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BLD2019-0182s Type: RESIDENTIAL BLDG Owner/ Business: JASE T & ANTUNA MATEO L WOLFE Status: ISSUED Subtype: ALTERATION OR REMODEL RESIDENTIAL Parcel No: 27041900113500 Site Address: 7718 203RD ST SW EDMONDS,WA 98026-6851 Applied: 2/21/2019 Subdivision: 004077, 006143, SP S-2005-74, 004339 Lot: Issued: 1/29/2020 Fire Sprinklers: No Lot Area: 35 Zoning: RS-8 Final: Valuation: $181,440.00 Occupancy Type: SFR IRC Construction Type: VB Expiration Date: 1/29/2021 Code Edition: 2015 No. Stories: 0 # of Dwelling Units: 1 Issued by: WAC Scope of Work: REMODEL AND ADDITION, PLUMBING AND MECHANICAL INCLUDED WA State Contractor L & I #: LACASC*991KH City of Edmonds Business License #: 602454996-001-0001 NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT DESIGN NORTHWEST 26915 102ND SR NW, (360)629 3441 DAN@DESIGNNW.COM ARCHITECTS STANWOODWA98292 CONTRACTOR LACASSE CONSTRUCTION 2726 RUCKER AVE, EVERETT WA (425)317-9842 JACKLACASSE@YAHOO.COM 98201 OWNER JASE T & ANTUNA MATEO L 7718 203RD ST SW, EDMONDS (206)250-6932 mateo.antuna@gmail.com; WOLFE WA 98026-6851 jasetwolfe@gmail.com FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # B-BUILDING PERMIT FEE 001.000.322.10.000.00 $1,592.00 B-BUILDING PLAN REVIEW FEE 001.000.345.83.000.00 $1,269.00 $1,269.00 2/21/19 REC075505 B-MECHANICAL PERMIT FEE 001.000.322.10.000.00 $110.00 B-PLUMBING PERMIT FEE 001.000.322.10.000.00 $244.00 B-STATE BUILDING CODE 001.000.237.1S0 $6.50 SURCHARGE X-TECHNOLOGY FEE 001.000.321.99.100.00 $35.00 TOTALS: $3,256.50 $1,269.00 CONDITIONS CONDITION TYPE STATUS NOTES 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 Hold Harmless 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. Final approval on a project or final occupancy approval must be granted by the Building Occupancy 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. CX) N Printed: Wednesday, January 29, 2020 8:47:42 AM 1 of 4 Printed: Wednesday, January 29, 2020 8:47:42 AM 2 of 4 • , A s r s r r r r :,f tt e � � • � • ^t • r r t 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. Permit Disclaimer 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 Sound/Noise 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. INSPECTIONS COMPLETED RESULT SEQID INSPECTION TYPE INSPECTOR NOTES DATE B-6 BUILDING FINAL" OTHER - BUILDING B-1 BUILDING PRECON B-2 FOOTINGS B-2 FOUNDATION DRAIN B-2 FOUNDATION WALL B-3 MECH ROUGH IN B-3 PLUMB ROUGH IN B-4 FRAMING B-4 HEIGHT VERIFICATION B-5 INSULATION ENERGY B-2 PIER FOOTINGS B-2 SETBACKS B-3 GAS PIPING TEST B-3 PLUMB GROUND WK B-2 SETBACKS B-2 SLAB INSULATION B-3 LATH E-6 ENGINEERING FINAL B-3 UNDERFLR FRAMING B-3 ROOF SHEATHING Printed: Wednesday, January 29, 2020 8:47:42 AM 3 of 4 Printed: Wednesday, January 29, 2020 8:47:42 AM 4 of 4 »-1 °C. 18y, 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: 7718 203rd St. SW, Edmonds, WA 98206 Parcel: 27041900113500 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Mateo Antuna & Jase Wolfe Mailing Address: 7718 203rd St. SW City/State/Zip: Edmonds, WA 98206-6851 Phone #: 206-250-6932 Email: mateo.antuna@gmaii.com,jasetwolfe@gmail.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes ® 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: Designs Northwest Architects - Name ofApplicant: Daniel Nelson Mailing Address: 26915 102nd Dr. NW, Suite 201 City/State/Zip: Stanwood, WA 98292 Phone #: 360-629-3441 E-mail: dan@designsnw.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: To be determined. Mailing Address: City/State/Zip: _ Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: To be provided prior to permit issuance. CITY OF EDMONDS BUSINESS LICENSE M To be provided prior to permit issuance. Permit #: TYPE OF PERMIT (Provide Details on Page 2) ❑ Accessory Structure/ ® Addition Detached Garage IM Demolition ® Mechanical ❑ New Single Family / Duplex IN Plumbing ❑ Fire Sprinkler ® Remodel ❑ New Commercial/ Mixed Use W 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: $181,440 PROPOSED NEW SQUARE•• •• THIS APPLICATION Basement sq ft: N/A Finished ❑ Unfinished ❑ 1st Floor, sq ft: 817 SF (Addition) 2nd Floor, sqft: N/A Garage/Carport:, sq ft: N/A 10• Deck/Covered Porch/Patio: 96 SF (New Porch) Other sq ft: Remodeled: 234 V (Deck), 1,451 SF (Existing) PROJECT DESCRIPTION Remodel and addition of existing single family residence which reulsts in 2,268 SF and includes new covered porch entry, remodeled uncovered deck, 4 bedrooms, 2 bathrooms and laundry room. Site improvements are minimized to splash blocks for new downspouts, and modified utilities to accomodate new addition - otherwise existing site improvements, fencing, grades, trees / vegetation, and detached garage to remain and be protected in place. 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. Print Name: Daniel Nelson, Designs Northwest Architects Signature: Date 2/15/2019 of GENERAL• DATA Occupancy Group(s): R3 Occupant Load(s): Type(s) of Construction: V-B Fire Sprinklers: Yes ❑ No WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. See Sheet A0.2. 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 EQUIPMENTMECHANICAL • Relocated) BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler/VAV Boiler Dryer Duct 1 Exhaust Fans 2-100 cfm, 1-180 fm 3 Fireplace TBD Gas 1 Furnace TBD Gas 1 Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE . re -piped) Qty city Clothes Washer 1 Tub/ Showers 4 Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater -Tankless? Yoe 1 Hydronic Heat Water Service Line Sinks 5 Other: Toilets 2 Other: GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert TBD 1 Other: Furnace TBD 1 Other: MEDICAL• Relocated or - . ped Qty MY Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Select residential demolition. Square footage of structure to be demolished: Within (e) envelope. AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ MENNEEMENNEW Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ GRADE/FILL/EXCAVATE Grading: Cut 35 cubic yards Fill 7 cubic yards Cut / Fill in Critical Area: Yes ❑ No EM GENERAL•• • 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. WEST COAST ENGINEERS, Inc. 406 S 1st. Street —Suite 103 Mount Vernon, WA 98273 Structural :Engineering Phone: (360)424-3404 E-Mail: ivank@wcoasteng.com Gravity And Lateral Analysis, for Mateo/lase Residence Remodel /Addition Located at: 7718203rd St., Edmonds, WA For: ELA Designs, LLC WCE Job Number: 854-18 December 27, 2018 EXPIRES 9/19/2019 INDEX. I Design Sketches. Pages SK1 — SK14 Standard Specifications. Pages B — G Calculations. Lateral Analysis Pages L1 — L16 Gravity Design and Analysis Pages G1 — G23 Total Number of pages excluding cover sheet: 59. Notes. Disclaimers: • West Coast Engineers (WCE) takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. Bojzd 1-o 19 Z 854-18 Mateo Strl Specs 12-20-2018.doc RECEIVED FES 21 2019 PagRUILDING ., �P T ' 6'A' _ I TA" T-0" I I Pad Footings",: West Coast Footing Size"2 Min distance below exist'g Footing E r. Footing g g (length x width x grade to bottom bottom rebar Info. height) in. of footing (3" cover) F1 18" x 18" x 8" ! I+r1 '• (4) #4's Ea. „...... .................... ................... �............ way ........... F2 24"x 24"x 8" ��Z ��a (3 a #4's E . :...............:.-... �............WaY............ Footnote 1 Footings are to be centered under the centerline of the 1 Footing top Column rebar (2" connection 3 cover) € Per Column Above ................................................................. Per Column Above Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40 unless specifically noted otherwise. Assumed basic bearing capacity of soils = 1,500 psf Footnote 3 If nothing is specified, default is Simpson PB or EPB style connector. Continuous Footings West Coast 2 Footing Size ' Min distance below exist'g Footing Footing top Additional Egr. Footing Info. (width x height) in. grade to bottom bottom rebar (Y cover) rebar (2" cover) Footnotes of footin CF 1 16" x 8" Per Local Bldg. (2) #4 coot. - a .......................................... Dept. ...................................................................................................................................................... CF3 16"x 8" n/a € (3) #4 cont. - centered Footnote 1 Footings are to be centered under the centerline of the stem wall. Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40. Assumed basic bearing capacity of soils = 1,500 psf 6" stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location Footnote a extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically and #4 @ 16" oc horiz. Provide (3)#4 dowels new foundation wall and (3)#4 dowels footing to existing, use Epoxy SET, embed 12" min. (6" where perpendicular), extend min. 24" into new foundation. Provide (3)#4 dowels new footing to existing, use Epoxy SET, embed 12" min., extend min. 24" into new foundation. r r -I TO I I ®T E — I I m GENERAL NOTES. • SOILS. Contractor to verify soils to be silty type of soil or better. If soil is soft clayey type - not silty or sandy, contact West Coast Engineers (foundation size may need to be increased). • FOR HOLDOWN SIZE AND LOCATION SEE SHEET SK-6. • FOR SILL PLATE ANCHOR BOLT SIZE AND SPACING SEE DETAILS A. I I /�• 5G7 I I I I FND VENTS (TYP 15 PLCS) II I I I I I I CRAWL SPACE I I I I I w/6 MIL POLY I I I _t I VAPOR BARRIER of �I e l 196 v - - I 1L► -L I � I I If- q ® I NEW 24"X24' CRAWL I ACCESS IN EXIST FND, AS OEM. EXIST FND REDD FOR NEW FND. T - 1608 ` ' ( r----- --- r --�_ �-----®�------� I I o I I I I �I I � � I SCRAWL SPACE � I I I w/ 6 MIL POLY I I �I VAPOR BARRIER I m 4 0 196 I I I I I I Izt,,-I - - `', I I I I sal I I 01 NEW 24"X24" CRAWL - ACCESS IN EXIST FND. EXIST FOUNDATION NEW 24'X24' CRA ACCESS IN EXIST FND. �. a IQI I I I I I I I I CRA6 MLL POAC VAPOR BARRIER -, I _tri I t 1 I I I OPTIONAL 24"X 24"CRAWL II I I to I to I SPACE ACCESS IF EXISTING ©�®Y I I 0 ARE INADEQUATE q L®�—I ' I F 1 �i W k3' sz., q I I 1 I I I FND VENTS I IflI I I (TYP,s PLcs) J L - - -L-- - `r®-I I�®�---I -J —L� Lul LIJL ---------------,soa ----------------- — — — — — — I CRAWL SPACE CALCULATIONS 8160FT/,5D-5A5S0 FT 5.45 50 FT 1.51 50 FT = 10.66 OR 11 VENTS MINIMUM (15 USED) 7_9' T-9" V-2 112" 10'-0' 101_0" 10'-5' 49-9 112' FOUNDATION PLAN B A 3 Roof Level Beams, Columns, Posts West Coast Egr. Alt. 1: Mat'I and Alt. 2: Mat'l and-, Minimum Max Special.Left Max Foot- Member Info. O.C. Spacing if O.C. Spacing if . Bearing. Cantilever End Span (ft.) notes applicable applicable Length. (ft.) Connector2 B1 beam 48 DF-L#1 - 6.0 ft. 1.5 in. - - - ............................................................................. ................... ....................................................................... ........... H header 48 DF-02 - :per plan 1.5 in. i- - - H1 header ............................................................................................................... 4x10 DF-02 .........................a...........................;.....................................;................. - 9.0 ft. 1.5 in. - - - ...................................................................................... 3-1/2x7-1/2 24F- i............. ............ i......................... a........................... i.....................................i................. H2 header V4 GLB 412 DF-02 8.0 ft. 1.5 in. - - - C1 post 2x6 DF-L#2 - 8.0 ft. - _ _ a C2 post 4x4 HF#2 p.t. :...........................................:.........................:.................... _ ..................... :... ......... 6x6 HF#2 p.t. 8.0ft. i ABUxZ bttm, - - : s ACE/LCE top ........................................... :...........................................:......................... :.......... ............... q...........................;.............................. y........... ...... VVU1Vl6 I FV1 UGC1111J, JulotJ, CHIU Idllel5, 5paf1 IS the nurizunTal oistance, In Teel, Deween (outermost) supports/ clear span. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Footnote a This a default header/beam support when it is not labeled in plans. I �2 ao I '-5' RO Nm F TRU ES @ 4" O.C. 3 RIDGE I pa r I 4A N � N �8m to C% I w Gl _4 r = m N - p 3 m C Z = = z, H mm y 3 ai x'*1� O 6 o om m =x „ m o o� rn AD rn o .Np D N C1 N W V W � � I ...... ...... --.I-,--------� --_ I I I rt 1� T W 0 Shear Wall Types (Assuming Douglas Fir Framing) Min. Sheathing on Edges Nail size' Edge / Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Stud spacing, One Both Blocked or (common or Nailing Nails. Adjoining Panel (per ANSI/ AF&PA Shear Wall T e Type and Type of YP maximum d Sides Unblocked galvanized g Distance, 1-1/2" Min. Edges and Sill SDPWS-2015 Table Sheathing � box) Maximum Embed. Plate 4.3A - D) PW2 .................................. i...................................';...................................;.................................... j................................ „....................................... .';....................................... i.......................................;............................................... 7116" Ply One Blocked 16" OC 8d 6"/ 12" OC 5 in. OC 1.5 in. wind - 364 plf. .........................................................................................................................................€..................................................................... ...... € Seis 260 plf. PW3 ,... 7116" Ply One Blocked 16" or 24" OC 8d 4"/ 12" OC 4 in. OC 1.5 in. .................... Wind -350 pf. . 490 €..................................i............................................................................................................................................_.................................................................................. Seis - . p............. Footnote-1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.120"xZ ), 10d (0.128"x3" ). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). GENERAL STRUCTURAL NOTES. - - A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the ------------- typical structural details shown on pages SKx - SKx. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers, B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. I I Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a J G holdown. ------- --'- I D. RETROFIT SHEAR WALL SHEATHING AND NAILING TO THE EXISTING WALLS SHALL BE 'E INSTALLED BEFORE ADDITION'S FRAMED WALLS CONSTRUCTION. I I I I I I I I I L'-W 29tlo" i 1. W-2- oz? D�3 r_D2 Z <Zi r y0C VAS n m �f 12'-2• I I IL - - - - - - - - I-------- - - - - - - - ----_ - d I I � � II.-. , A 6'-0' J — I I �rr I I I I Lr v lu Now X ti Shear WallTypes..(Assuming Douglas Flr.`Frarning) . West Coast E r. g Min. thickness Sheathing on Edges Nail size' Edge / Field Sole Plate; 16d Framing at 9 Allowable shear Shear Wall Type Yp and Type of Yp One or Both Blocked or Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/ AF&PA Sheathing � Sides Unblocked maximum galvanized Distance, 1-1/2" Min. Ed es and Sill g SDPWS-2015 Table box) Maximum Embed.' Plate 4.3A - D) PW2 .................................. i................... 7/16"Ply ................ One .................................... Blocked .................................... f; 16" OC ................................. 8d ;................................... ........................................... t.......................................:_................................................ 6"/ 12" OC 5 in. OC 1.5 in. Wind - 364 plf. ..................................................................... ................................................................... .............................................. ;... _. Seis 260 plf. PW3 7/16" Ply One ': Blocked '•, 16" or 24" OC 8d 4"/ 12" OC I 4 in. OC 1.5 in. ................ Wind 490 pif. .................................... ............................ ..... ...................................i _ .................................:.......................................z................................. ' -- Seis 350 plf. r VVlrlvle I rly = UUA, L,-u, or u-u plywood. 0513 of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.120'W.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). GENERAL STRUCTURAL NOTES A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SKx - SKx. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/ or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. D. RETROFIT SHEAR WALL SHEATHING AND NAILING TO THE EXISTING WALLS SHALL BE INSTALLED BEFORE ADDITION'S FRAMED WALLS CONSTRUCTION. I I I 12'-2- I l -----------------I--- I - - - - - - I I - - -� 6'-0" 0 I -----------------�') I 0— M m4 x w V WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW,WCOASTENG.COM SHEAR WALL PER PLAN SHEAR WALL EDGE NAILING OPTIONAL SLAB BY OTHER5 D _ _r QZ_ Q Q DETAIL ,4 JOB 854-18 ELA DE516N5, LLG - MATEOMASE RE5. SHEET NO. 5K - 5 OF CALCULATED BY IK DATE 12/2-1/2018 CHECKED BY DATE SCALE _ �I i' II � IIV FLOOR DIAPHRAGM PER SPECIFICATIONS BLOCK FIRST BAY AT 16" O.G. WHERE J015T5 ARE PARALLEL ANCHOR BOLTS PER TABLE BELOW z \— FLOOR FRAMING i PER PLAN D X D W 2 PER PLAN (69 i FOUNDATION REINFORCEMENT ° PER PLAN i/ y o0 0 I� e Z I Q D ,J ce ag D D e e PER PLAN (I b") Bottom of 5hear Wall Connection West Coast Eng. Shear Wall Type 1/2' Anchor Mt 5pacing2 5/8' Anchor Eloit 5pacing2 5/4' Anchor Eiolt 5pacin92 sole Plate Ibd Nails I-I/2" Mhkrlum Embedment Allowable � Capac / Ea. 4112 lb. 1,326 lb. 1,840 Ib. PW2 30 in. 44 in. 48 In. 5 In. o c. 364 pif P1613 21 In. 30 In. 42 in. 4 In. o.c. 532 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. WEST COAST ENGINEERS, Inc. JOB 854-18 ELA DESIGNS, LLG - MATEO/JASE RES. STRUCTURAL ENGINEERING SHEET N0. 