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BLD2019-0397
CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 PHONE: (425) 771-0220 - FA X: (425) 771-0221 STATUS: ISSUED 09/27/2019 Expiration Date: 09/27/2020 Parcel No: 00454800300700 KAHLO'SCANTINA JEFF STAVERT OWNEREXEMPTION C/O GEORGE SHARAWY 2912 COLBY AVE PO BOX 84325 EVERETT, WA 98201 SEATTLE, WA 98124 (206)423-8833 (425)252-2153 LICENSE #: EXP: TI - INTERIOR / EXTERIOR REMODEL. NEW RESTAURANT. NEW EXTERIOR FINISHES. 528 SF ADDITION PLUMBING AND MECHANICAL UNDER SEPARATE PERMITS. VALUATION: $224,934 PERMIT TYPE: Commercial PERMIT GROUP: 71 - Tenant Imprwr-ement-- - -= GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: A2 OCCUPANT LOAD: 99 FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: ZONE: BC NUMBER OF STORIES: 1 I VESTED DATE: NUMBER OF DWELLING UNITS: 0 ILOT #: BASEMENT: 0 1ST FLOOR: 2541 2ND FLOOR: 0 BASEMENT: 0 1ST FLOOR: 528 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:0 BATHROOMS:0 FRONTS 1 ZEQUTRED: N O 1 PROPOSED: 5 REQUIRED W 0 PROPOSED. 7 REQUIRED: E 0 PROPOSED_ I I HEIGHT ALLOWED:O PROPOSED:O I REQUIRED: SO PROPOSED: 68 SETBACK NOTES: Outside of shoreline jurisdiction. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOY ED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT AU4VIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 9/27/19 Date Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBCl09/ IBCI l0/ IRC110. = FIRE EXAPPUCANT = ASSESSOR = CITY 1 1 STATUS: ISSUED BLD20190397 CONDITION'S I • Separate Permit Required For: Plumbing, Mechanical, Irrigation, Signs, Electrical (I.&]), Boiler (L&I) • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise Iimits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING • Concrete Construction, Including Reinforcement • Concrete Anchor Installation • Structural Steel Fabrication and Erection, Including High -Strength Bolting and Welding (Welders Must Be WABO Certified) • Structural Observation by Structural Engineer of Record • Priorto Final Inspection by the Building Division, Final Special Inspection Reports are Required From All Special Inspectors. • Submit Special Inspection Field reports on a weekly basis to the City Building Department. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E-Pavement Striping • &Engineering Final • B-Preconstruction meeting • B-Final Demolition • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Retaining Wall • B-Trash Enclosure • B-Slab Insulation • B-Slab on Grade • B-E)derior Wall Sheathing • B-Roof Sheathing • B-Ceiling Grid • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-SheetrockNail • B-Building Final • B-Other • F-UL300 Compliant Hood Inspection • F-Fire Final • P-Planning Final IF i fnC. 189., 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: j= V%&X 3 sT • ��• - i• ter• �• Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: F.F_ Mailing Address: 4>6 V�0)( City/State/Zip:c �?,�}• Phone #: Email: 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, r nt, ordgto RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMA ON: Name of Applicant: N=I;OT Mailing Address: _Z$12 CA*.By 4-ye- City/State/Zip: r,%A;E,r_-W WA ggZo 1 Phone #: (11.7?X) Z67- — Z143 E-mail: 1�TWC�.LAM GENERAL CONTRACTOR: (If different from applicant) General Contractor: "t• 3-.b Mailing Address: City/State/Zip: _ Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: Office Use Only Permit #:, (ProvideTYPE OF PERMIT ❑ Accessory Structure/ Detached Garage Details .. ❑ Addition ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank Tenant Improvement ❑ Other I 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: it Issoom PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft:.g ��• 2nd Floor, sqft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT• t 11J' m/ FaCf'ilZia Re^a .L. J m,s-noy sttwcxyr>_e_ (SI x-_-�rl WI SITS- %llAW,0* 1PVM W I. i 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: ' SignatSTe�� Date IF COMMERCIALGENERAL DATA Occupancy Group(s): A Z Occupant Load(s): Type(s) of Construction: V8 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. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. LTI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE . Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: MEDICAL• .. .. Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No ❑ GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. DAf v400 OFECITY OF EDMONDS PHONE: (425) 771-0220 - FAX: (425) 771-0221 121 5TH AVENUE NORTH - EDM ONDS, WA 98020 Thursday, April 11, 2019 This Application has been accepted by the City of Edmonds for review. More information and changes may be required during this process. The review target date is: Your City Contact is: KRISTIN JOHNS Application Number: BLD20190397 Project Address: 102 MAIN ST, EDMONDS KAHLO'S CANTINA C/O GEORGE SHARAWY PO BOX 84325 SEATTLE, WA 98124 (206) 423-8833 JEFF STAUERT 2812 COLBY AVE EVERETT, WA 98201 (425) 252-2153 Work Description: T1- INTERIOR / EXTERIOR REMODEL. NEW RESTAURANT. NEW EXTERIOR FINISHES, SMALL 528 SF ADDITION. PLUMBING AND MECHANICAL UNDER SEPARATE PERMITS. Outstanding Items at Time of Submittal: It is anticipated that the following departments will be reviewing your application: ❑ Building ❑ Planning ❑ Engineering ❑ Fire 11 Please wait to re -submit corrections until after you have received comments from all reviewing departments. I HEREBY ACKNOWLEDGETHATI HAVE READ THIS APPLICATION THAT THE INFORMATION GIVEN IS CORRECT AND THAT AMTHEPROPERTY OWNER, OR THE DULY AUTHORIZED AGENT OF THE PROPERTY OWNER TO SUBMIT BUILDING PERMIT APPLICATIO N TO THE CITY. SIGNATURE (OWNER OR AGO" PRINTNAME DATESIGNED To view up to date information about your application please visit the City of Edmonds Development Services website at ht1p.1Avww.edmondswa.gov. GITY COPY t,t rt 11,,1 SPECIAL, INSPECTION AND TESTING AGREEMENT v Permit #: Kahlo's Cantina - STRUCTURAL Project: BLD2019-0397 Prior to issuanc-e o f a permit, this fornt must be completed in its entirety and returned to the City for approval. The contpleted./orm must have signatures of ac•knowledgrnent by all parties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: the Special Inspection firm of Krazan & Associates trill perform special inspection for the following types of stork (separate forms must be submitted if more than one firm is to be employed): X Reinforced Concrete X Bolting in Concrete Prestressed Concrete Shotcrete Structural Masonry X Structural Steel/Welding High Strength Bolting _Spray applied Fireproofing _Smoke Control Systems Lateral Wood _X Structural Observation by design professional __Graditig/Soils%ShoringiDrainaL;e _Steel Floor and Roof becks —Cold Formed Metal Framing All individual inspectors to be employed on this project \Nill be WABO certified for the type of Nvork they are to inspect_ If inspection is for work that is not covered by the WABO categories. or the inspector is not WABO certified. a detailed resume of the inspector and firm must be submitted. The resume must shoe that the inspector and the firm are qualified b\ education and experience to perform the �kork and testing required by the project design and specifications. 1-he cork shall be inspected for conformance \Nith the plans and specifications approved bN the UtN. Revisions and addenda sheets will not be used for inspection. unless they have been approved by tLe City. Inspection records shall include: A daily record to be maintained on site. itemizing the inspections performed. Am nonconforming \york shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City: detailing the inspections and testing performed. listing any nonconforming work and resolution ot•nonconforrning items. A final repot shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report \\ill indicate that inspection and testing was completed in conformance with the approved plans. specifications and approved revisions or addenda. Arty unresohed discrepancies must be detailed in the final report. .r b\1SVR-DFPTI S Planning SHARIAH 91 INN6 DIVISION hILCSspcoat Inspecuons.Spcual In.pecuon Reports SI Kahlo's Cantina Struc docV1 8-2019 r`1�1+t�(.T0fIt�S� Contractor: The contractor shall pro ide the special inspector or agency adequate notification of v%ork requiring inspection. The Cit, approved plan and specificatiors must he made available. at the johsrte for the use ofthe special inspector and till' C lt\ impector. 'I he contractor shall maintain all dail% inspection reports, on site. fir red ict+ b\ all parties. The special inspection functiom are considered to be in addition to the normal inspections performed b\ the City and the contractor is responsible for contacting the Cite to schedule regular inspections. No concrete shall be poured or other \kork covered until appro\ al is gi\en by the Cite inspector. Building Department: The building department shall reN ie�% any rc\ isions and addenda. 1-he ('itv inspector %N ill monitor the special inspection functions tier compliance with the agreement and the approved plans. The City inspector Shall he responsible for approving \arioas stages of'construction to be cmered and for work to proceed. Design Professionals: The architect and.or engineer mill clearl\ indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a wa\ as to ensure that all required City approvals are obtained. prior to \\ork shown on the revisions being performed in the field. Omw ncr• The project owner. or the architect or engineer acting as the owners aLent. -}"all c•rnplo\ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm io perform in keeping \\iIll the requirements oi'the IBC. the approved plans and this document, rnav \oid this agreement and the Building Official's approval ofthe special inspector. in such a case a rim special inspector and or firm would need to be proposed for approval. A failure of the design and:or construction parries to perform in accordance \%ith this agreement ma\ result in a STOP WORK notice being posted on the project until nonconforming items hate been resohed. ACKNOWLEDGMENTS I hate read and agree to comply with the terms and conditions of this agreement. Ox\ner: George Sharawy Signature � �� -- Date 0 /0 /2019 Contractor: George Sharawy Signature Hate - --- fl9/19/2019 .Arch. Fne; John Riley _Signature mate: 9/20/2019 Special Insp. � L-��&t�C Signatur - - - — rme:� Special Insp. Agency ACCEP FED FOR "HIF CiTY O'R FDMONDS Bt!Il DING DIVISION R.: trz,�....- _ Date: r 1-D%1S%'R-I)I-PTVS-P1annm SHARI AI'iLDiNC DIVISION rn.Ls Srrual inspccoons Spcctal li:T cti,•r. Reports SI Kahlo s Cantina luucJm'; I8'2014 B se F od 2f t / ,Y ' Legend STATIC BFE Base Flood Elevation' ,� 12 feet 13 14 15 16 17. r.' 18 `17 — 19 22 9 23 tif ��4 Ar f ` Q►•N .". Ir, FIRM 1292 & 1285 102 Main Street SCANNED 2A11 CITY COP`SEP 2G Scale 1 inch = 100 feet TERmBiff" ration Solutions Quick Ship Walk -In General Walk-ins will be constructed of prefab, precision formed, modular panels designed for accurate, rapid field assembly and in compliance with the general construction as described in the Master-BH14' Architectural Specifications and General Design Information binder. Per DOE requirements, panels and doors are designed and certified for use in walk-in cooler and freezer applications. Insulation 4" thick rigid polyurethane, pour -type, foamed -in -place R-values for 4" thick panels are: • Cooler walls, ceilings and doors: R-25 • Freezer walls, ceilings and doors: R-32 • Freezer floors: R-28 Metal Finishes Interior and exterior wall and roof finish of walk-in coolers and freezers is 26 gauge acrylic coated stucco galvanized steel. Floor interior finish is .080 textured aluminum. Floor panels are designed to support an evenly distributed load of 700 lbs. per square foot loading (stationary load). Entrance Door Stock walk-ins will be complete with one (1) each infitting (flush - mount) self -closing entrance door. Standard V-Series doors are 36" x 78" with the following energy consumption (kWh/day): • Coolers: 2.77 - • Freezers: 7.79 Entrance door includes: • Adjustable backing plate for each hinge providing for in -field adjustment of door hinges • Two (2) spring loaded cam -lift hinges • Hydraulic door closure • Deadbolt-locking handle • Pre -wired compact fluorescent vapor -proof light fixture • Inside safety release • Mounted dial thermometer • Magnetic gaskets along the top and both sides • An adjustable double vinyl wiper gasket along bottom • Drip guard over door in outdoor models Self -Contained Refrigeration System Dedicated medium temp outdoor condensing units meet the DOE requirement of a min. AWEF rating of 7.61 (Btu/W-h). PRS-2 series refrigeration systems consist of a condensing unit EXAMPLE: MB5720610CIR MBS 06 10 and evaporator coil fully assembled inside a mill finish aluminum housing. Each system provided wired, piped, evacuated, optimally charged and run tested. All models are ready to mount on top of a Master -Bile walk-in cooler or freezer. PRS-2 systems may be specified for compartments 13'6" long and under. Some indoor models will be provided with power cord for direct plug in to receptacle. Additionally, systems will contain a factory mounted diffuser with trim pieces provided loose for finishing box opening on inside. The evaporator grille is designed to mount flush or recessed within a 4" thick ceiling panel. Systems for medium temperature applications are air defrost. Low temperature models feature electric defrost. All units contain R-404A refrigerant and are designed to operate in ambient temperatures up to 100"F. Systems for outdoor walk-ins also contain a crankcase heater, drainline heater, head master and weather hood. Ratings and Listings • Structural Strength • A.S.T.M. E-84-94, D-1929-91a, D-482-91, D1622-93 • U.L. and C-U.L. listed doors • N.S.F. Listed • N.Y.C. Approval #59-85 • City of Los Angeles RR 25169 • State of Oregon (consult factory) • City of Houston Approval • State of Wisconsin Approval • State of California Bureau of Home Furnishings and Thermal Insulation Manufacturer Approval • Type I Fabricator's License Approval • Toxicity Evaluated • Fully compliant with all Federal EISA requirements effective January 1, 2009 Reports available from factory on request. Warranty 18 months limited parts and labor and extended four year compressor warranty. Panels are covered for 15 years. Options • Door & frame kick -plates (shipped loose) • 4 foot fluorescent light fixtures — shipped loose (less bulbs) • 4 foot I_ED light fixtures (shipped loose) • Vinyl strip curtains for entry doors (shippedloose) • Exterior door ramps FAMILY HEIGHT WIDTH LENGTH TEMPERATURE LOCATION - PR-2 . REFRIGERATION TYPE DOOR SWING Master -Bile 72 - less floor 06 - 5'10" actual 10 - 9'8" actual C - cooler 35-38°F I - indoor Blank - standard R - right 5-day Quick Ship 82 - less floor F - freezer -10°F O - outdoor HD - heavy-duty L - left 76 - with floor (requires floor) 86 - with floor N - no refrigeration (panels only) INDOOR COOLER — CEILING MOUNT SYSTEM, STANDARD DUTY PHHZ0070B I N/A 1 4964 1 R-404A I NM 3/4 1 N/A 1 7.7 110.8 1 15 208-230/60/1 6-20P 320/145 FREEZER — CEILING MOUNT SYSTEM, STANDARD DUTY PHXZ0150B 1 4702 1 N/A I R-404A I NL I ]'/,1 12.2 1 11.4 117.2 1 25 208-230/60/1 6-20P I 525/239 COOLER — CEILING MOUNT SYSTEM, HEAVY DUTY PHHZ0100B I N/A 1 7382 JR-404AI NL I 1 I N/A 1 11.0 116.71 20 208-230/60/1 N/A 410/186 FREEZER — CEILING MOUNT SYSTEM, HEAVY DUTY PHXZ02006 1 6223 1 N/A I R-404A I NL 2 1 10.2 11.4 1 16.6 1 25 208-230/60/1 6-20P 525/239 OUTDOOR (Dedicated medium temp outdoor condensing units meet the DOE requirement of a minimum AWEF rating of 7.61 Btu/W-h). COOLER — CEILING MOUNT SYSTEM, STANDARD DUTY PHHZ0070BT I N/A 1 4964 1 R-404A I NM 3/4 1 N/A 1 7.7 110.8 1 15 208-230/60/1 N/A 1 360/164 FREEZER — CEILING MOUNT SYSTEM, STANDARD DUTY PHXZ0150BT 4702 1 N/A R-404A NL 11/a 10.9 1 11.4 117.21 25 208-230/60/1 N/A 1 565/257 COOLER — CEILING MOUNT SYSTEM, HEAVY DUTY PHHZ0100BT N/A 1 7382 JR-404AI NL 1 1 1 N/A 1 11.0 116.71 20 208-230/60/1N/A 1 480/218 FREEZER — CEILING MOUNT SYSTEM, HEAVY DUTY PHXZ0200BT 1 6223 1 N/A I R-404A I NL 1 2 1 8.5 11.4 116.6 1 25 208-230/60/1 N/A 1 565/257 PRS-2 refrigeration is sized for holding duty only. If the ambient is higher than 100°1, or pull down capacity is required, a regular (non -quick ship) quote will be needed. 5'-10" 5,_z" 12 W46 Cl C12 `--- C12 FIGURE NM ELECTRICAL CONNECTION (646 mm) 48'�14• (6104mm) (t226 mm) FIGURE NL ELECTRICAL CONNECTION C:::3 2" p620 9nn) 59" par mm} A (t�99 mm) rn Note: Door can be installed in any W46 panel location. MBMASTER-BILT' I' Stondex "oE -.-- A— M--1- A3' (1092 mm) -------------- INDOOR 40-1/2' (to29 mm) ------------- 21-7/8" (%6 mm) 22-718" INDOOR (58� 1 908 Highway 15 North • New Albany, MS 38652 J PHONE: 800-647-1284 or 662-534-9061 • PAX: 800-232-3966 or 662-534-6049 • www.master-biit.com 7/17 (02017 Master -]lilt Products, an unincorporated division of Standen International Corporation. All rights reserved. Printed in U.S.A. 7` 46 15 LDZ019. 