JOB #.' DRAWN BY: DATE: 3/18/2019 REVISED: 4/23/2019 W C J G a w x ELEVATIONS SHEET: RSUB MAY 0 1 2019 5 BUILDING DEPARTMENT v CITYOFEDMONDS CONTRACTOR TO CONFIRM ROOF ROOF PITCH _ DOES NOT EXCEED EXISTING ROOF HT. 4 A6.0 NEW ROOF CONSTRUCTION ASPHALT SHINGLES TO MATCH EXIST. W.R.B. UNDERLAYMENT TO MATCH EXIST. 12 PLYWOOD SHEATHING PER PLAN 6 ROOF TRUSS PER PLAN R-49 BATT INSULATION 1/2" GYPSUM WALL BOARD FINISH PER OWNER 3 A6.0 T.O. FRAMING MATCH EXIST. B.O. HEADER MATCH EXIST. Y BUILDING ADDITION IF VINYL WINDOW PER PLAN, TYP. T.O. WINDOWSILL MATCH EXIST. WALL CONSTRUCTION PER PLAN LAP SIDING TO MATCH, TYP. _ T.O. FINISHED FLOOR MATCH EXIST. Ff R-38 FLOOR INSULATION, TYP. I I I-1 11=1 11 I 1-1 11 I- 111 III -.-1 I_ I I-1 I I I I- I I — — — I I' ! I=1 i l 111--111 111 111 1 I - BUILDING SECTION A6.0 SCALE: 'I /2" = 1'-0" T.O. FRAMING +2' ABOVE RIDGE ROOF CONSTRUCTION /A6.0 FINISHED FLOOR MATCH EXIST. NOTES A4 NEW DIRECT VENT GAS FIREPLACE. INSTALL PER MANUF. SPECS. VERIFY MODEL AND PLACEMENT WITH OWNERS D6 CONFIRM EXTENT OF INTERIOR FLOOR, WALL, AND CEILING FINISHES TO BE DEMOLISHED WITH OWNER PRIOR TO CONSTRUCTION R1 CONTINUOUS RIDGE VENTING, TYP. R2 2X6 OVERFRAMEING @ 24" O.C. R3 PROVIDE CROSS VENTILATION BETWEEN EXISTING AND NEW OVERFRAMED ATTIC SPACE (3:) ROOF EAVE A6.0 SCALE: 1 1/2" = 1'-0" NOTE: REFEI ROOFING M/ RECOMMENI ROOF RIDGE VENT A6.0 SCALE: 1 1/2 = 1'-0" ASPHALT SHINGLE ROOF PER SECTION 2X BLOCKING W/ 2" DIA. HOLES W/ INSECT SCREEN PLYWOOD SHEATHING PER PLAN METAL EAVE FLASHING W/ HEMMED EDGE BELOW S.A.F.F. GUTTER STRAP @ 36" O.C. OR MIN. PER RUN 6" PRE -FINISHED METAL GUTTER, OVERLAP VERTICAL LEG OF EAVE FLASHING W/ GUTTER, MIN. 4" FASCIA BOARD, CONFIRM PAINT COLOR WITH OWNER FULL VENTED RIDGE CAP FLYSCREEN OVER 4" WIDE MIN. CONTINUOUS OPENING ROOFING AS SPECIFIED PLYWOOD SHEATHING PER PLAN ROOF FRAMING PER PLAN PROVIDE MIN. 2" CLEAR AIR SPACE BWTWEEN SHEATHING TO ALLOW VENTING ROOFING MATERIAL PER PLAN OVER 15 LB. FELT PAPER 28 GAUGE GALVANIZED VALLEY FLASHING 8" MIN. EACH SIDE OF VALLEY PLYWOOD SHEATHING PER PLAN 1. I 1-! 17L_ ! !-! I I =_ I !-! ! 1-! 1-= ! !1-1 ! !-= I 1-1 I !-_. l 1-1 l 1-1 I_I 1=1 !=1 ! I=! -1I_ I I_ -1 1-1 -=1 !-1. 1-_=� !