5K - b OF CALCULATED BY 1K DATE 12/27/2018 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL - PER PLAN SHEAR WALL EDGE NAILING DETAIL B N.T.S. !A.' pp D 0 ° ° z d D J ° D D D ° PER PLAN �. m 5/8" BOLT AT 24" O.G. PLUS Ibd AT 4" O.G. LEDGER TO RIM J015T FLOOR DIAPHRAGM PER 5PECIFIGATION5 ANCHOR BOLT5 PER TABLE BELOW FLOOR FRAMING PER PLAN (BLOCK AT Ib" O.G. WHERE JOISTS ARE PARALLEL TO WALL) FOUNDATION REINFORCEMENT PER PLAN Bottom of 5hear Wall Gonnectlon West Coast big. Shear Wall Type 1/2' Anchor Bolt Spacing 5/8" Anchor Bolt 5pacing2 3/4' Anchor Bolt 5pa'Mg2 Sole Plate Ibd Nails 1-1/2' Mintnum Embedment Allowable Show Gapac / Ea. 912 Ib. 1328 lb. 1040 lb. PW2 30 in. 44 in. 48 In. 5 In. o c. 364 plf PW3 21 In. 30 In. 42 In. 4 in. o c. 532 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM RETROFIT SHEAR WALL PER PLAN RETROFIT SHEAR WALL EDGE NAILING IOd NAILS AT 6" O.G. ADDITION FLOOR - FRAMING WHERE it ll ,Il APPLIES I Il l l I I I IVl IV UPI I Ibd NAILS I 1 II tl AT 6" O.G. II I----1�---------- JOB 854-18 ELA DE516N5, LLG - MATEO/JASE RES. SHEET NO. SK - 7 OF CALCULATED BY IK DATE 12/27/2018 CHECKED BY SCALE DATE FLOOR DIAPHRAGM PER SPECIFICATIONS RETROFIT ANCHOR BOLTS (ALL THR D ROD) EPDXIED WITH EPDXY 5ET PER MANUF RECOMMENDATION AT 5PAGIN6 PER TABLE BELOW, OK TO 51MP5ON HD OR UPFIO (5EE BELOW AND DETAIL D FOR MORE INFO) FLOOR FRAMING - Z ° PER PLAN 'z ° D j OK TO SUBSTITUTE ANCHOR RETROFIT BOLTS WITH UFPIO - 5D53 SHEAR WALL D ° FOUNDATION PLATES AT EDGE NAILING SPACING PER TABLE BELOW j FOR 0 5/8" BOLTS EXISTING FOUNDATION WALL TO REMAIN DETAIL G Bottom of 5hear Wall Connection West coast Eng. Shear Wall TWe W. Anchor Bolt Spacing2 5/6' Anchor Bolt 5pacq 3/4' Anchor Bolt Spacke Sole Plate Ibd Nails 1-1/7 Mink m Embedment Allowable Shear CcpmIt9/ Ea. 912 lb. 1,328 lb. 1440 lb. PW2 30 In. 44 in. 481n. 5 In. o.c. 3b4 plf PW3 21 in. 30 in. 42 in. 4 In. o c. 532 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min., and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mud sill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. OK to retrofit with Simpson Epoxy SET or Titen HD (See Detail D). N.T.S. WEST COAST ENGINEERS, Inc. JOB 554-18 ELA DE5I6NS, LLC - MATEO/JA5E RES. SHEET NO. SK - 8 OF STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM EX15T WALL FRS CONTRACTOR T STUDS LOCATIO 5PACINCG AND R AS NECESSARY EXI5TINGG FLOOF AND/OR PONY P FRAMING TO RE EXISTING FND. WALL TO REMAI RETROFIT HOL_ _.... ANCHOR BOLT (ALL THRV ROD) ATTACHED WITH EPDXY "SET" PER MANUFACTURER RECOMMENDATIONS USE COUPLER AND ROD EXTENSION AS NECESSARY DETAIL D CALCULATED BY IK DATE 12/21/2018 CHECKED BY SCALE DATE RETROFIT RETROFIT HOLDOWN SHEAR WALL ANCHOR BOLTS (ALL THRV ROD) ATTACHED WITH EPDXY "SET" PER MANUFACTURER RECOMMENDATION5 13OLT5 SHALL BE SPACED PER NOTES IN PLAN. OK TO USE SIMPSON TITEN HD SPACED PER TABLE OR UPFIO AT INTERVALS OF o5/8" BOLTS WEST COAST ENGINEERS, Inc. JOB 854-18 ELA DESIGNS, LLG - MATEO/JASE RES. SHEET NO. 5K - q of STRUCTURAL ENGINEERING CALCULATED BY IK DATE 12/27/2015 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER PLAN 8d NAILS AT 6" O.G. MANUF TRU55 BY OTHER5 HI TRU55 TO TOP PLATE SHEAR WALL --' EDGE NAILING SHEAR WALL PER PLAN nETAIL Ell N.T.5. 8d NAIL5 AT 6" O.G. ROOF DIAPHRAGM PER PLAN '--�7 SHEAR WALL EDGE NAILING DETAIL F MANUF TRU55 BY OTHERS HI TRJ55 TO TOP PLATE (OK TO LOCATE OUT5IDE) SHEAR WALL PER PLAN N.T.S. WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM H -Z SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN -� (EXTEND TO ROOF) SHEAR WALL EDGE NAILING SHEAR WALL PANEL JOINT JOB 854-18 ELA DESIGNS, LLC - MATEO/JA5E RES. SHEET NO. 5K - 10 OF CALCULATED BY IK DATE 12/27/2018 CHECKED BY SCALE DATE ROOF DIAPHRAGM NAILING PER 5PEGIFIGATION5 Ir I GABLE TRU55 BY OTHERS BRACING PER TRU55 MANUF. PROVIDE L5 50 AT 30" O.G. IF SHEAR WALL SHEATHING 15 NOT GONTINUOU5 OVER TOP PLATE JOINT T� I � G � SHEAR WALL PER PLAN N.T.5. WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM NEW ROOF DIAPHRAGM PER PLAN —\ RETROFIT NEW ROOF DIAPHRAGM MANUF TRUSS PER PLAN BY OTHERS --\ RETROFIT 8d NAILS AT b" O.G. RETROF I T SHEAR HALL EDGE NAILING DETAIL H N.T.S. JOB 854-18 ELA DE516N5, LLG - MATEO/JA5E RES. SHEET NO. 5K - 11 OF CALCULATED BY IK DATE 12/21/2016 CHECKED BY SCALE DATE NAIL TOGETHER ROOF DIAPHRAGMS WHERE THEY MEET WITH 8d NAILS AT 4" O.G. EXISTING ROOF FRAMING TO REMAIN RETROFIT H2.5A RAFTER TO TOP PLATE OK TO INSTALL OUTSIDE RETROF I T SHEAR WALL PER PLAN EXISTING WALL FRAMING TO REMAIN WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANKCWCOASTENG.COM WEB: WWW.WCOASTENG.COM BEAM PER PLAN z J DETAIL I N.T.5. D JOB 854-18 ELA DE516N5, LLC - MATEO/JA5E RE5. SHEET NO. 5K - 12 OF CALCULATED BY IK DATE 12/2-7/2015 CHECKED BY DATE SCALE 11 ° D \ D D D D ° DD xD D ° D A D ° PER PLAN AG OR LGE4 TYPE GOLUMN GAP (OR EQUAL) COLUMN PER PLAN AEIUb6Z (ABU44Z) OR GB TYPE POST BASE (OR EQUAL - CPTZ66) 12"x12" OR 012" PLINTH WITH (4) #4 VERT. REBAR5 AND #3 STIRRUP5 ® 6" O.G. OK 8"x8" OR 0 8" PLINTH, WHEN U51N6 ABU OR GPT BA5E REINFORCEMENT /— PER PLAN #4 AT 6" O.G. BOTH WAY5 FOR PAD 'WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANKCWCOASTENG.COM WEB: WWW.WCOASTENG.COM JOB 854-18 ELA DESIGNS, LLG - MATEO/JA5E RES. SHEET NO. 5K - 13 OF CALCULATED BY IK DATE 12/2'1/2018 CHECKED BY DATE SCALE BEAM OR HEADER GUT SHEAR WALL PANEL TO ALLOW PER PLAN MIN. (12) 8d NAILS NAILED TO HEADER OR INSTALL STRAP PER NOTE LOWER RIGHT I•I I I I I I I III II I I i•I I I I I' I I I• I I• I MSTA56 HORIZONTAL STRAP SHEAR WALL I •I I I I I HEADER TO BLOCKING PANEL EDGE5 I• I I I I I I I I•I I I I I II •I I I I I I•I II II SHEAR WALL I I I PANEL EDGES I I I I SHEAR WALL NAILING • I I FIELD NAILING PER PLAN I I I PER PLAN ¢ OF STRAP EQUAL LENGTH EQUAL LENGTH SHEAR WALL • I . I I • I PANEL EDGE5 I I I I NAILING I I I I PER PLAN I I I I I.I I.I •I I I I _--t= = _ — -_ — --k _ _=-=--=-=- I• I I I I I I I• I I I I I I I •I I I•I I.I MSTA36 HORIZONTAL STRAP I I I I I I I SILL PLATES TO BLOCK-6 I'I I I I I I I• I I I•I I•I I �I I•I I TI L J SHEAR WALL FIELD NAILING PER PLAN N.T.5. WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW,WCOASTENG.COM BEAM OR HEADER PER PLAN II I' I SHEAR WALL I •I PANEL EDGE5 I• I II SHEAR WALL - PANEL E06E5 NAILING PER PLAN JOB 554-18 ELA DESIGNS, LLG - MATEO/JA5E RES. SHEET NO. 5K - 14 OF CALCULATED BY IK DATE 12/21/2018 CHECKED BY DATE SCALE GUT SHEAR WALL PANEL TO ALLOW MIN. (12) 8d NAIL5 NAILED TO HEADER OR INSTALL STRAP PER NOTE LOWER RIGHT III II III II I'I I I I I I • I 1.1 MSTA36 HORIZONTAL STRAP I I I I HEADER TO BLOCKING III II ------------------- I•I I I I --- --- -- EQUAL LENGTH DETAIL K N.T.5. • '� I I I •I I I I i I•I II II II I I I I I SHEAR WALL • I I FIELD NAILING I I I PER PLAN (P- OF STRAP EQUAL LENGTH West Coast Engineers, Inc. B STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design / analysis: i) Roof live load: 20 psf viii) Floor dead: 12 psf ii) Roof dead load: 15 psf ix) Deck live: 60 psf iii) Snow load: 25 psf (ground) x) Deck dead: 10 psf iv) Snow load: 20 psf (balanced) xi) Exterior wall dead load: 12 psf v) Snow load: 25 psf (unbalanced) xii) Interior wall dead load: 7 psf vi) Floor live: 40 psf (living areas) xiii) Seismic Base Shear, V = 0.131 x W. vii) Floor live: 30 psf (sleeping areas) xiv) Wind: 110 mph 3-second gust wind 2) APPLICABILITY OF THESE SPECIFICATIONS: speed, Exposure 'B', a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Lateral and Gravity Analysis (structural concerns only). WCE leaves issues such as thermal / mcisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call -outs. b) Analysis and design in this structural report are solely based on the as -built plans provided by the client or his representative. We (WCE) have not inspected the structure, or anyhow verified existing conditions; therefore, we disclaim all liability arising from discrepancies between plans and actual existing construction. c) WCE has not analyzed any portion of the existing building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. Such analyses are beyond the present scope of work assigned to WCE by the client. d) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. e) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 854-18 Mateo Strl Specs 12-20-2018.doc Page B 406 S 1" Street — Suite 103, Mount Vernon, WA 98273 • Tel: (360) 424-3404 . ivank@wcoasteng com • www.wcoasteng.com West Coast Engineers, Inc. C 6) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT & CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN — APPLICABLE CODES: a) This design is based on the IBC, 2015. All construction shall adhere to the minimum requirements of the 2015 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary -supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over -excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2015 IBC, chapter 19, and AC1318-14. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 psi for footings and foundations not exposed to weather, and fc = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump = 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in 854-18 Mateo Stri Specs 12-20-2018.doc Page C 406 S In Street — Suite 103, Mount Vernon, WA 98273 • Tel: (360) 424-3404 . ivank@wcoasteng.com . www.wcoasteng.com Vilest Coast Engineers, Inc. accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strenqth, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. d) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face ... 3" ii) Formed surfaces in direct contact with earth ......2" iii) Surfaces exposed to weather ........................1-1/2" iv) Surfaces exposed to salt water ...........................3" e) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1) unless noted otherwise. Development Length Table From ACI 318-14 Section 25.4 fc = 2,500 si Minimum Concrete Strength Bar Diameters 2d (min.) Spacing And d (min.)Clear Cover Examples Minimum Steel Strength Uncoated Reinf. Bar Epoxy Coated Reinf. Bar Uncoated Epoxy Coated #4 #5 #6 #4 #5 #6 GR40 40,000 psi GR60 60,000 psi 32 d 48 d 38 d 58 d 16 in 20 in 24 in 24 in 30 in 36 in 19 in 24 in 29 in 29 in 36 in 43 in Notes: d = rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1— Rebar Development Lengths 14) EPDXY BOLT CONNECTIONS: a) General. Use Simpson epoxy -tie bolt system with SET high strength epoxy, with zinc plated, A307 'all -thread' bolts as shown in the sketches. The end, edge distances, and depth of all drilled holes shall be provided appropriately to required bolt (rod or stud) loads; all installation shall be in strict accordance with manufacturer's recommendation. 854-18 Mateo Strl Specs 12-20-2018.doc Page D 406 S ht Street — Suite 103, Mount Vernon, WA 98273 . Tel: (360) 424-3404 . ivank@wcoasteng.com • www.wcoasteng.com West Coast Engineers, Inc. E b) Existing Reinforcing. It is imperative that no existing rebars are drilled or cut during the installation epoxy bolting. First locate existing reinforcing bars using non-destructive methods (pachometer) and mark the locations of the reinforcements. Locate epoxy -bolts and boltholes such as to avoid hitting any existing reinforcements. Should the location of the bolts be greater than one inch from the suggested location in the drawings, or if minimum edge distances cannot be maintained consult with WCE for further guidance. 15) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and / or Owner. b) General Construction: Pre -drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. c) Anchor Bolts. Anchor bolts to mud sill, use 5/8" diameter x 10" embedment at 48" OC, with 3" x 3" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. d) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors' Corrosion Information (page 5). e) Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. f) Partition Walls. All non -shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i) Provide double joists under all non -bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. g) Beam Supports (Trimmer. All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. h) Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Unless noted otherwise, the minimum distances shall be as follows: end distance 7D (parallel to grain, where D is bolt diameter), bolt spacing 5D, edge distance 1.5D (when loaded parallel to grain), edge distance 4D (for loaded edge, perpendicular to grain), and edge distance 1.5D (for unloaded edge, perpendicular to grain). i) Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. ii) Engineer shall specifically approve any bolted connection using smaller distances than shown above. 854-18 Mateo Strl Specs 12-20-2018.doc Page E 406 S 1'` Street — Suite 103, Mount Vernon, WA 98273 • Tel: (360) 424-3404 • ivank@wcoasteng.com • www.wcoasteng.corn West Coast Engineers, Inc. F i) Lag Bolts. All lag bolts greater in diameter than 114" shall have pilot holes pre -drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. j) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. k) All connection nailing that is not specifically shown in the attached details defaults to the 2015 IBC Chapter 2304.10 with appropriate table (2304.10.1), and 2015IRC fastener schedule for structural members table R602.3(1) and alternate attachment schedule table R602.3(2), stringer requirement governs. 16) PRE -FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, USP, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge -nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full -height studs, or one full -height stud and one trimmer (of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread' may be substituted for long anchor bolts. e) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps...................................CC, AC, LCE or equal series ii) Post bases.................................CB, ABU series iii) Joist hangers.............................LUS series. iv) Truss and rafter holdowns......... H1, H2.5A at each heel to double plate. 17) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing 854-18 Mateo Strl Specs 12-20-2018.doc Page F 406 S 1" Street — Suite 103, Mount Vernon, WA 98273 • Tel: (360) 424-3404 . ivank@wcoasteng.com . www.wcoasteng.com West Coast Engineers, Inc. designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor / owner shall provide the truss manufacturer information about drag forces, where shown in the structural report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) Glue -Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. If visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. c) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir — Larch species unless otherwise noted in the plans and sketches. d) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non - blocked supports at 24" OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-1/2" long) at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. e) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than 3/" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10d common wire nail (twisted shank type nails recommended) at 6" on edges, 12" in field, non -blocked, per IBC Case 1 pattern. 854-18 Mateo Strl Specs 12-20-2018.doc Page G 406 S 151 Street — Suite 103, Mount Vernon, WA 98273 • Tel: (360) 424-3404 • ivank@wcoasteng.com • www.wcoasteng.com T 1 Iry 0 WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E—MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM LATERAL ANAL1'S1S � o 0 RR 75- �I �Z� SOUTH ELEVATION ILII�I!I_-�-= © o 0 jOB 854-18 ELA DE516N5, LLG - MATEO RE5. SHEET NO. L - I OF CALCULATED BY IK DATE 12/18/2018 CHECKED BY DATE SCALE "•°°m^�^� EAST ELEVATION m.t..---�,m„�. -Lot (P T T Q Q eewetp'.fd OMMOIYe.M6Rfee,Teo{JNel tb,saote /\ � , 110 MPH, 3 SEC GUST EXPOSURE 'B' TOPO FACTOR Kzt = 1.0 DIRECTIONAL PROCEDURE qh = 15.13 psf 2) 5 ISMIG V = 0.131 DL WOOD S-W E = RoxVx0.7 Ro = 1.3 E=0119DLWOOD S-W DL - DEAD LOAD ROOF = 15 PSF FLOOR = 12 PSF DECK = 6 PSF EXTERIOR WALLS = 12 PSF INTERIOR PART. = 6 PSF EQUIVALENT LATERAL FORCE PROCEDURE y Pernnvlll oir Alk , �f-nl� 1) 6 1•"' !T � 14 . ,,r• . #n .i^ter �E• ` • .fy1. ear f J 17 818 All w.,. '� Yt of ",'�'"v'�' r, -�+�•` x. ,a•�... .. .0 ,r'•., _ 'c; !R Y iI b • W.,. •1Y � .S.d� �- '�}e RYA` } �' •4. � rS •�'lotr► ~•-1 �P^ �!.� u. _ + � � vy :� ,.may � _,,�� � `-.�: 'f ,..� ���� ^ C '`' �• w M . � r ' fr'!+s • 1., w..C.