03q-) STRUCTURAL CALCULATIONS (Permit Calculations) KAHLO'S CANTINA 102 Main St Edmonds, WA Quantum Job Number: 19107.01 Prepared for. 2812 ARCHITECTURE 2812 Colby Avenue Everett, Washington 98201 Prepared by. QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 RECEIVED APR 112019 o n o EDMiDs cam. April 8, 2019 CITY COPY Design Criteria Kahlo's Cantina Codes 2015 International Building Code ASCE 7-10 Seismic Analysis Wind Analysis Analysis Ss: 1.27 Occupancy Category: 11 Wind Speed: 110 mph Si: 0.50 Seismic Soil Site Class: D Wind Exposure: C Sd,: 0.85 Seismic Design Category: D Kzt: 1 Shc: 0.50 le: 1.00 R: 6.50 Light -Framed Wood Walls Sheathed with Structural Panels Design Loads Snow Load Dead Loads Roof: 25 pE Exterior Wood Stud Wall Exterior Finish 10.0 psf 5/8" CDX Plywood 1.7 psf Studs @ 16 " o.c. 1.4 psf Insulation 1.0 psf 5/8" GWB 2.8 psf Mech./Elec. 0.5 psf Misc. 1.6 psf Total: 1 19.0 psf Roof Framing Roofing 4.0 psf 1/2" Plywood 1.5 psf Joists @ 24" o.c. 2.1 psf 5/8" GWB 2.8 psf Insulation 1.0 psf Mech./Elec. 0.8 psf Misc. 2.8 psf Total: 15.0 psf Deflection Criteria Roof Walls L/120 *flexible finishes Floor Live Load: L/240 L/240 *brittle finish Live Load: L/360 Total Load: L/180 L/240 *supporting glass Total Load: L/240 Quantum Consulting Engineers LLC Pg. No: 1511 Third Avenue, Suite 323 Date: 4/8119 L Seattle, WA 98101 Job No.: 19107 Snow Drifting Per IBC 2015 and ASCE 7-10 Structure: Kahlo Address: Roof Designation: p9 (psf): 25 Ground Snow Load ps (psf): 25 Roof Snow Load y (pcf): 17.3 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft): 1.45 = (ps)/y: per ASCE Section 7.7.1 Cause of Snow Drift: Roof Projection or Parapet per ASCE 7.7.1 Length of Projection (ft): Projection must be longer than or equal to 15 ft Projection Reduction: 0.75 Applies to both Windward and Leeward Drifts w Surcharge Load Due to DrltUng h, i ha Pd Balanced Snow Loa d L ho W Wind Windward Leeward Leeward Drift Windward Drift Step Step Snow ASCE Figure 7-8 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7-7 Drifts Formed at Windward and Leeward Steps LI (ft): 44.00 lower roof length Lu (ft): 0.00 upper roof length (zero if parapet) hp-i (ft): 4.00 h, (ft): 2.55 hJhb: p => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft}: 1.64 < he hd use (ft): 1.6 pd (psf): 28.36 W (ft): 6.58 < LI Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft): 1.56 < he house MY 1.6 pd (psf): 26.88 W (ft): 6.23 < LI U ; Quantum Consulting Engineers LLC Project: Kahlo Date: 4/8/19 Job No: 19107 1511 Third Avenue, Suite 323 Designer: Engr Sheet: Seattle, WA 98101 Client: 2812 Checked: K K Spread Footing Schedule Design Per IBC 2015 & ACI 318-14 Typical Properties: Allowable Soil Bearing Pressure: 1.5 ksf Ultimate Factor, F (1.2<F<1.6): 1.4 Minimum Thickness: 12 inches fc: 3 ksi fy: 60 ksi Design: Footing Column Size Allowable Soil Load kips Pu kips Min. d in Minimum Ftg Th. in Ftg. Th. Input in As(ult) inA2 As (min) in^2 Rebar Size Rebar Quantity Rebar Spacing in B H in in F- 2 9 9 6.0 8 8 12 12 0.02 0.52 #4 3 10.8 F- 2.5 9 9 9.4 13 8 12 12 0.06 0.65 #4 4 9.2 F- 3 9 9 13.5 19 8 12 12 0.11 0.78 #4 4 11.2 F- 3.5 9 9 18.4 26 8 12 12 0.19 0.91 #4 5 9.9 F- 4 9 9 24.0 34 8 12 12 0.31 1.04 #5 4 15.1 F- 4.5 9 9 30.4 43 8 12 12 0.47 1.17 #5 4 17.1 F- 5 9 9 37.5 53 8 12 12 0.67 1.30 #5 5 14.3 F- 5.5 9 9 45.4 64 8 12 12 0.92 1.43 #5 5 15.8 F- 6 9 9 54.0 76 8 12 12 1.24 1.56 #5 6 13.9 F- 6.5 9 9 63.4 89 8 12 12 1.62 1.68 #5 6 15.1 F- 7 9 9 73.5 103 10 14 14 1.63 2.12 #5 7 13.6 F-7.5 9 9 84.4 118 10 14 14 2.05 2.27 #6 6 17.5 F- 8 9 9 96.0 134 12 16 16 2.09 2.76 #6 7 15.5 F- 8.5 9 9 108.4 152 12 16 16 2.54 2.94 #6 7 16.5 F- 9 9 9 121.5 170 12 16 16 3.06 3.11 #6 8 15.0 F- 9.5 9 9 135.4 190 14 18 18 3.10 3.69 #6 9 13.9 F- 10 9 9 150.0 210 14 18 18 3.66 3.89 1 #7 7 >18in Quantum Consulting Engineers LLC Project: Kahlo Date: 4/8/19 Job No: 19107.00 0 1511 Third Avenue, Suite 323 Designer: MW Sheet: 1 hm J Seattle, WA 98101 Client: 2812 Checked By: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line_6 _ Steel ColumnT 0.r1 Project Title: 4 Engineer: Project ID: Project Descr: Grid 3/13 Column _ Printed: 8AP_R2019. 7:24MA File=M:12812 Architecture119107.01 Kahlo'sCantinalCalculationslcolumn.ec6 ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.30 QUANTUM CONSULTING Description : GRID 2 COL Code References Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name : HSS4x4x5116 Overall Column Height 10.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 19,000.0 ksi Unbraced Length for X-X Axis buckling = 10 ft, K =1.0 Load Combination: ASCE 7-10 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 10 ft, K =1.0 Applied Loads _ _ _ _ _ Service loads entered. Load Factors will be applied for calculations. Column self weight included :147.786 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 6.930, S=11.550 k Axial Load at 10.0 ft, Yecc = 5.000 in, D = 2.20, S = 3.80 k Axial Load at 10.0 ft, D = 1.30 k Snow Drift: Axial Load at 10.0 ft, S = 2.0 k DESIGN SUMMARY - Bending & Shear Check Results - ----------- --- -- ----- ---- --- PASS Max. Axial+Bending Stress Ratio = 0.6533 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 9.933 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.250 k Pa: Axial 27.928 k Bottom along Y-Y 0.250 k Pn I Omega: Allowable 58.024 k Ma-x : Applied -2.483 k-ft Maximum SERVICE Load Deflections ... Mn-x I Omega: Allowable 12.831 k-ft Along Y-Y-0.1610 in at 5.839 ft above base Ma-y :Applied 0.0 k-ft for load combination : D + S Mn-y 1 Omega: Allowable 12.831 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio = 0.008312 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.250 k Vn / Omega: Allowable 30.078 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+L+H 0.182 PASS 0.00 ft 0.003 PASS • 0.00 ft +D+Lr+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+S+H 0.653 PASS 9.93 ft 0.008 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750L+0.750S+H 0.551 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.60W+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.70E+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.182 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.551 PASS 9.93 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.551 PASS 9.93 ft 0.007 PASS 0.00 ft +0.60D+0.60W+0.60H 0.109 PASS 0.00 ft 0.002 PASS 0.00 ft +0.60D+0.70E+0.60H 0.109 PASS 0.00 ft 0.002 PASS 0.00 ft Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Description : GRID 2 COL Project Title: cJ Engineer: Project ID: Project Descr: Printed: 8 APR 2019, 7:24AM File = W2812 Architecture119107.01 Kahlo's CantinalCalculationslcolumn.ec6 ENERCALC, INC.1983-2013, Build:6.13.6.30, Ver.6.13.6.30 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k 0.092 0.092 k 10.578 k S Only k 0,158 0.158 k 17.350 k D+S k 0.250 0.250 k 27.928 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.059 in 5.839 ft S Only 0.0000 in 0.000 ft -0.102 in 5.839 ft D+S 0.0000 in 0.000 ft -0.161 in 5.839 ft Steel Section_ Properties : HSS4x4x5116 _ -Depth- = -4.000 in I xx = 9.14 inA4 J = 15.300 inA4 S xx = 4.57 inA3 Width = 4.000 in R xx = 1.490 in Wall Thick = 0.313 in zx = 5.590 inA3 Area = 4.100 inA2 lyy = 9.140 inA4 C = 7.910 inA3 Weight = 14.779 plf S yy = 4.570 inA3 R yy = 1.490 in Yog = 0.000 in *Load 2 1 C O O 11 L O! X = Loads are total entered value. Arrows do not reflect absolute direction. I ' F ® R T E ` MEMBER REPORT Level, Grid B Beam �l 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED 6 0 Overall Length: 14' 7" 14' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6172 @ 2" 7495 (2.25") Passed (82%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4937 @ 1' 6 1/2" 15618 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 21796 @ 7' 2 1/4" 44203 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Uve Load Defl. (in) 0.188 @ 7' 3 1/2" 0.475 Passed (L/911) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.307 @ 73 1/2" 1 0.712 Passed (L/557) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (IJ360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' S" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam 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 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - DF 3.50" 2.25" 1.85" 2431 3828 6259 1 1/4" Rim Board 2 - Column - DF 3.50" 2.25" 1.85" 2431 3828 6259 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/43to" 14' 5 N/A 18.7 1 - Uniform (PSF) 0 to 14' 7" (Front) 21' 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuserwarrants 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 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 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 Operator Forte Software Operator Job Notes Matthew Wion Quantum Consulting Engineers (206)957-3900 mwion@quantumce.com System : Roof Member Type: Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 4/8/2019 7:34:18 AM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 1 of 1 r j T MEMBER REPORT Level, Grid 3 Beam l] 1 1 piece(s) 6 3/4" x 15" 24F-V4 DF Glulam PASSED 7 0 Overall Length: 21' 7" 1 1 i 21' 1. o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6248 @ 2" 9872 (2.25") Passed (63%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5408 @ 1' 6 1/2" 20571 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 32998 @ 10' 8 1/4" 55322 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.470 @ 10' 9 1/2" 0.708 Passed (L/543) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.785 @ 10' 9 1/2" 1.063 Passed (L/325) 1.0 D + 1.0 5 (All Spans) Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 21' S" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' S" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 21' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam 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 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - DF 3.50" 2.25" 1.50" 2529 3777 6306 1 1/4" Rim Board 2 - Column - DF 3.50" 2.25" 1.50" 2529 3777 6306 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to" 21' 5 314 N/A 24.6 1 - Uniform (PSF) 0 to 21' 7" (Front) 14' 15.0 25.0 Roof 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 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 forestay 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 Operator I Forte Software Operator I Job Notes Matthew Wion Quantum Consulting Engineers (206)957-3900 mwion@ouantumce.com System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 4/8/2019 7:34:34 AM Forte v5.4, Design Engine: V7.1.1.3 JobAte Page 1 of 1 ] F O R T E r. MEMBER REPORT Level, Transfer Girder Grid 4 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED 8 0 Overall Length: 24' 7" 1 24' L o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6730 @ 2" 7495 (2.25") Passed (90%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6589 @ 1' 6 1/2" 15618 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 18831 @ 4' 9 5/16" 42610 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.414 @ 11' 2 3/8" 0.808 Passed (L/702) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.728 @ 11' 3 5/16" 1 1.212 Passed (L/400) I -- 1.0 D + 1.0 5 (All Spans) • Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 24' S" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' S" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 24' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam 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 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - DF 3.50" 2.25" 2.02" 2743 3995 6738 1 1/4" Rim Board 2 - Column - DF 3.50" 2.25" 1.50" 881 1062 1943 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" ID 24' S N/A 18.7 1 - Uniform (PSF) 0 to 24' 7" (Front) 2' 15.0 25.0 Roof Linked from: Roof: 2 - Point (lb) 3' (Front) N/A 2431 3828 Flush Beam, Support 1 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 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 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 Operator I Forte Software Operator I Job Notes I Matthew W ion Quantum Consulting Engineers (206)957-3900 mwion@quantumce.com System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 4/8/20,19 7:34:45 AM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 1 of 1 t r O MEMBER REPORT Level, GridA Beam lW-I 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED g Overall Length: 12' 10" 0 I L. 12' 3" V All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2872 @ 2" 4901 (2.25") Passed (59%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2332 @ 1' 3 1/2" 12495 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 8886 @ 6' 3 3/4" 28290 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.114 @ 6' 5" 0.417 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.188 @ 6' 5" 0.625 Passed (L/797) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 8" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 6". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam 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 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 1153 1765 2918 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 1153 1765 2918 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to IT 8 N/A 14.9 3 4" 1 - Uniform (PSF) 0 tq 12' 10" 11' 15.0 25.0 Roof Front 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 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 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 Operator Forte Software Operator Job Notes Matthew W ion Quantum Consulting Engineers (206)957-3900 mwion@quantumce.com System : Roof Member Type: Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 4/8/2019 7:35:00 AM Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 1 of 1 1 �i F ®®r E L MEMBER REPORT Level, Grid 2 Support Beam rl fig 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED10 0 L Overall Length: 8' 7" 8' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 tj Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3841 @ 2" 7623 (3.50") Passed (50%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2685 @ 1' 3 1/2" 12495 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 7614 @ 4' 3 1/2" 28290 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.043 @ 4' 3 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Dell. (in) 0,070 @ 4' 3 1/2" 1 0.412 1 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 7" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = B' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam 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 Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wail - SPF 3.50" 3.50" 1.76" 1480 2360 3840 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.76" 1480 2360 3840 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 14.9 1 - Uniform (PSF) 0 to 8' 7" (Front) 22' 15.0 25.0 Roof 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 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 evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducm/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Matthew W Ion Quantum Consulting Engineers (206)957-3900 mwion@quantumce.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD Member Pitch: 0/12 l SUSTAINABLE FORESTRY INITIATIVE 4/8/2019 7:35:11 AN Forte v5.4, Design Engine: V7.1.1.3 Job.4te Page 1 of 1 11 Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2015 & ASCE 7-10 Structure: Kahlo's Canitina Address: 102 Main St, Edmonds WA Latitude: Longitude: Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wa: 21/2 per ASCE Table12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 13.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure 5 Stories or Less: S, (g-sec): Site Class: Sp, (g-sec): Seismic Design Category: IE. Yes Ss (max) = 1.5 Per ASCE 12.8.1.3 0.50 Ss (g-sec): 1.27 D Assumed Value 0.50 SDs (g-sec): 0.85 D per ASCE 11.6 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-12 through 22-16 Ta (sec): 0.14 Ct * hnx per ASCE Eq. 12.8-7 Tuee (sec): 0.14 - <= TL Eauivalent Lateral Force Procedure Desian Base Shear per ASCE 12.8 per ASCE Table 20.3-1 per ASCE 11.4.4 Cs: 0.13 = SDs / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.56 = SD, / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 Cs -max: 25 = SD,*TL / (Taz*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs -min: 0.04 per ASCE Eq. 12.8-5 Cs -min — = 0.5S, / (R/IE) for S, _> 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.131 V : 0.131 W = Cs -use * W per ASCE Eq. 12.8-1 Quantum Consulting Engineers LLC Project: Date: 4/8/19 Job No: LU 1511 Third Avenue, Suite 323 Designer ee A. Seattle. WA 98101 Client: Checked Bv: - Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure 12 Per IBC 2015 & ASCE 7-10 Structure: Kahlo's Canitina Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDs (g-sec): 0.85 per ASCE 11.4.4 Period (Sec): 0.14 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx = CvxV per ASCE Eq. 12.8-11 Cox = (wxhxk)/(Swihik) per ASCE Eq. 12.8-12 Level hx (ft) wx (k) % Of Wwwl wx * hxk C x (%) I Fx (k) Vx (k) Roof 13.00 78.20 100.0% 1016.54 100.0% 10.23 10.23 I Mal VV I tK): 10.Lu Cs -use: 0.131 V (k): 10.23 JUm: l L) I b.54 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx = (SFi/Swi) * wpx per ASCE Eq 12.10-1 Fpx-max = 0.4*Sos*IE*wpx per per ASCE 12.10.1.1 Fpx-min = 0.2*SDs*IE*wpx per per ASCE 12.10.1.1 Quantum Consulting Engineers LLC Project: Date: 4/8/19 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 2 L Seattle, WA 98101 Client: Checked Bv: 13 Wind Loads Criteria ASCE 7-10 Wind Load Criteria Risk Category: II Table 1.5-1 Roof Type: Monoslope Roof Basic Wind Speed: 110 Figure 26.5.1 Roof Slope: 0.0:12 Exposure Category: C Section 26.7.3 Mean Roof HT: 13.0 ft UP TO 60FT Wall Ht: 13.0 ft Parapet: Yes Parapet HT: 16.0 ft UP TO 60FT Wind Topographic Factor. Kam_ per Section 26.8 Direction of Wind Downwind of Crest Lh F_X _ _ x .I h �-7 H/2 H H/2 Terrain Type: Flat Terrain Direction: Upwind of Crest Lh • ZOO ft DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H : 200ft HT. OF HILL OR ESCARP. RELATIVE TO THE UPWIND TERRAIN x: 50 ft DIST. (UPWIND OR DOWNWIND) FROM THE CREST TO THE BUILDING h: 13.0 ft MEAN ROOF HT ABOVE LOCAL GROUND LEVEL Kzt: 1.00 EQUATION 26.8-1 Kzt: 1.00 MANUALLYINPUT Quantum Consulting Engineers LLC Project: Date: 4/8/19 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 1 Seattle, WA 98101 Client: Checked By: Wind Loads - Main Wind Force Resisting System ASCE 7-10 Chapter 27 Part 2 - Enclosed Simple Diaphragm, h<160ft Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26.5.1 Exposure Category: C Section 26.7.3 Kzt: 1.00 Section 26.8 LIB Ratio: Building Type: Class 1 Wall Height: 13.0 ft Short Dimension: 52.0 ft Long Dimension: 67.0 ft Transverse Wind L/B: 0.776119 Longitudinal Wind L/B: 1.3 Wall Pressures: - 61L51455L flan Chss I Ifuildiog Mom, —f ha. Ir� Elevation I Wall Ht I ?