-_ I-- -- -� = I \ I� ROOF STRUCTURE PER PLAN III RESUB z BUILDING SECTION MAY 01 2019 A6.o - VALLEY FLASHING B��no EDMONDSM SCALE: 1/2" = 1'-0" - - - - - - - - - - - A6A SCALE: 1 1/2" = 11-011 w ow 0 0 . m g azm—co ��OW a�°�aZ 0owm00 Uw� W = co H Fwu�Wa° cn Z-0 Zci=p�:_jp O a P LU U) ZLLFU OZ p_ O Z V 70 UZQ$ OCi-Ocwn�g2Q ZTOwpng F--O_ 2 Z.JSUW 05WF-ZZO =LLw�w a-aPor co0: Oyow CONSTRUCTION: (E)2X4 & (N)2X6 HEAT SOURCE: GAS SNOW LOAD: 25 LBS. JOB #: DRAWN BY: DATE: 3/18/2019 J W Qo O 3:" W BUILDING SECTIONS SHEET: A6.0 GENERAL STRUCTURAL NOTES GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN PARAMATERS WIND: NOMINAL WIND SPEED — 85 MPH RISK CATEGORY II ULTIMATE WIND SPEED —110 MPH IMPORTANCE, I = 1.0 WIND EXPOSURE, B Kn= 1.00 SEISIMIC: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le = 1.0 Ss = 1.121 SITE CLASS, D S, = 0.428 SEISMIC DESIGN CAT., D Sas = 0.79 SETS. FORCE RES. SYS, A.15. So, = 0.45 DESIGN BASE SHEAR = 10403 Ibs Cs = 0.13 RISK CATEGORY II R = 6.5 LIVE LOADS: ROOF 25 PSF (SNOW) FLOOR 40 PSF DECKS 60 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. SOILS REPORT NOT PROVIDED. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f. = 2500 PSI MINIMUM 5% SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_AND GREATER):DF-L#2 JOISTS / STUDS (2xj: HF#2/STUD GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) PARALLAM BEAMS (PSL) 2.0E UNO 2x TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. FRAMING PER PLAN SHEARWALL PER PLAN 3/4" T&G PLYWOOD PER NOTES RIM JOIST W/ CONN PER SW SCHED JOISTS FLR JOISTS PER PLAN 2X PT SILL PLATE Z (2) #4 BAR `O FINISHED GRAD4OR CONT GARAGESLAB4"0 ANCHOR BOLTS PER TIGHTLINE SW SCHEDULE Z STORM DRAIN g" 4"0 PERF EM #4H BARS @ 12" O.C. O O FTG DRAIN #4V BARS @ 18" O.C. 6 MIL BLACK V.B. 9" MIN or EXTEND TO T/FDN WALL �I I I (2) #4 BARS CONT GRAVEL FIRM BEARING 15" WIDE CONCRETE FOOTING TYPICAL FOUNDATION S1 6" STEM WALL NTs SHEARWALL SCHEDULE Date: 3/13/2019 Job #: 1028 SHEATHING - APPLY TO SHEATHING EDGE NAILS *(5) ROOF TO TOP PLATE, MARK *(2) 2x HF STUDS @ 16"o/c ALL EDGES BLOCKED BASE PLATE NAILS *(5) FLOOR TO TOP PLATE SILL PLATE ANCHORS (8 3" x 3" x I/4" WASHERS *(8) U.N.O. BELOW *(9) (do not penetrate Past flush) & SILL PLATE *(6) SW-1 7/16" OSB Sd @ 6" o/c (12" o/c field) 16d @ 12 " o/c HI @ „ 5/8"0x10" AB's @ 60 " o/c or A35 24 "o/c SW-2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"Ox10" AB's @ 48 " o/c HOLDOWN SCHEDULE Date: 3/13/2019 Job #: 1028 HOEDOWN/ FASTENERS TO FOUNDATION MARIC STRAP * 