•,it• s. ^• it �`` { i _ . , 1 • � �dl 4.b1,4l;6 i,,i ., WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANKOWCOASTENG.COM WEB: WWW.WCOASTENG.COM Toro ikGCbIL K-�-i�; 4", "l Lt ute� l U565 TOPO MAP ,JOB 554-18 ELA DESIGNS, LLG - MATEO RES. SHEET NO. L - 3 OF CALCULATED BY 1K DATE 12/18/2018 CHECKED BY SCALE DATE JOB 854-18 ELA DE51GN5, LLC - MATEO RE5. WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANKOWCOASTENG.COM WEB: WWW.WCOASTENG.COM Search Information Address: 7718 203rd St SW, Edmonds, WA 98026, USA Coordinates: 47.8144427,-122.3378267 Timestamp: 2018-12-18T22:30:45.383Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D Report Title: 854-18 ELA - Mateo Res. Remodel/ Addition lap Results n cap." sr _ I " THE BOWL OF EDMONbS 9srQ^FEy 8rackeris. ry 'handing North bonds Kingston O ojgoth 11Edmonds _ Mafns< SHEET NO. L - 4 OF CALCULATED BY 1K DATE 12/18/2018 CHECKED BY DATE SCALE r n Trader Joe 'se ;J I Lynnwood . Edmonds CommuriKy 5 Lake Park f College Lynnwood �Mun#o& lolf Course I l CED, SEATTLE HEIGHTS- MtapdR�patiras.peaa MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.6C 0.80 0.60 OAC 0.40 0.20 0.20 0.00 0.00 1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (a) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Text Results Basic Parameters Name Value SS 1.279 S1 0.5 SMS 1.279 SM i 0.75 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.Os) Site -modified spectral acceleration value Site -modified spectral acceleration value SPECTRAL RESPONSE WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404 E-MAIL: IVANK@WCOASTENG.COM WEB: WWW.WCOASTENG.COM 12/18/2018 JOB 554-18 ELA DESIGNS, LLG - MATEO RE5. SHEET NO. L - 5 OF CALCULATED BY 1K DATE 12/15/2016 CHECKED BY DATE SCALE ATC Hazards by Location SDS 0.853 Numeric seismic design value at 0.2s SA SD1 0.5 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s F 1.5 Site amplification factor at 1.0s PGA 0.52 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.52 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.279 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.307 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.695 Factored deterministic acceleration value (02s) S1RT 0.5 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.529 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.681 Factored deterministic acceleration value (1.0s) PGAd 0.651 Factored deterministic acceleration value (PGA) SPECTRAL RESPONSE Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Equivalent Lateral Force Procedure ASCE 7-10 (12.8) Earthquake Spectral Response Accelerations Approx. Site Location USGS 0.2 Second Response USGS 1.0 Second Response L-6 Project: 854-18 ELA - Mateo Res. Remodel Edmond - Snohomish County SS = 1.279 % of gravity S, = 0.500 % of gravity Is = Note: Assuming 5% Critical Damping, Site Class B SMs = and 2% Probability Of Exceedance In 50 Years SM, _ SDS = Site Class Stiff Soil, D (Typ.) SD, _ CTa = Risk Category Risk Category II (All Buildings Except Risk Category 1, 111, & IV) 1 1 Ta = Cu = Structural System Lght frm'd walls w/wood or steel rated panels R=6.5 171 T = Csma = Long -period Transition Period TL = 16 Seattle area TL=6 Csmin = Elev. Of Top Of Building h = 14.50 ft CS = Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D Height Limit (feet) 65' (NL - No Limit, NP - Not Permitted) Max. Allowable Story Drift 0.02 hsx OR L / 50 Seismic Base Shear V = 0.131 W Wind Loads Per ASCE 7-10 - Directional Procedure, PART 1 Applicable for Main Force Resisting Systems (MWFRS) of Rigid Buildings of All Heights Building Wind Exposure Exp B - Protected By Houses & Trees >2,600 ft �� r Enclosure Classification Enclosed Building (Typical) }• Wind Speed Type Input 3-Second Gust Wind Speed (New Higher Value) 3-Second Gust Wind Speed 1110 mph +V Roof Pitch 1 4.00 /12 Roof Pitch 2 4.00 /12 Hill Shape 3D Axisymetric Hill Building Width Perp. To Ridge Building Length Parallel To Ridge Mean Height Of Roof (ft) Eave Height (ft) Directionality Factor Height of Hill or Escarpment Narrowest Half -Width of Hill at Half -Height Horiz. Distance From Crest To Bldg. Site Height Above Ground Level Topographic Factor Gust Effect Factor Velocity Press. Exposure Coefficient Velocity Pressure B=MOO L= hin = heave = Kd = H = 420 ft Lh = 3,200 ft x = 2,660 ft z = 15.00 ft Kr = 1.000 G = 0.85 Kh = 0.575 qh = 15.13 psf Downwind yes 1.00 1.279 0.750 0.853 0.500 0.020 0.149 1.400 0.208 0.370 0.038 0.131 Iw = 1.00 E3 = 18.4 deg Ef = 18.4 deg z = 15.00 ft K1 = 0.125 K2 = 0.446 K3 = 0.981 1.000 Topo Factor 854-18 ASCE7-10 Loads 12-18-18.xls 12/18/2018 Windward Wall Pressures Internal Pressure L-7 Option 1 Option 2 Elev Intermed. Value Windward 9: Wall 0-15 feet 15.13 psf 10.29 psf 15-20 feet 16.43 psf 11.17 psf 20-25 feet 17.51 psf 11.91 psf 25-30 feet 18.45 psf 12.54 psf 30-40 feet 20.03 psf 13.62 psf 40-50 feet 21.34 psf 14.51 psf 50-60 feet 22.49 psf 15.29 psf 60-70 feet 23.50 psf 15.98 psf 70-80 feet 24.41 psf 16.60 psf Transverse (Perp. To Ridge) Leeward Wall I Side Walls -6.12 psf -9.00 psf (Outward) (Outward) Windward Roof Windward Roof- Slope 2 - Slope 1 - 4.00 / 12 4.00/12 -4.66 psf 4.66 psf 1.77 psf 1.77 psf Leeward Roof - Slope Leeward Roof - Slope 2 - 1 -4.00/12 4.00/12 -7.31 psf -7.31 psf tuurwara) (uutwara) Snow Load Calculations Per ASCE 7-10 Internal Pressure +/- 2.72 psf Uplift Pressures GC Constant Pressure 3.7 55.99 psf 2.8 42.37 psf 2.0 30.26 psf 1.7 25.72 psf Longitudinal (Parallel To Ridge) Leeward Wall I Side Walls -6.43 psf -9.00 ps, (Outward) (Outward) Roof Pressures - Based On Posn. Down Ridge Pressure 0 to h/2 -11.58 psf h/2 to h -11.58 psf h to 2h 1 -11.58 psf > 2h 1 -11.58 sf Tvnical Elements Mid -Wall Studs 19.37 sf Mid -Roof Rafters 16.34 sf Mid -Roof Rafters 16.34 psf Slope 1 Slope 2 Roof Shelter Selection Partially Exposed (Typical) :. Thermal Factor Cold Bldgs., Or Vented Cold Roof Having R-Value > 25 Roofing Material I Obstructed, Or Unslippery Surface (Comp., Shingle, Etc.) L�r Calculation Method Choice talc. Flat Roof Snow Load Using Ground Load Provided Input Ground Snow Load Pin = 25 psf IS = 1.00 Horiz. Dist. From Eave To Ridge Wi = 17 ft (Max. For Slope 1) R = Ce = 0.88 1.00 Horiz. Dist. From Eave To Ridge (I) W2 = 16 ft (Max. For Slope 2) Cl = 1.10 CS, = 1.00 Adjusted Flat Roof Snow Load Pf = 20.00 psf Cs2 = 1.00 Calculated Ground Snow Load pg = 25.00 psf 7 = 17.25 pcf Overhang / Ice Dam Load 2 x pf = N/A (Depends On Thermal Factor) Maximum Valley Snow Load p� = 20.00 psf For Nonparallel Reidges (Snow Anal. for WA) Maximum Valley Snow Load p = 60.00 psf For Parallel Reidges Reduced Snow Load For Slope 1 (On Horiz. Area) Psi = 20.00 psf Reduced Snow Load For Slope 2 ps2 = 20.00 psf (On Horiz. Area) Balanced / Unbalanced Snow Loads For Hip & Gable Roofs Slope 1 - 4.00 / 12 Pitch Slope 2 - 4.00 / 12 Pitch Left Side Riaht Side I P.ft Ririp. Rinht Sirlo Case 1 - Balanced Case 2 - One Side Only Case 3 - Unbalanced 20.00 sf 20.00 psf 0.00 psf 25.00 psf N/A N/A Dist from Ridge for Surch Minimum Roof Snow Load 20 psf 20.00 psf 0.00 psf 25.00 psf N/A N/A Case 1 - Balanced Case 2 - One Side Only Case 3 - Unbalanced Dist from Ridge for Surch 20.00 psf 854-18 ASCE7-10 Loads 12-18-18.xls 12/18/2018 Snow Drift on Lower Structure Length of roof upwind I„ = n/a n/a Max. Height of drift snow h, - n/a Calc'd drift depth hd = n/a Max. drift load pd = n/a Wdth of snow drift w = n/a Wind Pressures Per ASCE 7-10 - Directional Procedure Min. Pressure = 8.00 psf Roof = 9.08 psf 13.62 psf Sloo�pe 12 0.6W = 5.45 psf -4.66 psf -7.31 psf 1.77 psf J 12.54 psf ZI - 11.91 psf ILO +/- 2.72 p 11.17 psf 2.72 psf = 0 0 _N 10.29 psf +/- 2.72 psf L-612si +/- 2.72 psf -So 56.00 ft L-8 Total 0.6W 19.74 psf 11.84 psf 18.67 psf 11.20 psf 18.03 psf 10.82 psf 17.29 psf 10.38 psf 16.41 psf 9.85 psf Min. Pressure = 8.00 psf Roof = 9.08 psf Total 0.6W 13.62 psf Slope 2 - 0.6W = 5.45 psf f..� p 4.00 / 12 1 19.74 psf 11.84 psf i� -4.66 psf -7.31 psf 1.77 psf 12.54 psf 11.91 psf +/- 2.72 p 12 11.17 psf ---Ob +/- 2.72 psf c 0 N 10.29 psf 18.67 psf 11.20 psf +/- 2.72 psf 18.03 psf 10.82 psf +/- 2.72 psf _-W. L -6.12 psf 17.29 psf 10.38 psf 16.41 psf 9.85 psf 5 'C %-I _ B 56.00 ft 854-18 ASCE7-10 Loads 12-18-18.xls 12/18/2018 -------------------- - Tl- t----------------- K 16 BED400M 7i uj1 1 rB L4.1 - - - - - - - - - L ------------ CA& KRONEN BEDROOM UJ 0 HALL t 9. I - -- E ---------- ---------- ==I== - - ------- - ------------ L-) ------ T ----- - ------ ------ - I BATH Poll MST 0III IH It, I" lir W4. NOOK 11141 WWI HALL 2rX6V LAUNDRY ILO T 11001 ml IrDOOR uw L------------- ------ --- T— T , w1 G48 EA ENO )CAWFAEND J-F ---------------------- --------------------- SOUARE FOOTAGE W- W. V-7 IW EX. MAIN FLOOR 1.451 SO. FT IA vr PRO. MAIN FLOOR 670 SO. FT.- TOTAL LIVING SPACE 1 PRO. COVERED ENTRY 38 SO. FT. 4) PRO. DECK 234 SO. Fr. OtAl j U..AUSS.. E-�-- Ek WAU SCALE l/e;&WDESt%DHEVELO NT(,mATTEo&jA -is-2018 SIGNS 0 WESTARCHITECTS. I PRO.WAUB cHrr c (g)-pyright 9 Nc=r WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM 17) �}%r (L4tzxl�X�t—+��F�c�i���2=1r 6 7 tv:,L5 -7 -;?,) toE7IC r JOB bGLI _ I b M C> SHEET NO. OF CALCULATED BY DATE - CHECKED BY DATE SCALE TAX r>;V, Z �7 ,s/ Cr:/,," Y �Lt It FLr ltfLf �—. A-kA" Q 6-77-5-4 \0 (v ��-j 64 -r r) �.� �]�L sari -+ + f (P iS t n77 -F a ID, L� e-- I o Lr (e+ _'7 1 r�jkv- T'V-, 4L-q—+ 2.`2j -fZl—t -t I '- -�`'r -L I `t -0 ( u, (0,-74-0 WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM JOB (7 I I�1 C> SHEET NO. L - i I OF _ CALCULATED BY I IC, DATE CHECKED BY DATE SCALE LA,°A�-j Qf' rr-7-• 'o }-..�� z 4- t7?$-t t 2tiuI y f2 4 l � 17�� a v1hti� q (�4y15�+ �x Ip 0AC ------------ 1 l (/ 2� utl loL O "FiPJ ti���r/ e015� WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANKCWCOASTENG.COM q. L , r- C-'� Nv- -L JOB bVJ U 1 t> - f 0 SHEET NO. LL - f L OF CALCULATED BY ��✓ DATE IZz CHECKED BY DATE SCALE nS/bd � GkO� auZ tro�z 0"t 16- � b)C2C.4y-+ILa-4 )x �YiZ�o(9 4SS � 1 � r- 6 s-t 4r%Yfe -! -t;L, rU ce . �c v -�'( pA.� -C I -al 4 [1' ,r-t -2L7 -� ---� = -'rl (p" �-Lr 4 i7L f-LI C- �O/4 `�i�-per ISLz� C� r I' Dote PAI rL) 4,Lr IL -A -1vL� z C I,It AOrS"?j,H`t'� r-c- ID. L�t9(P LO LP -t Cx [y ) x r + -"70)4 4 Ij �(0)('? X iZ zr 1 I�j �1 I,U 4 '� r 4f 'q 17 a I 0 �'J Xt �j WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM JOB `�/t %7Z5 C) SHEET NO. - 12:2 OF CALCULATED BY i% DATE fti ZU I CHECKED BY DATE SCALE I(^a 99 q o(o Co O �- 849-18 Mateo Res - Perforated Shear Wall Factor Co = [r/(3-2r)*(Ltat/SL;) GL B r = 1 /[1 +(Ac/(h*SLi)] Ltot = 14 ft h = 7.76 ft width [ft[ height [ft] area [sf] opening width A. = 9 4.00 36 0 5 0 0 5 0 0 6.67 0 0 4 0 Total k = 36.0 Li = s-w segment length [ft] 2.50 2.50 0.00 0.00 r = 0.5187 0.00 Co = 0.740 Total Li = 5.00 GL F Ltot = 19 ft h = 7.76 ft width [ft[ height [ft] area [sf] opening width qo = 9 4.00 36 0 5 0 0 5 0 0 6.67 0 0 4 0 Total k = 36 L; = s-w segment length [ft] 4.00 6.00 0.00 0.00 r = 0.6831 0.00 Co = 0.794 Total Li = 10.00 i 849-18 Mateo Res - Perforated Shear Wall Factor Co = [r/(3-2r)*(L,ot/SLi) GL 1/a r = 1 /[1 +(Aj(h*S Li)] Ltot = 36.5 ft h = 7.76 ft width [ft[ height [ft] area [sf] opening width A. = 6 2.50 15 0 5 0 0 5 0 0 6.67 0 0 4 0 Total Ao = 15.0 Li = s-w segment length [ft] 19.00 11.50 0.00 0.00 r = 0.9404 0.00 CO = 1.006 Total Li = 30.50 GL 1/b Ltot = 14 ft h = 7.76 ft width [ft[ height [ft] area [sf] opening width AO = 8 6.7 53.3 0 5 0 0 5 0 0 6.67 0 0 4 0 Total A. = 53.3 Li = s-w segment length [ft] 3.00 3.00 0.00 0.00 r = 0.4661 0.00 Co = 0.526 6.00 Total Li = 849-18 Mateo Res - Perforated Shear Wall Factor Co = [r/(3-2r)*(Ltot/SLi) r = 1 /[1 +(Ad(h*SLi)] Ltot = h= opening width A. = Total AO = GL 6/a 14ft 7.76 ft width [ft[ height [ft] area [sf] 2 2.00 4 2 2 4 0 5 0 0 6.67 0 0 4 0 L; = s-w segment length [ft] 4.50 2.75 2.75 0.00 r = 0.9065 0.00 Co = 1.069 Total Li = 10.00 WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANKCWCOASTENG.COM JOB 22 77__ 1_ b -A SHEET NO. 6 - I OF CALCULATED BY I DATE rl Z CHECKED BY DATE SCALE I I 46 p1ROOF FRAMING PLAN si�ralR,/e•�nrrnFSlnNnFNFInwrFrirrMsn,,.>s�mR I I I I I I pI ONLESS NOTE OTHER M. ` y I I 2ALL COLUMNS TO SE OFS f ].INSTALL H23 HOLD DOWNS AS RECOMMENDATION$ SEF %91.w II 1 /. TRUSSES TO M FNOWEEREp wABHwDTON STATE ENDpJEEJt I I 1RU55 RAN IS SCHEMATIC BSI DESIGN IS DIFrERENT CDS I TD connRMOOVRLDADS NEW Newt I WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM C19 (�4 1 L �r A-� 1� IC USA rl% r- � 4 � ( (62F-,-) /��� gar �+2 0 Z JOB M " - N1f-flt7 D SHEET NO. CA'?i OF CALCULATED BY 1 IL DATE �Z t CHECKED BY SCALE IZ vF -WZ 'i�>q0%� DA �lC °C01 x -te- G I Is l9 �tQ"Z Zx h WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E—MAIL: IVANK@WCOASTENG.COM o------ a----- d b pp MAIN FLOOR FRAMING PLAN C3 ocwe,w•ru 1� 0 .a *,aam. �I- X 7.4yr JOB 9'54 I b SHEET NO. �T- OF CALCULATED BY ,L DATE Z I CHECKED BY DATE SCALE r A---% to ( C,?-/ I °I b) �� vr-L- *12 t✓j — ec%0 3 kj- 2�'r- LZ J7;7 10 -j- (o O At -7/ 7 -� C."c Sao 61 t>/W-j') '�'7 r -1 b't>( WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, INA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM JOBy15L-i It) SHEET NO. L OF CALCULATED BY DATE �L- CHECKED BY DATE SCALE VEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE *103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVANK@WCOASTENG.COM --y- CT- � FOUNDATION PLAN 17� �j rtzS� v �t lL cf�' I Iqt,-k � ✓L & Co (,�/ I-cr 4 2 6 (4 v Zoe JOB! SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE J69 GeI ?'_C . 1,S I\� -'� 'Z-)if-) W �' I C) 46 �� S 0 e� 10 0� 0, Co I �� a.. �r v� -70Sj A �N4&, �° 0 /' WEST COAST ENGINEERS, Inc. STRUCTURAL ENGINEERING 406 S IST STREET, SUITE #103, MT. VERNON, WA 98273 PHONE: (360) 424-3404; E-MAIL: IVAN K@WCOASTENG. COM o� + �— JOB bz SHEET NO. l0 OF CALCULATED BY �� DATE -- CHECKED BY DATE SCALE LA of ��, Gc-P -61 co- 0'Cp rx� 21v - ©, Coy Imo' 20 — Co If- i Lf rt-- f � fir✓ � � g� ��` rtz�-r T�� jl� + `f02� ®F O R T E e MEMBER REPORT Roof, H3 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Ls 1 PASSED Overall Length: 8' 3" 8' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Resu)ts ACUW 0 Location Allowed Reaft LDF I toad: O wA intioa (Pattern) Member Reaction (fbs) 2846 @ 0 3281 (1.50") Passed (87%) -- 1.0 D + 1.0 S (Ali Spans) Shear Ibs) 2113 @ 1' 3/4" 5434 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5870 @ 4' 1 1/2" 7004 Passed (84%) 1.15 1.0 D + 1.0 S (Al Spans) Uve Load Defl. (In) 0,067 @ 4' 1 1/2" 0.275 Passed L/999+ -- 1.0 D + 1.0 S (All Spans) Total load Defl. (in) 0.108 @ 4'.1 1/2" 1 0.412 Passed (L/915) -- 1.0 D + 1.0 5 (All Spans) • M1140 UM Mena: LL (L/JW) ana TL (W40). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. supports searing LONO Loads ID Suppoeb (be) Aoosesorks Total AvallabW RegWnd Dead snow Total 1 -Trimmer - DF 1.50" 1,50" 1.50" 1093 1753 2846 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 1093 1753 2846 None LOadts Loeatlen (Side) Tributary tilfidfh Dwd (0 90) Snow (115)I comment 0 - Self WeigM (PLF) 0 to 8' 3" N/A 10.0 1 - Uniform (PSF) 0 to 8' 3" 17' 15.0 25.0 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties relabel to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the audWty having jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this ca4cuiatton is compatible with the overall project Accessories (Rim Board, Bloclong Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thirdlmrty certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products hale been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyertraeuser.coMwoodproducts/document-librW. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Keliban 854-18 ELA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.com System : Wall Member Type: Header Building Use: Residential Building Code: IBC 2015 Design Metipdology : ASD T SUSTAINABLE FORESTRY INITIATIVE 12/21/2018 8:38:14 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ®FORTE T MEMBER REPORT Roof, H2 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 9' 3" 0 9' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. + 0 Design Results Actin 0 tocOJon AWA-W Re wt UW IlMd:Oorrlb nWaiin (►atfern) Member Reaction (lbs) 1610 @ 0 3281(1.50") Passed (49%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1299 @ 10 3/4- 4468 Passed (29%) 1.15 1.0 D + 1.0 S AllSpans) Moment (Ft-lbs) 3724 @ 4' 7 1/2" 5166 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Uve Load Defl. (In) 0.095 @ 4' 71/2" 0.308 Passed L/999+ 1.0 D + 1.0 S (All Spans Total Load Defl. (in) 0.155 @ 4' 7 112" 1 0.463 Passed (L/715) 1.0 D + 1.0 S (Al Spans) Werfe=n CnMna: LL (LJJbLl) anti 1 L (L/Z40). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 3" o/c unless detalled otherwlse. Bottom Edge Bracing (Lu): Bottom compression edge must be traced at 9' 3" o/c unless detalled otherwise. Applicable calculations are based on NDS. suppoftTOdH loeefn0 LMOth Ibeds b Strpperts (ft) Acce n I-- AVOW" Required Deed snow Tots1 1 -Trimmer - DF 1.50" 1.50" 1.50" 628 983 1611 None 2 -Trimmer - DF 1.50" 1.50" 1.50" 628 983 1611 None Loads LocwLan (tide) TNbufsry wroth Deed (0.90) slow (L15) Cbmt; nls 0 - Se8 Weigh (PL.F) 0 to 9' 3" NIA 8.2 1 - Uniform (PSF) 0 to 9' 3" 8' 6" 15.0 25.0 Slow Weyerhaeuser Notes Weyeriweuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser owessly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design ptofessiorrat as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that thk cNcutatfon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed b/ this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under le&nical reports ESR•1153 and ESR-1387 and/or' in accordance with applicable ASTM standards. For current code evaluation reports, Weyertweuser product literature and Installation details refer to www.weyedmeuser.comjwoodproducts/documertt-library. The product appTicatlon, input design loads, dimensions and support Information have been provided by forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/Jase Res. RemodellAddition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.com 4V PASSED System: Wall Member Type: Header BWdng Use: Residential Building Code: IBC 2015 Design Mediodology : ASD (�) SUSTAINABLE FORESTIZf INITIATIVE 12/21/2018 8:34:23 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ©F 0 R T E d MEMBER REPORT Roof, H1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 (Al PASSED Overall Length: 9' 3" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Achim 0 Location ANowed IR.w t UW Load: Coa ca (Pal tern) Member Reaction (lbs) 751 @ 0 3281 (1.50") Passed (23%) — 1.0 0 + 1.0 S (All Spans) Shear(lbs) 633 @ 8 3/4" 3502 Passed (18%) 1.15 1.0 D + 1.0 S (AllSpans) Moment (Ft-lbs) 1737 @ 4' 7 1/2" 3438 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.069 @ 4' 7 1/2" 0.308 Passed (L/999+) 1.0 D + 1.0 S (AII Spans) Total Load Deli. (in) 0.150 @ 4' 7 1/2" 0.313 Passed (U738) -- 1.0 D + 1.0 S (Ail Spans) trenecaort cnoena: to tL/stw) ara I t. islet) ). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. -suppmb setawg L•rroe, Loads to &Wporb (fbe) Aocwotiei ToW AvwIW4 Requl►ed Dead snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 404 347 751 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 404 347 751 None Loads Location (side) T►lbomyr W;ft Dead (0.90) Snow (1,15) C.onaaae6r 0 - Soft Weight (PLF) 0 to 9' 3" N/A 6.4 1 -Uniform (PSF) 0 to 9' 3" 3' 1S.0 25.0 Snow 2 - Uniform (PSF) 0 to 9' 3" 3' 12.0 - Wall Notes Weyerhaeuser warrants &fiat the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authotity having jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product iiteidture and Installation details refer to www.weyedomser com/woodproductsIdDmmeM-#Rxary. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.corn 9ysWm : wan Member Type : Header Building Use - Residential Buikfing Code : IBC 2015 Design Methodology : ASD (�) SUSTAINABLE FORESMY INIM14TIVE 12/21/2018 8:33:31 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ®F 0 R T E ' MEMBER REPORT Roof, 81 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 6' 5" 0 0 " 6' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horimntal. Design Resu tsa ACIILW 0 Loadlon ADWAW RONK ILDF Load: CoadAns0on (Papare) Member Reaction (Ibs) 1208 @ 0 3281(1.50") Passed (37%) — 1.0 D + 1.0 S (AIL Spans) Shear Ibs 926 @ 8 3/4" 3502 Passed 26% 1.15 1.0 D + 1.0 S All Spans Moment Ft-Ibs 1887 @ 3' 1 1/2" 3438 Passed (55%) 1.15 1.0 0 + 1.0 S (All Spans) Live Load Defl. (in) 0.046 @ 3' 1 1/2" 0.313 Passed L/999+ -- 1.0 D + 1.0 S (AllSpans) Total Load Defl. (in) 0.075 @ T 1 1/2" 0.417 Passed (U999+) -- 1 1.0 D + 1.0 S (AIL Spans) Deflection criteria: LL (U240) and TL (1-/180). Top Edge Bracing (Lu): Top compression edge must be brace) at 6' 5" o/c unless detailed otherwise. Bottom Edge Bracing (W): Bottom compression edge must be braced at 6' 5" o/c unless detailed otherwise. Applicable calculations are based on NOS. suppmb searbty LW*tb Leak 10 supporb (b) Aoasaalaa Tebi Avalieble Required treed &KM Total 1 - Trimmer - OF 1.50" 1.50" 1.50" 465 742 1207 None 2 - Column - OF 3.50" 3.50" 1.50" 490 782 1272 None Lbod! Locatlon (Side) TYibatety wldfdlt Dead (0.90) Snow (1.15) Cornrrtertt 0-- Self Weight (PLF) 0 to 6' 5" NIA 6.4 1 - Uniform (PSF) 0 to 6' 5" (Front) 9' 6" 15.0 1 25.0 1 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products Y411 be In accordance with Weyerhaeuser product design criberla and published design values. Weyerhaeuser ey disclaims any other warranties related to the software. use of this software is not intended to drwnweM the need for a design professional as deberrnined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable foresty standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC FS under technical reports ESR-1153 and ESR•1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerthaeuser product literature and Installation detads refer to www.weyertkieuser.com/woodprodLKWdoatmert4brary. The product app(Icaton, Input design loads, dimertsioru and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/Jase Res, Remodel/Addition West Coast Engineers, Inc. (360)424.3404 ivank@wcoasteng.com 6� I v PASSED System : Roof Member Type : Drop Beam Buckling Use: Residential Building Cade : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INInATIVE 12/21/2018 8:29:55 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ®F 0 R T E e MEMBER REPORT Roof, H3 1 plece(s) 3 1/2" x 71/2" 24F-V4 DF Glulam I� PASSED Overall Length: 8' 3" 0 0 8' El 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horfcontal. Design Results Actual A location Apowep R"A LDF wadr C xrAArrattiaw (PstWm) Member Reaction (lbs) 2831 @ 0 3413 (1.50") Passed (83%) — 1.0 D + 1.0 S (All Spans) Shear (lbs) 2317 @ 9" 5333 Passed (43%) 1.15 1.0 D + 1.0 S (MISpans) Pos Moment (Ft-lbs) 5840 @ 4' 1 1/2" 7547 Passed (77%) 1.15 1.0 0 + 1.0 S (Al Spans) Uve Load Defl. (In) 0.200 @ 4' 1 1/2" 0.275 Passed (L/495) 1.0 D + 1.0 S (Ail Spans) Total Load Dot. (in) 0.323 @-4' 1 1/2" 0.412 Passed 1.1306) 1.0 D + 1.0 S (Ail Spans) - WneWOn UrEena: LL kL/3W) ana I L (L4L'W). • Top Edge Bracing (Lu): Top compression edge must be braced at B' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L - 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. The specified giulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS. Supports swAne UNNO 11.4ads in Supports (fie) AccanarlIN TOM AVE Wf O Required Dead Srow Toot 1 - Trimmer - DF 1.50" 1.50" 1.50" 1078 1753 2831 None 2 - Trimmer - OF 1.50" I.SO" 1.S0" 1078 1753 2831 None Loads wation (fie) Tributary widtA bead to -so) Snow (1.15) can""" 0 - Self Weight (PLF) 0 to 8' 3" N/A 6.4 1 -Uniform (PSF) 0 to 8' 3" 17' 15.0 25.0 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this cakulatlon Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacWred at Weyerhaeuser facilities are thlyd-party certJned W sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Qperator Forte Software Operator Job Notes Iran Kaliban 854-18 ELA - Mateo/,lase Res Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.com System: Wall Member Type: Header Builklirg Use: Residential Building Code : IBC 201S Design Methodology: ASD 7%SUSTAINABLE FORESTRY INMATNE 12/21/2018 11:16:12 AN Forte v5.4, Design Engine: V7.1.1.3 854-18 Job.4te Page 1 of 1 ®F Q R T E e MEMBER REPORT Roof, H4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 9' 3" i + 0 8' 1 a Ail locations are measured from the outside face of left support (or left cantilever end),AII dimensions are horizontal. 0 Desl9n Results ACtWI Q Locetlorf Atteered Rauh LOF I Load: tambblet" I (Po tern) Member Reaction (Ibs) 862 @ 0 3281 (1.50") Passed (26%) -- 1.0 D + 1.0 S (All Spans) Shear lbs 726 @ 8 3/4" 3502 Passed (21%) 1.15 1.0 D + 1.0 S(AilSpans) Moment (Ft-lbs) 1994 @ 4' 7 1/2" 3438 Passed (58%) 1.15 1.0 D + 1.0 S (AIL Spans) Live Load Defl. (in) 0.069 @ 4' 7 1/2" 0.308 Passed L/999+ -- 1.0 D + 1.0 S (Ail Spans Total Load Defl. (in) 0.173 @ 4' 7 1/2" 0.313 Passed (L/643) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (LJ360) and TL (5/16"). Top Edge Bracing (Lu): Top compression edge must be traced at 9' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 3" o/c unless detailed otherwise. Applicable calculations are based on NDS. suppoft Isewtv Length Loedf to sup aft (ft) Acoaseorfes Total Avelb"o RegWred Deed snow Toot 1 - Trimmer - OF 1,50" 1.50" 1.50" 515 347 862 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 515 347 862 None 11.61111111111 Loatfon (Side) hibubry Wkith Deed (0.90) snow (LIS) Corn W- 0 - Sell weight TLF) 0 to 9' 3" N/A 6.4 1 - Uniform (PSF) 0 to 9' 3" 3' 15.0 25.0 Snow 2 - Uniform (PSF) 0 to 9' 3" 5' 12.0 - Wall Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e>pressly disclaims arty other warranties related to the software. Use of this software is not intended to circumvent the reed for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or trsted In accordance with applkable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerfiaeuser.com/woodproducts/document4ibrary. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System: Wall Member Type : Header Building Use: Residential Building Code : IBC 2015 Design Methodology: ASD T SUSTAINABLE FORESTRY INMATIVE Forte Software Operator 12/21 /2018 11:16:23 AM Porte v5.4, Design Engine: V7.1.1.3 854-18 Job.4te Page 1 of 1 ,lob Notes Nan Kaliban 854-18 ELA - Mateo/Jese Res. Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng com i9F O R T E° MEMBER REPORT Roof, H5 1 plece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 9 9" a i . i All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. + 0 peogn, Result At WW O toatioa ftJiolled ttteartt LDF Load, Canbloi0m (otbou) Member Reaction (Ibs) 1697 @ 0 3281(1.S0") Passed 52%) — 1.0 D + 1.0 S (All Spans) Shear (lbs) 1386 @ SO 3/4" 4468 Passed 31% 1.1S 1.0 D + 1.0 S All Spans Moment (Ft-Ibs) 4138 ® 4' 10 1/2" 5166 Passed (80%) 1.15 1.0 D + 1.0 S (AII Spans Uve Load Defl. In 0.117 @ 4' 10 1/2" 0.325 Passed V990+ -- 1.0 D + 1.0 S (AJISpans) Total Load Defl.(in) 0.192 @ 4' 10 1/2" 0.488 Passed (L/610) -- 1.0 D + 1.0 S (AII Spans) PE'reWon criteria: LL (1./3W) and T L (U240), • Top Edge Bracing (W): Top compression edge must be braced at 9' 9" o/c unless d etalled otherwise. Bottom Edge Bracing (W): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise. • Applicable Calculations are based on NDS. ' tend tA1Ylh - Lamb to *"ad t"f . - 41661 lies TOW Atgflabte Re4uilred and Snow TOW,' 1- Trimmer -DF 1.50, 1.50" 1.50" 662 1036 1698 None 2 - Trimmer - DF 1.50" 1.SV 1.50" 662 1036 1698 None . i0asdf LoCttloyn (Site) T1iblttarY 'JMidtfi tletd (0.") SfWw. (1.115) Corllrttents 0 - Self Weight (PL.F) 0 to 9' 9" N/A 8.2 1 -Uniform (PSF) 0 to 9' 9" 8' 6" 15.0 1 25.0 Snow Weyerhaeuser doles Weyerhaeuser warrants that the sizfig of Its products will be In accordance with Weyerhaeuser product design atterfa and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. the of this software is not intended to circumvent the need for a design professional as determined by the authority having lurisdictlan. The deslgrrer of record, bulkier or framer Is responsible to assure that Nos caladation is compatible wfth the overall pro)ect Accessories (Rim Board, Sladdng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under teOnfcal reports ESR-1153 and ESR-1387 and/or tasted In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Iitarature and Installation details refer to www.weyeteeuser.con/woodproduct5/document-4ibrary. The product application, Input design foads, dinve sskxn arid support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/Jase Res- Remodel/Addition West Coast Engineers, Inc. (360)4243404 ivank@wcoasteng.com (5� a-71 PASSED System: Wall Member Type: Header Building Use: Residential Building Code : IBC 2015 Design Methodology: ASO (lj) SUSTAINABLE FORESTRr INITIATIVE 12/21/2018 8:41:24 AM Fortev5-4, Design Engine: V7.1.1-3 Page 1 of 1 a F O R T E O MEMBER REPORT H", A i piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16" OC Overall Length: 16' 0 0 _ r n � - n n 0 o a All locations are measured from the outside face of left support (or left cantllever ond).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LOF Load: Catub4retfon (retlern) Member Reaction (lbs) 661 @ 8' 3281(3.50") Passed (20%) -- 1.0 D + 1.0 L (AIL Spans) Shear(lbs) 278 @ 8'9" 1305 Passed (21%) 1.00 1.0 D + 1.0 L Al Spans Moment (Ft-lbs) -504 @ 8' 1360 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (In) 0.037 @ 4' 0.254 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans Total Load Defl. (in) 0.044 @ 12' 13/16" 0.381 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) T]-PMT" Rating N/A N/A -- Deflection criteria: LL (U360) and TL (L/240), Top Edge Bracing (Lu): Top compression edge must be braced at 15' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 10" o/c unless detailed otherwise. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and Joist was considered in analysis. supports 6—h9 wq111111 Loads to &pperm (ow) Aooworir Total AraNabfe R*W*W treed floor TotalLft I - Plato on concrete - HF 5.50" 4,25" 1.50" 52 198/-20 250/-20 1 1/4" Rim Board 2 - Beam - OF 3,50" 3.50" 1.50" 153 508 661 Blocidng 3 - Plata on cortaete - HF 5.50" 4.25" 1.50" 1 52 198/-20 250/-20 1 1/4" Rim Board • Rem scam is assumes to carry an loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. LOD& bsutltm (side) Spedeg Deed (0.90) Floor Uft (1.00) Cennnents I -Uniform, (PSF) 0 to 16' 16" 12.0 40.0 Residential - Living Weyerhmmer Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and publiislied design values. Weyerhaeuser expessly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having judsdlcbon. The designer of record, builder or framer is responsible to assure that this calculation Is compatlNe with the overall project Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyefiaetner facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technlcal reports ESR-1153 and ESR-1387 and/or t- Ix in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyediaeuser.com/woodproductsldDctimentAitrary. The product application, Input design bads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes tvan Katiban 854-18 ELA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. rvank@wcoasteng.com — - 6f�j PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD A SUSTAINABLE FORESTR/ INITIATIVE 12/21/2018 10:01:31 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 d F O R T E" MEMBER REPORT Floor, J2 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16n OC MIA PASSED 19 I Overall Length: 20' Q 10, All locations are measured from the outside face of left support (or left Cantilever end).AII dim@tlsbons; are horizontal. 9 Design Result Actual 4 Location Altowad arse LDF Load: Combination (Foam) Member Reaction (Ibs) 834 @ 10' 3281(3.50") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 365 @ 10' 9" 1305 Passed (28%) 1.00 1.0 D + 1.0 L (Al Spans) Moment (Ft-Ibs) -903 @ 1W 1360 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.095 @ 4' 11 1116" 0.321 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Deft. (In) 0.112 @ 4' 10 1/16" 0.481 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-Pro- Rating N/A I N/A I -- -- Deflection criteria: U. (1.1360) and TL (1./240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 11" o/c unless detailed otherwise. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. supper 111iatdn9 tM40 Loads to SuPPo+ibe (111m) i Aaaaoriaa Total A"MeW salulrod Omd FWW TotaluVe 1 - Plate on concrete - HF 5.50, 4.27 1.50" 64 245/-27 309/-27 1 1/4" Rim Board 2 - Beam - DF 3.50" 3.50" 1.50" 193 642 835 Blocking 3 - Plate on concrete - HF 5,50" 4.25" 1.50" 64 245/-27 309/-27 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and tote full load Is applW to the member being designed. Collis Locod- (bide) Spadna Deal! %90) Floor Live (LOO) Coatrnettts 1 - Uniform (PSF) 0 to 20' 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser opresdy disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facillties are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by TCC ES under technical reports ESR-1153 and ESR-1387 and/or bested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product ligature and Installation details refer to www.weyerhaeuser.com/woDdproducts/document-libraty. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854.18 ELA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. (360)4243404 ivank@wcoasteng.com system : floor Member Type : Joist Building Use: Residential Building Code : IBC 2015 Design MethoMogy : ASD iA SUSTAINABLE FORESTRY INITIATIVE 12/21/2018 10:02:41 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 iWF O R T F MEMBER REPORT Floor, A 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16" OC 641b PASSED 7' n Overall Length: W a T All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Aaitiei o LoaMfon Allowed Result UW Loedl core6irwtlon (Pattern) Member Reaction (lbs) 574 @ T 32-81(3.50") Passed (17%) -- 1.0 D + 1.0 L (All Spans) Shear (ILs2 235 @ 79" 1305 Passed (18%) 1.00 1.0 D + 1.0 L All Spans) Moment (Ft-lbs) -380 @ 7' 1360 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 16" 0.221 Passed (L/999+) -- 1.0 D + 1.0 L Alt Spans) Total Load Defl. (in) 0.025 @ T 5 1/4" 0.331 Passed (L/999+) 1.0 D + 1.0 L (Aft Spans) T3-ProT" Rating N/A N/A -- uenecmon cnMnd: u. kUsou) and I c 1,1.14W). Tap Edge Bracing (Lu): Top compression edge must be braced at 13' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be traced at 13' 10" o/c unless detailed otherwise. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered In analysis. supports Bearing Length Loads tsoSuppoets(11m) Aoweoarias Tod! Available Rwlahvd Dead FIW We Toth 1 - Plate on concrete - HF 5.50" 4.25" 1.50" 46 175/-17 221/-17 1 1/4" Rum Board 2 - Beam - DF 3.50" 3.50" 1.50" 133 442 575 Blocking 3 - Plate on concrete - HF 5.50" 4.25" 1.50" 1 46 175/-17 22107 1 1 1/4' Rim Board • tom tsoaro is assumed to carry an roads applied directly above ik bypassing the member being dam. • Blocking Panels are assumed to carry no loads applied directly above them and the full bad Is applied to the member being designed. %.cads Location (Side) Spell OtaM! (0-90) Hoor � (140) Comma 1 - Uniform (PSF) 0 to 14' 16" 12.0 40.0 Residential - Living I Areas Weyerhaeuser warrants that the sizing of Its products will be in aocondance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser a pressfy disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Bbcks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in aeodrdance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerttaeuser.com/woodproducts/doconmt4b—ary. The product application, Input design loads, dimensions and support Information have been provided by Fortin Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-16 EbA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoastang.com System : Floor Member Type: )Dist Building use : Residential Building Code : IBC 2015 Design Medxx*Aogy : ASO 4 SUSTAINABLE FORESM INITIATIVE 12/21/2018 10:03:57 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ®F 0 R T E " MEMBER REPORT Floor, J3 1 piece(s) 2 x 8 Hem -Fir No. 2 0 16" OC G,11 PASSED Overall Length: 14' r r E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. I Design Results Acdal O Locatlan Allowed Pena UW LOed: CoR+biaaam (Pattern) Member Reaction (Ibs) 585 @ 7' 2126 (3.