� Plan W I D cEi Mcan mnf lu. Class 2 Mild ing PLAN � h-Gd-1f.OR 3 I;ICr'a:in Mu: Roof form —y to Ral. gablr. ra—d - b,p Transverse Longitudinal Wind Direction Wind Direction Ph: 26.2 psf 25.2 psf Po: 25.8 psf 24.8 psf P: 59.0 psf (Parapet) 56.6 psf (Parapet) "Values from ASCE table 27.6-1 *All Values Ultimate (multiply x0.6 for ASD) \tiaU Pressure Sec Tahk 27A Sec Fig 27.E 2 for parapet rind FIGURE 27.5-1 Reef Preacures 7.6.7 Llmmiotl FIGURE 27.6-1 t nMsrht. witld+ Plan AlU Quantum Consulting Engineers LLC Project: Date: 4/8/19 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 2 Seattle, WA 98101 Client: Checked By: r 15 Wind Loads - Main Wind Force Resisting System (Cont. ASCE 7-10 Chapter 27 Part 2 - Enclosed Simple Diaphragm, h<1 Roof Pressure: Slope: 0.0:12 Mean Roof HT: 13.0 ft •�`,,,.,,. slat itcmf I Zone (PSF) ca"leaf Load Case 1 2 3 4 5 (77� 1 NA NA -25.2 -22.4 -18.4 , 2 NA NA 0.0 0.0 0.0 *Values from Table 27.6-2 G r9 *All Values Ultimate (multiply x0.6 for ASD) J -3 a ., ilip Rovr 1 0 .�� a e � 61onaslopc Table 27.6-2 Roof Overhanq (PSF) Roofedgepressure fvintable Zones 3 or 3 as applicable p, Povh: -18.9 psf or� Wind Direction pMm x R_ ,w� - 0.75 Pt or Ih ns applicable, applied as an additional upward loading (positive pressure) to roof negative edge pressures shown Figure 27.6-3 Quantum Consulting Engineers LLC Project: Date: 4/8/19 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 3 ` Seattle, WA 98101 Client: Checked By: 16 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahlo NS Shear Walls Floor Level: Sds = 0.85 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 17.25 Shear Wall Line Information SW Mark Lsw (ft) hsw (ft) hsw/LSW Wall Framing Species Specific Gravity G Interstory of Base? SW GRID 0.1 30.50 SW Segment 0.11 13.33 9.00 0.68 DF #2 0.50 Base SW Segment 0.12 17.17 9.00 0.52 DF #2 0.50 Base SW GRID 2 21.60 SW Segment 1.50 9.00 9.00 1.00 DF #2 0.50 Base SW Segment 2.OD 5.50 9.00 1.64 DF #2 0.50 Base SW Segment 2.40 7.00 9.00 1.29 DF #2 0.50 Base SW GRID 4 18.00 SW Segment 4.01 18,00 8.00 0.44 DF #2 0.50 Base SW GRID 4 0.00 Shear Wall Loads and Summary SW Mark EQ (lb) Wall ULT Wind (lb) Wall ULT Wall DL (lb) Wall Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type of MIN. 110, End Studs Holdown SW GRID 0 1275 2970 - - - - - - SW Segment 0.11 557 1298 100 100 100 SW-6 i 2 •HDU2 (3075DF,2215HF) SW Segment 0.12 718 1672 100 100 100 SW-6 ,i 2 r HDU2 (3075DF,2215HF) SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW GRID 2 SW Segment 1.50 1912 4480 100 100 too SW-6 / 2 / HDU2 (3075DF,2215HF) SW Segment 2.00 2525 480 100 100 100 SW4 �•` 2 / HDU4 (4565DF, 3285HF) SW Segment 2.40 3150 7340 100 100 100 SW-3 / 2 f HDU8 (6765DF, 4870HF) SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW GRID 4 4545 2000 SW Segment 4.01 4545 2000 100 100 100 SW-6 i 2 i HDU2 (3075DF,2215HF) SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW Segment 0 0 SW-6 0 SW GRID 4 _ SW Segment #DIV/01 #DIV/O! 100 100 100 SW-6 0 SW Segment #DIV/01 #DIV/O! 100 100 100 SW-6 0 SW Segment #DiV/0! #DIV/0! 100 100 100 SW-6 0 SW Segment #DIV/0! #DIV/0! 100 100 100 SW-{i 0 SW Segment I #DIV/01 #DIV/O! 100 1 100 100 1 SW-6 0 JQuantum Consulting Engineers LLC Project: Kahlo's Date: 4/8/19 Job No: 19107.00 1511 Third Avenue, Suite 323 Designer: MW Sheet: 1 Seattle, WA 98101 Client: 2812 Checked By: 17 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahlo NS Shear Walls Floor Level: Shear Wall Schedule (LRFD) Oo = 0.8 Panel Edge LRFD Sheathing Shear Wall Type Sheathing Grade, Sheathing Thickness, 8 Nail Size Nail Nominal Seismic Seismic SW Shear Spacing (in) SW Capacity (plf) Capacity Stiffness, G. (plf) (lb/in) SW-6 APA Rated, 15132", 8d Common 6 520 416 ill SW-4 APA Rated, 15132", 8d Common 4 760 608 13 SW-3 APA Rated, 15132", 8d Common 3 980 784 15 SW-2 APA Rated, 15/32", 8d Common 2 1280 1024 20 2SW-4 APA Rated, 15132", 8d Common 4 1520 1216 26 2SW-3 APA Rated, 15132", 8d Common 3 1960 1568 30 2SW-2 APA Rated, 15/32", 8d Common 2 2560 2048 40 Determine Shear Wall Type (LRFD) SW Segment Mark Seismic Shear (plf) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear lPlfl Adjusted Wind Shear (plf) Req'd Shear (plf) Shear Wall Type Shear Wall Capacity (plf) Check 0.11 42 1,00 42 97 70 70 SW-6 416 OK 0.12 42 1.00 42 97 70 70 SW-6 416 OK SW-6 SW-6 SW-6 1.50 212 1.00 212 498 356 356 SW-6 416 OK 2.00 459 1.00 459 87 62 459 SW-4 608 OK 2.40 450 1.00 450 1049 749 749 SW-3 784 OK SW-6 SW-6 4.01 253 1.00 253 111 79 253 SW-6 416 OK SW-6 SW-6 SW-6 SW-6 SW-6 sw-d SW-6 SW-6 SW-6 Determine Shear Wall Overturning Moment Lever Arm SW Segment Mark Wall Length Lever Arm (ft) Calculated Lever Arm (ft) %Different Override Wall Length User Input Mor Lever Arm ft 0.11 13.33 12.85 3.77% No 0.12 17.17 16.68 2.90 % No No No No 1.50 9.00 8.52 5.69% No 2.00 5.50 5.02 9.66 % No 2.40 7.00 6.51 7.52% No No No 4.01 18.00 17.52 2.77 % No No No No No No No No No No Quantum Consulting Engineers LLC Project: Kahlo's Date: 4/8/19 Job No: 19107.00 1511 Third Avenue, Suite 323 Designer: mw Sheet: 2 Seattle, WA 98101 Client: 2812 Checked By: im LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahto NS Shear Walls Floor Level: Shear Wall End Axial Load (ASDi SW Segment Mark Seismic Tension Ib ( ) ASD Seismic Tension Above (lb) Seismic Tension Total (lb) Wind Tension lb ( ) ASD Wind Tension Above (lb) Wind Tension Total (lb ( ) End 1 Dead (lb) End 2 Dead (lb) 0.11 263 0 263 526 0 526 150 150 0.12 263 0 263 526 0 526 150 150 0 0 0 0 0 0 1.50 - 1338 0 1338 2688 0 2688 150 150 2.00 2892 0 2892 471 0 471 150 150 2.40 2835 0 2835 5662 0 5662 150 150 0 0 0 0 4.01 1414 0 1414 533 0 533 150 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Determine Reauired Holdown IASDI SW Segment Mark Wind End 1 Eq. 16-15 End 1 Eq. 16- 16 End 2 Eq. 16.15 End 2 Eq. 16- 16 Controlling Ten. Load (lb) Holdown Holdown Capacity (lb) Status 0.11 436 -191 436 -191 -436 HDU2 (3075DF,2215HF) -3075 OK 0.12 436 -191 -436 -191 -436 HDU2 (3075DF,2215HF) -3075 OK 1.50 -2598 -1266 -2598 -1266 -2598 HDU2 (3075DF,2215HF) -3075 OK 2.00 -381 -2820 -381 -2820 -2820 HDU4 (4565DF, 3285HF) 4565 OK 2.40 -5572 -2763 -5572 -2763 -5572 HDUB (6765DF, 4870HF) .6765 OK 4.01 -443 -1342 443 -1342 -1342 HDU2 (3075DF,2215HF) -3075 OK Irl antum Consulting Engineers LLC Project: Kahlo's Date: 418/19 Job No: 19107.00 11 Third Avenue, Suite 323 Desi ner: mw Sheet: 3 attle, WA 98101 Client: 2812 Checked By: 19 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahlo EW Shear Walls Floor Level: Sds = 0.85 Depth of Floor Framing 8. Plates (Clearspan) at Interstory (in) = 17.25 Shear Wall Line Information SW Mark Lsyy (ft} hsW (ft) hgyylLSW Wall Framing Species Specific Gravity G Interstory of Base? SW GRID OA.1 16.00 SW Segment OA.01 16.00 9.00 0.56 DF #2 0.50 Base SW GRID A 17.00 SW Segment A.01 8.50 • 9.00 1.06 DF #2 0.50 Base SW Segment A.02 4.50 9.00 2.00 DF #2 0.50 Base SW Segment A.03 4.00 9.00 2.25 DF#2 0.50 Base SW GRID C 23.00 SW Segment C.01 8.50 9.00 1.06 DF #2 0.50 Base SW Segment C.02 14.50 9.00 0.62 DF #2 0.50 Base SW GRID 0.00 Shear Wall Loads and S SW Mark - EQ (lb) Wall ULT Wind (lb) Wall ULT) Wall DL (lb) Wall Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs Holdown SW GRID OAA 1275 - 3145 - - - - - - SW Segment OA.01 1275 3145 100 100 100 „r SW-6 2 ,r HDU2 (3075DF,2215HF) SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW GRID A 5100 7500 SW Segment A.Ot . 2550 3750 100 100 100 1/ SW-6 2 A HDU2 (3075DF,2215HF) SW Segment A.02„ 1350 1985 100 100 100 SW-6 2 HDU2(3075DF,2215HF) SW Segment A.03 1200 1765 100 100 100 -SW-6 2 .+ HDU2 (3075DF,2215HF) SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW GRID C 5100 7500 SW Segment C.01 1885 2772 100 100 100 iSW-6 2 HDU2 (3075DF,2215HF) SW Segment C.02 3215 4728 100 100 100 /SW-6 2 ,.r HDU2 (3075DF,2215HF) SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW Segment 0 0 100 100 100 SW-6 0 SW GRID 1000 1000 SW Segment #DIV/01 #D!V/01 100 100 100 SW-6 0 SW Segment #DIV/O! #DIV/O! 100 100 100 SW-6 0 SW Segment #DIV/O! #DIV/O! 100 100 100 SW-6 0 SW Segment #DrV/01 #DIV/01 100 100 100 SW-6 0 SW Se mentI #DIV/O! #DIV/0! 100 100 100 SW-6 0 Quantum Consulting Engineers LLC Project: Kahlo Date: 4/8119 Job No: 19107.00 1511 Third Avenue, Suite 323 Designer: mw Sheet: 1 Seattle, WA 98101 Client: 2812 Checked By: 20 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahlo EW Shear Walls Floor Level: Shear Wall Schedule (LRFD 4o = 0-8 Shear Wall Type Sheathing Grade, Sheathing Thickness, & Nall Size Panel Edge Nail Spacing (in) Nominal Seismic SW Capacity (Plfl LRFD Seismic Capacity Capacity (plf) Sheathing Shear Stiffness, G. (lb/in) SW-6 APA Rated, 15/32", 8d Common 6 520 416 10 SW-4 APA Rated, 15/32", 8d Common 4 760 608 13 SW-3 APA Rated, 15/32", 8d Common 3 980 784 15 SW-2 APA Rated, 15132", 8d Common 2 1280 1024 20 2SW-4 APA Rated, 15132", 8d Common 4 1520 1216 26 2SW-3 APA Rated, 15132", 8d Common 3 1960 1568 30 2SW-2 APA Rated, 15132", 8d Common 2 2560 2048 40 Determine Shear Wall T 1pe LRFD SW Segment Mark Seismic Shear (PIS Aspect Ratio Reduction Adjusted Seismic Shear (pit) Wind Shear (PIS Adjusted Wind Shear (plf) Req'd Shear (ply Shear Wall Type Shear Wall Capacity (plf) Check OA.01 80 1.00 80 197 140 140 SW-6 416 OK SW-6 SW-6 SW-6 SW-6 A.01 300 1,00 300 441 315 315 SW-6 416 OK A.02 300 1.00 300 441 315 315 SW-6 416 OK A.03 300 0.97 310 "1 325 325 SW-6 416 OK SW-6 SW-6 C.01 222 1.00 222 326 233 233 SW-6 416 OK C.02 222 1.00 222 326 233 233 SW-6 416 OK SW-6 SW-6 SW-6 SW-6 SW-6 SW-6 SW-6 SW-6 Determine Shear Wall Overturning Moment Lever Arm SW Segment Markver TLWall Length Arrn (ft) Calculated Lever Arm (ft) i % Different Override Wall .Length User Input Mm Lever � Arm k OA.01 16.00 15.52 3.12% No No No No No A.01 8.50 8.02 6.04% No A.02 4.50 4.02 12,06% No A.03 4.00 3.52 13.78% No No No C.01 8.50 8.02 6.04 % No C.02 14.50 14.02 3.46% No No No No No No No No No Quantum Consulting Engineers LLC Project: Kahlo Date: 4/8/19 Job No: 19107.00 1511 Third Avenue, Suite 323 Designer: mw Sheet: 2 Seattle, WA 98101 Client: 2812 Checked By: 21 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015, ASCE 7-10, SDPWS 2015 & NDS 2015 Structure: Kahlo EW Shear Walls Floor Level: Shear Wall End Axial Load (ASD) 5W Segment Mark Seismic Tension (lb) ASD Seismic Tension Above (lb) Seismic .Wind Tension Total (lb) Tension (lb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) OA.01 502 0 502 1061 0 1061 150 150 0 0 0 0 0 0 0 0 A.01 1890 0 1890 2382 0 2382 150 150 A.02 1890 0 1890 2382 0 2382 150 150 A.03 1890 0 1890 1 2382 0 1 2382 150 150 0 0 0 0 C.01 1397 0 1397 1761 0 1761 150 150 C.02 1397 0 1397 1761 0 1761 150 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 nnfnnninn Rnnnirarl 14.1,1 wn rASn1 SW Segment Mark Wind End 1 Eq. 16-15 End 1 Eq. 16- 16 End 2 Eq. 16.15 End 2 Eq. 16- 16 Controlling Ten. Load (lb) Holdown Holdown Capacity Ib Status OA.01 -971 -430 .971 430 -971 HDU2(3075DF,2215HF) -3075 OK A.01 -2292 -1818 -2292 -1818 -2292 HDU2(3075DF,2215HF) 3075 OK A.02 -2292 -1818 -2292 -1818 -2292 HDU2(3075DF,2215HF) -30T5 OK A.03 -2292 -1818 -2292 -1818 -2292 1 HDU2 (3075DF,2215HF) -3075 OK C.01 -1671 -1325 -1671 -1325 .1671 HDU2(3075DF,2215HF) -3075 OK C.02 -1671 -1325 -1671 -1325 -1671 HDU2(3075DF,2215HF) -3075 OK Quantum Consulting Engineers LLC Project: Kahlo Date: 4/8/19 Job No: 19107.00 1511 Third Avenue, Suite 323 Designer: mw Sheet: 3 Seattle, WA 98101 Client: 2812 Checked By: 22 23 Company Quantum Consulting Engineers Apr 8, 2019 IIRISA Designer MW Checked AM ke Job Number 19107.01 Checked By: F. t:EM.E75CHEKCOMPnrn Model Name 5' Canopy Hot Rolled Steel Properties Label__. _ .. , E [ksi]_____ _ G [ksi].. _ Nu . Therm (\1 E...Densityjk/ft... _ Yield[ksi] Ry Fu[ksi] Rt 1 AQC (3�4R 7nnnn 411 CA 0-a i An f 9G r 4 G I CO , n .65 _l..__,49_�50Y ! 1.4 65 _1.3 Hot Rolled Steel Section Sets _ Label . Shape „r__. __ Type _ . __.Desi.gn List Material__ ,Design Rules_ A jin2], lyy [in4] _ Izz.[in4.]J jin4] I 1 Wide Flan 1 __..HR1A W8X1.0 Beam. L_ge: 36Gr.36__Ty_pical 2.9.6�.09 30_8�__043 Hot Rolled Steel Design Parameters Label Shane Lenothfftl Lbwfftl Lhzzrftl Iromn tonfffl 1 cmmn hntfftl 1 -tnrnu Kw IC77 r h Pi nnfinn 1 M1 '. C10X15.3 5 Lbvv Lateral 2 M2 C10X15.3 10.333 t Lbyy Lateral 3 M3 C10X15.3 5 Lbvv Lateral 4 M4 1" Rod 5.59 Lb y Lateral 5 M5 1" Rod 5.59 1 Lbvv Lateral 6 M6 C10X15.3 10.333 Lbvv Lateral i 7 M7 HSS2X2X4 5 ! I Lbvv Lateral $ M8 HSS2X2X4 5 Lbyy Lateral Mg HSS2X2X4 .5 Lbvv Lateral h1g 0 M10 HSS2X2X4 9 Lbyy Lateral 11 M11 HSS2X2X4 .833 I Lby_y I Lateral) Member Distributed Loads (BLC 3: Wind Load) Member Label_ Direction Start Magnitu.dejkft..._End _Magnitude[k/ft F .._Start Location.[ft,%]_End Location[ft,%o]_ Member Distributed Loads (BLC 4 : Snow Load) Member Label r _ __Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] _ End Location[ft,.%a] Member Distributed Loads (BLC 5: BLC 1 Transient Area Loads) r—T Member Label Direction Start_Magnitudejk/ft ._End_Magnitude[k/ft,F ..,_Start Locationjft%]_End Location.[ft,%]_ 1__. — 2 M2 Y -.VVVVVVT -.0006206 -.VVVVLVV -.0006206 V 2.0067 L.VV/ 4.133 3 M2 ! Y -.0006206 -.0006206 4.133 6.2 4 M2 Y -.0006206 -.0006143 6.2 8.267 1 5 M2 Y -.0006143 -.0006395 8.267 10.333 6 M6 Y -.01 -.013 0 2.067 7 M6 I Y -.013 -.013 2.067 4.133 8 M6 i Y_ -.013 -.012 4.133 6.2 RISA-3D Version 17.0.0 [M:\...\19107.01 Kahlo's Cantina\Calculations\5'x10' Canopy.r3d] Page 1 24 Company Quantum Consulting Engineers Apr 8, 2019 IIIRI SA Designer MW 8:00 AM Job Number 19107.01 Checked By: ANEh'ETSC !EKCOMPANY Model Name 5' Canopy Member Distributed Loads (BLC 5: BLC 1 Transient Area Loads) (Continued) Momhar 1 ahol nirartinn Ctnrt Unnnifi Aonel t Pnrl Mnnnifi irlarlr/ft P Rf.rf I-fi-Fft 0%1 P-4 I-finnrff 0%1 9 M6 Y -0-12 -.013 6.2 8.267 10 M6 Y -.013 -.01 8.267 10.333 111 M9 I Y .001 -.012 0 .125 12 M9 I Y -.012 -.011 .125 .25 113 M9 I Y -.011 -.012 .25 .375 14 M9 Y -.012 -.035 .375 .5 1 15 M 10 I Y -.012 -.012 0 1.8 16 M 10 Y -.012 -.012 1.8 3.6 17 M 10 Y -.012 -.012 3.6 5.4 18 M 10 I Y -.012 -.012 5.4 7.2 19 ! M 10 Y -.012 -.011 7.2 9 20 M11 Y .0004348 -.01 0 .167 21 I M11 Y -.01 -.018 .167 .333 22 M11 Y -.018 -.01 .333 .5 23 ' M11 I Y -.01 -.01 .5 .667 24 M11 Y -.01 -.026 .667 .833 Member Area Loads (BLC 1 : Dead Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksfl 1 j _.._ N3 -. - N1. N2 N4 Y ! A-B i -.005 Basic Load Cases RI r Y (_r ,if., V cr ,ih, 7 (`-r Ah, In n{ 0.. ..{ r -+. ;k.4-A A. ../GA.. 0-9--to 1 -Dead Load i DL 2 Live Load LL 1 3 Wind Load WL 4 4 Snow Load SL 4 5 IBLC 1 Transient Area.., None I 24 i Load Combinations Nncrrintinn Cn P R RI r Far RI r Fnr RI r F.r RI r P., RI r Far RI r Cyr RI r Cyr RI r Cam.- RI r Car DI r M- 1 IBC 16-8 Yes Y i IDL 1 i L --� ! 2 IBC 16-10 (b) Yes Y DL 1 SL 1 LN 1 i IBC 16-12 (a) (a) Y DL 1 WL .6 Y3 4 IBC 16-12 (a) (b) Y j IDL 1 WL'-.6 15 IBC 16-13 (a) (a) Y I IDL 1 WL .45 LL .75 ILLS' .75 I I I I I 6 IBC 16-13 (a) (b) Y ; IDL 1 WL -.45! LL .75 iLLS .75 I 7 ( IBC 16-13 (b) (a) Y I IDL 1 WL .45! LL .75 ILLS .75 SL I.75 ;SLN .75. I 8 IBC 16-13 (b) (b) Y I DL • 1 WL -.45I LL .75 iLLS..75 SL .75 sLN .75 1 9 IBC 16-15 a Y I IDL .6 WL .6 10 IBC 16-15 b Y 1 IDL..6 WL '-.6 Envelope Joint Reactions .Inlnt Y rlhl I r V rlhl I r 7 nhi I r MY tlr_ffl I r UV R-441 I r PA7 rL Al 1 r` F-1rN5 !max 087 1 2- 531.06 T2 -450.248 - 1 -� _O-_ ..Y-2T_. 2 min .008 11 .232.666 1 -1046.404 2 0 1 1 0 i 1 0 1 3 N6 !max .029 1 2 183.1321 2 -299.062 1 0 2 0 1 2 i 0 1 2 4 min .006 1 1 .157.0331 1 -351.236 2 0 1 0 i 1 0 1 5 N11 [max -1.208 1 1 .860.828 2 1046.404 2 0 1 2; 0 1 2 0 2 6 min -2.326 1 2 198.9531 1 450.248 1 I 0 1 1 0 1 0 1 7 N 10 I max 2.209 1 2 840.373! 2 351.23_6 2 0 1 2 0 1 2 0 2 RISA-3D Version 17.0.0 [MA ... \19107.01 Kahlo's Cantina\Calculations\5'x10' Canopy.r3d] Page 2 25 Company Quantum Consulting Engineers Apr 8, 2019 Designer MW 8:00 AM Job Number 19107.01 Checked By: ANEW TSCHEUXCOW"A u+r Model Name 5' Canopy Envelope Joint Reactions (Continued) 9 N13 .max NC LOCKED LOCKED NC NC NC 10 min NC LOCKED, LOCKED NC NC NC 11 Totals: :max 0 2 .2415.394 ! 2 0 1 12 min 0 1 782.4871 1 0 2 Envelope Member Section Forces Member ,Sec_ _ Axial[lb]__.LC__y Shear[... LC z Shear[... LC Torque[k-ft] _ _ _ LC „y-y Mo....., LC z-z Mo...._. LC, 1 M 1 1 max 43 :923 2�=43_892 1 _1.248 1 0 2 .009 2 0 1` 2 min 16.894 1 -55.54 2; -2.328 2 0 1 .005 1 0 2, i 3 9 imax as a91 ._�a A37 1 ; _1 �dR 1 n nnR 7 nR7 7 s. ���Y►cx;srx��.�t:�l�l�alrlf:+tl���s�u�K�r=��`�►� V 111111 1 V.VJ-t I - 1/ `TGJ L -L.JLV L V 1 .VVL I .VVL I 7 4 max 43 Q2A 2 111,974 1 -1 94A 1 n 9 n 1 1 n1 9 9 5 max.43.919 2 40.128 2' 9.72 2 0 2 0 2 0 2 10 min 16.893 1 36.021 1: 5.213 1 0 1 0 1 0 1 1 11 M2 1 max 9.717 2 40.146 2.-16 A94 1 0 2 n 2 n 2 11 IGA LL 111111 L. I JV L -! V..+ 1 1 L -O.VLJ L U 1 U I U L r23 2 :max: 7 811-16.938 2 2 239 2 0 2 .044 0 2 ^ 2 I LT 25 3 111111 G. 1 JV .max 7.81 G 1 - 1 V.TVJ. 2.117 1 2 I.G 2.239 I 2 V 0 1 1 2 V .003 1 2 .VJV .053 1 2 1 26 min 2.156 2 .6 1 j 1.2 1 0 1 .002 1 .049 1 27 4 max 7.81 1 21.173 2 2.239 2 0 2 .006 2 .039 2 28 _ min 2.156 2 19.656 1 1.2 1 0 1 .003 1 .037 1 1 29 5 max 7.81 1 40.228 2 2.239 2 0 2. i .009 2 0 2 1 30 min 2.156 2 38.711 1 1.2 1 0 1 .005 1 0 1 31 M4 1 max-500.084 1 6.681 2 0 2 0 2 0 2 0 2 32 min-1166.748 2 6.681 1 0 1 0 1 0 1 0 111 JJ G 1 J.J- 1_V G V G V G -.VU1 L 34 min -1168.419 2 3.341 1 0 1 0 1 0 1 -.007 1 9R Q may _Sn3 d9R 1 n 7 n 7 n 1 n 1) nnn 36 min-1170.089 2 0 1 0 1 0 1 0 1 -.009 1 1 37 4 .max-505.095 1 -3.341 2 0 2 0 2T 0 2 -.007 2 38 min-1171.759 2 -3.341 1 1 0 1 _ 0 1 0 1 -.007 1 39 5 max-506.766 1 -6.681 2 0 2 0 2 1 0 2 0 2 ' 40 min-1173.43 2 -6.681 1 0 1 0 1 0 1 0 1 1 41 M5 1 .max-331.035 1 6.681 2 0 2 0 2 0 2 0 2 42 min-389.373 2 6.681 1 0 1 0 1 0 1 0 1 43 44 2 max-332.706 min-391.043 1 2 3.341 2 0 3.341 1�T0 2 1 0 0 2 0 2 1� 0 1 -.007 -.007 ^2 1 ! 