1 (2)-STUDS MIN U.N.O. ANCHOR *(1)(4) COMMENTS T-1 STHDI0/10RJ (28)-16d N/A SHEAR WALL AND HOLDOWN NOTES (1) HOLDOWNS TO BE SIMPSON OR EQUIVALENT WHERE EQUIVALENT IS PERMITTED. LOCATE HOLDOWNS AT ENDS OF SHEARWALLS, LINO. INSTALL PER MANUFACTURER RECOMMENDATIONS FOR FOUNDATION MINIMUM END DISTANCE AND EMBEDMENT. EXTEND, THICKEN, DEEPEN, ETC. FOUNDATION TO MEET THE MANUFACTURER'S SPECIFICATIONS. (2) CONSTRUCT CRIPPLE WALLS AND PONY WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL ABOVE. CONSTRUCT GABLE END WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL BELOW. CONSTRUCT CLERESTORY WALLS PER SW-1, UNO. ALL EXTERIOR WALLS TO BE CONSTRUCTED PER SW-1, UNO. (3) 3X OR DBL 2X SILL PLATE REQUIRED. (4) USE THREADED ROD AND COUPLER AS REQUIRED. (5) COMMON NAILS, UNO: 8d = 0.131" x 2%" 10d = 0.148" x 3" 12d=0.148"x3'/,' 16d = 0.148" x 3'/4' (6) INSTALL H1 CLIPS AT EACH TRUSS/RAFTER END. INSTALL A35 @ 24" OC AT EACH GABLE END AND RIM JOIST (OR SOLID BLOCKING) TO TOP PLATE AND MUDSILL CONNECTION, LINO. WHERE SPACING TIGHTER THAN 24" OC IS SPECIFIED, INSTALL A35 CLIPS FROM SOLID BLOCKING TO DBL TOP PLATE, AND INSTALL H1 OR H2.5 CLIPS TO EACH TRUSS/RAFTER END. LTP4, LTP5 or L550 CAN BE SUBSTITUTED FOR A35 CLIPS PER SIMPSON. (7) MINIMUM 3X OR DBL 2X STUDS REQUIRED AT ABUTTING PANEL EDGES. DBL STUDS TO BE LAMINATED W/ (2) 16d @ 6" OC. (8) ANCHOR BOLTS SHALL BE EMBEDDED 7" MINIMUM INTO CONCRETE. MIN (2) BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 2" OR LESS THAN (7) BOLT DIAMETERS FROM EACH END OF THE PIECE. MUD SILL TO BE 2X MINIMUM AND PRESSURE -TREATED. (9) ALL SHEATHING TO BE APA RATED. SEE GENERAL STRUCTURAL NOTES. FRAMING PER PLAN. U.N.O. IDBN SL 2X POST, W CHED� I II II I POST PER PLAN STHD-STYLE HOLDOWN PER PLAN PLAN HDIHDU/HDQ/HHDC- STYLE HOLDOWN PER PLAN ANCHOR BOLTS PER SW SCHED a . p ANCHOR PER HD SCHED r PER PLAN CONC STEM PER PLAN (_6_� TYPICAL EMBEDDED HOLDOWN S1 (SEE MANUF'R SPECS) NTS ROOF SHEATHING PER GENERAL STRUCTURAL NOTES \TED ROOF TRUSSES dANUFACTURER VENTED BLOCKING PER PLAN WITH EDGE NAILING PER STRUCTURAL NOTES SHEAR WALL PER PLAN TYPICAL SHEAR FLOW S1 ROOF TO SW NTs EXISTING ROOF TRUSS W/ TAILS REMOVED AND HUNG FROM NEW ROOF BEAM W/LUS26HANGERS NEW ROOF BEAM - INSIDE EDGE ALIGNED W/ EXT EDGE OF EXIST WALL FRAMING TIGHT -FIT, SOLID 2x BLOCKING FOR 1ST (2) BAYS PAST CORNER - (2) ROWS 