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Its 244 @ 7 9" 1088 Passed 22% 1.00 1.0 D + 1.0 L (All Spans Moment (Ft-lbs) -395 @ 7 1284 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft, in 0.030 @ 10' 711116" 0,229 Passed L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Deft. (in) 0.036 @ 10' 8 5/16" 0.344 Passed (L/999+) -• 1.0 D + 1.0 L (Alt Spans) T)-Pro- Rating N/A N/A 77771 verttcuun cncena; u tysou/ ano I L (UCwJ), Top Edge Bracing (Lu): Top compression edge must be braced at 13' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 9" o/c unless detailed otherwise. • A 15% increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and jolst was considered in analysis. supp" searing Length Wads to Supporb (ibs) Aaceaotiet Total Available Required Dead �0 a TOW 1 - Plate on concrete - HF 5.50" 4,25" 1.50" 45 175/-19 22009 1 1/4" Rim Board 2 - Beam - DF 3,50' 3.50" 1.50" 135 450 585 Blocking 3 - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 44 167/-14 211/-14 See note ' • Kim uoam is assumed to carry an loads appliell directly above It, bypassing the member being designed. • Blocking Panels are assumed to carry no bads applied directly above them and the full bad Is applied to the member being designed. . At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. System : Flom Member Type: )Dist Building Use : Residenbal Building Code :IBC 2015 Design Methodology: ASD Connector: Si -Tie Connectors Support mom Seat Length TOP xws face twit Mereber paps Aooetw0w 3 - Face Mount Hanger IConnector rot found N/A II N/A Loads Laotian (side) Spacing Dead (0-90) IF the (Lo0) eorttmerMa 1 - Uniform (PSF) 0 to 14' 16" 12.0 40.0 Residential - Uving Weyerhaeuser Not" Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties related to the software. Use of this software Is not untended to circumvent the need for a design professlonal as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Bbddng Panels and Squash Blocks) are not designed by this software. Products manufacwred at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docum&*41brary. The product appllcabcn, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/lase Res. Remodel/Addition West Coast Engineers, Inc. (360)424-3404 ivank@wcoasteng.com 4 SUSTAINABLE FORESTRY INn1ATIVE 12/21/2018 10:06:13 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 ® F O R T E" MEMBER REPORT Floor, J3 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16n OC �Ie) PASSED 7' ED Overall Length: 14' 0 7' All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. E Design Resu#b Am* 0 Location Allowed ReaAc LDIF I LOW.- comblirtWw (Pattern) Member Reacbm cabs) 788 @ 7 2126 (3,50") Passed (37%) -- 1.0 0 + 1.0 L (All Spans) Shear (lbs) 328 @ 7 9" 1088 Passed (30%) 1.00 1.0 D + 1.0 L (Ail Spans) Moment (Pt-lbs) -532 @ 7 1284 Passed (41%) 1.00 1.0 0 + 1.0 L (All Spans) Uve Load Defl. (in) 0.045 @ 10' 711/16" 0.229 Passed (L/999+) -- 1,0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.050 @ 10'8 1/16" 0.344 Passed (L/999+) 1.0 D + 1.0 L(Aft Spans) TI-Pro- Rating N/A N/A W11Muan unerw: u. LN.30U) ant I t. ty[9u). Top Edge Bracing (Lu): Top compression edge must be braced at 13' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be traced at 13' 9" o/c unless detailed otherwise. A 15% Increase in the moment capacity has been added to account for repetitive member usage. Applicable catcAtlans are based on NDs. No composite action between deck and joist was considered In analysis. suppoft !"Nine L 111th Loads to Supports (U) Aooessorles Total Avallablt Required OMd doorLIM Total 1 - Plate on carKrete - HF 5.50" 4,25" 1.50" 38 262/-28 300/-28 1 1/4" Rim Board 2 - Beam - DF 3,50" 3.50" 1,50" 113 675 788 Blocldng 3 - Hanger on 7 1/4" HF beam 1.50' Hanger' 1.50" 1 36 250/-21 286/-21 See note r • Kim coaru is assurnm to carry an toads applied ainecuy above it, bypassing the member being designed. • Blocking Panels are assumed to can no bads applied directly above them and the frill load is applied to the member tieing designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. System: Floor Member Type: Joist Building the : RWdenttal Building Code : IBC 2015 Design Methodology : ASD comfectOr: Slmpwn SbUWTW connedm Support Mode Sant Wtgth TOP "Wit face Naffs Member Nails AbeMeorlea 3 -Face Mount Hanger I Connector not found N/A N/A N/A N/A LOWS LotaUon (Side) Spadnig Dead (0.90) Fiber Lire (1.00) comments 1 - Uniform (PSF) 0 to 14' 16" 10.0 60.0 Residential - Decks WeyettMmittler NOW Weyerhaeuser warrants that time sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser c:gressly dlsciaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined try the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Bbd&V Panels and Squash Blocks) are not designed by this software. Products marwfactred at Weyerhaeuser facillbes are third -patty certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by TCC E5 under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Ilterature and Installation details refer to www.weyed)amser.com/woodprodLxts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Ivan Kaliban 854-18 ELA - Mateo/Jase Res. Remodel/Addition West Coast Engineers, Inc. (360) 4243404 ivank 5@wcoasteng corn (�) SUSTAINABLE FORESTRY INMATIVE 12/21 /2018 10:07:15 AM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 854-18 ELA - Mateo 4X8 DF#2 Beam B1 Max. Span = 6.94 ft Beam dim. width 3.5 in depth 7.25 in load 497 plf total 382 plf live Reaction = 3447.6 Ibs allow deft. 360 (U360)in DL = 797.7 Ibs 240 U240 in LL = 2649.9 Ibs Fb= 1170 psi A= 25.38 in' Fv= 180 psi S= 30.66 in E= 1.60E+06 psi 1= 111.15 in Based on shear L=2*[Fv*A/(1.5*w)+d] = 13.46 ft Based on bending L=(8*Fb*S/w)'n = 6.94 ft Based on deflection L=[(384/5*x)E*i/wf 3 = 8.84 ft L=[(384/5*x)E*I/w]1/3 = 9.26 ft 4X10 DF#2 Beam Max. Span = Beam dim. width 3.5 in load 497 plf total 382 plf live U360 U240 8.50 ft depth 9.25 in Reaction = 4226.1 ibs allow defl. 360 (U360)in DL = 977.9 lbs 240 U240 in ILL = 3248.3 Ibs Fb= 1080 psi A= 32.38 in Fv= 180 psi S= 49.91 in E= 1.60E+06 psi 1= 230.84 in Based on shear 0 L=2*[Fv*A/(1.5*w)+d] - 17.18 ft Based on bending L=(8*Fb*S/w)t2 = 8.50 ft Based on deflection L=[(384/5*x)E*1/w]1t3 = 11.27 ft U360 L=[(384/5*x)E*I/w]"3 = 11.82 ft U240 ``✓ 070 a 864-18 EL.A - Mateo 4X8 DF#2 Beam B2 Max. Span = 7.44 ft Beam dim. width 3.5 in depth 7.25 in load 432 pif total 332 pif live Reaction = 3214.3 Ibs allow deft. 360 (U360)in DL = 744.0 Ibs 240 U240 in LL = 2470.2 Ibs Fb= 1170 psi A= 25.38 in' Fv= 180 Psi S= 30.66 in E= 1.60E+06 psi 1= 111.15 in Based on shear L=2*[Fv*A/(1.5*w)+d] = 15.31 ft Based on bending L=(8*Fb*S/w)112 = 7.44 ft Based on deflection L=[(384/5*x)E*I/w]v3 = 9.28 ft L=[(384/5*x)E*I/w]" = 9.71 ft 4X10 DF#2 Beam Max. Span = Beam dim. width 3.5 in load 432 plf total 332 plf live U360 U240 9.12 ft depth 9.25 in Reaction = 3940.1 Ibs allow deft. 360 (U360)in DL = 912.1 Ibs 240 U240 in LL = 3028.0 lbs Fb= 1080 psi A= 32.38 in Fv= 180 psi S= 49.91 in E= 1.60E+06 psi 1= 230.84 in Based on shear L=2*[Fv*A/(1.5*w)+d] = 19.53 ft Based on bending L=(8*Fb*S/w)1tz = 9.12 ft Based on deflection L=[(384/5*x)E*I/w]1r3 = 11.81 ft U360 L=[(384/5*x)E*I/w]'r' = 12.39 ft U240 r 854-18 ELA - Mateo 4X8 DF#2 Beam B3 Max. Span = 6.17 ft Beam dim. width 3.5 in depth 7.25 in load 628 plf total 483 plf live Reaction = 3875.5 Ibs allow deft. 360 (U360)in DL = 894.8 Ibs 240 U240 in LL = 2980.7 Ibs Fb= 1170 psi A= 25.38 in' Fv= 180 psi S= 30.66 in E= 1.60E+06 psi 1= 111.15 in Based on shear L=2*[Fv*A/(1.5*w)+d] = 10.91 ft Based on bending L=(8*Fb*S/w)"2 = 6.17 ft Based on deflection L=[(384/5*x)E*I/w]1/3 = 8.17 ft L=[(384/5*x)E*I/w]1!3 = 8.57 ft 4X10 DF#2 Beam Max. Span = Beam dim. width 3.5 in load 628 plf total 483 plf live U360 U240 7.56 ft depth 9.25 in Reaction = 4750.6 Ibs allow deft. 360 (U360)in DL = 1096.9 Ibs 240 U240 in LL = 3653.7 Ibs Fb= 1080 psi A= 32.38 in Fv= 180 psi S= 49.91 in' E= 1.60E+06 psi 1= 230.84 in Based on shear L=2*[Fv*A/(1.5*w)+d] = 13.91 ft Based on bending L=(8*Fb*S/w)112 = 7.56 ft Based on deflection L=[(384/5*x)E*I/w]1r = 10.42 ft U360 L=[(384/5*x)E*I/w]"3 = 10.93 ft U240 845-18 ELA - Mateo 84 4x8 HF#2 Max. Span = Beam dim. width 3.5 in load 593 plf total 508 plf live 5.92 ft depth 7.25 in Reaction = 3510.4 Ibs allow defl. 240 (U360)in DL = 503.2 Ibs 180 U240 in ILL = 3007.2 Ibs Fb= 1017 psi A= 25.38 in2 Fv= 120 psi S= 30.66 in3 E= 1.24E+06 psi 1= 111.15 in4 Based on shear L=2*[Fv*A/(1,5*w)+d] = 8.05 ft Based on bending L=(8*Fb*S/w)1/2 = 5.92 ft Based on deflection L=[(384/5*x)E*I/w]1/3 = 8.44 ft L=[(384/5*x)E*I/w]1/3 = 8.82 ft 4x10HF#2 Max. Span = Beam dim. width 3.5 in load 593 plf total 508 plf live U240 U180 7.26 ft depth Reaction = 4303.0 Ibs allow deft. 360 (U360)in DL = 616.8 Ibs 240 U240 in ILL = 3686.3 Ibs Fb= 938 psi A= 32.38 in2 Fv= 120 psi S= 49.91 in3 E= 1.24E+06 psi 1= 230.84 in4 Based on shear L=2*[Fv*A/(1.5*w)+d] = 10.28 ft Based on bending L=(8*Fb*S/w)1/2 = 7.26 ft Based on deflection L=[(384/5*x)E*1/w]1/3 = 9.40 ft U360 L=[(384/5*x)E*I/w] 1 /3 = 10.76 ft U240 9.26 in 845-18 ELA - Mateo B5 4x8 HF#2 p.t. Max. Span = Beam dim. width 3.5 in load 245 plf total 210 plf live Reaction = allow defl. 240 (U360)in DL = 180 U240 in ILL = Fb= 1017 psi A= Fv= 120 psi S= E= 1.24E+06 psi 1= Based on shear L=2*[Fv*A/(1,5*w)+d] = 17.78 ft Based on bending L=(8*Fb*S/w)1/2 = 9.21 ft Based on deflection L=[(384/5*x)E*I/w]1/3 = 11.33 ft L=[(384/5*x)E*I/w]1/3 = 11.84 ft 9.21 ft depth 25.38 in2 30.66 in3 111,15 in4 2256.4 Ibs 322.3 Ibs 1934.0 Ibs L/240 U180 4x1OHF#2 p.t. Max. Span = 11.29 ft Beam dim. width 3.5 in depth load 245 plf total 210 plf live Reaction = 2765.9 Ibs allow defl. 360 (U360)in DL = 395.1 Ibs 240 U240 in ILL = 2370.7 Ibs Fb= 938 psi A= 32.38 in2 Fv= 120 psi S= 49.91 in3 E= 1.24E+06 psi 1= 230.84 in4 Based on shear L=2*[Fv*A/(1.5*w)+d] = 22.68 ft Based on bending L=(8*Fb*S/w)1/2 = 11.29 ft Based on deflection L=[(38415*x)E*I/w]1/3 = 12.62 ft U360 L=[(384/5*x)E*I/w]1/3 = 14.45 ft U240 7.25 in 9.25 in C REVISIONS: 1. & WOLFE REMODEL & ADDITION 3. ANTUNA ALL WORK SUBJECT 4' 5. TO FIELD MATEO ANTU NA & JASE WOLFE INSPECTION FOR CODE COMPLIANCE m 7718 203RD STREET SW nm2& m�% q APPROVED �b1d rno EDMONDS, SNOHOMISH COUNTY, WASHINGTON 98026-6851 PLANS MUST B N ON JOB SITE ASSESSOR'S PARCEL NO. 2704-1900-1135-00ou Wax ABBREVIATIONS BUILDING SIZE PROJECT DATA DRAWING INDEX ra & AND (E) EXISTING EACH L LENGTH LAV LAVATORY BCD SCH SEE CIVIL DRAWINGS SCHEDULE EXISTING -FLOOR AREA Main Floor Area: 1451 SQ. FT. COUNTY SNOHOMISH COUNTY, WA GENERAL ADA COVER ANGLE EA @ AT ECB O DIAMETER ELEC EROSION CONTROL BARRIER LF LINEAL FOOT ELECTRICAL LPG LIQUID PROPANE GAS SD SECT SMOKE DETECTOR SECTION JURISDICTION CITY EDMONDS, S, WA A0.1 GENERAL & CODE NOTES A0.2 ENERGY CODE NOTES - w DEGREE ENG ENGINEERING) LVL LAMINATED VENEER LUMBER MAXIMUM SED SF SEE ELECTRICAL DRAWINGS SQUARE FEET PROPOSED ADDITION FLOOR AREA Main Floor Area: 817 SQ. FT. PROJECT ADDRESS_ 7718203 STREET SW 20 EDMONDS, WA 98026-6851 09oam m '� # POUND OR NUMBER EQ SQUARE FOOT EXT EQUAL EXTERIOR MAX MIS MACHINE BOLT SH SINGLE HUNG Conditioned Area PARCEL NO. 2704-1900-1135-00 ARCHITECTURAL A1.0 SITE PLAN c AB ANCHOR BOLT FAU ABV ABOVE FD FORCED AIR UNIT FLOOR DRAIN MECH MECHANICAL MFR MANUFACTURER SHT BIM SHEET SIMILAR Existing Floor Area: 1451 SQ. FT. Proposed Addition Floor Area. 617 SQ. FT. CODE 20151RC WITH WASHINGTON AMENDMENTS, A1.0 STORM WATER MANAGEMENT ACOUS ACOUSTIC FE FIRE EXTINGUISHER MIN MINIMUM SL SLIDER ACT ACOUSTIC CEILING TILE FF FINISH FLOOR MISC MISCELLANEOUS SMD SEE MECHANICAL DRAWINGS Total Conditioned 2,268 SQ. FT. WA (JURISDICTION) IRC 2015 CODE A1.0 /GRADING PLAN A2.1 MAIN FLOOR PLAN AFF ABOVE FINISH FLOOR FG ALUM ALUMINUM FHWS FULL GLASS MOD MODULAR FLAT HEAD WOOD SCREW MTD MOUNTED SMS SPD SHEET METAL SCREW SEE PLUMBING DRAWINGS Proposed Building Pad Area: 817 SQ. FT. ZONING RS-8 A2.2 NOT USED A2.3 NOT USED ARCH ARCHITECTURAL FIN AWN AWNING FLR FINISH FLOOR MTL METAL MUMULLEDWINDOW SPEC SS SPECIFICATIONS STAINLESS STEEL Proposed Structural Lot Coverage: 2.268 SQ. FT. LEGAL DESCRIPTION- SEC 19 TWP 27 RGE 04RT-139) W 1001 r OF E 555FT OF S 217FT OF SEI/4 NE114 A2.4 ROOF PLAN A3.1 EXTERIOR ELEVATIONS BD BOARD FOG BIF BIFOLD FOF FACE OF CONCRETEICOLUMN (N) NEW - FACE OF FRAMING/FINISH NG NATURAL GAS STD. STK STANDARD SELECT TIGHT KNOT Proposed Front Porch: 96 SQ. FT. A3.2 EXTERIOR ELEVATIONS A4.1 BUILDING SECTIONS / WALL SECTION BLDG BLKG BUILDING BLOCKING FDIC FURNISHED BY OWNER, INSTALLED NIC NOT IN CONTRACT NOMINAL Stt STRUC STEEL STRUCTURAL - - Remodeled Deck: 234 SQ. FL LOT SIZE 0.49 ACRES OR 21,465.80 SQ. Ff. A4.2 WINDOW & DOOR INSTALLATION BLW BELOW SM BEAM FOS BTM BOTTOM FT BY CONTRACTOR NOM FACE OF STRUCTURE/STUD/STEEL NITS NOT TO SCALE FOOT OR FEET OC. ON CENTER STS SV SELF TAPPING SCREW - SHEETVINYL SETBACKS FRONT -25'•0" - REAR-15.0" (n O C BUR BUILT-UP ROOFING FTG FOOTING OD' OUTSIDE DIAMETER (T) TEMPERED PROJECT PARTICIPANTS- - BIDE-7•-6" N G CENTERLINE FX CLG CEILING GA FIXED GLASS GAUGE jQL OPPOSITE HAND 6SB ORIENTED STRAND BOARD T&G TBD TONGUE & GROOVE TO BE DETERMINED - MAXIMUM 26 (PER ECC 16.20.030 TALBE OF STRUCTURAL S1.0 STRUCTURAL NOTES, PLANS '� LLI O - CLR CLEAR GALV CMU CONCRETE MASONRY UNIT GLIB GALVANIZED GLULAM BEAM PH PANIC HARDWARE P PLATE TOO TOP TOP OF CONCRETE TOP OF PLATE OWNER: MATEO ANTUNA & JASE WOLFE 7718 203RD SW STRUCTURAL: WEST COAST ENGINEERS, INC. IVAN KALIBAN 406 SOUTH FIRST STREET, SUITE 103 BUILDING HEIGHT SITE DEV. STDS.) S1.1 STRUCTURAL DETAILS - STRUCTURAL DETAILS LU COL COLUMN GSM GALVANIZED SHEET METAL PLAM PLASTIC LAMINATE TOP TOS TOP OF FLOOR TOP OF SLAB/STEEL EDMONDS, WA 98026-6851 PH: (206) 250-6932 MOUNT VERNON, WA 98273 PH: 380-424-3404 MAXIMUM LOT 31M COVERAGE 82.0 S2.0 STRUCTURAL FLOOR PLAN S2.1 FOUNDATION PLAN a/ COMP COMPOSITE GWB GONG CONCRETE GYP GYPSUM WALLBOARD GYPSUM PLWD PLYWOOD PR PAIR TOW TOP OF WALL EMAIL: jasetolfe@grnail.com j @g ail.com & EMAIL:IVANK@WCOASTENG.COM � S2.2 MAIN FLOOR FRAMING HMV y y CONT. CONTINUOUS HC CS CASEMENT HDR HOLLOW CORE HEADER PSF POUNDS PER SQUARE FOOT PT PRESSURE (PRESERVATIVE) TS TYP TUBE STEEL TYPICAL mateo.antuna@gmail.com ERIC@ELADESIGNS.COM SEISMIC ZONE D2 (V 0.131'x W) LIVE LOAD: 40 PSF, - S2.3 NOT USED S2A ROOF FLAMING PLAN / C Q (n CPT CARPET HHS HEX HEAD SCREW TREATED'.. UNO UNLESS NOTED OTHERWISE ARCHITECT: DESIGNS NORTHWEST ARCHITECTS DANIEL NELSON, AIA - DEAD LOAD: 10 PSF PSF G� G M Z DBL DOUBLE HM DEMO DEMOLISH HORIZ HOLLOW METAL HORIZONTAL REINF REINFORCING RET RETAINING VERT VIF VERTICAL VERIFY IN FIELD 26915102nd DRIVE NW STANWOOD, WA 98292 SOIL CLASSIFICATION:_ 1,500 SEE STRUCTURAL FOR FURTNER:I (FORMATION -�-1� 11 �[[77 11 ,1�/LseeC'cl�Yl K•"';'J'G(A 7 O ` = CV O DET DETAIL HVAC DH DOUBLE HUNG HEATINGNENTILATION/ AIR CONDITIONING RHWS ROUNd HEAD WOOD SCREW RM ROOM VPF W VEGETATION PROTECTION FENCE WIDTH - PH: 360-629-3441 EMAIL: don@designsnw.com WIND 110MPH, E)eP.OSURE B r'�k (� 2,-�"1i�r' e.�o X� QV16�.6�$- O ODIM DIMENSION ID DWG DRAWING INSUL INSIDE DIAMETER INSULATION RO _RObGHOPENING RWL RAINWATER LEADER w/ WD WITH WOOD _ OCCUPANCY GROUP_ R3 [....;; W INT INTERIOR SC - SOLID CORE _ WT WEIGHT CONTRACTOR: T.B.D. CONSTRUCTION TYPE_ TYREV-Bra i SYMBOLS VICINITY MAP DRAWING NUMBER � .a BUILDING SECTION X REVISION REFERENCE / ^ REVISION NUMBER -' , , , ,.° :. , ., /� p ; . rr - I'drt _�`r $Nj '* / r; 1 .. �'"�' - °�` ...#'e" a k � � e SW EGISTM RE WALL ERENCECTION A4.1 SHEET NUMBER REFERENCE MASONRY- - �� , •• J ' ; w, w o@s r`9 �• u. _: AKH NI N STRUCTURAL CONCRETE �.;I ,, '- [; (, i , GII.II - 5 :. 524 x i Imp DRAWING NUMBER EXTERIOR ELEVATION X REFERENCE 1 GRIDS INSULATION (LOOSE OR BATT) r-a a a -, . c-. .1 [Cil., t„%J I(t 1 L�U ,(747 , is fk _ e� ^',*' _. -[•,Rkr4vrlL.. �fuau..Y 1 11 °r•F'!}_ f? ,.I` APPROM '. . REFERENCE SHEET NUMBER NOTE: INSULATION RIGID GRID LINES LOCATE FACE OF (RIGID) FRAMING AND/OR 1 DRAWING NUMBER I. LI _. �"* )t. '�' " ,_ + '"� r : '`k L, ko Park 1 1�p INTERIOR ELEVATION 4Q\/A5®.1,j��2 REFERENCE �y SHEET NUMBER FOUNDATION STEM WALLS UNO TRUE NORTH NORTH ARROW NORTH , :.`,�,, r,'= EARTH SAND / PLASTER / MORTAR - a, -"'Ftl �1.1:`. �s 7 LHbSdr1� c;�mU'nitf vi 11p. A _ - Cu ltee - __-.•. •,"� ivldl ^3 ) -. ..I t.•;:ivL1f lt.,p[,d$o4l t, ykdtL; R t "3. D' _ ` , _ f .`4 _ "r Y (� `_ T� �. �r Cit) L ! nand ION si1g Auniclp,,.bo?iG,mrs6 � � CITY OF,FpI}(lpNDS `�4e �n acz�, ISBUILDING DRAWING NUMBER DETAIL REFERENCEk.. AX.1 SHEET NUMBER ROCK FILL a. .. a J ,;., ,a ,� t r ,.-'' HT5 ,. DEPARTMENT N WORK"C',7L QDDREJ ® METAL (LARGE SCALE) '� t#' ,r3' x: rk° ,u OWNER UP' 7R STAIR DIRECTION, _ NP Y,+ �. as .a #RISERS$TREADS 11T ?,;. GYPSUM WALLBOARD ,.. ::;:• ollrq PI cam. �- =i „ APPROVED DATE: (O (") - ROOM NUMBER ROOM ROOM NAME &NUMBER ROOM ® FINISHED WOOD I rn R:r. [ � :u; q 1 to , 01 "i C -- ) ,. PROJECT SITE +� k k PLDG. OFFICIAL - DOOR REFERENCE 101X DOOR LETTER STRUCTURAL WOOD :. cri s, 7718 203rd 1 lal ,prri ng Cedirt +x. EDMONDS, WA 98021-8851 •`;'Y:'' `"' '; L E`v�: '�Cj�l1ABER LL ® (CONTINUOUS MEMBER)LU 3. EQUIPMENT NUMBER 101 MIMS, Ml' ,S, mw ' ,.Uaw sf Y WINDOW REFERENCE < X WINDOW TYPE CENTER LINES, FLOOR LINES STRUCTURAL WOOD (NON -CONTINUOUS MEMBER) ., '.'7 I J } ` {7 �;, { p [ r - �Ia r ZBTE'?rI'Svv 20bU1 R 51V 1 1 ICI O - .- AT EXTERIOR ELEVATIONS, PROJECTED LINES 1+Ilei•, r - 11[ (' WALL TYPE MX_WALL TYPE KEY NOTE REFERENCE X REFERENCE NUMBER PROPERTY LINES, BOUNDARY LINES HIDDEN LINES ® ® PLYWOOD TILE (CERAMIC) Al "� ! 1' VOS ;.... - Wa[rhn r1 ;. - d f. 1 ") A e' ": - `z•,,..[- �' nq' B�I t,.". `<lllji _I - S _ = A. yr, -; s : - ;, Y a :";�.? xi . � L$( APPROVED i L�, - ? J7 L. ..,t .if( - ,,., ' 2T :, 712 i3t5V! • i�-i. a'_ 1 = i•++77 I DE AR NT A DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELAB KGN CASEWORK REFERENCE 101 SCHEDULE NUMBER BREAK LINES ��,/� a, -- % ., - ri. ot:dd' '+ Ednc i f .,cnd J ap +.y 'S 'y`d T = a _ TI'S[,r,, ,l �� ' a: 'ry ,,°I- //++I� la ECeEIVED a• : _ JOB NO: 2016.060 SHEET: 3 v 1✓ -ns k i Z W FEB 1 2IN A0.0 BUILDI�lN� li Window, Skylight and Door Schedule Project/ntermation ConlaeflMormstion TUNA& MODEL A I MATED IN&JASEWOLF 7718=RD REET SW 7718 203RD STREET ItIJMUNIJb,VVA 98026-685I Il,UN1QNUZj. WA b=40-btKi Width Height Ref. U-factor Cit. Feet'"`" Feet l"`" Area UA Exempt Swinging Door(24sq. ft max.) ® 0.0 0.00 Exempt Glazed Fenestration (16 sq. it max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Description Ref. U-factor ENTRY DR 101 0.22 ENTRY WIN 101 0.28 ENTRY WIN 101 0.28 KIT WIN 102 0.28 LIV RM WIN 103 0.28 LIVRMWIN. 103 0.28. BR WIN 105 0.28 BR WIN 105 0.28 BR WIN 106 0.28 LAUN RM WIN 109 0.28 BRWIN- - 110. 0.28 BR WIN - 110 0.28 MST BR WIN 112 0.28 MST BR DR 112 Q22 NOOKDR - 114 0.22 NOOK WIN 114 0.28 Width Heigh MEMENIMEM ---ME MIME --■-. MIME --E-M IMEMMEEME --■-■ MIME INEMEM MME NIMMI� Suon ofVertical Fenestration Area and UA Verfkaf Fenestrabot Area Weighted U = UA/Area 0.0 0.00 0.0 0.00 0.0 0.00 0.0 DOD 0.0 0.00 0.0 0.00 0.0 0.01) 472.3 123.05 o.2s overhead Glazing (Skylights) Component Width Height Description Ref. 1-1-factor Qt. Feet"" Feet'"' Area UA 0.I 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0.. Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U = UA/Area 0.00 Total Sum of Fenestration Area and UA (for heatingsystem sizing caicufafions) 472.3 123.05 Prescriptive Energy Code Compliance for All Climate Zones in Washington ft.t lnrormsi Confeof /nkarmafion A' UNA&WOLFE REMODEL/ADDITION I MATEO AUTUNA&JASE WOLFE 7718 203 STREET SW 1118 203 STREET SW. EDMONDS, WA 98026-6851 EDMONDS, WA 98026-6851. This project will use the requirements of the Prescriptive Path below and incorporate the menlinimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen bythe permit applicant. Authored Representative AllciimatezonR -. alue - acto Fenestration U-Facto one 0.30 Skyight U-Factor nla 0.50 Glazed Fenestration SHG • nra Na Ceiling" 491 R026 Wood Frame Walla'^" 21 int 0.056 Meal R-Value 21/21 0.D58 Floor 30 0.029 Below Gradewall" 10115r21 int+T6 0.042 Slab R-Value & Depth 10, 2 R Na `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area With less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. I2±12. Medium Dwelling Unit: 3.5 credits All dwelling undsthat are not included in N1 or #a Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Table R408.2 Summary Total Credits *Please refer to able R406.2 for completeoption descriptions kWh r 0 `O 0.5 W E � 0.5 :E as 1.0 3 d � 1.5 0.0 fai 3.50 Simple Heating S stem Size: Washin ton State T aan s ate szin c setl Re ulre Ca e2015W in t eeE a lode 3EC anti ACCq uel J d S Th' I l i III carol to h e r atla o N ACCA tlutes fo iTl olinD t sh Itl b ti t tletemtl Doll a l tl The glaring (window) and door parson oath¢ calculabr assumes me Installed glazing and door products have en area Weighted average U4,ctor 00.30. The incorporated insulation requirements am the minimum proscriptive amounts specified by the 2015 WSEC. Please fillout at Oahe green dropAowns and boxes Nat are applicable to your polect. As you make selections In the dmi,A wns for each section, some lueswlll be calculated foryou. If you do not see Me selec4m you need In the drop -dawn opflons, please call Me WSU Energy Extension Program at (360) g56.2042 for assislarm. P.j,,dlydmmadoo Carbdh s-mon ANNNA & WOLFE RE0000 /ADDIMON MATED AI1�UNA &1ASE WOLFE 7718203RDSmEFTSW 17182MRD5mEET5W EDM0ND5WA 980266851 '- '" '.' -'. s...... WABa026- headnnSvstemTvoe: 0 mon-si - O xsaroame ro saeadanedrndnatrons w.aw.:sron prate ycrrcurn.mmeomd•m,1n, ec r. DesignTenumnature TurperatureOdf n (AT) 46 ( J Area of Building Cond'Rianad Floor Area 'n't"iC°"as conditioned Floor Area(sq ft) 226a Average Ceiling Haight Conditioned Volume lnsuuce-"ns Average Ceiling Height (ft) 8.0 18.144 Glazinaand Doom U{re odor X Am. UA 0.30 472 141.60 Skyllghis UFador X Area a UA "s'CtlOn' "1 0.50 eO 4.D0 Insulation Attic UFador X Area a UA rMIME_I rswcems I� J 0.026 2,268 58.97 S'n9le Renar o Jor d V Ited Q rrxm UFador X Area UA ;mrmrn"ns Noseledon OO _ Above GradeW Irh ps gwao UFador X Nee UA rshmmons I Rx --on, - - 111 �j j 0.0. 1.4n 82.71 F... UFador X Aea UA I-- �� -'- 0.029 z.z66 65.77 Below Grad. W.R.--v UFador X Aea UA rm;mcoons j w �I� N...... n O _ Slab Below Grad res.vh a _ rnewmons FFador X Len ih UA ((SBazoxdawl No selection O9� ', Slabon Grader F/euasl _ Irrs;m=a"ns f FFador X Len ih UA 1 Se4d&h4 � j No selection Location of Duets rmwctlons------------ Duct Leakage Coefficient 1.10 Sum of UA 353.05 Flo ret Envelop^, Heat Load Air Le1ka4gae Neat Load 16,240 fire/Hour 9,014 etu/Hour ol Bding Design Haet Laad 25.254 Btu/Hour oraeraos . rnrstbs xssrca. BWlding and Dud Heat Load 27,760 Btu/Hour mom um Neu Equ�ipme'twc uum 38.892 ElWill ur For Sh lfoot: 304.8 mm, ci; continuous insulation, int: intermediate framing. 'it -values are minimums. 1-1-factors and SHGCare 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. ,The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. ' "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior orexterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement - R-10 continuous insulation is required under heated slab on grade floom. See R402.2.9.1. "There are no SHGC requirements in the Marine Zone. 'Reserved. 'Reserved. h Reserved. 'The second R-value applies when more than halfthe insulation is on the interiorof the mass wall. Reserved. k For single rafter- orjoist-vaulted ceilings, the Insulation may he reduced to R-38 (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a num of R-10 insulation. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as Ipecified in Section R402.1.3. A L-T i- W WH ESU JUN 14 201N W BUILDING DEPARTI.�ti a CITY OF EDMON REVISIONS: 1. REV. '1' 06 2. 3. 4. 5. W LL (0 DO DO Z C0 G W Z111 � NEGISTFAm vJ LW r 0 Z W 0 U } 0 W Z W DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELA & KGN JOB NO: 2016-060 SHEET: A0.2 E 2"X2" BY 14 GA. WIRE 6'•0" MAX 8'-0" MAX. 1. 2• OR EQUIVALENT, IF STANDARD POST SPACE INCREASED 3 STRENGTH FABRIC IS WIRE IF WIRE MESH BACKING S IS USED. IS USED. 4. USED. 2X2 WOOD POST. STEEL POST. OR 5. EQUIVALENT. 2 1 NOTES: 1. FENCE SHALL NOT BE INSTALLED ON SLOPE STEEPER THAN 2:1. i NO FILL WITHIN 4'-0" OF FENCE. 2. JOINTS IN FILTER FABRIC SHALL BE OVERLAPPED 61NCHES AT POST. - - a a ro 3. USE STAPLES, WIRE RINGS, OR EQUIVBALENT TO ATTACH FABRIC TO WIRE FENCE. c°iu -"mod 4. REMOVE SEDIMENT WHEN IT REACHES 113 FENCE HEIGHT. z N ¢ ro q a *MAXIMUM BURY BOTTOM OF _--Tr--_-- — —----,*_---�oMATERIAL. FILTER FABRIC BACKFILL I II TRENCH wI NATIVE NAIVE SOILSOIL OR 3/4"-1.5" - ro WASHED GRAVEL I u u u H TYPICAL SECTION TYPICAL ELEVATION FITERFABRIC ATERIALIRE MESH FENCE W/ z °' w c 3/4" = 1'-0" PERMIT SET (A& W) 2019 SCALE SCALE 3/4" = 1'-0" PERMIT SET (A&W) 2019 c copyright DNW ARCHITECTS, INC 2019 O BURY BOTTOM OF FILTER FABRIC MATERIAL IN 12" X s" TRENCHCO 4 E- ~r (c�Copyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 360-629-3441 or info@designsnw.com JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, W IRE RINGS OR W �y w 0-629-34410rInf0@deSlgnSRW.COm Q EQUIVALENT TO ATTAQHE FABRIC TO POSTS. �? di O N` o I YJ A ----- t� - __ RD - F $SE T p cw EXISTING DRIVEWAY I I EXISI ING Tl7Rp AA n I \ I IW Oiw III `\\ allo•zl)l� I II rAl� I W10 II I LL --T -- J \Z Z I SPLASH BLOCKS T i� 50' OF VEGETATION I I \\ to SPLASH BLOCKS CALCULATIONS FOR PROPOSED RESIDENCE ROOF LL Y LLJ 1,200 SQ. FT.1700 SQ. FT. =1.714=1.714SBOR2OK QiQ i PROPOSEDA'�, I°D w �jco i I rl N I � I j EXISTING TI I� I/ A _ _ _ 15'_0"�RI V T i 88 i 10'EASEMENT WESTERN RED \ CEDAR OF SIGNIFICANCE (ALL TREES TO REMAIN) SPLASH BLOCKS 50' OF VEGETATION SOIL RETENTION FENCE SEE A1.0 MI GRADING CALCULATIONS: PROPOSED CUT: 34.96 CU.YDS. PROPOSED FILL: 6.83 CU. YDS. SOIL RETENTION FENCE SEE A1.0 SPLASH BLOCKS 50' OF VEGETATION DOUGLAS FIR OF SIGNIFICANCE (ALL TREES TO REMAIN) \ SWMP & GRADING PLAN SCALE 1" = 20'-0" 0 20 40 60 SCALE 1" = 20' "Nochiag in this permit approval process shall be interpreted as allowing or permitting the tnaintouance of any currently meeting illegn), nonronformiog or an emitted building, struaturo or Bite roadition which is outside the scope of the permit application, regardless of whether such building, strueture or condition is shown on the site plan or drawing. Such building, structure or condition my be the subject of a separate enforcoment notion" EXISTING WATER METER EXISTING WATER LINE EXISTING DRIVEWAY IMPERVIOUS SURFACE CALCULATIONS:(HARDSCAPES) (INCLUDES ROOF OVERHANGS) LOT SIZE (0.49 ACRE(S)) 21.465.60 SQ. FT. EXISTING GRAVEL DRIVEWAY 3,112.00 SQ. FT. EXISTING RESIDENCE 1,667.00 SQ. FT. EXISTING GARAGE 729.00 SO. FT. TOTAL EXISTING 6,692.00 SO. FT. PROPOSED ADDITION 1,089.25 SQ. FT. TOTAL OF PROPOSED 1 ,089.25 SO. FT. IMPERVIOUS SURFACE COVERAGE PERCENT OF PROPOSED & EXISTING 30.73%(35%MAX.) LOT COVERAGE CALCULATIONS:(STRUCTURES ONLY) (FOOT PRINT OF STRUCTURES) LOTSIZE (0.49 ACRE(S)) 21,465.60 SO. FT. EXISTING RESIDENCE 1,420.00 SQ. FT. EXISTING GARAGE 676.00 SQ. FT. TOTAL EXISTING 1,995.00 SQ. FT. PROPOSED ADDITION 944.00 SO. FT. TOTAL OF PROPOSED 944.00 SO. FT. LOT COVERAGE PERCENT OF PROPOSED & EXISTING 13.70% (35% MAX.) FOR: MATEO ANTUNA & JASE WOLFE 7718 203RD ST SW EDMONDS, WASHINGTON 98026-6851 SITE: SAME PARCEL ID: 2704-1900-1135-00 ZONING: RS-B LEGAL DESCRIPTION: SEC 19 TW P 27 RGE 04RT-139) W 10OFT OF E 555FT OF S 217FT OF SE114 NE114 WIND EXP: B SEISMIC ZONE: D2 ALL DOWN SPOUTS TO DRAIN TO SPLASH BLOCKS EROSION CONTROL SEE A1.0 SOIL RETENTION FENCE ( I 1 CENTER OF \ 203 STREET SW - - I— 422.5' WATER VALUE �I 422' W \ I LL I Q tV. o tD \ Ill „ RD Z z H °N T -( WESTERN RED O � W CEDAR OF SIGNIFICANCE U Q O. c"r I 0 (ALL TREES TO REMAIN) 06 _ \ A I I EXISTING SEWER LINE N p U) 4" CLEAN MOVED Q 0 M In Z EXIS ING TbRE I TO 3' FROM PRO STRUC. II \ I ° I SOIL RETENTION = 0 FENCE SEE A1.0 = Z r 0 \ U) I-- Ill II I I I rr — eJ I I o _0 j jl (9Iw illl i i II — IW I II �I� III- ;I� i iI Wig LIF-I�EXISTING I HEIGHT CALCULATIONS: > I LL —_T --JJ ii RESIDENCE — A=azs' - JIo I II° B=424' seas Z I Z I I a I° C= 425' FEGISTFF><D D = 424' ARCH AVERAGE GRADE 424.17- NI N I Q 1 ACTUAL =42V \I 0 I I / MAXIMUM= 449.5'(25MAX HT) T \ W C' 425' — - — _ �'_7" ' 42 ' i aabtie j( (W uiir;ith )' e ,;•'' .o ws, �I \ w b /?u`�tivOftlt�,i \tw t �ii I WWim IPRO REMODELED DEC I c`mo�w i PROPOSEDADDITIO S zo Q `L SOIL RETENTION 0) AZT' }I FENCE SEE A1.0 I EXISTING TURF '1� �� Ica ENGINEERING DIVISIONN I 1 1N.— A NOTE Z i I —", Q iL __ 15'_0"�REAYA I DOUGLAS FIR RD CK — OF SIGNIFICANCE ^^ (ALL TREES TO REMAIN) U-'—'—• P,C1 gz W 426.0' SITE SCALE 1" 0 PLAN = 20'. 0" 20 bone S-[� Corner�Flag� Setb6c1g Req&acl Actual �K� tDnt Sidest4/2 -2° cc--4Rear Other 40 60 H012Itt• _ l�j° RECEIVED W cn 0/ cn DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELA&KGN JOB NO:2016-060 SHEET: A 1 . O FEB 21 2019 w SCALE 1" = 20' CrPV (t✓OjF" BUILDING a E N +a m �—-------------- —R — --�1 F----------------1-- -- ----- -- I I I I r l I I I I `ry I I I I I I I I I I I I I v W B I I 7 I Z10 I _ I I I I VJ I I I I I XII I I W I �./ 1 � I I I I 17 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N 0 ----J 4 49'-91/2" I 1T-1 1!2• 14'A 1l18" 2'-8" 2'-11" V-31/2" 6-91/2" 5'-1" 4'$1@ 2'-101/2" 2'•6"' 8'-83/4" 8'-63I4" I 7'-0" T-0" II SETBACK TI 7 7 i i $ cl■■■■��■■Wl�p II . I■■■.■■■■■■■■■■■■■■■II - BED400M - i 1a■Li711■■■■■111■■■LyGi■1■■�FL + ' II �_ ���I�■■■■■■■■■■■1l11.1!A611AIkdL�]Fa ■.0 ■ `' G 1■■■■■■ I DEMO WIN. KITCHEN APPLIANCE TO 2'6"X4'6" 7'0"X4'6" PIC. 6"X4'6" I REMAIN CAS. CAS. I KITCHEN I 11021 I I 11'-1"Xt6'-6" I I 1 = W z LIVING ROOM 1 3o v I I [1031 Y a O w I 21'-1"X13'-6" 1 N a z z_ U"zZ� 1 m - GAS FIRE 1 � I 1 I I o I II r� BATH I I II I I [1131 ( o I I DST FAN 11 -1o"xe'-10" t00 I I I CFM NOOK 11141 x '° 1&4"X12'-V -------- I 1 j ® 2'8" 8.8" I = ry MST CLO TN [111] F Y-51/2" �— • I 12' DOOR UNIT — — -I 7'-1112" I 8'-10• I I I --io MST BEDROOM o [112] 16-10-KIT-5" _ I I I 4A" I I I c I I I I I rn I HALL BEDROOM 1 0 11041 [106] 1 I ° r a q I� S.D./I I 6'6• `, I I N g 4 Z. 0 . I o = BATH �qN (1071 100 1c g- W N — b m 2.8"XB'8" 11'-7"XT-10" CFM LL HY g 8] ' I1 I aIz 6�-4" 1 I y I u5 I D g LIN. H.W. PROPOSED 14IR HANDLED i, o 26"xs'e" LAUNDRY FANI a [1091 1801 11'-7"XB'-0" CFMI � I 5 � I o WASH RYER. I — E 6'0"X6W I � I BED OOM 14'-6 113'-5' I I I 1 1 1 P I I 1 o I I -- _-- _ —I EGF{ESS 5'0X4'0 PI¢, CENTER w/ (22C0A4E® 0A ) MUL. EGR SS 5'OX4'0 PIS. CENTER wCAS END (2)2'0' AMUL. ® iv I — ---------- I ---------- -------- --------II I —J I I I V-1011. 7L10" V-51/4" 8'-31/4" 6'-71/2" 7'-1" T-V 16'-81/2" 1A 1/2" ETBAI r-w- 16'-8 1/2" L 3V-5" 4V-91/2" jj 7 I O,;WAIN FLOOR PLAN of SCALE 1/4" = 1'-0" DESIGN DEVELOPMENT (MATEO & JASE) 01-10-2019 @copyright DESIGNS NORTHWEST ARCHITECTS, INC2019 360-629-3441 or info@designsnw.com QI" WIr NI I I O "ego R � U g o C o a q v m�mm obo " a 0 N dJ r I Tv1 V v E- uj LL 0 O Z LLI W Q1 0 Q S v, a 0Mz N = Do o a (A n W Z a 5w � lEGISiB1B1 V I a Q m O I O N p LL SQUARE FOOTAGE/ �; 0 EX. MAIN FLOOR 1,451 SQ. FT. LU PRO. MAIN FLOOR 817 SQ. FT. (n TOTAL LIVING SPACE 2,268 SQ. FT. O O PRO. COVERED ENTRY 96 SQ. FT. n REMODEL I PRO. DECK 234 SQ. FT. j , , O —4 NOTE: 1. S.D. Q SMOKE DETECTOR 110V INTERCONNECTED WITH BATTERY BACKUP LL 2. CENTER DOORS IN ROOMS OR PROVIDE A4.1/2" MIN. RETURN UNLESS NOTED OTHERWISE. DATE: 01-10-2019 3. C.M.D. Q CARBON MONOXIDE DETECTOR DESIGNED: DAN I 4. FRESH AIR PORTS IN WINDOW FRAME ARE NOT LESS THAN 4 SQUARE INCHES OF NET AREA. DRAWN: ELA&KGN G 5. ALL HOUSE FAN WITH TIMER (OPERATES 2 HOURS EVERY4 HOURS SEGMENT OF TIME) ,JOB NO: 2016-060 SHEET: i6. FOR ALL HOLD DOWN LOCATIONS& SHEAR WALLS SEE S2.0 RECEIVED EX. WALLS - - EX. WALLS FILLED IN FEB 2 i 2919 W A2 1 PRO. WALLS BUILDING . I REVISIONS: 1 2. T I 4. 1 5. _ I I adIq oo�ym o • �R�J) 5 oc?0 g SLOPE SLOPE 1 +n z xe !T"• 4:12 1a 4:12 a s' d - - r! , I N q g.� Z I _-� QC/, SLOPE > SLOPE — —1 — CI] U d C _ — — — — 4i1'2 4:12 Z ... �. CertainTeed Z z 1 A wK co�r SLOPE K 0 KI - 1 (7 SLOPE w SLOPE 111 �-! 51 will" 4d2 _ �� WALL BLOW Q O r� - _ - 4:12. > 4:12 OVERHANG x UNDER Z WINTER UARD ROOFING di w- w "'° •,..,..,: "°m' U z I FIRST 36 ALONG EVES J3 FIRST ALONG THE Y/CL r65 SLO2 4:12 4PE 3 SLOPE RAKES, L VALLEFIl YS ��u LESS THN :R12 PITCH z 41 a ,�C i"'k .'"'41RgA 5e�f."'"1. + "•a SLOPE V SLOPE I ��� •� 4:12 3 4:12 /\ $ .....,.,.."... z SLOPE I �J 4� W U. Pl- I I O co Z I— 04 o e j I ATTIC VENTILATION (GARAGE) � O W o i I REQUIRED: 1,026 S.FAU300 = 3.42 S.F. - I— (50%AT RIDGE AND 50%AT EAVES) = to PROVIDE AT RIDGE: 38'-6" LF RIDGE VENTAT 0.14 ❑ N 5.39 SF> 1.71 SF OKI ❑ PROVIDE AT EAVE: 36 BLOCKS WITH (3) 2" DIA ` O O Z EXIST RIDGE I SCREENED HOLES AT.07 SF EACH =2.66 SF> 1.71 Z 0 O N SF OK! Z co ❑ ATTIC VENTILATION (RESIDENCE) - I I REQUIRED: GEAN .FJ300=8.3 as (50%AT RIDGE AND 50%AT EAVES) a a PROVIDE AT RIDGE: 96 LF RIDGE VENTAT 0.14 Nv N& - I SFALF=13.44 SF>4.16 SF OKI 1 PROVIDE AT EAVE: 96 BLOCKS WITH (3) 2" CIA I SCREENED HOLES AT .07 SF EACH = 6.72 SF > 4.16 SF OKI r S PE LOPE I ssao PEGISTBn �� 12 4:12 I, AACHI ECT zi\J U O N O z L--- Q I W o cl� I ROOF PLAN 4 I SCALE 1l4" = T-V PERMIT SET (METEO&JASE) 01-10-2019 Ocopyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 II I % i I RECEIVED � DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELA$KGN JOB NO: 2016-NO SHEET: A2.4 360-466-2510 or info@designsnw.com I I FEB 21 2019 i BUILDING a REVISIONS: 1. 2. 3. 4. ---------------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MAX HEIGHT 450•-0^ (10'4 1/4^) - 5. u m m m aop q O�Omm Ny rno ebb ma N 5/4X6 CEDAR (MATCH EXIST) I I m� RIDGE COMPOSITION SHINGLES -- 439'-75/8"(5'-51/2" BEVELED CEDAR SIDING(MATCH EXIST) - E- CONTINUOUS METAL GUTTER d Z E--I s C/5 x a __- 434 OF8"(7 9E1B" Q AK o BEVELED CEDAR SIDING(MATCH EXIST) PROPOSED CONCRETE PORCH EXISTING GRADE c b 0 MAIN FLOOR c 42 GRADE r ------ --- ACTUAL(FLR TO FLR) EXISTING PROPOSED ADDITION EXISTING PROPOSED ADDITION -{ - W NORTH ELEVATION I u— SCALE 114" = 1'-0" DESIGN DEVELOPMENT (ANTUNA&WOLFE) 01-10-2019 ©copyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 360-629-3441 or info@designsnw.com O Z C4 WOld O> V � Q = N Q O M z 7 0 O 00 �_.. y�W -------------------------------------------------- MAX HEIGHT - - - - - - - - - - - - - - - - - - - - - - - - - - - - AA BQQD 4 Q I I QF - CONTINUOUS SCREENED RIDGE VENT - CONTINUOUSISCREENED RIDGE VENT --- - _ _ _--- RIDGE NI N 5/4X6 CEDAR (MATCH EXIST) - T COMPOSITION SHINGLES 12 BEVELED CEDAR SIDING(MATCH EXIST) _ SLIDING GLASS DOOR - CONTINUOUS METAL GUTTER TOP OF PLATE O N MAIN FLOOR 44GRADE z '7-534 .. ...." 4....., ' r L I ACTUAL (FLR TO FLR) O —- - - - - - - - - - - - - - - ---- -- ------ - - - - -------------------------------� PROPOSED EXISTING EXISTING PROPOSED Q WEST ELEVATION o DESIGN DEVELOPMENT (ANTUNA & WOLFE) 01-10-2019 W J @copyright DESIGNS NORTHWEST ARCHITECTS, INC2019 U) W 360-629-3441 or info@designsnw.com DATE: 01-101019 DESIGNED: DAN DRAWN: ELA&KGN ,p+ JOB NO: 2016.060 RECBIV SHEET: FEB Y'I 201 A3.1 BUIUILDIRI� z O w w z '4 MAX IGHT --------------------------------------------------------------------- — — — — — — HE 450'(10'-4 1/4") --------------- —-----------------------------#.�I.TI.G — EXISTING ADDTIIONPROPOSED SOUTH ELEVATION PROPOSED ADDITIONE SCALE 1X' = 1'-0" DESIGN DEVELOPMENT (ANTUNA & WOLFE) 01-10-2019 ©copyright DESIGNS NORTHWEST ARCHITECTS, ING 2019 360-629-3441 or info@designsnw.com TOP OF PLATE 439'-7 5/8"(E' ". 5/4X6 CEDAR (MATCH EXIST) COMPOSITION SHINGLES BEVELED CEDAR SIDING(NIATCH EXIST) 5/4X4 WINDOW AND DOOR TRIM CONTINUOUS METAL GUTTER TOP OF PLATE dK 434'-21/6"(7'-9118") MAIN FLOOR A 426-5 3/4"(1'-5 3/4") GRADE .K 425'-0" (0.-0") ACTUAL(FLR TO FUR) — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — MAX HEIGHT 450'_0 (10'_4114") CONTINUOUS SCREENED RIDGE VENT I I 1122 I CONTINUOUS SCREENED RIDGE VENT �I— -----� � ---� ---— — — — — — — — — — — — — — — — — _ — — — — — — — — — — — — — — — — — — — — — — — — PRO CRAWL SPACE SCREENED VENTS PRO CRAW SPACE ACCESS PROPOSED ADDITION EXISTING EAST ELEVATION EXISTING PROPOSED ADDITION SCALE 1/4" = 1'-0" DESIGN DEVELOPMENT (ANTUNA & WOLFE) 01-10-2019 ©copyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 360-629-3441 or info@designsnw.com TOP OF PLATE 439'-7 5/8"(5'-51/2" 5/4X6 CEDAR (MATCH EXIST) COMPOSITION SHINGLES CONTINUOUS METAL GUTTER TOP OF PLATE 434'-2 1 /8"(7'-9 1 !8") BEVELED CEDAR SIDING(MATCH EXIST) EXISTING GRADE MAIN FLOOR 426'-5 3/4"(1'-5 3/4" GRADE i 425'-0" (0140") N ACTUAL (FUR TO FUR) W LL O Z H � � W o ULu W Q 08 _ Cn Q p M Z 0 N 0 L fA P W Z Q FEGISTSM ai N O r rn Z O O ~Q W w W DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELA&KGN N JOB NO: 2016-060 SHEET: A3.2 RECEIVE ig"W FEB Z 1 2019 a. RI III nIAIll- E 2 REVISIONS: 1. 2. 3. 4. 