45 3 max-334.376 1 0 2 0 2 0 2 0 _._ 2 -.009 2 46 min-392.714 2 0 1 0 1 0 1 0 1 -.009 1 47 4 :max-336.046 1 -'4 A41 2 n 2 n 2 n 2 - nn7 9 RISA-3D Version 17.0.0 [MA ... \19107.01 Kahlo's Cantina\Calculations\5'x10' Canopy.r3d] Page 3 26 Company Quantum Consulting Engineers Apr 8, 2019 IIRISA Designer MW Checked keJob Number 19107.01 Checked By: Q'dEME?SCHEKCWAFANY Model Name 5' Canopy Envelope Member Section Forces (Continued Member Sec Axial[Ibl LC v Shearl'._LC z Shearf... LC Torouefk-ftl LCMo... LC z-z Mo... LC 48 min-394.384 2 -3.341 1 6 1 0 1 0 1 -.007 1 49 5 max-337.717 1 -6.681 2 0 2 0 2 0 2 0 2 50 min-396.054 2 -6,681 1 0 1 0 1 0 1 0 1 i 51 MF 1 .max 9,411) ') -AQ RQ 1 ,-1A RQd 1 n W)a 1) n 1) 52 min 1.248 1 -55.52 2'-43.923 2 0 1 .005 1 0 1 53 2 max 0 2 396.491 2 2.238 2 0 2 -.003 1 -.186 1 54 min 0 1 72.779 1 .487 1 0 1 -.009 2 -1.102 2 55 3 max 0 2 .727 2 2.238 2 0 2 -.002 1 -.28 1 56 min 0 1 -.07 1 .487 1 0 1 -.003 2 -1.614 2 57 4 max 0 2 -71.97 1 2.238 2 0 2 .003 2 -.187 1 58 min 0 1-394.089 2 .487 1 0 1 0 1 -1.106 2 59 5 max 2.238 2 40.226 2 7.81 1 0 2 .009 2 0 2 60 min 1.2 1 38.71 1 2.156 2 0 1 .005 1 0 1 61 M7 1 max_1000.248 2 396.346 2 1.707 2 -.001 1 0 2 0 2 62 min 432.869 1 100.339 1 .915 1 -.01 2 0 1 0 1 ' 63 2 max 1000.244 2 8.447 1 -.048 1 -.001 1 0 2 -.007 1 64 min 432.868 1 4.515 2 -.09 2 -.01 2 0 1 -.022 2 65 3 max 1000.244 2 1.539 1 -.048 1 -.001 1 0 2 -.013 1 66 min 432.868 1 -2.393 2 -.09 2 -.01 2 0 1 -.023 2 67 4 max 1000.244 2 -5.369 1 -.048 1 -.001 1 0 2 -.011 1 68 min 432.868 1 -9.301 2 -.09 2 -.01 2 0 1 -.016 2 69 5 max 1000.244 2-12.276 1 -.048 1 -.001 1 0 2 0 2 70 min 432.868 1-16.209 2 -.09 2 -.01 2 0 1 0 1 71 M8 1 max 351.317 2-13.815 2 0 2 .007 2 0 2 0 2 72 min 291.738 1-13.815 1 0 1 0 1 0 1 0 1 73 2 :max 351.317 2 -6.908 2 0 2 .007 2 0 2 .013 2 74 min 291.738 1 -6.908 1 I 0 1 0 1 0 1 .013 1 75 I' 3 max 351.317 2 0 2 0 2 .007 2 0 2 .017 2 76 min 291.738 1 0 1 0 1 0 1 0 1 .017 1 77 4 max 351.317 2 6.908 2 0 2 .007 2 0 2 .013 2 78 min 291.738 1 6.908 1! 0 1 0 1 0 1 013 1 79 5 max 351.317 2 13.815 2 0 2 .007 2 0 2 0 2 80 min 291.738 1 13.815 1 0 1 0 1 0 1 0 1 81 M9 1 max -6.461 1 -3.69 1 0 2 .082 2 0 2 0 2 82 min-12.048 2 -19.44 2 0 1 .028 1 0 1 0 1 '. i 83 2 max -6.461 1 -2.333 1 0 2 .082 2 0 2 .002 2 84 min-12.048 2-10.208 2 0 1 .028 1 0 1 0 1 85 3 max -6.461 1 -.199 2 0 2 .082 2 0 2 .003 2 86 min-12.048 2 -.199 1 0 1 .028 1 0 1 0 1 87 4 'max -6.461 1 9.832 2 0 2 .082 2 0 2 .002 2 i 88 min-12.048 2 1.957 1 0 1 .028 1 0 1 0 1 89 5 .max -6.461 1 21.341 2 0 2 .082 2 0 2 0 2 90 min-12.048 2 5.591 1 0 1 .028 1 0 1 0 1 91 i M 10 1 max -5.501 1-79.269 1 0 2 -.001 1 0 2 0 2 92 min-10.261 2-362.769 2 0 1 -.003 2 0 1 0 1 93 2 max -5.501 1-39.746 1 0 2 -.001 1 0 2 612 2 94 min-10.261 2-181.496 2 0 1 -.003 2 0 1 .134 1 95 3 max -5.501 1 -.331 2 0 2 -.001 1 0 2 817 2 96 min-10.261 2 -.331 1 0 1 -.003 2 0 1 .179 1 97 4 .max: -5.501 1 181.71 2 0 2 -.001 1 0 2 .613 2 98 min-10.261 2 39.96 1 0 1 -.003 2 0 1 134 1 99 5 :max. -5.501 1 362.519 2 0 2 -.001 1 0 2 0 2 100 min-10.261 2 79.019 1 0 1 -.003 2 0 1 0 1 101 M11 1 :max -5.501 1 -6.564 1 0 2 -.001 1 0 2 0 2' 102 min-10.261 2-32.813 2 0 1 -.003 2 0 1 0 1 1 103 2 .max -5.501 1 -4.11 1 0 2 -.001 1 0 2 .005 2 104 min-10.261 2-17.234 2. 1 0 1 -.003 2: 0 1 .001 1 RISA-31D Version 17.0.0 [MA ... \19107.01 Kahlo's Cantina\Calculations\5'x10' Canopy.r3d] Page 4 27 Company Quantum Consulting Engineers Apr 8, 2019 Desner MW AM IORMSAJob Number 19107.01 Checked By: A IJEMETSCHEKCO:APANY Model Name 5' Canopy Envelope Member Section Forces (Continued) Mamhar Sec AYinIrIhl I C v Shaarf I C 7 Rhaarf 1 C Tnrnuafk-ftl I C v-v Mn I C 7-7 Mn I 105 3 max -5.501 1 .23 2 0 2 -.001 1 0 2 .007 2 106 min-10.261 2 .23 1 0 1 -.003 2 0 1 .002 1 1 107 4 :max l -5.501 1' 16.727 2 0 2 -.001 1 0 2 .005 2 I 108 min-10.261 2 3.603 1 0 1 -.003 2 0 1 .001 1 1109 ' 5 •max • -5.501 1 34.423 2 1 0 2 -.001 1 0 2 0 2 110 min-10.261 2 8.174 1 i 0 1 -.003 2 0 1 0 1 Envelope Beam Deflections Member Label _ Span.. ___ _ __,Location [ft)T_y_'.[in].___�.(n)_L'/y.' 1 M1 1 Amax 0 i 0 NC 1 I L 3 M2 1 1 I II1111 max V 2.153 I V .006 IVV NC I 1 4 1 min 0 .005 NC 1 5 M3 I 1 max 0 I .003 NC 1 6 1 min 0 .003 NC 1 7 M4 1 max .058 -.007 NC 1 8 1 min 2.795 -.052 1454 2 9 M5 ! 1 max .058 I -.005 NC 1 10 1 1 min 2.795 -.048 1454 2 11 M6 i 1 max 0 0 NC 1 12 1 min 0 .003 4441 2 13 2 max 1.615 -.001 NC 1 14 2 1 min 5.167 -.016 6952 2 15 3 I max 9.903 I 0 NC 1 16 3 min 10.333 .003 4419 2 17 M7 1 max 4.74 -.002 NC 2 18 1 min 2.344 -.013 9204 2 19 M8 1 max 4.635 .001 NC 1 20 1 min 0 .004 NC 1 21 ' M9 1 max 0 .005 NC 1 22 1 min 0 .005 NC 1 23 M10 1 max .094 .011 NC 1 24 1 min 4.5 .694 157 2 25 M11 1 max 0 I 0 NC 1 26 1 min 0 0 NC 1 Envelope RISC 14th(360-10): ASD Steel Code Checks AA.....k- 1,k--- I -A.. tlk--t, 1 --r 1 -c0..-. 1 --t n:.f nn--i- n-a..-. AA-..../- .A --- 1- nL c-- 1 M1 C10X15.3; .003 12.396,2i.001 0 &y 2 79784..J13413... 4.609 138.1821... H1-1bi 2 M2 C10X15.3 _-- 010 4.413 2 002 9.903 y 2 22190...113413..• 4.609 121.99 1... H1-1b I 3 ! M3 I C10X15_3 002 13.542; 2! .002 0 I y 2 79784...113413... 4.609 37.034'1..iH1-1b 4 M4 1" Rod .069 5.5912 ` .001 0 , 2 1639.5..116930.... .282 1 .282 1..H1-1b*I 5 i M5 1" Rod .023 '5.5912:.001 0 I 2 1639.5.J16930.... ,282 j .282 1 ,H1-1b*i 6 M6 c1ax15.3 .075 s.o59 21 .017 .538 v 2 22190....13413... 4.609'21.5651... H1-ib, 7 M7 HSS2x2X4' .057 i.208! 2 1.045 O ly 2 25493...141592....2.213 12.213 2••tH1-1b1, 8 M8 IHSS2X2X4. .015 2.5 2; .005 O 2 25493...141592.... 2.213 2.213 1... H1-1b I 9 M9 HSS2x2X4; .001 .25'2:.043 .5 ly 241389...141592....2.213 12.213 1..iH1-ib 10 M 10 HSS2x2X4' .369 4.5 2 .038 0 iy 2 9626.18 i41592.... 2.213 12.213 1... H 1-1 b 11 M11 IHSS2X2X41 -,,003 ;.41712_1_._005__A 3 y _2 41031... 141592..... 2.213.12.213 1.AH1_1b RISA-31D Version 17.0.0 [MA ... \19107.01 Kahlo's Cantina\Calculations\5'x10' Canopy.r3d] Page 5 RESUS Im CITY COPY SEP 0 9 2019 September 4, 2019 B E°nn' OWT To: Mr. Leif Bjorback Building Official Development Services Department 121 5th Avenue North Re: Plan Check: BLD2019-0397 Kahlo's Cantina Addition/Remodel at 102 Main Street Mr. Bjorback, I am providing the following information related to ECDC 17.40.020(F) in response to the plan check comment letter from your department dated July 22, 2019 for the above referenced project. The intent of this letter is to provide you information related to the percentage of demolition work performed to the existing building during the course of the remodel. I have evaluated the existing replacement cost of the building based on a cost compiled by the BuildingJournal.com website. The total replacement value of the building is $425,109.04 ($167.30/SF). I have attached a hard copy of the calculator with pertinent building information for your reference, Information relating to construction and percentages is as follows: Component ^Value of Existing Percentage T Replacement cost of Component Removed Removed Component Foundation (including slab) $34,608.72 34% $11,562.97 Wall Framin ° � $17,344.45 --- -----------........�.$51,013.08__.-...___ �34/0- - ~Drywall $8,502.18 75% - • ---.._..--- 1--- _ Wall Insulation I� --- - — - - -- -- $4,251.09 34 /o - $1,445.37 Siding $12,753.27 100 /o j Roof Framing $55,264.18 r 23% $12 710.7 —_ — Roof Insulation $4,251.09 23% $977.75 _Window_ s $21,255.45 100 /o -�- � $21,255.45 ~Doors - $8,502.18--- --- 100% - --- - -,Casework -- � $8,502.18- $4 25109 100 .100% - --- - /o 4 Paint and Finishes $34,008.72 100 ' $4,251..72 - - i Plumbin 25_,0 5 _ o g $ 50 % - - - - $12,753.27 ---- - - - ---- -- -� -_6.54-- - --� Electrical $85,021.81 30% - $25,506.54 — HVAC $76,519.64 0% T $0.00 TOTAL $425,109.04 40% $170,086.12 Based on the above, the total percentage of demolition is 40% of the existing building. Sin erely, Adam Clark adam@2812architecture.com 2812 Colby Avenue Everett WA 98201 P (425)252-2153 www.2812architecture.com &§-u-i1d1ngJoumaJ.com: Home I Residential I Commercial I Contact us "Online construction estimating. Quickly estimate the cost of residential and commercial projects in over 160 US. Cities" X Commercial Cost Estimate Type of Building I Restaurant Stout Roofing LLC Project Location Washington -Seattle Type of Work Lump Sum Cost Index Median Over 30 Years And 10,000 Roofs Square Feet 2�541.00 Subtotal 366,473.31 Roof Replacement At Competitive Overhead 10.00% 36,647.33 Prices. Profit 5,00% 18,323.67 Bonding 1,00% 3,664.73 stoutroof.com Total Budget 425,109.04 Per Square Foot 167.30 OPEN ❑✓ I Estimate Project 11 By using this calculator you agree to our terms and conditions " 4 O y ♦ .. . ................ ...: i C DRAW I N6 INDEX ... ��• / ARCHITECTURAL A 1 . I SITE PLAN, PROJECT CRITERIA A1.2 A1.5 SURFACE ANALYSIS PLAN SITE DETAILS r� �+ „� , LI.1 A2.0 A2.I LANDSCAPE PLAN OCCUPANCY PLAN AND GORE INFORMATION DEMOLITION PLAN / r "v A2.2 FLOOR PLAN y. A2.3 REFLECTED GEILIN6 PLAN A2.4 ROOF PLAN r A3.1 A3.2 A4. I EXTERIOR ELEVATIONS EXTERIOR ELEVATIONS 5ECT1 ON5 A4.2 SECTIONS A4.3 A4.4 SECTIONS SECTIONS A4.5 A5.1 SECTIONS DOOR, WINDOW d FIN15H 51- ULE5 A5.2 INTERIOR ELEVATIONS / O I STRUCTURAL 51.0 bENERAL STRUCTURAL NOTES 51.1 GENERAL STRUCTURAL NOTES d ABBREVIATIONS .+ 52.0 FOUNDATION PLAN \ 1 52.1 53.0 ROOF PLAN TYPICAL FOUNDATION/SLAB DETAILS L --- , l I 53.1 54.0 DETAILS TYPICAL WOOD DETAILS \54.1 I TYPICAL WOOD DETAILS 1 54.2 DETAILS 1 I 55.0 TYPICAL LI6HT 6AU6E DETAILS EXISTIN6 BUILDIN6 2,541 S.F. l` SITE PLAN 50ALE: I" = 10'-0" PROJEGT GRITER IA _ SCOPE OF WORK INTERIOR/EXTE-RIOR REMODEL OF AN EXISTIN6 2,541 S.F. z ~ 51N6LE-5TORY STRUCTURE FOR PURPOSES OF A NEW r RESTAURANT. NEA EXTERIOR FINISHES, BUILDIN6 AND SITE �tl ELEMENTS. JURISDICTION: CITY OF EDMONDS f ¢ 9 TAX ACCOUNT NO.: 00454800300700 LE6AL DESCRIPTION: 6EPiART5 15T ADD TO EPHON05 BLK f LL IL 003 D-00 - LOTS 7 THRU 12 LE55 BNR (6NR) R/K d LE55 L: Lu Lu 5/HY lL N GODES 6 2015 INTERNATIONAL BUILDIN6 CODE (IBC) 2015 NTERNATIONAL MECHANICAL CODE (IMG) m 2015 INTERNATIONAL FIRE CODE (IFC) W 2015 UNIFORM PLUMBIN6 GORE (UPC) O n o o SITE PLAN NOTES 1. SHADIN6 DENOTES EXTENT EXI5TIN6 ASPHALT PAVIN6 TO REMAIN WITH NEW 2" ASPHALT OVERLAY. J 2. PAINTED PARKIN6 5TRIPIN6. 4" WIDE LINES. LEN6TH AND 5PAGIN6 A5 INDICATED ON PLAN. COLOR: TRAFFIC WHITE. 3. NEW TRASH ENCLOSURE. SEE PET. 7 DWG. A1.2. 4. ACCESSIBLE PARKING STALL WITH PAINTED ACGF55 AISLE d 516N. SEE PET. 5 DA6. A1.2. tee, 5. ACCESSIBLE CURB RAMP. SEE PET. 4 DK6. A1.2. 6. NEW CONCRETE CURB. SEE PET. 1 DA6. A1.2. - '1. REPAIR CONCRETE CURB TO MATCH EXI5TIN6. 8. NEW 42" H16H MIN. PATIO FENCE BY OWNER. PATIO GATE HARDWARE TO BE NON-LATGHIN6 AND INCLUDE SELF -CLOSING HIN6E5. 9. NEW 44" AIDE MIN. CONCRETE SIDEWALK. SLOPE FROM PATIO WITH 8% MAX. IN DIRECTION OF TRAVEL WITH A GRO55 SLOPE OF 2% MAX. SEE PET. 2 DA6. A1.2. 10. REPLACE PORTION OF EXI5TIN6 CONCRETE SIDEWALK. SLOPE FROM PATIO WITH 8% MAX. IN DIRECTION OF TRAVEL WITH A GRO55 SLOPE OF 2% MAX. MATCH WIDTH OF EXI5TIN6 SIDEWALK OR A 44" MIN. WIDTH. II. EXISTIN6 CONCRETE SIDEWALK TO REMAIN. 12. REMOVE EXI5TIN6 51DEKALK AND STEPS. 13. EXI5TIN6 PATIO TO REMAIN KITH NEW SURFACE BY OWNER. NEW SURFACE TO BE LEVEL KITH 15UILDIN6 INTERIOR FINISH FLOOR. 14. DASHED LINE INDICATES EXTENT OF EXI5TIN6 PATIO. 15. NEW 4' TALL PRIVACY FENCE AND 6ATE BY OWNER. 16. NEW MA50NRY OR CONCRETE RETAININ6 HALL TO REPLACE ROCKERY. 17. EXI5TIN6 "EXTERIOR" COOLER WALK-IN BOX TO BE ' RETAINED AND REUSED. 18. EXI5TIN6 6A5 METER LOCATION. I9. EXISTIN6 BUILDIN6 SEWER LINE AND GLEAN OU-. 20. EXISTIN6 STORMKATER CATCH BASIN. 21. EXI5TIN6 LIGHT POLE AND BASE. 22. NEW 6A5 FIRE PIT TABLE OR SIMILAR BY OWNER. BUILDIN6 CRITERIA ZONIN6: COMMUNITY BUSINESS (BG) WW MAX. HE16HT: 25' 14y OCCUPANCY: A-2 CONSTRUCTION TYPE: VB (NON-SPRINKLERED) W BUILDIN6 AREAS: (6RO55) EXI5TIN6: 2,541 5.F. NEW ADDITION: 525 5.F. TOTAL AREA: 3,069 S.F. LOT COVERA6E 3 5.F. MAX. FLOOR AREA PER S.F. OF LOT AREA LOT AREA: 16,11T 5.F. (0.57 AG.) c FLOOR AREA: 5,069 5.F. `a PATIO AREA: q30 5.F. N A 3 PARK I N6 GALCULAT I ON5 cli i REQUIRED PARKIN6: 1 5TALL/200 5.F. a W 1 TOTAL REQUIRED: 14 STALLS TOTAL EXI5TIN6: 20 STALLS LANDSCAPE GALCULATION5 REQUIRED LAND5GAPIN6: EXI5TIN6 UTILITY DISTRICTS POWER: SNOHOMISH COUNTY PIJD WATER: CITY OF EDMONDS SEWER: GIN OF EDMONDS TELEPHONE: FRONTIER COMMUNICATIONS 6A5: PU6ET SOUND ENER6Y �l SEPARATE PERMITS ELECTRICAL MECHANICAL PLUMBING IRRIGATION 1��® *NOTE: ALL SEPARATE SUBMITTALS SHALL BE REVIEHED AND APPROVED BY ARCHITECT PRIOR TO PERMIT SUBMISSION. APR 112019 DEVELOPMENT SERVICES CTR, CITY OF EDMONDS VICINITY MAP NO SCALE Q Z Q 8S U o O J 3 Z c o IL Z ♦Q7 o H Q S W � to Drawing: A1.1 "" 18c-4042 mitts'-lo" STOP OF E PARAPET T12-0 OP OF PARAPET 8 -0" (U.N.O.) .0. LI6HT FIXNRE O'-O _ T OF FLOOR 10 OP -00 PLATE - BOTTOM OF CANOPY Y TOP OF FLOOR SOUTH ELEVATION 50ALE: I/4" = 1'-0" EAST ELEVATION SCALE: 1/4" = 1'-0" -YF. 7YF. t15'-l0" PETR TOP OF (E PARA BOTTOM OF GANOPYR (U.N.O.) +8'-0"d-, B.O. L16HT FIXTURE +5.-0" TOP OF WAIN%OTR EXTERIOR FINISHES G-2 NICHIHA BRICK SERIES. COLOR: GANYONBRIGK 6-3 NICHIHA WOOD SERIES. COLOR: CEDAR C-4 NICHIHA KURASTONE SERIES. COLOR: TBD 6Rn _ +11'-0" TOP OF PLAR +q'-0. -TOP OF WINDOW Y _ TOP OF WAIN5COTR TOP OF FLOOR n P ELEVATION NOTES I. METAL WALL PANELS: COLOR C-1 a 2. FIBER CEMENT WALL PANELS: COLOR 6-2 N W v, 3. FIBER CEMENT WALL PANELS: COLOR C-3 4. FIBER CEMENT SILL: COLOR G-4 5. STOREFRONT FRAMING W/ I" INSULATED 6LA55. SEE WINDOW SCHEDULE DWG. A5.2. 6. STOREFRONT ENTRY DOOR. COLOR TO MATCH STOREFRONT U FRAMING. SEE DOOR 56 EPUIF DW6 A5.1. T. HOLLOW METAL DOOR 4 FRAME PAINT COLOR G-5. SEE DOOR SCHEDULE DWG. A5.1. 8. 5ECTIONAL OVERHEAD DOOR: COLOR 0-6. SEE DOOR ( rp-- 5CHEDULE DWG. A5.1. SYNTHETIC STONE PARAPET CORNICE: COLOR G-T. 1 0. METAL ROOF PANELS: COLOR G-8. 11. METAL CANOPY PER STRUCTURAL DRAWIN65. PAINT COLOR G-q. 12. PREFINI5HED METAL LEAVER13OX 4 DOHNSPOUT. COLOR TO MATCH ROOF BELOW. 15. PREFINISHED METAL COPIN6: COLOR C-10. 14. PREFINISHED METAL FLASHIN6. COLOR TO MATCH ADJACENT ROOF. 15. PREFIN15HED METAL 6UTTER AND DOWNSPOUT. COLOR TO MATCH ADJACENT ROOF. 16. LI6HT FIXTURE. SEE RCP 91616. A2.3. COLOR. W/ ELECTRICAL. 1'1. EMER6ENGY AND MEANS OF E6RE55 LI6HT FIXTURE. 9! 50 SHALL BE THAT IS L1 D A ALL NO DAYLIGHT PROVIDE AN EMER6ENGY POWER SUPPLY WITH A MINIMUM DURATION OF 50 MINUTES FOR THIS FIXTURE. 1B. FIRE DEPARTMENT KEY BOX WITH BUILDIN6 ACGE55 APR 2��� KEYS. 1q. 8" HI6H APPRE55 LETTERS. FONT: ARIAL. COLOR TO _.r:VELOPMENTSERVICES CONTRAST WITH BACKGROUND COLOR. C7R. CITY OF EDMONDS EXTERIOR COLORS 6-1 MFR. STANDARD COLOR CHARCOAL 6RAY OR SIM. G-2 NICHIHA BRICK SERIES. COLOR: GANYONBRIGK C-3 NICHIHA WOOD SERIES. COLOR: CEDAR 6-4 NICHIHA KURA5TONE SERIES. COLOR: TBD C-5 PAINT TO MATCH 6-2 HUE 6-6 OVERHEAD DOOR MFR. STANDARD COLOR BLACK G-"I MFR. STANDARD COLOR TO MATCH G-4 C-8 MFR. STANDARD COLOR SILVER OR SIM. G-q BLACK G-10 MFR. STANDARD COLOR TO MATCH G-8 ELEVATION LEGEND O ELEVATION NOTE © WINDOW PER SCHEDULE ON DW6.A5.1 Q z_ I— N Q .� C) Z Q c C 0 3 W W W c w m 4� Q Y �u9i j� O W � W Drawing: 8 A3.1 " �. 18c-4042 BOTTOM OF CANOPY O'-O' _ OP OF FLOOR I NORTH ELEVATION SCALE: 1/4" = 1'-0" WEST ELEVATION SCALE: 1/4" = 1'-0" 315'-10' TOP OF (E) PARAPETT _ +12'-0" TOP OF PARAPET (U.N.O.) +8'-0'� B.O. LI6HT FIXTURE— �-F +B'-O' TOP OF WAIN560TT ELEVATION NOTES I. METAL WALL PANELS: COLOR 6-1 N N N 2 FIBER CEMENT WALL PANELS: COLOR 6-2 N w S. FIBER CEMENT WALL PALLS: COLOR C-5 s. FIBER CEMENT SILL: COLOR C-4 5. STOREFRONT FRAMING W/ I° INSULATED GLASS. SEE _ WINDOW SCHEDULE DWG. A5.2. ( �I 6. STOREFRONT ENTRY DOOR. COLOR TO MATCH STOREFRONT FRAMING. SEE DOOR SCHEDULE DWG A5.1. T. HOLLOW METAL DOOR 4 FRAME PAINT COLOR G-5. SEE pJ DOOR 5GHEDULE DWG. A5.1. 6. SECTIONAL OVERHEAD DOOR: COLOR G-6. SEE DOOR SCHEDULE DWG. A5.1. q. SYNTHETIC STONE PARAPET CORNICE: COLOR G-f. 5'-1 t10" 10 10. 11. METAL ROOF PANELS: COLOR G-8. METAL CANOPY PER STRUCTURAL DRAWINGS. PAINT TOP �� DOLOR C-9. 12. PREFINI5HED METAL LEADERBOX 4 DOWNSPOUT. COLOR TO MATCH ROOF BELOW. +12'-0" 15. PREFINI5HED METAL COPIN6: COLOR G-10. TOP OF PARAPET 14. PREP NISHED METAL FLASHIN6. COLOR TO MATCH ADJACENT ROOF. 15. PREFINISHED METAL GUTTER AND DOWNSPOUT. COLOR TO MATCH ADJACENT ROOF. +8'-O 16. LI6HT FIXTURE. SEE RCP DW6. A2.5. COLOD. W/ BOTTOM OF CANOPY ELECTRICAL. 11. EMER6ENGY AND MEANS OF E6RE% LIGHT FIXTURE. FIXTURE SHALL BE CONTROLLED BY LIGHT THAT IT 15 L16HTED AT ALL NON -DAYLIGHT I�, PROVIDE AN EMER65ENGY PONER SUPPLY WITH I +B'-O° DURATION OF 90 MINUTES FOR THIS FIXTURE. TOP OF KAIwwTT 18. FIRE DEPARTMENT KEY BOX WITH 5UILDIN6 AGGE55APR 112019 KEYS. 19. 