16d @ 6" OC - STAGGERED LST130 STRAP FROM UNDERSIDE OF TRUSS BLOCKING TO TOP PLATE - CTR @ CORNER EXISTING WALL COLLECTOR BEAM/TRUSS S1 SHEAR TRANSFER NTS GABLE END TRUSS & BRACE PER MFR W/ 7/16" OSB PER SHEARWALL SCHEDULE TOP CONN PER SHEARWALL SCHEDULE SHEARWALL PER SCHEDULE TYPICAL SHEAR FLOW S1 GABLE END TRUSS TO SW NTS SHEAR WALL ABOVE BASE PLATE NAILING PER PER PLAN SHEAR WALL SCHED RIM JOIST FLOOR SHEATHING PER GENERAL NOTES RIM JOIST CONN FROM TO FND PER DET C OR D FLOOR FRAMING FOUNDATION PER PLAN PER PLAN ANCHOR BOLTS PER SW SCHED USING A35 USING LPT4 CONNECTION CONNECTION C D 5�� OZ A35 PER SW SCHED LTP4 @ SAME SPACING AS A35 PER SW SHED TYPICAL SHEAR FLOW S1 SW TO FOUNDATION NTs 2x RAFTERS PER PLAN SHEATHING PER PRE-FAB ROOF W M. NOTES TRUSSES PER PLAN 2x6 RIDGE e° a ' M22s E� ASS/ONAI F.NG\� 3,15i2019 QPFES 3-01- 21 BOARD BEYOND —STRAP TOP PLT TO BLK'G VENT HOLES AS REQ'D - SEE DETAIL 3/S1 LUS26 HANGER A? D LINE OF BEAM ABOVE EA TRUSS PER PLAN OVERFRAMING/ADDITION ROOF S1 TRANSITION -SECTION NTS RESUB MAY 0 1 2019 BUILDING DEPARTMENT CITY OF EDMONDS W J Q W z� W W 0 0Z J W � J U 0 W U U) W O O ZU0) 5 0_ Y } co Z UJW_O w J � M WQ -p 0UNw UPSTATE JOB# 1028 DRAWN BY: amg REVISION DATE 3/13/2019 S1 - EXISTING FOUNDATION SEE DETAIL 3/A3.1 FOR CONNECTION BETWEEN NEW AND EXISTING FOUNDATION i ; ® STEM � io TYP. 12 A 6 o � io '--------------------------'- ____--______---� i i ` 10" THICK PAD FOR FIREPLACE CONSTRUCTION- . #4 @ 10" OC. EA WAY ..EXISTING FOUNDATION FOUNDATION LOWER FLOOR FRAMING FOUNDATION NOTES ISOLATED FOOTINGS TO BE 2'-0"xZ-0"x12" DEEP W/ (2) #4 EACH WAY, UNO ALL CRAWLSPACE POSTS TO BE 4x4, LINO LUMBER IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER TO BE PRESSURE -TREATED - HARDWARE AND FASTENERS IN CONTACT WITH CONCRETE, IN USE WITH PRESSURE -TREATED LUMBER AND/OR EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED OR OTHER APPROVED MATERIAL - SEE TYPICAL FOUNDATION DETAILS ON SHEET S1 - ADDITIONAL DIMENSIONS TO BE DETERMINED FROM ARCHITECTURAL PLANS LOWER FLOOR FRAMING NOTES ALL BEAMS TO BE 4x10 DF#2 MINIMUM, UNO ALL CRAWLSPACE POSTS TO BE 4x4, UNO - LUMBER IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER TO BE PRESSURE -TREATED - HARDWARE AND FASTENERS IN CONTACT WITH CONCRETE, IN USE WITH PRESSURE -TREATED LUMBER, AND/OR EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED OR OTHER APPROVED MATERIAL - SEE SHEET S1 FOR ADDITIONAL NOTES M. �9 $ 9 Q M226 ss/ONAL �G 3i15/t019 DFIES 3-01- V RESUB MAY 0 1 2019 BUILDING DEPARTMENT CITY OF EDMONDS z 0 U) w O o z � oQ LL U0� �ZO � O U) LL LL 0 �0 V0 O o 0- 0. (A Y>-rnZ w UJ 0 w Q p p U N w UPSTATEJOB# 1026 DRAWN BY. amg REVISION DATE 3/13/2019 w ROOF FRAMING NOTES EXISTING/UNAFFECTED AREA OVERBUILD AREA (SEE DETAIL 7/S1) NEW ROOF BEAM OPTIONS: 5'/,x16'/z GLB (24F-V4) OR 51/4x16 PSL (2.OE) - ALL BEAMS/HEADERS TO BE 4x8 DF#2 MINIMUM, LINO - PRE -FABRICATED TRUSS DESIGN TO BE PROVIDED BY MANUFACTURER - ALL BEAMS/HEADERS TO BE SUPPORTED WITH DBL 2x POST EA END, LINO 0�"s M. �H < 9 Q SZ jr, S�ONALEE�G\ 3115/1015 QPFES 3-01- 21 RES MAY 0 1 2019 BUILDING UCDY OFDEDMONDSNT " 5 E d G U }fin 06 00 , ry 00 � N O d Z W 0 O qJ _Z L.L ry U ILL. LL O 0 0 zU0) O Q =tzg3: � 00. vi Y } rn Z W Q r ❑ aUNW UPSTATEJOB# 1028 DRAWN BY: amg REVISION DATE 3/13/2019 S3 O O (z n O F' l J J qJ LC. J p H U n Q LATERAL NOTES 2 (n U) NEW SHEAR WALLS PER SCHEDULE EXISTING SHEAR WALLS ASSUMED TO BE BUILT PER CODE MINIMUMS. PER CALCULATIONS, SW-1 SHEAR WALLS ARE STRUCTURALLY ADEQUATE. - CONSTRUCTION OF EACH DIAPHRAGM TO BE PER THE STRUCTURAL NOTES ON SHEET S1 - ALL SHEAR WALL CONNECTIONS TO BE PER THE o� 9 SHEAR WALL SCHEDULE _ Q: SEE ADDITIONAL SHEAR WALL NOTES ON SHEET S1 � 22 � G\ ��OMAL 6N 3i15rL019. PLEASE NOTIFY UPSTATE ENGINEERING OF ANY EVFM 3-01- D STRUCTURAL PLAN REVISIONS, INCLUDING WINDOW/ o DOOR LOCATIONS, PRIOR TO INSPECTION No RESUB LD U Q MAY 012019 oaf EUILDIN DE=',DENT CITY',rn Q x U) •S Z Date: VIV2019 HOLDOWN SCHEDULE �' J Job #: 1028 W ¢ o clMARK (� N W HOLDOWN/ FASTENERS TO FOUNDATION STRAP -(I) (2)-STUDS MIN UN.O. ANCHOR-(1)(4) COMMENTS UPSTATE JOB# T-1 STHDIO/IORJ. (28)-16d -N/A SEE DETAIL 6/S1 1028 SHEARWALL SCHEDULE Date' 3/13/2019 Job #: 1028 SHEATHING - APPLY TO SHEATHING EDGE NAILS "(5) ROOF TO TOP PLATE,. MARK "�) 2x HE STUDS @ 16"o/c ALL EDGES BLOCKED BASE PLATE NAILS "(S) FLOOR TO TOP PLATE S SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS (8) U.N.O. BELOW * 9 O (do not enetrate t Flush &SILL PLATE *(6) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 12 " o/c HI @ 5/8"0x10" AB's @ 60 " o/c of 24 "24 o/c SW-2 7/16" OSB 8d @ 4" o/c (12" o1c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"Ox10" AB's @ 48 " o/c DRAWN BY: amg im