5. AA •0 W�?m�a moo a;6 m w I I b`�mm w F W Io � omomwo,e ID 439 7E5/8"(T-91/8" I ® ® RIDGE N 'B 439'- 8" 5'-51 2" `b TRUSS QH WEBBING 4 ® ® Z OMITTED ® a 2 12 2 12 0 ® TOP OF PLATE W 434'-2-1/8" (T-9-1/ Q0. ® p 5 1"AIR SPACE BAFFLE D CK `BEDROOM 0 p 2X VENTED SCREENED BLOCKING - n MS DROOM BED OIL 0 0 COMP. ROOFING p o 301bs BUILDING PAPER OR EQ. 5/8"CDX OR7N6"OSB SHEATHING 0 9 - 2X COMMON TRUSS w/ EXT. HEEL FLOOR 426'-53/4"(1'-53/4" 0 ® 25'AE TOP TO FLR) Lu \ ... o SCISSOR TRUSS SEE ROOFING LL � � ®®®®®®®® FRAMING PLAN - - R-38 BATT INSULATION - 5/8"GWB BUILDING SECTION Q tooHOL.DR OWN _ A SCALE 1/4" = 1'-0" DESIGN DEVELOPMENT (ANTUNA & WOLFE) 01-10-2019 - Z oND SIMPSON H 2.5 CONTINUOUS METAL GUTTER ©copyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 S :D LU 01 2X4 STRUCTURAL FASCIA 360-629-3441 or info@designsnw.com STAGER TE SPLICE MNTOP �48" 5l4X8 CEDAR OR WHITE BOARD FASCIA J U Q CEDAR SIDING CLAPBOARDS 1/2"GWB 2 1/2" CDX-OR 7/16" OSB SHEATHING /Y\Vy R-21 BATTS INSULATION N 2X6 STUDS @ 16" O.C. - CIE M Z 2X6 STUDS @ 16" O.C. RSATTS INSULATION (,OPTIONnr Z O N 0 TJI RIM JOIST 2X6 TOP PLATE STAGER SPLICE MIN. 48" 00 Z v— G H V) � W 1/2"X10" ANCHOR BOLT @ 48" O.C. AND 12" MIN FROM ENDS /w 3"X3"X1/4" WASHERS 314" GOLD EDGE T&G SHEATHING MIN. WOOD / EARTH SEPARATION R-30 BATTS INSULAITON GRADE TO SLOPE AWAY 6" THE FIRST 10' JOISTS @ 16" O.C. CLEAN GRAVEL w/ FILTER FABRIC MAIN FLOOR Q Q Q o 0 4" PERF FOOTING DRAIN (ONLY TO BE PROVIDED IF THERE IS AN EXISTING FOOTING DRAIN SYSTEM TO TIE -INTO) I u 0 REGIS1EThD MAIN FLOOR h ARM CT " 428'-5 3/4" (0'-0") I NI N ACTUAL(FLR TO FUR) CRAWL SPACE RIDGE - RIDGE 6 MIL. POLY VAPOR _ • // /// / // 439'-7 5/8" (5'-5 1/2") 439'-7 5/8" (6-5 2" CONIC. FOOTING (SEE STRUC.) •\_ /��\ UNDISTRIBUTED SOIL R U S S TRUSS PLATE"OOF PLATE � V) 044TOP21O8(T-9-1/8") P CN BEDROOM ENTRY PANTRY (� r' CD WALL SECTION FLGDR FL OR 0 1 426'S 3/4"(1'-5 3/4') 426'-5 3/4" 1'S 3!4" Z SCALE 3/4" = 1'-0" SP A&W 01-10-2019 ( ) ©copyright DESIGNS NORTHWEST, INC 2019 GRADE GRADE azs'_u^ (0-0^) CRAWL SPACE ii\ CRAWL SPACE i i , 425'-0" (6 0" Q 360-629�441 OrinfO@deSlgnSRW.COm ACTUAL(FLRTOFLR) rW \ /O \ \ \y/\\ ` /\\ \ ACTUAL(FLRTOFLR) _J �-��� <'`/ � W � \:�/ \{ /• DATE: 01-10-2019 �p1 DESIGNED: DAN BUILDING SECTION _ AWN: :E DRAWN: LA & &KGN SCALE 1/4" = V-0" DESIGN DEVELOPMENT (ANTUNA & WOLFE) 01-10-2019 Joe No: 2116-010 ©copyright DESIGNS NORTHWEST ARCHITECTS, INC 2019 RECEIVE®. ■ SHEET: 360-629-3441 or info@designsnw.com W FEB Z 1201g a A4 . 1 BUILDING 2015 INTERNATIONAL RESIDENTIAL CODE (IRC 2015) M1307.1 GENERAL. Installation of appliances shall conform to the conditions of their listing and label and the manufacturer's installation instructions. The manufacturer's operating and installation instructions shall remain attached to the appliance. M1307.2 ANCHORAGE OF APPLIANCES. Appliances designed to be fixed in position shall be fastened or anchored in an approved manner. In Seismic Design Categories D1 and D2, o strapped to resist horizontal water heaters shall be anchored r earthquake motion. Strappingshall be displacementceused b Q Y at points within the upper one-third and lower one-third of the appliance's vertical dimensions. At the lower point, the shopping shall maintain a minimum distance of 4 inches (102 mm) above the controls. M1307.3 ELEVATION OF IGNITION SOURCE. Appliances having an ignition source shall be elevated such that the source of ignition is not less than 18 Inches (457 mm) above the floor in garages. For the purpose of this section, rooms or spaces that are not part of the living space of a dwelling unit and that communicate with a private garage through openings shall be Considered t0 be part of the garage. Exception: Elevation of the ignition source is not required for appliances that are listed as flammable vapor ignition resistant. M1307.3.1 PROTECTION FROM IMPACT. Appliances shall not be installed in a location subject to vehicle damage except where protected by approved barriers. M2005.1 GENERAL. Water heaters shall be Installed in accordance with the manufacturer's instructions and the requirements of this code. Water healers installed in an attic shall comply with the requirements of Section M1305.1.3. Gas fired water heaters shall comply with the requirements in Chapter 24. Domestic electric water heaters shall Comply with UL 174. Oiled -fired water heaters shall comply with UL 732. Thermal solar water heaters shall comply with Chapter 23 and UL 174. Solid -fuel -fired water heaters shall comply with UL 2523. G2448.1 (624.1) GENERAL. Water heaters shall be tested in accordance with ANSI Z 21.10.1 and ANSI Z 21.10.3 and shall be installed in accordance with the manufacturer's installation Instructions. G2448.1.1 (624.1.1) INSTALLATION REQUIREMENTS. The requirements for water heaters relative to sizing, relief valves, drain pans and scald protection shall be in accordance with this code. P2803.1 RELIEF VALVES REQUIRED. Appliances and equipment used for heating water or storing hot water shall be protected by: 1. A separate pressure -relief valve and a separate temperature - relief valve; or 2. A combination pressure- and temperature -relief valve. P2803.2 RATING. Relief valves shall have a minimum rated capacity for the equipment served and shall conform to ANSI Z 21.22. P2803.3 PRESSURE RELIEF VALVES. Pressure -relief valves shall have a relief rating adequate to meet the pressure Conditions for the appliances or equipment protected. In tanks, they shall be Installed directly into a tank tapping or in a water line close to the tank. They shall be set to open at least 25 psi If 72 kPa) above the system pressure but not over 150 psi (1034 kPa). The relief -valve setting shall not exceed the tanks rated working pressure. R314.1 General. Smoke alarms shall comply with NFPA 72 and Section R314. 11314.11.1 Listings. Smoke alarms Shall be listed in accordance with UL 217. Combination smoke and carbon monoxide alarms shall be listed in accordance with UL 217 and UL 2034. R314.2 Where required. Sm oke alarms shall be provided in q accordance with this section. R314.2.1 New construction. Smoke alarms shall be provided In dwelling units. Exceptions: 1. Work involving the exterior surfaces of dwellings, such as the replacement of roofing or siding, or the addition or replacement of windows or doors, or the addition of a porch or deck, and exempt from the requirements of this section. 2. Installation, alteration or repairs of plumbing or mechanical systems are exempt from the requirements of this section. R314.3 Location. Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separated sleeping area In the immediate vicinity of the bedrooms 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Installation near Installation near cookingappliances. Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feel (3048 mm) horizontally from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection. Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be Interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Exception: Interconnection of smoke alarms in existing areas shall not be required where alterations or repairs do not result in removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space or basement available that could provide access for interconnection without the removal of interior finishes. R314.5 Combination alarms. Combination smoke and carbon monoxide alarms shall be permitted to be used in lieu of smoke alarms. R314.6 Power Source. Smoke alarms shall receive their primary powerfrom the building wiring where such wiring is served from a commercial source and, where primary power is interrupted, shall receive power from a battery. Wiring shall be permanent and without a disconnecting switch other than those required for over current protection. Exception: - 1. Smoke alarms shall be permitted to be battery operated where installed in buildings without commercial power. 2. Smoke alarms installed in accordance with Section R314.2.2 shall be permitted to be battery powered. R314.7 Fire alarm systems. Fire alarm systems shall be permitted to be used in lieu of smoke alarms and shall comply with Sections R314.7.1 through R314.7.4. R314.1 General. Fire alarm systems shall comply with the provisions Wthis code and the household fire warning equipment provisions of NFPA 72. Smoke detectors shall be listed in accordance with UL 268. R314.2 Location. Smoke detectors shall be installed in the locations a ions specified in Section R314.3. R314.3 Permanent fxlure. Where a household fire alarm system is installed, it shall become a permanent fixture of the occupancy, awned by the homeowner. R314.4 Combination detectors. Combination smoke and Carbon monoxide detectors shall be permitted to be installed in fire alarm systems in lieu of smoke detectors, provided that they are listed in accordance with UL 268 and UL 2075. R315.1 General. Carbon monoxide alarms shall comply with Section R315. R315.1.1 Listings. Carbon monoxide alarms shall be listed in accordance with UL 2034. Combination carbon monoxide and smoke alarms shall be listed in accordance with UL 2034 and UL 217. R315.2 Where required. Carbon monoxide alarms shall be provided in accordance with Sections R315.2.1 and R315.2.2. R315.2.1 New Construction. For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R315.2.2 Alt erations, repairs and additions. Where alterations, repairs or additions requiring a permit occur, or where one or more sleeping rooms are added or created in existing dwellings, the individual dwelling unit shall be equipped with carbon monoxide alarms located as required for new dwellings. Exceptions: 1. Work involving the exterior surfaces of dwellings, such as the replacement of roofing or siding, or the addition or replacement of windows or doors, or the addition of a porch or deck, is exempt from the requirements of this section. 2. Installation, alteration or repairs of plumbing or mechanical systems are exempt from the requirements of this section. R315.3 Location. Carbon monoxide alarms in dwelling units shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms. Where a fuel-bumingapplian is located within a bedroom or its attached bathroom, a Carbon monoxide alarm shall be installed within the bedroom. R315.4 Combination alarms. Combination carbon monoxide and smoke alarms shall be permitted to be used in lieu of carbon monoxide alarms. R315.5 Power source. Carbon monoxide alarms shall receive their primary power from the building wiring where such wiring is served from a commercial source and, where primary power is Interrupted, shall receive power from a battery. Wiring shall be permanent and without a disconnecting switch other than those required for over current protection. Exceptions: 1. Carbon monoxide alarms shall be permitted to be battery operated where installed in buildings without cemmercial power. 2. Carbon monoxide alarms installed in accordance with Section R315.2.2 shall be permitted to be battery powered. R315.6 Carbon monoxide detection systems. Carbon monoxide detection systems shall be permitted to be used in lieu of carbon monoxide alarms and shall Comply with Sections R315.6.1 through R315.6.4. R315.8.1 General. Household carbon monoxide detection systems shall Comply with NFPA 720. Carbon monoxide detectors shall be listed In accordance with UL 2075. R315.6.2 Location. Carbon monoxide detectors shall be installed in the locations specified in Section R315.3. These locations supersede the locations specified in NFPA 720. R315.6.3 Permanent fixture. Where a household carbon monoxide detection system is installed, it shall become a permanent fixture of the occupancy and owned by the homeowner. R1..4 3 5 fi Combination dectectors. Combination carbon monoxide and smoke detectors shall be pennitted to be installed in carbon monoxide detection systems in lieu of carbon monoxide detectors, provided that they am listed in accordance with UL 2075 and UL 268. R311.7.1 Width. Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 4112 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 31112 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides Exception: The width of spiral stairways shall be in accordance with Section R311.7.10.1. R311.7.2 HEADROOM. The minimum headroom in all parts of the stairway shall not be less than 6 feet 8 inches (2032 mm) measured vertically from the sloped line adjoining the tread nosing or from the floor surface of the landing or platform on that portion of the stairway. Exception: 1. Where the nosings of treads at the side of a flight extend under the edge of a floor opening through which the stair passes, the floor opening shall be allowed to project horizontally into the required headmom not more than 4314 Inches (121 mm). 2. The headroom for spiral stairways shall be in accordance with Section R311.7.10.1. R311.7.3 Vertical rise. A flight of stairs shall not have a vertical rise larger than 147 inches (3734 mm) between floor levels or landings. R311.7.4 Walk Line. The walkline across winder treads shall be concentric to the curved direction of travel through the turn and located 12 inches (305 ram) from the side where the winders are narrower. The 12-inch (305 mm) dimension shall be measured from the widest point of the clear stair width at the walking surface of the winder. If winders are adjacent within the flight, the point of the widest clear stair width of the adjacent winders shall be used. R311.7.5 Stair treads and risers. Stair treads and risers shall meet the requirements of this section. For the purposes of this section, dimensions and dimensioned surfaces shall be exclusive of carpets, rugs or runners. R311.7.4.1 Riser. The riser height shall be not more than 7314 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent keads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 318 inch (9.5 ram). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 red) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage ofa 4-inch-diameter (102 mm) sphere. Exception: 1. The opening between adjacent treads is not limited on spiral stairways. 2. The riser height Of spiral stairways shall be in accordance with Section R311.7.10.1. R311.7.4.2 Treads. The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 318 inch (9.5 mm). SET PAN FLASHING IN FULL BED OF SEALANT 26 GA S.S. SHEET M ETAL 2. FABRICATION DETAIL 3. T or Pan Flashing 3 ALE: 1 112" = 1'-0" INSTALLATION SEQUENCE �W ZHFATHING j WE. E.G.,'D,P,d, METAL HEAD G ONIERWCCO MINDOWHEADTRIM "A ���" pIaIIIIII IrIIIUIIIInIIy , ��� ran �^•'x u / �n WEATHER RESISTANT BARRIER, E.G., DUPonC, rwex WINDOW INSTALLATION GUIDE 1. VERIFYROUGH OPENING- MEASURE THE ROUGH OPENINGAND THE WINDOWTO DETERMINE THATTHE SIZE IS CORRECT. ME ROUGH OPENING Is RECOMMENDED TO BE 314' LARGER THAN THE WINDOW UNIT IN WIDTH— HEIGHT. ENSURE THAT THE ROUGH OPENING IS PLUMB, LEVELAND SQUARE. 2. APPLYGCUTANDFOLOTHEWEATHERRESISTAMBNRRER. TAPEWEATHERRESISTANTBARRIERUPTOPRmECTIT OURIN WINDOW INSTALLATION, 3. APPLY SILL PAN FLASHING. 4. APPLY PLASTIC DRAIN SCREEN -CUT SCREEN TOTHE LENGTH OFME SILL PLUS 2'. STAPLETOTHEEKTERIORSHEKTHING SURFACE 1R' BELOW SILL EDGE. INSTALL STAPLE31-in' BELOW SILL EDGE. 5. SILL MPLYSHIMS--SHIMSTOTHEBOTTOMPLATETOALLOWFORINSULATONBETWEENTHEWINDOWSILLANO PIATE, e. APPLVSE TTOTHEWALLACROSSJAMBSMDHEAO-DONOTCAULKORTMETHESILL,TlSALLOWSANY INCIDENTALWATERTOESCAPE. POLYURETHANESEALANTSARERECOMMENDED. 7. INSERT AND FASTEN THE WINOOW -ONLYATTHE FOUR CORNERS, THEN SHIM THE UNRATTIE JAMBS ENSURING THAT IT IS SOUME. CHECK BOTH INTERIORAND ExTERIOR FOR LEVEL, PLUMB AND SQUARE. SECURE THE UNIT SYAPPLTNG 1-1R' N SCREWS 12INCHES O.C. IN AREAS WHERE IMPACT GLASS IS RPAUIRED OR IN HIGH WINDAREAS, INSTALL SCREWS AT S-1 O.C. U APPLY THE WEATHER RESISTANT BARRIER SKIRT- APPLY FLASHING TAPE TO ADHERE ME SKIRT IN FRONT OF THE NAILING FLANGE ATTHESILL. 9. APPLYTHE JAMB FLASHING­CKTHE TOP OFTIE JAMB FLASHING UNDER THE FLAP OF THE WATER RESISTANT BARRIER ATTIEHEAO. 10, INSTALL THEHEADFLASHINGTAPE AND INTEGRATE THE WATER RESISTANTBARRIERCUTA PIECE OF SELF AOHESNE FLASHING LONG ENOUGH TO GO ACROSS THE TOP OF THE WINDOW AND EXTEND AT LEAST 1-PASTTHE SIDE FLASHING TAPE ON BOTH SIDES. 11. INSTALL THE METAL HEAD FLASHING AND WOOD TRIM. 12. FOLDDCwHTOPFIAPOFWFATHERRESISTANTBARRIER. REMGVETHEPR OUSLYMPLIEDTAPEHDLDINGmEFIAPOF THEWATE RESISTANTBARRIERATTHEHEAD, ALLOWTHEFLAPTOLAYOVERTIEMETALHEADFIASHING. APPLY FLASHING TAPE OVER ME DIAGONAL CUTS. 13. INTERIOR SEAL -LOOSELY PACKTHE SPACE BETWEEN THE STUD MID THE UNIT Wm1INSULATON. APPLY INTERIORLINE OF SEALANT OVER BACKER ROD ON ALL FOUR SIDES. Window Installation Sequence SCALE: Nona INSTALLATION SEQUENCE METAL HEAD FLASHING OVER WOOD WINDOW HEAD TRIM FLASHNOTAPE 'DuPont, TyueK DOOR INSTALLATION GUIDE 0) 1. Tom CORIFYROUGHOPENING-MEASURE THE ROUGH OPENINGANDTHE ODOR UNITTO DETERMINETUTTHE 812E IS O CORRECT. THE ROUGH OPENING IS RECOMMENDED TO BE 3l4' IARGERTIANME DOOR UNIT IN MDTHAND HEIGHT. ENSURE THATTHE ROUGH OPENING I$ PLUMB, LEVELAND SQUARE. 2 APPLY, CUT AND FOLD THE WEATHER RESISTANT BARRIER. TAFEWEATIERRESISTAm BARMSPUPTOPROTECTIT N DURING DOOR INSTALLATION. , 3. INSTALLDOORPANFLASHINGINFULLBETOFSEMANT. APPLY5EL 11ESNEFLISHINGTOLGWERO RNER3. ROUGH O OPENING SILL MUST BE LEVEL - NO SHIMMING ALLOWED. 4. APPLY SEALANT TO THE WALL ACROSS JAMBS AND HEAD -APPLY SEALANT TO SILL PAN BACK DAM -DO NOT CAULK OR WETHE SILL PAN, THIS ALLOWBANY INCIDENTAL WATERTO ESCAPE, POLVURETNANE 9EAWR8 ARE RECOMMENDED. 5. TILTME DOORINTO ERMFRACE,OMMEN LOONS THROUGH -CHECK BOTH INTERIORHEAD AND IOR81DE FORLEVIT S.S.RE SQUARE.SECURE THE UNIT PER MFR'S RECOMMENDgTION8 mROUGHNAIL FINS, HEAD AND SIDE JAMBS WITH 8.8. SCREWS. S. APPLYTHEJAMB FLASHING-TICKTHETOP OF TIE JAMB FIASHING UNDER THE FLAP OF THEWATER RESISTANT BARRIER O AT ME HEAD. 7. INSTALLTHEHE FO HINGANDINLEGMTETHEW RRESISTANTB WER CUTAPIECEOFSELFADHESIVE FLASHING LONG ENOUGH TOGOACROSSME TOP OFME DOORAND EKTENDATLEAST V PASTTHE SIDE FLPSHIN. TAPE ON BOTH SIDE. B. INSTALL ME METAL HEAD FIASHING AND WOOD HEAD ODOR TRIM. W S. FOLD GOWN TOP FILM OF WEATHER RESISTANT BARRIER. REMOVE THE PREVIOUSLY APPLIED TAPE HOLDING ME FLAP OF TIE WATER RESISTANT BARRIERAT THE HEAD. ALLOW THE FLAPTD LAY OVERTHE HEAD MIASHING. APPLY FLASHING THE OVER THE DIAGONAL CUTS. in. INTERIORSEAL-LOOSELVPACKTIESPACEBETVJEENTIES DMDTHEDOMUNRHEADANDJAMBSWRHINSUWTION. APPLY INTERIOR LINE OF SEALANT OVER BACKER ROD M HEFDAND JAMBS. 