8` HI6H ADDRE55 LETTERS. FONT: ARIAL. COLOR TO TOP OF FLOOR Y CONTRAST WITH BAGK6ROUND COLOR. t�EVEIAPiVIEFI1 SERVII;k607Fc. CITY OF EDMONDS EXTERIOR COLORS EXTERIOR FINISHES C-2 NIGHIHA BRICK SERIES. COLOR: GANYONBRIGK G-B NICHIHA WOOD SERIES. COLOR: CEDAR C-4 NIGHIHA KURASTONE 5ERIE5. COLOR: TBD .RAI 7- G-I MFR. STANDARD COLOR CHARCOAL 6RAY OR SIM. 6-2 NIGHIHA BRICK SERIES. COLOR: CANYONBRICK C-B NIGHIHA WOOD SERIES. COLOR: CEDAR 6-4 NIGHIHA KURA5TONE SERIES. COLOR: TBD 6-5 PAINT TO MATCH 6-2 HUE G-6 OVERHEAD DOOR MFR. STANDARD COLOR BLACK 6-1 MFR. STANDARD COLOR TO MATCH G-4 6-8 MFR. STANDARD COLOR SILVER OR SIM. C-9 BLACK G-10 MFR. STANDARD COLOR TO MATCH 0-8 ELEVATION LEGEND O ELEVATION NOTE © WINDOW PER SCHEDULE ON DW6.A5.1 Q z Q � V z o F � � � O J w3 w J W K < �W o w Lu Yj w Drawing A3.2 " 18c-4042 2n15 Washinnton State FnProv Code Comnliance Fnrms for Commercial Ruildinns incluriinn R2 R3 R4 over 3 stories and all R1 Reviser] Nnv 2n17 Project Info Project Title: Kahlo's Cantina Date 6/26/2019 Compliance forms do not Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use require a password to Company Name: 2812 Architecture Company Address: 2812 Colby Avenue use. Instructional and calculating cells are write - protected. Applicant Name: Jeff Stavert Applicant Phone: (425) 252-2153 Applicant Email: jeff@2812architecture.com Project Description ❑ New Building Addition ❑r Alteration ❑ No Lighting Scope Include PROJ-SUM form (included in envelope forms workbook) with lighting compliance forms. Interior Lighting System Remodel of an existing restaurant. All new interior lighting & controls. Description ❑r Interior Lighting Plans Included Interior Lighting Power ❑ Building Area Method 0 Space -by -space Method Allowance Method Select method used in project. Interior Lighting Controls Q All C405.2.1 - C405.2.8 Lighting Controls ❑ C405.2 Exception 5 Luminaire Level Lighting Controls (LLLC) ❑ Additional Efficiency Package Option C406.4 Enhanced Digital Lighting Controls To comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with the required controls per C406.4. Dwelling Unit Interior Permanently installed interior lighting fixtures in dwelling units comply with: No Dwelling Lighting O C405.2 thru C405.5 Commercial Lighting Controls and LPA Units Q C406.3 High Efficacy Lighting O R404.1 Residential High Efficacy Lighting. Dwelling unit lighting complies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Lighting System All new exterior lighting. Description ❑� Exterior Lighting Plans Included Building Additions Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project Refer to Section C502.2.6 for additional requirements. ❑ ❑ Lighting systems in addition are combined with existing building lighting systems to demonstrate compliance ❑ ❑ Addition is combined with existing: For interior lighting projects, include new + existing -to -remain interior lighting fixture wattage in Proposed Lighting Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. For exterior lighting projects, include new + existing -to -remain exterior lighting fixture wattage in Proposed Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG-EXT form. r-- e ® s 2015 Washinqton State Energy Code Compliance Forms for Commercial Buildings includinq R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Kahlo's Cantina Date 6/26/2019 Change of Space Use ❑ Existinginterior lighting systems in areas under -going a change in space use are upgraded to comply with LPAs for the new space types per Tables C405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG-INT-BLD or L TG-INT-SPA CE form. Interior and Exterior Lighting Power Interior lighting Parking garage Exterior lighting 50% or more of existing are replaced ❑� Lighting Alterations ❑r ❑ Select all Lighting Power and Lighting Control elements that apply to the scope Less than 50% of existing are replaced ❑ ❑ ❑ of the retrofit project. If project includes a - - --- Lamp and/or ballast replacement only - ❑ ❑ ❑ combination of spaces where less than 50% of the existing fixtures are replaced existing total wattage not increased in some spaces, and 50% or more of the fixtures are replaced in others, then 50% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total provide separate lighting power LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed compliance forms for the two retrofit Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. conditions. Spaces undergoing the same Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the type of retrofit may be combined into one total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed Lighting lighting power compliance form. Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. 50% threshold applies to number of luminaires for interior spaces and parking garages, and total Refer to Section C503.6 for additional installed wattage for exterior luminaires. requirements. Lighting Controls Interior lighting Parking garage Exterior lighting All alteration lighting controls shall be New wiring installed to serve added commissioned per C408.3. fixtures and/or fixtures relocated to new ❑' ❑ circuit(s) New or moved lighting panel ❑ ❑ ❑ ❑ Interior space is reconfigured - luminaires unchanged or relocated only New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application specific lighting ❑ No changes are being made to controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. the interior or exterior lighting New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic systems and existing space time switch controls per C405.2.2. uses and configuration are not Reconfigured interior space - Provide all required fighting controls that apply to a new interior space. changed. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured spaces. 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Kahlo's Cantina Date 6/26/2019 Calculation O Nev, Construction o Addition - O Addition For Building Department Use Area NOTE 9 stand alone + existing O Spaces where < 50% of O Spaces where a 50% of O Spaces where the Use luminaires are replaced luminaires are replaced is changing (C505) LPA QQ Standard O Additional Efficiency Package Option Calculation C406.3 Reduced Interior Lighting Power User Note Type To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. Maximum Allowed Lighting Wattage NOTE' Location (plan #, Ceiling Gross Interior Allowed Watts Allowed room #) Space Type Height NOTE 2 Area in ft2 Watts per ft2 (watts/ft2 x area) Entry Lobby: all other 182 0.720 131 Restrooms Restroom: all other 260 0.780 203 Dining Dining area: Family dining area 1325 0.710 941 Bar Dining area: Bar/lounge/leisure dining 198 0.860 170 Kitchen Food preparation 598 0.790 472 Storage Storage room 309 0.500 155 Office Office: Enclosed 58 0.890 52 Total Area 2930 Retail Display Allowance from LTG-INT-DISPLAY Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLAY NOTE 8� Allowed Watts 2124 Proposed Lighting Wattage NVIt: 3 Location (plan #, room #) Fixture Description NOTE 4, 5, 6 Number of Fixtures Watts/ Fixture NOTE 7 Watts Proposed Entry Can Light LED single lamp (RC6) 1 12 12 Restrooms Can Light LED single lamp (RC6) 6 12 69 Dining Pendant Can Light LED (RC6P) 11 11 121 Bar Pendant Light LED (P4) 7 11 77 Kitchen 2x4 Troffer LED 4 lamp (F5) 10 30 300 Storage 2x4 Troffer LED 4 lamp (F5) 3 30 90 Office 2x4 Troffer LED 4 lamp (F5) 1 30 30 Restroom Vanity LED 4 lamp (V8) 1 44 44 Restroom Vanity LED 5 lamp (V9) 1 55 55 Entry Chandelier LED 4 lamp (C10) 1 44 44 Dining Pendant Light LED (MP7) 6 11 66 Dining Pendant Light LED (P4) 3 11 33 Dining Chandelier LED 6 lamp (C3) 4 30 120 Dining Track w/ Pendants LED (T2(6)) 1 66 66 Dining Multi -Head Pendant LED (P1) 1 63 63 Dining Track Lighitng LED 2 head (T2(1)) 1 22 22 Dining Track Lighitng LED 2 head (T2(2)) 1 55 55 Dining Track Lighitng LED 2 head (T2(3)) 1 22 22 Bar Track Lighitng LED 2 head (T2(4)) 1 22 22 Bar Track Lighitng LED 2 head (T2(5)) 1 22 22 Entry/Dining Wall Sconce 6 11 66 Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Wattsl 1399 Interior Lighting Power Allowance COMPLIES Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category from drop down menu. Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f. Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 - For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw -in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. For line voltage track/busway systems, enter the larger of the attached luminaire wattage or 50 wattshineal foot, or enter the wattage limit of permanent current limiting device. Note 8 - Lobby Art/Exhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage. Enter all proposed lobby art/exhibit display fixtures in L TG-INT-DISPLA Y form only. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting Wattage table. If a building addition will comply as combined with the overall existing building lighting systems, include all applicable existing Space Types and gross interior areas. c. If less than 50% of existing lighting fixtures will be replaced, provide total existing lighting wattage (prior to alteration) in the space provided in the Maximum Allowed Lighting Wattage table. d. If lighting alteration project includes some building areas or spaces where < 50% of luminaires are replaced, and other areas or spaces when- >_ 50% of luminaires are replaced, then these areas or spaces may be documented separately. If multiple forms will be completed to demonstrate compliance for the total scope of the alteration project, describe scope covered in form in User Note section. 2015 Washinqton State Enerqy Code Compliance Forms for Commercial Buildinqs includinq R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Kahlo's Cantina Date 6/26/2019 Exterior Lighting Zone O Zone 1 Q Zone 2 t) Zone 3 O Zone 4 Exterior Lighting Zone selection required to enable LTG-EXT form. Zones are defined in Table C405.5.2(1) and specified by the jurisdiction. For Building Department Use Calculation Area O New construction 0 Addition - stand alone O Addition + existing O Alteration with < 50% O Alteration with >_ 50% ext. ext. wattage replaced wattage replaced User Note Building Grounds Applies to individual luminaires > 100 Watts El Efficacy > 80 lumens/watt ❑ Exemption ❑ Controlled by motion sensor Tradable Maximum Allowed Lighting Wattage NOTE 1 Base Site Allowance: 750 Tradable Surfaces Surface Description Area (ft), perimeter (If) or # of items Allowed Watts per ft2 or per If Allowed Watts X ft2 (or X If) NOTE 2 Main Entry Door Main Entry 6 30W/LF door 180 Other Entry Door Patio Door 6 20W/LF door 120 Other Entry Door Delivery/ Back of House 3 20W/LF door 60 Total Allowed Tradable + Site Allowance Watts: 1110 Tradable Proposed Lighting Wattage 4u"" Tradable Surface Fixture Description NOTE 4, 5 Number of Fixtures Watts per Fixture NOTE 6 Watts Proposed Main Entry Door Wall pack LED (exit discharge light) 1 14 14 Other Entry Door Wall pack LED (exit discharge light) 1 14 14 Other Entry Door Wall pack LED (security light) 1 14 14 Total proposed tradable watts may not exceed the sum of total allowed tradable Total Proposed Tradable Watts: watts nlus the base site allowance. Anv base site allowance not needed to make 42 tradable watts comply can be applied to individual non -tradable categories. Non -Tradable Maximum Allowed Lighting Wattage""" Site Allowance Remaining: 750 Non -Tradable Surfaces Surface Description Area (ft), perimeter (If) or # of items Allowed Watts per ft2, If or item Allowed Watts x ft2 (or x If) NOTE 2 Bldg. Fagade Building perimeter 246 0.113 W/ft2 28 Non -Tradable Proposed Lighting Wattage ""'ts,' Non -Tradable Surface Fixture Description NOTE 415 Number of Fixtures Watts per Fixture NOTE 6 Watts Proposed Bldg. Fagade Wall sconce LED 7 40 280 Non -tradable proposed watts may not exceed allowed watts for any individual Non -Tradable Watts Exceeding LPA: 252 surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. Remaining Site Allowance: 498 Exterior Lighting COMPLIES WITH MAX. ALLOWANCE Note 1 - List all exterior surfaces per Table C405.5.2(2) that occur in the project scope. Select exterior surface categories from drop down menu. Note 2 - Unlit Message - Enter lighting fixture information for this surface in Proposed Lighting Wattage table to generate Lighting Power Allowance. Note 3 - List all proposed lighting fixtures including existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type, number of lamps in the fixture, and ballast type (if applicable). Note 5 - Existing -to -remain fixtures shall be included in the Tradable and Non -Tradable Proposed Lighting Wattage tables in the same manner as new fixtures. Identify as existing in fixture description. Note 6 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For luminaires with screw -in lamps, enter the manufacturer's listed maximum input wattage of the fixture (not the lamp wattage). For low voltage lighting, enter the wattage of the transformer. Note 7 - Automated Teller and Night Depositories - For each location, enter the number of ATM machines or depositories within that location. If there are multiple locations in the project, enter each location individually in the Non -Tradable Maximum Allowed Lighting Wattage table and identify the location in the Surface Description section. ZUNIGA LANDSCAPING 6413 1231D AVE SE #46, Snohomish, WA. 98290 Contact Felipe Cell: (425) 905 0711 KAH LO'S CANTINA ESTIMATE (Claudia and George) 102 Main Street, Edmonds, WA. 98020 POW SEP 16 2019 March 9", 2019 CITY coed ITEM QUANTITY PRICE MATERIAL 1,400 SQFT $5,000.00 BLOCK 5 PALLETS $1,700.00 GRAVEL 1 TRUCK $700.00 SAND 1 TRUCK $700.00 BLACK MOLCH 1 TRUCK $700.00 NATIVE PLANTS Accordingto Blueprints provided $700.00 CLEANING UP $500.00 LABOR $8,500.00 SUBTOTAL $18, 500.00 TAX (10%) $1,850.00 TOTAL $20,350.00 3 1211 500. ! x 1. 2 :2, Zoo Y NELSON GEOTECHNICAL NfA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office 17311 — 1351 Ave N£, A-500 Woodinville, WA 98072 (425) 486-1669 - FAX (425) 481-2510 July 25, 2019 Mr. Adam Clark 2812 Architecture 2812 Colby Avenue Everett, Washington 98201 CITY COPY Geotechnical Hazards Letter Kahlo's Cantina Seismic Hazard Study 102 Main Street Edmonds, Washington NGA File No. 1117519 Engineering -Geology Branch 5526 Industry Lane, 42 East Wenatchee, WA 98802 (509) 665-7696 FAX (509) 665-7692 Dear Mr. Clark: This letter summarizes our geotechnical engineering investigation and evaluation of the limited additions to the commercial structure located at 102 Main Street in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to characterize the site's surface and subsurface conditions and provide geotechnical recommendations for the mitigation of any geological hazards at the site. The property is currently occupied by an existing, 2,541 square -foot commercial structure originally constructed in 1975. The structure was constructed with slab -on -grade and conventional, shallow foundations. We understand through communications with you, that the structure is being renovated with two small additions totaling 528 square feet, and with various pavement improvements throughout the site. The City of Edmonds has mapped the site within a geologically hazardous area consisting of a seismic hazard due to the high risk of liquefaction indicated on the "Liquefaction Susceptibility Map of Snohomish County, Washington", dated September 2004 and produced by the Washington State Department of Natural Resources (WADNR, 2004). We were requested to provide this letter to satisfy the special study requirements in Edmonds Community Development Code (ECDC) 23.80.50, specifically subsection H, as well as address project plans for the general development standards set forth in ECDC 23.80.060. For our use in preparing this letter, we were provided with an architectural plan set showing existing and proposed conditions titled "Kahlo's Cantina," dated April l 1, 2019 and prepared by 2812 Architecture. c y Geotechnical Hazards Letter NGA File No. 1117519 r Kahlo's Cantina —102 Main Street July 25, 2019 ' Edmonds, Washington Page 2 SCOPE The purpose of this study is to characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the mitigation of any geological hazards at the site. 1. Review available soil and geologic maps of the area, as well as available geotechnical data in the nearby vicinity of the project. 2. Review available historical information pertaining to the site. 3. Qualitatively evaluate the risk of damage to the structure due to liquefaction potential. 4. Review current project plans and provide recommendations for seismic design parameters to be used in structural design, as needed. 5. Document the results of our findings, conclusions, and recommendations in a written geotechnical letter. SITE CONDITIONS Surface Conditions The irregularly -shaped parcel covers an area of approximately 0.37 acres. The property is currently occupied by an existing 2,541 square foot restaurant structure. The property is accessed by Railroad Street and Sunset Avenue on the southern portion of the site; the roads bound the parcel to the northwest and southeast, respectively. The site is bound to the north by Main Street, and to the south by an adjacent parking lot associated with the Department of Transportation. We understand after communicating with you that the structure is being renovated with two small additions totaling 528 square feet, and with various pavement improvements throughout the site. The site is generally level to gently northwesterly sloping, and sits at an elevation of approximately 15 feet above mean sea level (MSL). The existing structure on the site is single -storied, and utilizes shallow perimeter foundations with slab -on - grade portions within the center of the structure. The ceiling of the structure is supported on two rows of structural beams, and underlain by columns. We anticipate that columns are supported on shallow pad foundations. Where exposed, the subgrade beneath the 4-inch slab is composed of near -surface fill and yellow -gray silty fine to medium sand. Photographs documenting the construction type and quality of the structure are included as figures in Appendix A. We did not observe surface water during our site visit. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina — 102 Main Street July 25, 2019 Edmonds, Washington Page 3 Subsurface Conditions Geology: The geologic units for this site are shown on The Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, Washington, by James P. Minard (USGS, 1983), and more recently on the Composite Geological Map of the Sno-King Area, by D. B. Booth, Cox, B.F., Troost, K.G., and Shimmel, S.A. (University of Washington, 2004). The project site was initially mapped as surficial deposits predating the Fraser Glaciation, consisting of Whidbey Formation bedded medium to coarse sand. The recent mapping of the site has categorized the site as artificial fill, underlain by Whidbey Formation. Categorization of artificial fill requires the site to undergo a specific geological hazard study. Explorations: Characterization of the subsurface conditions was completed by reconnoitering information from nearby borings and historic subsurface explorations completed on the site by others. We accessed these subsurface data from the Geologic Information Portal curated by Washington State Department of Natural Resources, and the Washington State Department of Ecology's Online Well Log Database. The approximate known locations of the explorations are shown on the Schematic Explorations Site Plan in Appendix B. Copies of available explorations are also included as subsequent figures in Appendix B. We assigned classifications to the logged soils in general accordance with the Unified Soil Classification System, presented in Figure 3, for the purposes of our liquefaction study. Although our interpretation of subsurface conditions based on the explorations completed by others is approximate, we screened nearby well and subsurface logs for consistency and range from the site to collaborate the data. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. In general, the surficial 12- to 16 feet of material correspond to a fine to coarse sand with minor fines content, gravel, and organic particulate. In general, this material was described as artificial fill, matching the most recently mapped deposit in the area. Underlying the site at a depth of 16 feet, logs suggest the material becomes over -consolidated, and/or includes a more major component of fines, likely consistent with the description in TH-2-92 at depth of gravelly, very silty, fine to coarse sand. The material at depth corresponds with the description of Whidbey Formation. Hydrogeologic Conditions Groundwater seepage was historically encountered at the site at depths of 6 to 7 feet below the ground surface. We measured well APJ-792, which still exists on the property. We measured the static groundwater table at a depth of 7.2 feet below the existing ground surface. We interpret -this groundwater level to be associated with the regional groundwater table due to its proximity to Puget Sound. We expect the groundwater elevation may also tidally fluctuate. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter Kahlo's Cantina —102 Main Street Edmonds, Washington SENSITIVE AREA EVALUATION Seismic Site Class NGA File No. 1117519 July 25, 2019 Page 4 We reviewed the 2018 International Building Code (IBC) for seismic site classification for this project. Since dense soils are interpreted to underlie the site at depth, the site best fits the IBC description for Site Class D. Table l below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1— 2018 IBC Seismic Design Parameters Site Class Spectral Spectral Acceleration Site Coefficients Design Spectral Acceleration at 0.2 at 1.0 sec. (g) Response sec. (g) S, Parameters S, Fa Fv SDs SDI D 1.270 0.498 1.000 1.502 0.847 0.499 The Maximum Considered Earthquake Geometric Mean (MCEc) Peak Ground Acceleration (PGA) for the site coordinates is mapped as 0.515g. The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Sources of Seismicity Cascadia Subduction Zone (CSZ): Washington State is located on the western margin of the continental boundary. Relatively low -density continental rock to the east meets the dense, oceanic rock of the Juan de Fuca Plate in the west beneath the Pacific Ocean. As the plates converge along the margin between British Columbia and Northern California, the dense oceanic plate travels beneath, or subducts below the continental plate. This process occurs at a varying rate along the margin between 30 and 45 mm per year (McCrory et al, 2012). Seismicity generally occurs at the interface between these plates (interface thrust earthquakes), and deep within the oceanic plate due to bending, extension, and fluid interactions (Benioff- zone intraslab earthquakes). Interface earthquakes — `megathrusts'- are capable of producing earthquakes up to magnitude 9 (M9) on the Richter scale. Research suggests multiple partial- and full rupture earthquakes have occurred on the CSZ during the Holocene Epoch, that is, since glacial retreat (Frankel, 2011). Evidence for the most recent rupture on the CSZ correspond to a tsunami in Japan in January, 1700 (Atwater, 2005, Satake et al., 1996). NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina — 102 Main Street July 25, 2019 Edmonds, Washington Page 5 Intraslab earthquakes occurring in the Benioff Zone beneath western Washington generally occur at depths between 30 and 50 kilometers (McCrory et al., 2012). Intraslab earthquakes in the CSZ can produce earthquakes up to M8, but occur `inland,' beneath continental lithosphere and more frequently than megathrusts (Preston, et al. 2003). Large' earthquakes in recent history are attributed to this mechanism, and include the 1949 M7.1 Olympia, 1965 M6.5 Seattle, and 2001 M6.8 Nisqually earthquakes (Wong, 2005). Shallow Crustal Seismicity — The Southern Whidbey Island Fault Zone (SWIFZ): Subduction of the San Juan Oceanic Plate at an angle to the North American Continental Plate produces different tectonic stresses on different portions of the continent. This has resulted in multiple large fault zones in Western Washington, one of which being the South Whidbey Island Fault Zone (SWIFZ): an active, shallow region of seismicity within central Puget Sound stretching from the Strait of Juan de Fuca to North Bend. Information published in 2013 by the Washington State Department of Natural Resources suggests the SWIFZ last ruptured less than 2,700 years ago, and that the fault zone can produce a M7.5 earthquake. In our opinion, the risk of a surface fault rupture and corresponding displacement within this specific site is low, given available data. Tsunami Inundation Tsunami occur when a large volume of water is displaced by a single event, such as rupture along a submerged portion of a fault, or a large-scale landslide into a body of water. Modelling tsunami inundation is difficult, since a variety of factors and sources can greatly influence inundation depths. Some faults are not well -enough understood to model costal inundation associated with rupture. We referred to the study titled "Inundation modelling of local tsunamis in Puget Sound, Washington, due to potential earthquakes," dated January 2001, by Shunichi Koshimura and Harold Mofjeld for the National Oceanic and Atmospheric Administration (NOAA). The study addresses tsunami hazard associated with an offshore rupture of the Seattle Fault and the Southern Whidbey Island Fault, with estimated magnitudes of M7.2 and M7.0, respectively. Results of the study suggest generation of a tsunami associated with either event on the coast of Edmonds would result in a wave less than approximately 0.5 meters in amplitude. Accounting for 3 meters of tidal range, inundation at 11.5 feet above mean sea level could be expected from the assumptions made in this study. Given the elevation at the site ranges between 14 and 17 feet above mean sea level, it is our opinion that risk of tsunami inundation is low for this site. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina —102 Main Street July 25, 2019 Edmonds, Washington Page 6 Liquefaction The type of soil most susceptible to liquefaction during an earthquake is a saturated loose to medium dense sand deposit. A loose saturated sand deposit, when subjected to vibration, tends to compact and decrease in volume. If the sand deposit does not drain, the pore water pressure increases. If the pore water pressure is allowed to build up by continued vibration, a "quick" condition can be reached when the pore water pressure equals the effective overburden pressure at that depth. Under this condition the sand temporarily loses its shear strength and acts as liquid. The potential for liquefaction to occur during a seismic or vibratory event is dependent on soil particle distribution, density, pore water pressures, and earth pressures, among other factors. Some of the soils classified in logs by others at depth may have the potential to liquefy during seismic shaking. This especially includes the near -surface artificial fill, which is an unconsolidated soil. We conservatively estimate the Whidbey Formation, a glacially consolidated deposit, to occupy a depth of approximately 16 feet below the existing ground surface within the site based on a collection of local borehole logs by others. Soil classifications and parameters were estimated based on an average from these logs, selecting for reasonable values based on our experience on similar sites and with the deposits encountered. Liquefaction analysis software LiquefyPro from CivilTech was used to evaluate the liquefaction potential and the possible liquefaction induced settlement for the site soil and groundwater conditions based on our explorations. Maximum Considered Earthquake (MCE) was selected in accordance with the U.S. Geological Survey (USGS) Earthquake Hazards Program website. For this analysis, a maximum earthquake magnitude of 7.5 and peak horizontal ground surface acceleration of 0.515g were used. Our analysis assumed a groundwater depth of 6.0 feet during the earthquake. The maximum liquefaction -induced settlement for this type of seismic event is estimated to be on the order of approximately 2.50 inches. We should note that we have made assumptions on the soil particle distribution of the fill based on the available subsurface information to obtain this value. Input values for the liquefaction analysis are included in Figure 4. A plot of the liquefaction analysis showing the factor of safety and estimated settlement is presented in Figure 5. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina— 102 Main Street July 25, 2019 Edmonds, Washington Page 7 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion, based on our analysis that there is a moderate potential for liquefaction -induced settlement within this site due to the presence of loose to medium dense artificial fill soils underlying the proposed development area at depth. This conclusion is based on an extreme seismic event with an extended period of shaking. In accordance with the Edmonds Community Development Code (ECDC) Section 23.80.050 Section H (2), mitigation measures appropriate to the scale of the development shall be recommended and implemented. Two small additions totaling about 528 square feet in area as well as hardscape resurfacing are proposed for the development. Due to the limited nature of the additional development, we recommend that new foundations be underlain by 12 inches of clean, free -draining structural fill and be structurally tied together to alleviate potential liquefaction -induced settlement. The support of portions of the additions on deep foundations is not recommended and would likely only lead to differential settlement within the structure during an event that would produce liquefaction -induced settlement. We therefore do not recommend adding deep foundations to the design of the addition. The recommended measures are intended to reduce the effects of differential settlement as a result of liquefaction. However, some structural settlement should be anticipated using the above -mentioned surficial ground modification methods, as these measures do not directly improve the liquefiable soil zones underlying the site at depth. However, the increased stiffness of the section of material directly underlying the building foundations along with tying the foundation elements together should greatly reduce the effects of potential differential settlement that occur during and/or following a seismic event. If the existing building and new addition elements are tied together, minimal differential settlement between them should be expected as a result of the liquefaction induced settlement during a seismic event. A structural engineer should review foundation plans and determine the need for additional or improved foundation elements to support existing loads. New Foundations Foundations should be designed in accordance with the 2018 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. We recommend an allowable design bearing pressure of not more than 1,500 pounds per square foot (psf) be used to evaluate the design of new footings. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential static foundation settlement using the recommended allowable bearing pressure is estimated to be less than I -inch total and 1/2-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Hazards Letter Kahlo's Cantina— 102 Main Street Edmonds, Washington NGA File No. 1117519 July 25, 2019 Page 8 Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the soils or compacted fill should have been used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. New Slab -on -Grade Slab -on -grade should be supported on subgrade soils prepared by exposing medium dense or better native bearing soils. The stripped soil should be removed from the site. After site preparation, if the exposed subgrade is deemed loose, it should be reworked to structural fill specifications or over -excavated and replaced with properly compacted structural fill or rock spalls. If significant surface water flow is encountered during construction, flow should be diverted out of basement areas to an approved point of discharge; exposed subgrades should be maintained in a semi -dry condition. We recommend that all floor slabs be underlain by at least six inches of free -draining material with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional, and is intended to be used to protect the vapor barrier membrane and to aid in curing the concrete. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared prior to beginning fill placement. This may include exposing medium dense soils for subgrade to receive structural fill. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina — 102 Main Street July 25, 2019 Edmonds, Washington Page 9 Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). Some of the more granular on -site soils may be suitable for use as structural fill; however, this will be highly dependent on the moisture content of the soil during construction. The use of the on -site soils as structural fill during wet weather will be very difficult, if not impossible. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction and should be tested. Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an approved stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structure. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structure. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an approved discharge system. The overflow water should be directed to discharge into an approved location. Subsurface Drainage: We recommend the use of footing drains around the structure. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter NGA File No. 1117519 Kahlo's Cantina — 102 Main Street July 25, 2019 Edmonds, Washington Page 10 Footing drains should discharge into tightlines leading to an approved collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CLOSURE NGA has prepared this report for Mr. Adam Clark and his agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. 