2 Door Installation Se uence SCALE: None RECEIVED W FEB 21 2014 A REVISIONS: 1. 2. 3. 4. 5. `a n r�rr� c O W LL 0�O Z W 04 0 UQ�J � Q 0V a p o Z Z o � 2 cnIssese �w Z a NEGISTEED vJ Of .0 Q vi `^ 0'6 Z VJ 0 0 Q C J V/ DATE: 01-10-2019 DESIGNED: DAN DRAWN: ELA&KGN JOB NO: 2016-060 SHEET: A4.2 Pad Footings West Coast Footingxw1dth'' Min distance Foaling Faebar top below exist' Column Egr. Footlng (lenglhxwidihz bottom rebar rebar (2" grade to botto m co connection into. helgM)in. (3"cover) ver) or roew F1 18"x 18"x 8" 18In. (4) #4 s Ea Way I Per Column Above (3) #45 Ea 1 Per Column F2 24"x 24"z 8" i 22 in. _ L Way ) Above Footnom2 Concrete sirengm-2,500psi uReber Grade= 40 unless specifically noted otherwise. Assumed basic bearing rapacity of soils = 1,500 psf Footnote 3 If nothing is specified, default is Simpson PB or EPB style connector. Continuous Footings West Coast Footlng Sima'' Min distance below exisl'g Footing Footing top - Additional Egr. Footing (width x height) in. grade to bottom bottom mbar rebar (2" Footnotes nto Into. '- - of foonn co (3"cover) war) F1 16"x 8" I De t #4 cent. - a CF2 Na i (3) � "t' ...._.................(..............___._........_........�._. .._................._-'{—._.........._._....__. eo ote 1 Footings are to be r t ce e Footnote Concrete strength =2,500 pal. Rebar Grade =40. Assumed basic beading capacity of soils =1,500 Oaf 6" stem (footing) wall min. 24" tall with (2) #4 rebam at top at the holdown location Footnote a extend min. 511. each way from a holdown, otherwise (1) #4 cunt., #4 @18" oc vertically and #4 @ 16" oc hertz. Provide (3)t4 dowels new foundation wall and (3)#4 dowels footing to existing, use Epoxy SET. embed 12" min. (6" where perpendicular), extend min. 24" into new foundation. Frolics (3)#4 dowels new footing to existing. use Epoxy SET. embed 12" min., extend min. 24" into new foundation. ENERAL NOTES. SOILS. Contractor to verify soils to be silty type of soil or better. If soil is soft clayey type - not silty or sandy. contact West Coast Engineers (foundation size may need to be increased). FOR HOLDOWN SIZE AND LOCATION SEE SHEET SK-4 (LATERAL BRACING PLAN). FOR SILL PLATE ANCHOR BOLT SIZE AND SPACING SEE DETAILS A. RETROFIT SHEAR WALL SHEATHING AND NAILING TO THE EXISTING WALLS SHALL BE INSTALLED BEFORE ADDITION'S FRAMED WALLS CONSTRUCTION. t _t '-f-'-t � � -•—t Ev m ._..'._.____._____a_ —___.._I. IL ` 1 f 1 ; o i t, Ij y 4! g! o aC i n__ S. E 3Z 8LL a- - -- o- a o-- I - SH�eT SK= I 6 I F1 ®�' e — — — — I I I I I I — — — — — — — — — — — — — B cFl 4 ---- - -0 I ' �' W ICMWL SPAGEI I� RsvACE wIwI N l ((��, °I L� i a �mw 4 Ft I I a T, 1N T.i F`t Ft 1 Fl - - --�� 4®� �L_____________ ICI - L - - - - ____________ _________ b 4) b FOUNDATION PLAN I I I I I I I I E I `riot -------- o- a 9 z � w I d b W Jun 13, 2019- 1:25pm EricAnderson HAMateo & Jmm PLAN.dwg Layout Name: S1.0 STRUC. T- 5I- 3 I I I I I I I I I I I I I I I i I I I I I -L ---C I ® = I I -_ I s I I w t I I 1 - -I- 1---1---� F I I I � 10 I �OD'F` ��3a.1-'111�t�L...P.11. d ) I •w••��•°'°ar, I WEST COAST ENGINEERS, Inc. 1111 Parker Way #G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)42+200 Main Floor Level Beams, Columns, Posts West Coast Egr. Alt. 1: Marl and Minimum Max Special Left Max . Foot- MamlreriMo. O.C. Spacing if Bearing Ca (ft.) r End Span, notes applicable LengUs. (ft.) Connectorz: J7 joist 2x8 DF L#2 at 16"' j I '8+8 aunt. 1.5 in. - o a _..__..._...---=--- -- -------...---r-._...... ._ _.; ._._... 2xHOF-L#2 at i6": f0'+f0'': 81 oc f�joitt 2x8 HF42 P.L at --- i7+].anti 1.51n. - :; LUS28Z j - _L I . ...__......__._.__._.._�._eont.--._.._.._._........_...... all beam 4x8 DF-L#2 l 1.8 in. 1.0 #. - - con1. ............ ........... —'- r--------t----'------____......._ t 5'+5'+5 all beam 4x8 HF#2 P.f. i oont. I 15in--1---_----1 _---- - __.........._—__..__...............___._._ _ ' ...._... - .... .......... _ B13 beam 4x8 HF#2 p.L 9.011. I 1.5 in. CIO C10 local, _.-........._.__.___.._.._;_..._...._.__.»._..._..._......_..:............ ..____L_.......—_.._.............. ...._ 4.0#. j - i _ ABA44Z bttm.: .1.___..__......(...------------ _.... __.... _...... FABU44Z.b ........5_.... ...... burn. C7l post 4x4 HF#2 p.f. 4.0 ft. - I _ A - C4 top (outennosQ supports. Far posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Footnote a Floorjoists are assumed to be 10'+10' continuous and 10'single spanning. I 65L+ - U3 I I I I I I I d- ----------L-j - -- - I I I ------5 O t) l J2 GI 11 tl � /1 V J } 00 O H U) Z a Z I- 0 Gto Gto —� Z) W I - a - -OF 0 W Z_ I -" I I I (0 = Q F- - WEST COAST ENGINEERS, Inc. 1520 ParkerWay #G, Mount Vernon, WA 98273 W 0 = MO Cq (�J V V Phone: (360)424-3404, Fax: 0 ❑ (360)424-2063 ' Y V �' I SI +SET SK-L( Q z U) 00 z 0 N i b6t rij T. T I - ❑ F--------------------- I W 8_ �TstiJ 10Q.J Dom._._., - 7 G2 HOJ2 ; , I x m o p gg VAS o� 'tom �.LL1 e d vx'c(Qir2Ux%��ll y t a `m m my ______ __________ u -= g:s -t6� 39 =v i t a �n 27104 A d " m " O`o VeTTZ' k�3 `co EE o�° w ; xc�4W2 pW24=13(i € I E` m 9 m m j Rarest BEDROOM T QPfT co .3 m 'P W WING ROOM p ,' --,', C • I �� m- V/ EXPIRES 9/19/2019 n o m m m o.9 E R Ov d N ne 3 Ha NNc ja �___9.. 16 R c, m" o � � e i Izf c' c 9.� C L )" W �O j ____ _ _ -_I _ _--_- i ---- m I o N e I I� 2.h s V N=- N .Z` O f0 W rc G sA`t 1 .I' ` WO N-'TIzO re HALL ----- 'TwN .AlNZE l -� 1 lJJ m z NOOK ra 0 E E E W o y m c zN l}UU/L �"• ,e+":yam* ________ uunDRv µ E 8 3 m c m m `L' i 3 �I7cT, �� p �� 'WW2 rasrl1Q ",Ns F=.i.,>o J-- - ' Z a y _ I E 'm W d N ° 3 ¢ i E -— —— I "�----_-_- ,:000s�„m E m c L0� i L_ ____ ____ °� "� ._' o„m og v' Fml 2 "?WZ: v -iZErRG Pu12� I ary 0 8 W O c m =� 4 EC i # LasreEORaoa �.- 1�•Sr -- - Al Q �o moo! € x+fir= htttallo� S d z 5 m$ a g m at 3 w 6'rtt-D l a�Z.J '!'W2 i . �s o9��s 3_o D(Z HPUZUj J r $ O — .2 ,E 'o O rmA �3�gc ¢=¢ ' xml F ---- -I 0 v o c N 3 t" o LL E bo Z LL W_ ____ ____ ________ T__ _�_J I 'b DATE: 01-10-2019 Q {"pp` mac' I I DESIGNED: ELA SOUME FOOTRGE O U W — W ba I I E%. MNN FLOOR /`J i3°I trs te? - PRO. awNFLOOR _ DRAWN: ELA W r TOTAL LNING SPACE O d m JOB NO: 18-130 PRO No OECK�DENnaV ll lJ I ATL�Pst_I'I�I.Ci ��-'<`I T I P W SHEET. •4 __ _ I r= � N JUN 14 2019 PERMIT SET 01-10-2 019 ( �'°p/pFE[/AL�OS !2! z Q O LJan 04, 2o19.4:Mpm Enc Anderson H:\Mateo & Jase (19-020)\dwg\Arch-dwg\Working-dwg\S-FOUNDATION PLAN.dwg Layout Name: S1.2 STRUC. DET. n � 9 W o N Z o S�cO�9� ~� inOmoY ad: 12 psf d:7Psf tT� oa05 V=OAMxW. F^L.j a Z>i 3cond gust wind f 1 > ,( a :oast Engineers. e sole risk of the m A Griitng, avyInnres9lysis • W tag: s / r1 WCE,takes no._... J_......:: wcalkouts. pravided 6y the anyhow verified twee I plans and Ita:foundahons ions, etc such ns and�sketches 1n shown in .this:::. :rent location(s) t9 Ion pertaining to w O N ;h copies of this � Tj pp O Iroject indicated in Z Q z O W i— tgef of WCE for O W .tar submittal of Ile - w�( V�J U = Z _ O U c/) >M� W I�a9ea ° N u.wpptSfA'tig.mm .. z 0c) QU)tio � o w 11 EXPIRES 9/19/2019 11 U) L� r W 0 U H U) DATE: 01-10-2019 DESIGNED: ELA DRAWN: ELA RECEIVED JOB NO: 18-130 FEB Z 1 'lUt,� SHEET: 13UILUING 01-10-2019 S1.2 -: Sh thl g I.. PM 7/16 Ply One la 7/16 Ply z; One ;.'.. Footnote 1:IPIy COX C- or C D plywood.;: :directly to the face of the Shid ::All: rails 8d (0.120"# 5) 101f(p'12�; GENERAL STRUCTURAL NOTES C C W L)Jan 08, 2019. 10:35am Eric Anderson H:\Mateo & Jass V) Irg na119Sd(0131 Dia, x2.5J 10tl Die x3) 16d(0.162"Da. x3.5") orbox galvanized tliRlidooler nails Sd (0.720 X 1 5 J i1dt0.120 D 1 75") be connected at Its top and bottotii Wttta Thedetails are'. intended only to show lot all aspects of each detail will necessarily . nailmo, and connectinq schemes must be to act as shear walls are indicated as PWx not typically labeled and should be standard $ nr location (located in the designated shear Q Ma £GgDga lP S type: and/ or location of a: JITHEEXIS7ING WALLS SHALL BE NSTRUCTION : PLAN.dwg Layout Name: S2.0 STRUC. FP 4.1 I I I N I dI STRUC. FLOOR PLAN g SCALE 1/4" = 1'-0" PERMIT SET (MATEO & JASE) 01-10-2018 © copyright E.L.A. DESIGNS, LLC 2018 360-466-2510 or info@eladesigns.com PEF m F W Zo Z � qr 10MI ci W oa Zpo °; Q Z 0 W W to LU N � ^ V) r 0 z � � Z Q � Q W 15 U 0� Z t>>o M> LU 0 O 10 I Z00z Q � � 0 )I c c I I I do SFr 0�� I cep, T I I , S T I VL 27104 I I I 4.1 EXPIRES 9/19/2019 I I I �I I (L I I 'I N S1.1 A+F II J ti° ° I li ✓ �`'� I i- L) 0� II I I �- o C0 U- a_ II I RECEIVED FEB 21 2019 DATE: 01-10-2019 DESIGNED: ELA (wg) I BUILDING DRAWN: ELA JOB NO: 18-130 SHEET: I 11T SET 01-10-20191 S2.0 uui PaA Footings. West Coast Min dl=lnm Footing Suer'' Footing. Footing top belpwexlsto Column Egr. Footng (Iengihxwitlthx bottom rebar rsoar (2" grade to bottom onnectlon' Info. height) in (3'. rover) cover) F1 18"x f8"x 8" 1g/p, j (4)1411 El, _ j Par Column WeY - _i-.-.._._......_.._._..' ....__.........................r--.__._.__.._...__-.�_._____......_._ (3) #4's Ea. Above .�.._.__.__............... ) Per Column F2 24"x 24"x 8" 22 /n. ........ _................... .... !_._._-...... -... ........... -.....-. n::Y.._..-_i-_.-....__..... Footnotet Footings are to he centered under the centerline of the column. Footnote 2 Concrete strength = 2,101 psi. Reber Grade = 40 unless specifically noted otherwise. Assumed basic bearing capacity of soils =1,500 psf Footnote 3 If nothing is specified, default Is Simpson PB or EPB style connector. Continuous Footings West Coast Mln distance to Footing Sim below exist'g Footing Footing top Adtlitlonal Egr. Footing (width x helgM) in. grade to bottom bottom rebar rebar (2' Footnotes IMo (X cover) .cover) Ft 18"x a" cent. � - a ... ( Na 1 (�) � j - '_. CF2 16"z 8" red!' Al ao ote 1 Footings are to be u r t ce e Footnote Concrete strength = 2,500 psi. Reber Grace =40. Assumed basic bearing capacity of soils = 1,500 psf 6" stem (fcating) wall min. 24" tall with (2) #4 mWm at top at the holdown location Footnote a extend min. Sit. each way from a holdown, otherwise (1) #4 cent., #4 Q18" oc vertically and #4 @ 16" oc horiz. Provide (3)1N dowels new foundation wall and (3�#4 dowels footing to existing, use Epoxy SET, embed 12" min. (6" where perpendicular), extend min. 24" into new foundation. Provide (3)#4 dowels new fooling to existing, use Epoxy SET, embed 12" min., extend min. 24" into new fountlation. Jun 13, 2019- 1:30pm Eric Anderson H:\Mateo & Jase GENERAL NOTES. SOILS. Contractor to verify soils to be silty type of soil or better. If soil is soft clayey type - not silty or sandy, contact West Coast Engineers (foundation size may need to be increased). FOR HOLDOWN SIZE AND LOCATION SE SHEET SK-4 (LATERAL BRACING PLAN). • FOR SILL PLATE ANCHOR BOLT SIZE AND SPACING SEE DETAILS A. • RETROFIT SHEAR WALL SHEATHING AND NAILING TO THE EXISTING WALLS SHALL BE INSTALLED BEFORE ADDITION'S FRAMED WALLS CONSTRUCTION. S2.1 FOUNDATION PLAN '16'-0" 81-0" I. 81-W 47'_7 1/2" 17'-i 1/2" � I F2 F2 S1'1 4 CH ------- I I I I I I I I FND VENTS I I I CRAWL SPACE I I (TYP 15 PLCS) w I I W/6 MIL POLY I I I I I VAPOR BARRIER I 1 196 S.F. A IN I I� s1.1 I I I I UI ®IU I IU N I 1 I I I a I I I I I I I I I I B o I \4"1 I I I I I I I I I I I I �CCESS RAWL I ST FND. DEMO EXIST FND AS READ FOR NEW FND. n — — — EQ. — — EQ. F0 F Ic®� F1 F2 F2 F1 F1 F- � 1 � QQlV-0" 1 I I � I I. CF1_____I I — . — . — I — — — — ®F - — — — — — — - I . I I I I I i I I I I I I I I I I I I °w I I I (CRAWL SPACE j I I I I W/ 6 MIL POLY UI I ®I VAPOR BARRIER U I v I I I I I I I I I IN I I I W I 1U I I — I I I I s1.1 I I NEW 24"X24" CRAWL ACCESS IN EXIST FND. MST FOUNDATION ci Z 3LL QRXVX N N W ZIl\Q I I I ®1 ®I I I I LLI I I I I I CRAWL SPACE I I I I I I 1 I I� IL—L U I W6MIL POLY I V I w I I I VAPOR BARRIER w 426 SF N I I _j I I I I I I EQ. I I I I ®IU I IN 1 ®IU w w I F11 I I I L I I 1®I J L 3 I I Io J L I I t\ � r� RTT WX2v m W oLLZ�� ZOLL W (D w N U) } DQ F (j) Z zI_—O —7 13 W 1-- 0 W (D ,mil( U (IfZ_ W S U _ O _U) >< cc") > = N O o0 0 0 Q Utio 0 W C 27104 OPTIONAL 30"X 24" CRAWL .1 EXPIRES 9/19/2019 SPACE ACCESS IF EXISTING ARE INADEQUATE q 'a i O FND VENTS IYP 15 PLCS) -------- — Fr L-------------I — — — — — — — --CF1 — — — — r-------------r;— — . LJ I 1" 1/2" 13 05" 2•-W ' 49'-9 112" FOUNDATION PLAN JSCALE 1/4" = 1'-0" PERMIT SET (MATEO & JASE) 01-10-2018 ©copyright E.L.A. DESIGNS, LLC 2018 360-466-2510 or info@eladesigns.com N `'M, Z J o CRAWL SPACE CALCULATIONS r I 8180 FT/150=5A5 SQ FT O Q 5.45 SQ FT 1.51 SQ FT =10.68 OR 11VENTS MINIMUM (15 USED) Q Z z O LL (/W v / DATE: 01-10-2019 DESIGNED: ELA DRAWN: ELA W JOB NQ E S $L�TO 4 2019 sHEET:JUN 10. BUILDICITYNG DEPAWMEtJ1 S 2 01-10-2019 ■MDNpS Main Floor Level Beams, Columns, Posts Alt. 1: Marl and Minimum Max Special an West Coast Egr. Max Beadng Cantilever End Foot' . m. O.C. Spacing if spacing Span (f6) notes applicable (fL) Connectorz 2.8 DF-02 at 16" - Jt joist coot. j 1.5 in. ........ ...... ..........._..._.__.i__......._._._..._.__..._....d.__........._._._q.....__.....__.__. _ ........... 2x8 DF 1 '+f0' i in [ 1 -a- ............................. ._......_Econ.. .._........ . ..... ..„___.._ ......... _ ..o.c. i i .. .. .... .. .. ......' — 2x8 HF#2 P.t. et I . + d3ioial7conr. t5m. wszaZ ......c._...__._... ._....y........ .................. tO beam ` 6'+6'5, .Oi - c '. ._............_............._....._...;........_....... _._.... .... _............... _..... ....____.>....___._..............._.._...._...... v I i Bit beam 4x8 DF-02 8+6 I 1.8in. cont. .................................................................._..........t...._..........._....._i...__._....._....._... ...... 1.5 in 872 beam 4x8 HF#2 p.t conL B73 beam 4x8HF#2p.t. 9.O R. j 1.5 in. _........................ _.............-"-""""._...:__...........-_...:._._..._—___....BU....__ _... .... 4x4 DF-L#2 i 4.OR. - IA 44Z bftm.' C10 post AC4 toP 1........ _............................_.._._...,......... _.............. f............_.....__«......__......... .........__._. tm.; iABAC4 C77 post 4x4 HFlF2 P.t. 4.OR. I - - - top ..........._....... ..... _......... _.................. _ _.. _.,...... _........... _............ _........... _. _........ _.. _................ s _......... _. Footnote 1 For beams, joists, and rafters, span is the horimntal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between - points of lateral support(such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Footnote a Floor joists are assumed to be 10'+10' continuous and 10' single spanning. !Z! 0 a O' Jun 13, 2019-1:35pm Edc Anderson H-W.teo & Jase FLOOR FRAMING.dwg Layout Name: S2.2 MAIN FLOOR FRAMING I I I B I I I I MAIN FLOOR FRAMING PLAN tea/ SCALE 1/4" = T-0" PERMIT SET (MATEO & JASE) 01-10-2019 @ copyright E.L.A. DESIGNS, LLC 2019 360466-2510 or info@eladesigns.com PE �O A W N U) > C" > 0) Z H p ::) W H W 06 ° � z =v= V) 0 oM< W= N fn Q Zoo C ~ � G � W I � � 27104 I �EXPIRES 9/19/2019 i N i M -T---—� O O CD U z 0 z z W Q <LCL U♦ DATE: 01-10-2019 \ DESIGNED: ELA / DRAWN: ELA Joe No: 18-130 W SHEET. JUN 14 2W9 SET01-10-201 9 g7A21 Roof Level Beams, Columns, Posts West Coast Egr. Alt 1: Marl and Alt 2: Mat'l and - Minimum Max Max Special Left Foot - Member Info. O.C. Spacing if O.G. Spacing if Span ft,) Bearing Cantilever ( End _ notes applicable applicable Length. (ft.) Connector' et beam 4x6 DF-L#1 - 6.0 R. 1.5 m. - - - H header 4x6 DF-02 - perpirm ' 1.5 m. I: Hi header ....._.........................._...._--._....._._.---._........._a....---........ _i._...._...._.......... --'----._.;_._..._._........._....;.._._...... 010 DF-L#2 I ': 9.011. 1.5 m. X2 header .............. .................. ....................._:...__..-_..........i......................._'...... 3.112x7-11224F- I I LSin. 4x12 DF-L#2- I Stiff. - _..............._..d.....__ j - - V4 GLS ___..___._....._.__..d.................. .._.__....._.1__............. s.....__...............L..__.___.-.....:.....—...._.___.i___.. - Cl post 24OF-02 i - j 8.0 R. C2 post 44 HF#2 P.I. '_. 6x6 HF#2 t. SOR. P- ' IACE/LCE ...................................._...!___....._..._...__..............._._........._._._...---._...........d..._..._..-_...__.. Mto P... �._......._. supports/clear span. For posts and columns, span is the distance between points of lateral support (such as floor or root diaphragms). Footnote 2 If blank, use default connectors per standard specifications. Footnote a This a default header/beam support when it is not labeled In plans. U l Jun 13, 2019-1:33pm EricAnderson H:\Mateo & Jase FRAMING.dwg Layout Name: S2.4 ROOF FRAMING PLAN 4.1 O w � � `� I I � W II H 1 H2 SLOPE SLOPE 4:12 LL 4:12 ° I I i i H1 It I H1 II I I l \4 PROOF FRAMING PLAN SCALE 1/4" = 1'-0" PERMIT SET (M&J) 01-10-2019 @ copyright E.L.A. DESIGNS, LLC 2019 360-466-2510 or info@eladesigns.com I I I I I I I II 1- B 4.1 I I — . I _ f9 WCD N J v'^ > > �� Z (— Q W I- 0 °Wz (1) o M W = N (n F— ZO w p 5Q ��c0c L G W 61�IIl��,rrl►�{l,J I I A � EXPIRES 9/19/2019 r I � O i N J (Y C� I I � II NOTES: Q I I 1.. HEADERS TO BE 4X10 HF #2 TYPICAL O I UNLESS NOTE OTHERWISE. I LUMNS TO BE OF STRUCTURAL GRADE DF. Q LL I II 3. INSTALL H2.5A HOLD DOWNS AS MANUFACTURE O RECOMMENDATIONS SEE H/SI A. O Ii 4. TRUSSES TO BE ENGINEERED AND DESIGNED BY UJ n/L L WASHINGTON STATE ENGINEER TRUSS COMPANY. ///��� I TRUSS PLAN IS SCHEMATIC DESIGN, IF THE FINAL i ! • DESIGN IS DIFFERENT CONTACT A DESIGNS, LLC v—, TO CONFIRM POINT LOADS NEW LOCATIONS. DATE: 01-10-2019 DESIGNED: ELA DRAWN: ELA jI JOB I 0S 30 i SHEET E 2019 BUILDING BUILDING DEPARTMENT Cr,°FEpM"" PERMIT SET 01-10-2019