5 4 61 NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter Kahlo's Cantina — 102 Main Street Edmonds, Washington NGA File No. 1117519 July 25, 2019 Page l l We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. / • I Carston T. Curd, GIT Project Geologist M. S ti�og wq ,�y 3A w £¢�qv�$ Khaled M. Shawish, PE Principal CTCKMS:dy Attachments: Five Figures Appendix A — Site Photographs Appendix B — Subsurface Reconnaissance NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Hazards Letter Kahlo's Cantina— 102 Main.Street Edmonds, Washington REFERENCES CITED NGA File No. 1117519 July 25, 2019 Page 12 Atwater, B.F., Musumi-Rokkaku, S., Satake, K., Yoshinobu T., Ueda, K., and D. Yamaguchi, 2005, The orphan tsunami of 1700: U.S. Geological Survey Professional Paper 1707. Booth, D.B., Cox, B.F., Troost, K.G., and Shimmel, S.A., 2004, Composite Geological Map of the Sno- King Area, University of Washington. CivilTech Software, LiquefyPro Version 5.8 [Computer software]. Mountain View, California. Frankel, A.D., 2011, Summary of November 2010 meeting to evaluate turbidite data for constraining the recurrence parameters of great Cascadia earthquakes for the update of the national seismic hazard 234 maps: U.S. Geologic Survey Open -File Report 2011-1310. Koshimura, S., and H. Mofjeld, 2001, Inundation modelling of local tsunamis in Puget Sound, Washington, due to potential earthquakes, National Oceanic and Atmospheric Administration (NOAA). McCrory, P. A., Blair, J.L., Waldhauser, F., and D. H. Oppenheimer, 2012, Juan de Fuca slab geometry and its relation to Wadati-Benioff zone seismicity, J. Geophys. Res., 117, B09306, doi :10.1029/20 l 2J B009407. Minard, J.P., 1983, The Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, Washington, U.S. Geological Survey. Palmer, S.P., Magsino, S.L., Poelstra, J.L., Bilderback, E.L., Folger, D.S., and R.A. Niggemann, 2004, Liquefaction Susceptibility Map of Snohomish County, Washington, Washington State Department of Natural Resources. Preston, L. A., K. C. Creager, R. S. Crosson, T. M. Brocher, and A. M. Trehu, 2003, Intraslab Earthquakes: Dehydration of the Cascadia Slab: Science, v. 302, p. 1197-1200. Satake, K., Shimazaki, K., Tsuji, Y., and K. Ueda, 1996, Time and size of a giant earthquake in Cascadia inferred from Japanese tsunami record of January 1700: Nature, v. 379, p. 246-249. U.S. Geological Survey, 2008, U.S. Seismic Design Maps Web Services. https://earthquake.usgs.gov/ws/designmaps/. Washington State Department of Natural Resources, Geologic Information Portal, https://geologyportal.dnr.wa.gov/. Washington State Department of Ecology, Online Well Log Database, https://fortress.wa.gov/ecy/weliconstruction/map/WCLSWebMap/WellConstructionMa pSearch.aspx. Washington State Department of Natural Resources, 2013, Modeling a Magnitude 7.4 Earthquake on the Southern Whidbey Island Fault Zone: Washington Military Department Emergency Management Division, Washington State Department of Natural Resources, U.S. Geological Survey, FEMA. Wong, 1. G., 2005, Low potential for large intraslab earthquakes in the central Cascadia subduction zone. Bulletin of the Seismological Society of America, 95(5), 1880-1902. NELSON GEOTECHN/CAL ASSOCIATES, INC. VICINITY MAP N Not to Scale a' ,f ; � Methodist C c i e vu:a N a THE BOWL OF EDMONDS Holy Rosary Church tmonds Center Project For the Arts D Site R Ctv1c Center Piayf,eld Edmonds f� South-Snoh County Edmonds Edmonds Library - z Sno-Isle Libraries Edmonds Kin on Ferry Toll B h g Dayton Si a Dayton St Dayton St Dayton St D T m M (n ' s D ro Port of Fdmonds MPj p Alde, 3 Asea s1 on Cilrardf s Usterta � Welnu: S: �D N She l ienergef lwar n� Greek _ g space st m, p "Vs. Hare dp• b 4 D Hemlock Halwock st o > rids a � rr.,eow Ln LNkW sn 0 9y A o >>•s Fa„-'_=� V) Pine S1 E a ':;y..M, > 1s PacifI o —M Pl ,-, Makeil Rd n FIXsytfi Ln } y 9 D > M 4 m Edmonds, VVA Project Number NELSON GEOTECHNICAL No. Date Revision By I CK Z 1117519 Kahlo's Cantina Hazards Assessment ASSOCIATES, INC. N G A GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 1117519 Onginal DPN o CTC r 0 a Figure 1 Vicinity Map WoodshAv. NE A 6"`w`^"`"K°" ` 1 ]311-135th qve. NE, A-500 55261nd-,, Lane, %2 W-d-11.. WA 98072 Eact Wenatchee. WA 98302 E S C (125) a8616691 Fax: M1-2510 ww.ne sonpeNech.com (509) 66576961 F.. 665-769 L Site Plan LEGEND Property line 11 0 30 60 Scale: 1 inch = 30 feet Reference. Site Plan based on a plan dated April 11, 2019 titled "Kahlo's Cantina," prepared by 2012 Architecture. a a Project Number NELSON GEOTECHNICAL No. Date Revision By CK m Kahlo's Cantina ASSOCIATES, INC. G 7nens Original DPN CTC '0 a 1117519 Hazards Assessment N A GEOTECHNICAL ENGINEERS & GEOLOGISTS Site Plan o Figure 2 311-135th Ave NE A-500 55261nd—y Lane M2 Woodinville WA 98072 East Wenatchee WA 98802 U i425) 486-16691Fex.481-2510 . nelson9eoleoh.com (509) 665-]6961 Fa 665-]692 t UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist -Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1117519 Kahlo's Cantina ASSOCIATES INC. NGA Hazards Assessment GEOTECHNICAL ENGINEERS & GEOLOGISTS , 7nen9 Original DPN CTC Figure 3 Soil Classification Chart Wootl1nv1eOE, ��'"rd-,L ..#2 Modi6/h Ave.NE,072 5Wlmtu Lane.a2 Waodim69 WA 9 Wenatchee, 81- 09) ., 65-76 (425)686-1669/Fex: 481-261D .nelsongeolech.com {SO�66S76%lFax: 66S]692 (fti —o N-Value 6 5 ;0 ,5 20 25 30 SFF or BFr test 35 LIQUEFACTION ANALYSIS Kahlo's Cantina - 102 [fain Street UnitWeight-pcf Fines % so a 200 a 20 Water Depth=6.0 fig M'agrrltude=7,5 Acceleradon=0:515g Soil Descriptio n. Artificial Fill: Silty fine to medium-( SAND with clay and trace gravel Whidbey Formation: Silty fine to coarse-grainedSAND (W) CivilTech Corporation Nelson Geotechnical Associates, Inc. Figure 4 LIQUEFACTION ANALYSIS Kahlo's Cantina -1 02 Main Street Shear Stress Ratio �f% 1 0 m fa fv 20 25 - 30 CRR — CSR fs1 a Shaded Zone Chas Liquefaction Potential S ri a a 35 CivilTech Corporation Factor of Safety Settlement 1 0 1 5 0 fin.S 10 S = 2.75 in. Saturated Unsaturat. Water depth=&O ft Magnitude=7 5 A cceleration=0. 5 f 5g Soil Description Artificial Fill: Silty fine to nnedium-grained SAND with day and trace gravel Whidbey Formation: Silty fine to coarse -grained SAND (SM) Nelson. Geotechnical Associates, Inc. Figure 6 APPEND/X A Site Photographs NELSON GEOTECHN/CAL ASSOC/A TES, INC Nelson Geotechncial Associates, Inc. 1117519 —Appenclix A Kahlo's Cantina Photos, Edmonds, Washington Figure 1— South exterior entrance; subject to proposed 240 square foot addition. Photo Taken:6/27/2019 lw- _! ?z O N f � ll k �S' '� Sk � y l^ .n. •. Nelson Geotechncial Associates, Inc. 1117519 — Appendix A Kahlo's Cantina Photos, Edmonds, Washington Figure 3 — East exterior entrance and walkway. Photo Taken:6/27/2019 Nelson Geotechncial Associates, Inc. 1117519 —Appendix A Kahlo's Cantina Photos, Edmonds, Washington Figure 4 — West exterior; subject to 288 square foot addition. Photo Taken:6/27/2019 Nelson Geotechncial Associates, ' c. 1117519 — Appendix A Kahlo's Cantina Photos, Edmonds, Washington Figure 5 — North exterior; subject to hardscape improvements. Photo Taken:6/27/2019 Nelson Geotechncial Associates,',Ic. 1117519—AppendixA Kahlo's Cantina Photos, Edmonds, Washington Figure 6 — South interior wall. Photo Taken:6/27/2019 Nelson Geotechncial Associates, Inc. 1117519 — Appendix A Kahlo's Cantina Photos, Edmonds, Washington Figure 7 — North interior wall. Photo Taken: 6/27/2019 Nelson Geotechncial Associates, nc. 1117519 — Appendix A Kahlo's Cantina Photos, Edmonds, Washington Figure 8 — East interior wall and central column -and - beam supports. Photo Taken:6/27/2019 APPEND/X B Subsurface Reconnaissance Schematic Exploration Site Plan Boring Logs by Others (6) NELSON GEOTECHN/CAL ASSOC/A TES, INC Schematic Exploration Site Plan � w ,'. S t APJ-792 LEGEND W 0 • — Property line TH 1-92 0 100 200 MEL -AM Number and approximate APJ-792 Scale: 1 inch = 100 feet I location of exploration by others I o LL N 0 Reference: Site Plan based on field measurements, observations, and aerial parcel map review. Q Project Number Kahlo's Cantina NELSON GEOTECHNICAL No. Date Revision By CK z. 1117519 NGA ASSOCIATES, INC. Hazards Assessment 17/18119 Orginal DPN crc C GEOTECHNICAL ENGINEERS &GEOLOGISTS 10 n Site Plan Woodinville Office East Wenatchee Office o Figure B-1 17311-135th Ave. NE. A-500 1425W1ao6o6d-i1n6v6ill9e.I WEa5s5i 26 lnd.W y Ln. . %2 WenahW2 Faa61-2510 wel—el—h— )676A7962— L P z91-71-17 #comogiica jurill IF Expioration,,nc. MONITORING WELL REPORT Construction Notice of Intent # RE 02128 CONS ULTINGFIRM LGA PROPERTY OWNER GPA Associates DRILLING COMPANY Geologic Dril I Explorations SITE ADDRESS Main & Stuisel DRILLER Ritch Gibson Edmonds, WA LICENCE # 1816 . LOCATION NW,SE,SEC 33,T27N,R3F., DRILLER SIGNATURE: COUNTY Snohomish County WORK/DECOM DATE 1 /21108 Unique 1D # APJ792 DATE COMPI..E,rFD 1 /2l:/08 Well # MW-1 CO11Strucflon Forntnlion Descriptimt • �r c.ever ~ 0' to 16' Sand Flush monument 16' to 20' Glacial till �YBr ---- ;� - - I" PVC Casing Bcntonite 0` 0' t0 10' Water level 13' t0 7' 0 IR,'? ------I" PVC Screen Sand T to 20------- 10' to 20' Auger size 4" �1.+ Maier LAwel 13 ' Well Depth 20' ------ Dept of Ecp1Ol. mW Ro 4 d t r A C L L O z t/! O A is O O t� W q- O r C d E L CL 0 a 6eoloDlc Drill ExpIoration, ��. GEOTECH SOIL BORING REPORT Construction & Decommission Notice of Intent # SE 02083 Abandonment # AE 02839 CONSULTING FIRM ZZA DRILLING COMPANY Geologic Drill Explorations DRILLER Mich Gibson LICENCE # 1816 DRILLER SIGNATURE:i^ BORING NUMBER B-1, B-2, PROPERTY OWNER SITE ADDRESS LOCATION: COUNTY WORK/DECOM DATE DATE COMPLETED GPA Assoicates Main & Sunset Edmonds, WA NE,SE,SEC 23,T27,R3E Snohomish County 1/21 /08 1/21/08 FEB .2 5 2008 DEPT. OF ECOLOGY LOG OF TEST BORING � Washington State 'I� Department of Transportation S.R. 104 SECTION Jct. Main st. / Jct. Dayton ave. Job No. OL-1300 Hole No. TH-1-92 Sub Section Signal # 1 Cont. Sec. 1748 Station L 11 + 82 Offset 39.0' Lt. Ground El. *SEE LOG Type of Boring Mobile B-61 Casing W.T. El. ** SEE LOG Inspector Date October 13, 1992 Sheet 1 of 2 DEPTH BLOWS PROFILE SAMPLE DESCRIPTION OF MATERIAL PER FT. TUBE NOS. D D , O D , 'a 'a STD 6 Medium dense, brown, moist, gravelly, silty, 12 : a ; a PEN 1 5 7 fine to medium SAND. Retained 0.5 ft. 0 0 a p STD 40 Very dense, mottled brown, gravelly, silty to very silty, 50/3" ° " ° ". a"• .a PEN 2 50/3" fine to medium SAND. Retained 0.3 ft. '� STD 23 Very dense, mottled brown, gravelly, silty to very silty, 50 5° / ;° ; "a "a PEN 3 50/5" fine to medium SAND. Retained 0.5 ft. a Q o D" STD 30 Very dense, mottled brown, gravelly, silty to very silty, 50/5" PEN 4 50/5° fine to medium SAND. Retained 0.3 ft. 90 End of Test Hole Boring at -18.9 ft. below ground elevation Continued Next Page FORM 351-003 DOT REVISED 12/79 4 1 LOG OF TEST BORING �Washington State 'I/ Department of Transportation S.R. 104 SECTION Jct. Main st.1 Jct. Dayton ave. Job No. OL-1300 Hole No. TH-1-92 Sub Section Sianal # 1 Cont. Sec. 1748 Station L 11 + 82 Offset 39.0' Lt. Ground El. *SEE LOG Type of Boring Mobile B-61 Casing W.T. El. ** SEE LOG Inspector Date October 13, 1992 Sheet 2 of 2 DEPTH SLR Sr. PROFILE TUBE NOS. SAMPLE DESCRIPTION OF MATERIAL * Ground elevation: Not determined. ** Water table elevation: Not determined. This is a Summary Log of the Test Hole Boring. Soil descriptions are derived from visual field identifications. 25 35 An FORM 351-003 DOT REVISED 12/79 LOG OF TEST BORING TWashington State . Department of Transportation S.R. 104 SECTION Jct. Main st. / Jct. Dayton ave. Job No. OL-1300 Hole No. Sub Section Signal # 4 Cont. Sec. 1748 Station L 12 + 37 Offset 70.0' Rt. Ground El. *SEE LOG Type of Boring Mobile B-61 Casing Inspector W.T. El. ** SEE LOG Date October 17, 1992 Sheet 1 of 2 DEPTH BLOWSE PROFILE TUBE NOS. SAMPLE DESCRIPTION OF MATERIAL o D . o.'o ; • : •Q • : • : •a STD PEN 1 10 13 7 Medium dense, brown, moist, gravelly, silty, fine to medium SAND with cobbles. Retained 0.6 ft. 20 D' D" "O D ° •° STD 13 Dense, light brown, gravelly, very silty, 26 ; ' D; ; PEN 2 12 14 fine to medium SAND with trace organics. Retained 0.6 ft. D: Original ground at - 9.5 ft. ? ' O D O n C .. D . ; n .a STO PEN 3 A& 32 50/5" Very dense, light brown, gravelly, very silty, fine to medium SAND with trace organics. Retained 0.9 ft. 50/5" Q . D. O D . a STD PEN 4 20 31 35 Very dense, gray, moist, gravelly, very silty, fine to coarse SAND. Retained 1.0 ft. 66 End of Test Hole Boring at - 18.5 ft. below ground elevation. 90 17 Continued Next Page FORM 351-003 DOT REVISED 12/79 LOG OF TEST BORING Washington State w7m Department of Transportation S.R. 104 SECTION Jet. Main st. / Jct. Dayton ave. Job No. OL-1300 Hole No. TH-2-92 Sub Section Signal # 4 Cont. Sec. 1748 Station L 12 + 37 Offset 70.0' Rt. Ground El. *SEE LOG Type of Boring Mobile B-61 Casing W.T. El. ** SEE LOG Inspector Date October 17, 1992 Sheet 2 of 2 DEPTH PER FS PROFILE TUSA PLE NOS. DESCRIPTION OF MATERIAL * Ground elevation : Not determined. ** Water table elevation : Not determined. This is a Summary Log of the Test Hole Boring. Soil descriptions are derived from visual field identifications. 311 FORM 351-003 DOT REVISED 12/79 1 600315S L CL O N t O C r m E C Gl t L 0 G ea ea C L L O 2 H Q� 'O A O O a W 4- 0 C E L R CL (SCB .11T 0.N'E WELL DEPORT PER WELL LVST.-t=) �Cons tructioaiDecommiSSion ("x•• it circle) 1�rQ7�9 ice( CO•liC�"l:�[:0:1• C�� O D_corr_-7ussi0n ORIOL`'AL IVSTALL•?TIOS Norice Co,s�sl:i^g F.r--± �/1 �l�ry l7 inert �"a% r'1 SSv Cta •�5 j,.,^.iu^•ue Ecology «'e!i ED 2. TNO: 3:H— i1':Lt_ COBS T RU 11 IOS'C CRR T I.r[C kTIQ\; I c3.'-iSvcL-! 17 "Of ]:::?f :,Dr..pI:== � i:h zl wmhin;ro: S•?n.�+•,'_S �t l::: �]!S l'i:.�. ]i.: Lti: I1 fOrTC107G r:QOf::u ]SJ�: 1:: :K t)r.:._' ❑ Ec'ir..:r 'Dniar or Tr-_:n:_- Li,:.^s: N.) 2-6 y Z E a:nce, licerucd dr-Wer's azure and Licerr�e no. C:r:s= iC;.:'(Des:gn Wefl 0313 Type of NNW (",r' in circlee) V Resource Protecbon i��3 ' Z3 O Geowtch Soil Boring Proxrry 0•.4ner S'kllpjpers of _' Ed vno-nd s # Si 51 Site Address 10 2 Mar_o .St• City Cc� tnd nr s Co: nry: sylo bo" 1 S J 2 Ll N Loc2iJon NG tr, SC jl_ S:c 3 Twc, R or or LaVLono (s. [, r Lac Deg Lam miniStc. sti(i REQU-MED) Long DeQ � Lon; Nlin/S:.c Tax Panel i\o. •00'45'/ 8 00 30070 0 Cased or Uncased Di2_me::r 2 S at;c Level 7 i «.0.1 D=cor-unission Sr—,-x Date 9/ I Z10 5 wor4'Decom,7Lission Completed Da(: 9112/05 Forma,jon 0.2- .ria.�on EC�IV !L' rJ y .-' C' ' �U r Q 5 2406 . J . a retra:. ble s:2iniess a 0-12 44rs s� ifs J _ ' __�_ I �_ s• r- =n l o -, tD dep'h end c�IleC.e� I -- - _- • - _� _ _water sample `r/ C" I C- _ _ -__ ti R=ved -all r.:dS from nnng a �: mo �c _ - - - - {__ - -- _ _ = v2Ch.f :i.C3 w G; b2nlJ❑1'e Or- ca o _- - _ - - - - -- MAY 2 4 2006 DEPARTMENT OF ECOLOGY I WELL DRILLING KNIT I I -Cy 050.12 cR:v'Joi) � �VUKI,r, .r.tKV 1r,1.11V1v vT lu:t ..-- - Notice of InteotNo. E00315-8 (SUB ti'IT 0.%'E WELL REPORT PER WELL INSTALLED) 000StruCCiotL`De'commjSsioa (••a•• it circ(e) t&COn5LnuC('Ion O Decommission O?IGL''.;L IA'STALLATION of Irrer: 1v'u!7L�er lq237':�D Norice Cons i::nQF:r-m FtIY/ronmenfal ASSOCtat_5 L:Rique Ecoiogv Wei! ID Ta, No: B14— 3 WELL CON STRGCTION CER T IF!C.-NTION: I con;u-uc'_d ziC'or ]x:?t s;o-si :!, y Gx c�•. _ _:cr cr(. is :I1, ],: :�r r1i_ c lei a I �'ss iagwo a �_.'.i�:C,OC 511^.'•..='.'.S Ni 1::G•Is ;n." =123 C +:pon:J aSov_- a:: bcs: .4kde: In" Scti:.r ?�Er T:i:,:_ �'I;] ��, eve khe Ds llc.. �agincc:;T - S!, t_ Dnilcr or Tr-�,nc_- Licfnst No- Z6 ` 2- If c�-yinn, Ucensed driller's Si;na:i:re rind Licen_� no. Well pa:a Type of NNW ("s" it circle) Resource Protection Z'7-3, Z S O Geotech Soil Boring Proper . 5-kipiers o•F' Edmo-Ads # S'i 5i Site Address • /0 2- /0ai0 St + City Eimarlds county: SYloiloi'h[Sr LOC2 i0;� NC IIc s� it, Scc 2 3 TLL-Z7 k R 3 ®cirr'c or Opt w�tit LaVLozg (s• L, r Lac De' Lac Nf1 /Sec _ still R.EQUF ED) Long Deg Long kti /Sec Tax Parcel-IN0. 00Lf548 00 3U0700 Jr � Cas .d or Unca;ed Diarneter 12 Stack uvtl Wo,-VDeco:-Lrtission Sun Dare 911 '21 o S G�'orlrDeco� fission Completed Date 9i(21 D 5 '�-Drove a retra�'able s.cirl=_ss steel J !✓; I �! •'.�jscreen down to depth and collected a 71 G('. Iil1g -' r _ _ ._— -. 71 -I_oe ;.ov_d a l rods fi0rn bor:,ng and S�:a'._ I•= -1F 2 li?d w in b2nt01i -� Faze Z 01 2 FormaJon O�s:.rip�cn JUL 0 5 20,06 DEPT. OF EC ir)LOGYI ®-12 S..'Qs � s. cis i I I I I I I I . i I i l RECEIVED j MAY 2 4 2006 i DEPT. OF ECOLOGY i ECY' 050.1 ; (Rcv !!Olt) DRAW T NA AeL l.lf SITE PLAN, PROJECT CRITERIA A1.2 SURFACE ANALYSIS PLAN A1.3 SITE DETAILS L1.1 LANDSCAPE PLAN A2.0 OCCUPANCY PLAN AND CODE INFORMATION A2.1 DEMOLITION PLAN A2.2 FLOOR PLAN A2.3 REFLECTED CEILING PLAN A2.4 ROOF PLAN A3.1 EXTERIOR ELEVATIONS A3.2 EXTERIOR ELEVATIONS A4.1 SECTIONS A4.2 SECTIONS A4.3 SECT ION5 A4.4 SECTIONS A4.5 SECTIONS A5.1 DOOR, WINDOW 4 FINISH SCHEDULES A5.2 INTERIOR ELEVATIONS STRUCTURAL 51.0 GENERAL STRUCTURAL NOTES 51.1 GENERAL STRUCTURAL NOTES 4 ABBREVIATIONS 52.0 FOUNDATION/FIRST FLOOR FRAMIN6.PLAN 52.1 ROOF PLAN 53.0 TYPICAL FOUNDATION/SLAB DETAILS 55.1 DETAILS 54.0 TYPICAL WOOD DETAILS 54.1 TYPICAL WOOD DETAILS 54.2 DETAILS CA A TYPrr.Af l TAL47 AAI IG.0 nCTA TI G A INTERIOR DESI6N I00 COVER SHEET IDI COMPOSITE PLAN ID2 CONSTRUCTION PLAN ID3 RGP/LI6HITN6 PLAN 4 SCHEDULE ID3.1 RGP LIGHTIN6 5WITCHIN6 PLAN ID4 PLUMB IN6 ELECTRICAL 5POTTIN6 PLAN IV5 EQUIPMENT PLAN 4 LIST 106 ELEVATION KEY PLAN I06.1 INTERIOR ELEVATIONS I0"1 RE5TROOM ELEVATIONS I98 CONSTRUCTION DETAILS IDq CASEWORK DETAILS IDq.1 CA5EWORK DETAILS Kl KITCHEN EQUIPMENT PLAN K2 KITCHEN EQUIPMENT SCHEDULE HOWL tIN,�MLONs ¢C� t la5'1 bF Special Inspections Required. • Concrete Construc110n. Including Remforeernent • Concrete Anchor fnstallanon • Structural Steel Fabricaccn ar:d Eredon. Inr.lding High -Strength ScRing and VVelding ("Veiders Must Be `P2A80 Cwbfiedl • Structural Observation by Structural Engineer of Record SITE PLAN NOTES 1. 5HADIN6 DENOTES EXTENT EXISTIN6 ASPHALT PAVIN6 15. EXISTIN6 PATIO TO REMAIN WITH NEW SURFACE BY tom' TO REMAIN WITH NEW 2" ASPHALT OVERLAY. OWNER. NEW SURFACE TO BE LEVEL WITH BUILDING 3 2. PAINTED PARKIN6 5TRIPIN6. 4" WIDE LINES. INTERIOR FINISH FLOOR. LENGTH AND SPACING AS INDICATED ON PLAN. 14. DASHED LINE INDICATES EXTENT OF EXI5TIN6 COLOR: TRAFFIC WHITE. PATIO. s 3. NEW TRASH ENCLOSURE. SEE DET. I-7 DW6. A1.3. 15. NEW 6' TALL PRIVACY FENCE AND 6ATE. SEE DET. 4. ACCESSIBLE PARKIN6 STALL WITH PAINTED ACCESS 12 DW6. A1.3. AISLE 4 5I6N. SEE PET. 5 DWG. A1.3. 16. EXI5TIN6 ROOKERY TO REMAIN. r 5. ACCE55IBLE CURB RAMP. SEE DET. 4 DWG. A1.5. 1 - EXISTIN6 "EXTERIOR" WALK-IN COOLER BOX TO 6. NEW CONCRETE CURB. SEE VET. 1 DW6. A1.5. REMAIN. 'I. REPAIR CONCRETE CURB TO MATCH EXI5TIN6. 18. EXISTIN6 6A5 METER LOCATION. Q 8. NEW 42" HI6H MIN. PATIO RAILIN6. PATIO GATE Icf. EXI5TIN6 BUILDIN6 SEWER LINE AND GLEAN OUT. `��' HARDWARE TO BE NON -LATCHING, SWING AWAY FROM 20. EXISTIN6 STORMWATER CATCH BASIN. THE PATIO AND INCLUDE SELF-GL05IN6 SPRIN6 21. EXI5TIN6 LIGHT POLE AND BASE. EXISTIN6 LI6HT HIN6E5. 5EE DET. 20 DW6. A1.3 TO BE REPLACED WITH TWO NEW GUT -OFF TYPE LED cl. NEW 44" WIDE MIN. CONCRETE SIDEWALK. IF SLOPE FIXTURES. COLRD. IN/ ELECTRICAL. av IN DIRECTION OF TRAVEL OCCURS, DO NOT EXCEED 22. NEW 6AS FIRE PIT TABLE OR SIMILAR BY OWNER. ' V"f, 5% MAX. PROVIDE A CRO55 SLOPE OF 2% MAX. SEE 23. PROVIDE A 5'X5' LANDIN6 WITH A 2% MAX. SLOPE 'i ` PET. 2 DW6. A1.3. IN ALL DIRECTIONS AND 16" MIN. WIDTH BEYOND \ 10. REPLACE PORTION OF EXI5TIN6 CONCRETE 5IDEWALK. THE LATCH SIDE OF THE GATE. SEE PET. -1 DW6. PE OFOTRAVELMWITHDA ORO55HSLOPEAOr 2% MAX.CMATCH 24. NEW3&'-0" PIA. WATER FOUNTAIN AND PAVERS BY WIDTH OF EXISTIN6 SIDEWALK OR A 44" MIN. OWNER. . .. WIDTH. 25. PAINTED PEDESTRIAN PATH 5TRIPIN6. 4" WIDE � II. EXISTIN6 CONCRETE SIDEWALK TO REMAIN. Q LINES. COLOR: TRAFFIC WHITE. 12. REMOVE EXI5TIN6 5IDEWALK AND STEPS. 1 _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - SITE PLAN SCALE: I" = 10'-0" N z ~ o 0 �Q�ww_ o o ¢ a Ip rc t�tqpt.t IL f f Q � twn � c�voo=c`rvo PROJECT GRITERIA SCOPE OF WORK INTERIOR/EXTERIOR REMODEL OF AN EXI5TIN6 2,541 S.F. SINGLE -STORY STRUCTURE FOR PURPOSES OF A NEW RESTAURANT. NEW EXTERIOR FINISHES, BUILDIN6 AND SITE ELEMENTS. JURISDICTION: CITY OF EDMONDS TAX ACCOUNT NO.: 00454800300100 LEGAL DESCRIPTION: GEPHART5 I5T ADD TO EDMONDS BLK 005 0-00 - LOTS 'i THRU 12 LES5 BNR (6NR) R/W 4 LESS 5/HY CODES 2015 INTERNATIONAL BUILDIN6 CODE (IBC) 2015 INTERNATIONAL EXI5TIN6 BUILDIN6 CODE (IEBC)ai 2015 INTERNATIONAL MECHANICAL CODE (IMC) 2015 INTERNATIONAL FIRE CODE (IFC) 2015 UNIFORM PLUMBIN6 CODE (UPC) a BUILDING CRITERIA ZONING: COMMUNITY BU5INE55 (BC) MAX. HEI6HT: 25' OCCUPANCY: A-2 a CONSTRUCTION TYPE: VB (NON-5PRINKLERED) BUILDIN6 AREA5: (6RO55) EXISTIN6: 2,541 S.F. NEW ADDITION: 525 5.F. E: TOTAL AREA: 5,06cl 5.F. $ ti LOT COVERAGE < � 3 S.F. MAX. FLOOR AREA PER S.F. OF LOT AREA o 0_2 > M r LOT AREA: I6,111 S.F. (0.3i AG.) co ¢ o,to FLOOR AREA: 5,069 5.F. PATIO AREA: q30 a ¢ N N S.F. U x N N N � PARKING CALCULATIONS N REQUIRED PARKIN6: I 5TALL/200 S.F. W TOTAL REQUIRED: t54.4- STALLS TOTAL EXISTIN6: 20 STALLS n n n LANDSCAPE CALCULATIONS REQUIRED LAND5CAPIN6: EXI5TIN6-= UTILITY DISTRICTS POWER: SNOHOMISH COUNTY PUD WATER: CITY OF EDMONDS SEWER: CITY OF EDMOND5 TELEPHONE: FRONTIER COMMUNICATIONS GAS: PU6ET SOUND ENERGY 5EPARATE PERMITS ELECTRICAL -L+I PARKING SPACESREO'D _ MECHANICAL PARKING SPACES PROPOSED %O REFRIGERATION PLUMBIN6 BARRIER FREE PARKING SPACES r' IRRI6ATION 5I6N5 q OnIt,ER - L-* I RO D BY PiA�9NIWG �7' �-_ I', f "NOTE: ALL SEPARATE SUBMITTALS SHALL BE REVIEWED APPROVED BY ARCHITECT PRIOR TO PERMIT SUBMISSION -NSF I •Zone_, _ Corner S�Flag_ Setbacks Required Actual Front fJ .� T Sides W 1 Rear S � Other I Holt 14T. E 4 VICINITY MAP NO SCALE RESU CITYCITYCOPY SEP p0�99 29119p� COPY e"89 FE MO OND3 Z Z N a .. U w � C co W L O �m gc �0 w Z N EIg H w to Drawing: Al. 1 J.e�"mom 18c 4�4 _ELbzc)' • 03g7 ��t SURFACE ANALYSIS PLAN SCALE: I" = 10'-0" GENERAL NOTES 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM CITY OF EDMONDS 6I5 OR AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARI5E DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY EN6INEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION ON THE PROJECT. 2. FOR AID IN UTILITY LOCATION, GALL 1-500-424-5555, A MINIMUM OF 45 HOURS (2 WORKING DAYS) PRIOR TO BE6INNING OF CONSTRUCTION. EXISTING UTILITIES, WHETHER 5HOWN OR NOT, SHALL BE LOCATED PRIOR TO CONSTRUCTION, 50 AS TO AVOID DAMAGE OR DISTURBANCE AND THE DEVELOPER SHALL A55UME ALL RESPONSIBILITY AND COSTS CONNECTED THEREWITH TO PROTECT, MAINTAIN AND REPAIR, WHERE NECESSARY. 5. 5EWER LINE SHALL BE GLEANED AND TESTED IN ACCORDANCE WITH CITY STANDARDS AND SPECIFICATIONS. SITE CRITERIA EXTENT OF NORK THE PROPOSED WORK STAYS BELOW THE 2,000 S.F. THRESHOLD OF NEW HARD SURFACE, EXISTING HARD SURFACE REMOVED AND REPLACED WITH NEW, AND PERMANENTLY REMOVED EXISTING HARD SURFACE. IMPERVIOU5 5URFAGE AREAS A NEW OR REMOVED AND REPLACED WITH NEW: 1,251 S.F. EXISTING TO BE REMOVED FOR LANDS APIN6: 215 S F TOTAL: 1,4i2 5.F. z ~ o 0 IL �¢oifiE `w`nZ')v LL. T E E T W f�}<�ee��- A SURFACE ANALYSIS LEGEND NEW OR EXISTING TO BE REMOVED AND REPLACED WITH NEW z i- IMPERVIOUS SURFACE Z I a EXISTING IMPERVIOUS SURFACE TO REMAIN N 3 Q m 0) n. EXISTING IMPERVIOUS SURFACE TO REMAIN WITH NEW c U ° rn cn SURFACE OVERLAY PER DWG A1.1. EXISTING t 2 a IMPERVIOUS SURFACE TO BE REMOVED AND _I CONVERTED TO LANDSCAPING = ® 3 o 0 u- Q 3- W H s Drawing: A1.2 RESUB SEP 22019 "°m° 18c-4042 pu�9 U` OOFED BMONO3 0 NOTES: 1. GMU COLOR AND TEXTURE TO MATCH BUILDING. 2. b" CONC. SLAB W/b"X b" W/ W2.q X W2.4 W.W.F. 3. TYP. WALL FT6. 12" X 12" CONT. W/ (2) #5 BOTTOM REINF. 4. PROVIDE 6ATE PER PET. 18 DWG. A1.3. 5. TRASH BIN 6ATE5 TO SWING OPEN TO 120 PE6. MINIMUM. b. ENCLOSURE 5IZED FOR (2) "I8"X55" 2-YARD BINS EA. W/ 12" CLEARANCE AND (1) 34"X23" 6REASE WASTE BIN. MASONRY GAP �5" GONG. BLOCK WALL FILL CELLS W/ CONC. - 4 OUR-O-WALL HORIZ. REINF. ALT. COURSES OF a BLOCK AND UNDER GAP o x 4 O :: _'a;;1 #4 VERT. AT . V - Q 2'-8" O.G. _ _ Iz k�f #4 DOWEL AT `r 2'-8" O.G. (2) #5 CONT. I TYP. _�.. 45" 1 TRASHENGL®SURE * FACE 6ATE-5 W/ IS 6A. 6ALV. MINI-V-MEAM MTL. DECKING #4 VERT. 4 DOWEL AT END TWO CELLS, TYP. 6" DIA. 6ALV. STEEL 6ATE P05T CONG. FILLED AND GAPPED EMBEDDED 50" DEEP IN AN 18" DIA. x m 36" DEEP FOOTIN6 _IN ry O GATE FACING PANEL 2-1/2" 5OUARE 6ALV. STL. TUBING. 3/16" WALL CENTERLINE OF GATE 6ATE FRAME W/ DIA6. OPENIN6 BRAGIN6 - PAINT ' � TRASH ENCLOSURE GATE 1 � 5/4" = 1'-0" _ 15'-4" GMU WALL BEYONC — I'I/A1 .3 b" DIA. 6ALV. F FILL W/ CONGRET (2) HEAVY DUTY HINGES EACH PO_' TRASH ENCLOSURE ELEVATION If 1/4" = I'-0" l�2"x I" METAL PIPE HORIZONT x 1-1/2" FLAT BAR ® 1 O.G. BETWEEN POSTS 1/2" x 1-1/2" FLAT BAR HORIZONTAL ' 2 " x I" METAL PIPE POSTS IE b'-O TO 8'-0 O.G. MAX. 2"x I' METAL PIPE HORIZONT W ! �3/8" X 2" X 4" BASE PLATE W/ 1/2" DIA. o EXPDXY ANCHOR BOLT W/ y A WASHER 4" INTO PATIO SURFACE PATIO RAILING I" = I'-O" 12'-8" ACCESS DOOR PER J SECTION II/A1.3 PLAN (NO SCALE) 6ATE PER 18 4 Iq/A1.3 6" CONG. SLAB PER NOTE 2 CONC. CURB PER I/A1.3 CONCRETE SIDEWALK GMU WALL PER THI5 DET.TYP b"xb"x1/8" 6U55ET PLATE INSIDE 2-1/2"x2-1/2" STEEL ONLY ALL FOUR CORNERS (TYP,) TUBE STIFFENER WELD ALL AROUND I" SPACE 2-1-2"x2-1/2" STL. TUBE GATE FRAME PROVIDE 5/4" DIA. 30" L6 ® EA GATE 3" � 1 SLEEVE I" I.D. STEEL PIPE 12" WELD BO 5I � i LON6 Ln r+ WELD ALL AROUND 1-1/2"x1-1/2"x 3/16"x12" N LONG STL. ANGLE WELD ALL iv I/4`exl-I/2" AROUND LOCKING PIN IN * PROVIDE DROP ROD HOLES N DROP ROD TO TOP OF IN ASPHALT FOR 6ATE PREVENT REMOVAL 5LA13 CLOSED AND OPEN POSITIONS PARTIAL 6ATE GATE ELEV, SECTION NEW ADA SIGN PET. 6 DWG. A1.2. NEW ADA RAMP PET. 4 DW6. Al-2. 4' "x4'-O" EXTRUDED CONC. CURB Z INTE NATIONAL 5 OF ACCa5 5" PAD TED ON 5ONDIN6 AGENT PA , TYP. aACI,1155 ASPHALT PAVING AISLE _ 8'-O" I. STRIPING PER �—'I` SITE PLAN AGGESSIBLE P'KG.STALL 1 CONCRETE CURB *SIGN MAY BE MOUNTED ON BUILDING WALL WHERE APPLICABLE WHITE LETTERS 4 SYMBOL ON BLUE BACK6ROUND SIDEWALK ® WORDED "STATE DISABLED PARKIN6 PERMIT REQUIRED" CONSTRUCTION: 4" CONCRETE 5LAB 5EE DET b° TOOL JOINT 3 DW6. A1.2 BULLN05E VAN AGGE55IBLF 5I6N AT FOR JOINTS. (1) STALL TOPSOIL AT Q, 2" SQ. GALV. POST LANDSCAPING m SIDEWALK s' i. ASPHALT PAVING 8" DIA. X 24" PEEP — CONG. FOOTIN6 2" SAND *a #5 CONT. COURSE *PROVIDE ONE SI6N AT EACH H.G. STALL b"F b" CONTINUE REINF. TO HERE AP'K6. SIGN (—n-� G®NGREiE SIDEWALK t-2% MAX. SLOPE _ b'-0" (MAX. (ANY DIRECTION) DOOR AND P05T NEW GATE T.O. ENCLOSURE CONSTR. TO o MATCH 6ATEin 18" MIN. V. STEEL 6ATE-5 18/A1.3 f __�HEAVY DUTY 0'-0. LEVER/LATCH ATIO T. 5LLAB ILIN6 VARIES 6'-0" - 8'-O" MAX. ELEV. 'A' DIA. CON. FDN. D1� TRASH AGGESS DOOR � 5'X5' LANDING 1 1/4" = 1'-0" I/4" = 1'-0" �1X4 CEDAR BOARD GAP Q, kARRANGE CEDAR BOARD SIZES IN A NON -REPEATING. PATTERN IX2,4 4 b CEDAR FENCE BOARD W/ 5/4" MAX. SPACIN6 BETWEEN 04 PRESSURE -TREATED POSTS 6'-O" TO 7'-O" O.G. MAX. �P05T ANCHOR EXI5TIN6 CONCRETE PATIO A ' nn� SERV I GE PATIO EENGE 1 =1'-0" VAR IE5 6'-0" - 8'-0" MAX. 3n EXPANSION JOINT 8 FILLER EXPANSION JOINT E.J. N � ? TOOL JOINT TOOL JOINT (T.J.) PROVIDE EXPANSION JOINT5 ® 12'-0" O.G. MAX. AND TOOL JOINTS ® 6'-0" O.G. MAX. 5 I OF -WALK JO I Nis 1/2" = 1'-0" CONCRETE4" THICK. - AMP DIAMOND TEXTURE FINISH FLUSH N1 ASPHALT CURB woommo g •� a s4.S4JJJe z ~ o 0 Lu 1: V �1 u� to z ¢ Q Q JJ >W� t=n t:n LL a v s v W mawz°u"i z z � � IWL N o�so C4o U ai o ram.: F rn � � w N L Ul O d —� m J .; Cc a3i 20 E W Z N w ¢ � F- s ELEV. 'A' PETEGTIBLE WARNING FACE OF CURB Drawing: (TRUNCATED DOMES) A1.3 AGGESS I BLE GUR � i � � aoe ""mcec 1 /4" = 1 ' -0" SEP 0 9 2019 18c-4042 NA5HIN6TON STATE ENERGY CODE LI6HTIN6 CONTROL NOTES 1. OCCUPANCY 5EN50R CONTROLS SHALL BE INSTALLED TO 3. EACH AREA OF THE BUILDING NOT CONTROLLED WITH CONTROL LIGHTS IN ALL AREAS AND COMPLY WITH THE OCCUPANCY SENSORS SHALL BE PROVIDED WITH TIME FOLLONIN6: 5WITGH GONTROL5 PER W5EC REQUIREMENTS. a. AUTOMATICALLY TURN OFF LIGHTS WITHIN 30 MINUTES 4. SPACES REQUIRED TO HAVE LIGHT REDUCTION CONTROLS OF ALL OCCUPANTS LEAVING THE SPACE. SHALL HAVE A MANUAL CONTROL THAT ALLOW5 O0GUPANT5 b. BE MANUAL ON OR MANUALLY CONTROLLED TO TO REDUCE THE CONNECTED LI6HTIN6 LEVEL NOT LESS AUTOMATICALLY TURN THE LIGHTING ON TO NOT MORE THAN 50% IN A UNIFORM ILLUMINATION PATTERN. NOTE: THAN 50% POWER. (FULL AUTOMATIC -ON CONTROL5 ARE 1I6HT REDUCTION CONTROLS ARE NOT REQUIRED IN PERMITTED IN PUBLIC CORRIDORS, STAIRWAYS, ;DAYLIGHT ZONES WITH DAYLIGHT RESPONSIVE CONTROLS. RE5TROOM5, PRIMARY BUILDING ENTRANCES AND LOBBIES AND OTHER AREAS WHERE MANUAL ON OPERATION WOULD 5. MANUAL CONTROLS SHALL BE READILY AGGE55IBLE TO PRESENT A LIFE SAFETY OR SECURITY OF THE BUILDING OCCUPANTS AND BE LOCATED WHERE THE CONTROLLED OCCUPANTS OR ROOM. LIGHTS ARE VISIBLE. c. SHALL INCORPORATE A MANUAL CONTROL TO ALLOW 000UPANT5 TO TURN LIGHTS OFF. 6. DAYLI6HT RESPONSIVE CONTROLS SHALL BE PROVIDED IN ALL DAYLIGHT ZONES. 2. IN WAREHOUSE AREAS, LIGHTING IN AISLEWAY5 AND OPEN AREAS SHALL BE CONTROLLED WITH OOGUPANT a. LIGHTS IN PRIMARY AND SECONDARY DAYLIGHT ZONES SENSORS THAT AUTOMATICALLY REDUCE THE LIGHTING HALL BE CONTROLLED INDEPENDENTLY. LEVEL TO NOT LE55 THAN 50% WHEN THE AREAS ARE b. DAYLIGHT RESPONSIVE CONTROLS SHALL BE CONFIGURED OCCUPIED. OCCUPANCY SENSORS SHALL CONTROL TO COMPLETELY SHUT OFF ALL CONTROLLED LI6HT5 IN LIGHTING IN EACH AISLEWAY INDEPENDENTLY AND SHALL THAT ZONE. NOT CONTROL LIGHTING IN THE A15LEKAY BEING c. LIGHTS IN DAYLIGHT ZONES FACING DIFFERENT CONTROLLED BY THE SENSOR. ORIENTATIONS (I.E., WITHIN 45 DEGREES OF DUE NORTH, EAST SOUTH, WEST) SHALL BE CONTROLLED INDEPENDENTLY OF EACH OTHER. NSEC SECTION C410.2 REFRI6ERA7ION SYSTEM REGIS 1. DOORWAY5 SHALL HAVE STRIP DOORS, CURTAINS, SPRING-HIN6ED DOORS OR OTHER METHOD OF MINIMIZING INFILTRATION WHEN DOORS ARE OPEN PER SECTION 0410.2 ITEM 2. 2. EVAPORATOR FAN MOTORS THAT ARE LESS THAN I HP (0.146 KW) AND LE55 THAN 460 VOLTS SHALL USE ELECTRONICALLY COMMUTATED MOTORS, BRU5HLE55 DIRECT -CURRENT MOTORS, OR 3-PHA5E MOTORS PER SECTION C410.2 ITEM 7. CONTRACTOR TO PROVIDE DOCUMENTATION AT APPLICATION OF REFRIGERATION PERMIT. 3. CONDENSER FAN MOTORS THAT ARE LE55 THAN I HP (0.146 KW) SHALL USE ELECTRONICALLY COMMUTATED MOTORS, PERMANENT SPLIT CAPACITOR -TYPE MOTORS.OR 3-PHA5E MOTORS. PER SECTION C410.2 ITEM 8. CONTRACTOR TO PROVIDE DOCUMENTATION AT APPLICATION OF REFRI6ERATION PERMIT. 4. LI6HT5 IN WALK-IN COOLERS, WALK-IN FREEZERS SHALL EITHER USE LIGHT SOURCES WITH AN EFFICACY OF NOT LE55 THAN 40 LUMEN5 PER WATT, INCLUDING BALLAST LOSSES, OR SHALL USE LIGHT 5OURCE5 WITH AN EFFICACY OF NOT LE55 THAN 40 LUMENS PER WATT, INCLUDING BALLAST LOSSES, IN CONJUNCTION WITH A DEVICE THAT TURNS OFF THE LI6HTS WITHIN 15 MINUTES WHEN THE SPACE IS NOT OCCUPIED PER SECTION C410.2 ITEM 11. ENVIRONMENTAL HEALTH CODE NOTES 1. ALL HANDWA5H SINKS BA5IN5 MUST BE AT LEAST 10" LONG BY 10" WIDE AND 5" DEEP. HOT WATER MUST BE AVAILABLE TO ALL HANDWA5H SINKS WITHIN 15 SECONDS. 2. A HORIZONTAL SEPARATION OF AT LEAST 16 INCHES OR A VERTICAL PARTITION 16 INCHES IN HEIGHT I5 REQUIRED BETWEEN THE HANDWA5H SINK AND ALL FOOD PREPARATION AREAS OR OTHER WA5H/PREP SINKS 3. ALL LIGHT FIXTURES IN FOOD PREPARATION AND STORAGE AREAS MUST BE PROVIDED WITH COVERS AND SHATTERPROOF BULBS. 4. A REDUCED PRESSURE BACKFLOW PREVENTION DEVICE IS REQUffRED AT THE END OF THE COPPER WATER PIPE SERVING THE POP DISPENSING SYSTEM PRIOR TO THE CARBONATION DEVICE. NO COPPER OR BRA55 PIPE/FITTINGS OR OTHER POTENTIALLY CORRODIBLE -MATERIAL I5 ALLOWED AFTER THE REDUCED PRESSURE BAGKFLOW PREVENTION DEVICE. 5. AN INDIRECT WATTE DRAIN (AN AIR GAP) I5 REQUIRED FOR THE FOOD PREPARATION SINK, 5ANITIZER BASIN OF THE THREE -COMPARTMENT SINK, ICE MACHINE, ICE BIN, POP DISPENSER, WALK-IN REFRIGERATION, AND ANY EQUIPMENT IN WHICH FOOD IS PLACED. d. A SINGLE DAYLI6HT CONTROL ZONE SHALL NOT EXCEED 2,500 S.F. i. DAYLIGHT RESPONSIVE CONTROLS SHALL BE CONFIGURED TO AUTOMATICALLY REDUCE THE POWER OF GENERAL LIGHTING IN THE DAYLIGHT ZONE IN RESPONSE TO AVAILABLE DAYLIGHT, WHILE MAINTAINING UNIFORM ILLUMINATION LEVELS WITHIN THE SPACE. 8. EXTERIOR LIGHTING (OTHER THAN EMERGENCY AND/OR LIFE SAFETY RELATED LIGHTING) THAT I5 INTENDED TO BE AUTOMATICALLY OFF DURING DAYLI6HT HOURS SHALL BE PROVIDED WITH A CONTROL THAT AUTOMATICALLY TURNS OFF THE LIGHTING AS A FUNCTION OF AVAILABLE DAYLIGHT. q. THE MAXIMUM LI6HTIN6 POWER THAT MAY BE CONTROLLED FROM A SINGLE 5WITGH OR AUTOMATIC, CONTROL SHALL NOT EXCEED THAT WHICH I5 PROVIDED BY A 20 AMP CIRCUIT LOADED TO NOT MORE THAN 80%. A MASTER CONTROL MAY BE INSTALLED PROVIDED THE INDIVIDUAL 5WITCHES RETAIN THE CAPABILITY TO FUNCTION INDEPENDENTLY. CIRCUIT BREAKERS MAY NOT BE USED A SOLE MEANS OF 51,4ITCHIN6. (500 S.F./OCCUPANT) 262 5.F./300 = I OCCUPANT (200 5.F./OCCUPANT) 6411 S.F./200 = 4 OCCUPANTS PLUMBING FIXTURE CALL 166 O01,UPANT5 / 2 = 83 MEN + 83 WOMEN WATER CLOSETS REQUIRED: OCCUPANCY MEN WOMEN A-2 1 PER 15 1 PER i5 2 REG. 2 REG. PROVIDED: 2 2 LAVATORIES REQUIRED: OCCUPANCY MEN WOMEN A-2 I PER 200 1 PER 200 1 REQ. I REQ. PROVIDED: 1 2 PLUMBING FIXTURE NOTES: I. (1) URINAL PROVIDED PER IBG 21102.1.1.2. OFFICE: (100 5.F./066UPANT) 5q 5.F./100 = I OCCUPANT 7Teitydmonds Building Department DV1D PLAN OCCUPANCY PLAN NOTES I. MAXIMUM OCCUPANCY SIGN MOUNTED TO WALL NEAR MAIN ENTRANCE PER IBC 1004.2. SIGN TO STATE A MAXIMUM OCCUPANT LOAD OF qq PERSONS / / '// / / 77 % / I pr J d subject to field i Ape coon. p/j 6J �INt pprovetl subject to field inspection. — All appliances need to be covered by system and a� diagram laminated and posted at site. System neetls to be integrated into firceferm Bu, din G/9S needs to be g systems neetls to be serviced and entered into egris Fire before any fire final will be signed. �J-Ql'Ml f' PRO�DBYN NIF J1 9 (I5 S.F./O(CUPANT) q30 5.F./15 = 62 OCCUPANTS (500 5.F./OCCUPANT) 60 5.F./300 = I OCCUPANT (200 S..F./OGOUPANT) 215 S.F;/200 = 2 OCCUPANT5 (i 5.F./OCCUPANT) 105 5.F./'7 = 16 OCCUPANTS (15 S.F./OCCUPANT) 1,055 S.F./15 = '13 OCCUPANTS i BENCH: jneiv; ( 16 L. P /OCCUPANT) qb L.X /18 = 6 OCCUPANTS EGRESS/RESTROOM CIRCULATION SPACE TOTAL OGGUPANT LOAD: INTERIOR:104 OCCUPANT5* PATIO: 62 OCCUPANT5 *OCGUPANT LOAD OF qq PER NOTE #1 A po$ri' DL r- dJt' xe&e *ufr4"C'-i i $a& fl".f& G M. I -toy Qrtulih yy iatx' ���f Criferia a«.cl Se%+� Tj(aar.. WORK ADDREE OWNER z~oo N_ to z RW z 3 3 �¢oww m zI[I- rcaaa IO U V sa�6o-a {{ppW rcw- Zd t�zf0-7)uwi c0 _ A O O _ N O G DEPARTMENT APPROVED DATE: 11 ( BLDG. OFFICIAL: PERMIT NUMBER E 8 a8 N N M L p ¢ N N o Nn U N N N N 04 N N W V LLI CITY COPS' I-- z 0 CONSTRUCTION TYPE )/ 8 U c o $ OCCUPANCY GROUP ,4 -Z m t � sa OCCUPANTLOAD !r 'm O d J N —I Zvi z 06GUPANGY PLAN 50ALE: 1/5" = 1'-0" m E o ¢ �rwo ® s Drawing: A2.0 Z.O NORTH RmSUB bN- 18c-4042 5EP 0 9 2019 8 A I i II II I 10 I I I ( I I I I I L---� I I I I 1 I r - - I I -JI I I I I I I IEQ_ II - II II II EXI5TIN6 EXTERIOR �II WALK-IN COOLER I � II IQ II — 0 — I I 17 I I /II r 8-0° ' --- II ',�I�I Irflr�rl --� LIJ < r/ ;y' l I I' T I III I I biiiJ I j � II I I I r� — 16 \1 14 I I �iiJ I j i:ii 1 K- t�q .+ B Y i Y 4 � TYP. 4 I r I II 3 ) I5' i �'�a � l �Yi i� II Y' /A ------ ri G4-------- r; jj 1✓ ,i-lIf 2 TYP. I F_--- inIIIII II / III I I,- ILJ� __� IijI LLJ LL--4 L— Yiil P� 5' I Information relating to construction arid`percentagesis as follows: _! Percentage Removed Replacement Cost of ! Removed Component t` 341% $1,445.37 100% _--_ $12,753.2712,710.76 100 % _ _ 100% . $21 255,45 $8,502.18 100% i $4,251_09 50% 1.$12,753.27 _ 30% _ $25,506_54 _ _._� 0 % $0.00 -i 4011. $170 086_12 t is 40 % of the existing building. F. DEMOLITION PLAN SCALE: 1/4" = 1'-0" k;� DEMO GENERAL NOTES 1. CONTRACTOR RE-SPON5IBLE FOR SITE INVESTI6ATION PRIOR TO DEMOLITION TO REVEAL FULL SCOPE OF WORK. INVESTI6ATE AND VERIFY LOCATIONS OF EXI5TIN6 STRUCTURAL, MECHANICAL, ELECTRICAL AND PLUMBIN6 ELEMENTS AND NOTIFY THE ARCHITECT OF RECORD IN WRITING OF ANY AND ALL DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. 2. IF DURIN6 DEMOLITION CONDITIONS ARE REVEALED THAT MAY JEOPARDIZE INTE6RITY OF STRUCTURE OR PRECLUDE FOLLOWING DESIGN INTENT, CONTRACTOR SHALL NOTIFY THE ARCHITECT OF RECORD IMMEDIATELY. S. CONTRACTOR TO LOCATE EXISTIN6 WASTE WATER LINES, AND CLEAN OUT LINES PRIOR TO REU5E. VERIFY LINES ARE IN 600D WORKING CONDITION. REPAIR LINES AS NECESSARY FOR NEW WORK. 4. PROTECT ALL EXISTIN6 ITEMS AND CONSTRUCTION TO REMAIN A6AIN5T DAMA6E DURIN6 DEMOLITION AND CONSTRUCTION. DEMO PLAN NOTES I. ALL CASEWORK, PLUMBIN6 FIXTURES, INTERIOR FINISHES, 6WB, WALL INSULATION, ACT, CEILIN6 QI ELEMENTS AND INTERIOR LI6HTIN6 DEMO WORK DONE PREVIOUSLY UNDER SEPARATE DEMO PERMIT. 2. DEMOLISH INTERIOR PARTITION WALLS AS INDICATED. B. EXI5TIN6 COLUMN TO REMAIN. 4. EXI5TIN6 COLUMN TO BE REMOVED. 5. DEMOLISH STOREFRONT ENTRY DOORS AND PORTION OF EXTERIOR WALL AS INDICATED TO ACCOMMODATE NEW BUILD IN6 ADDITION. 6. DEMOLISH PATIO DOOR AND PORTION OF EXTERIOR WALL AS INDICATED TO ACCOMMODATE NEW PATIO DOORS. -1. DEMOLISH WINDOW AND PORTION OF EXTERIOR WALL FOR NEW 6ARA6E 57YLE ROLL -UP DOOR. 8. DEMOLISH EXTERIOR WALL5 AND ROOF FRAMIN6 (BETWEEN 6RID5 B 4 4) AND EXTERIOR WALL ALON6 6RID 4 FOR NEW EXTERIOR WALLS AND ROOF FRAMING. 4. HATCHED AREA INDICATES PORTION OF EXISTING SLAB TO BE 5AWGUT AND REMOVED FOR NEW FOOTIN6 PER - STRUCTURAL DRAWIN65. 10. DEMOLISH EXTERIOR PATIO AS REQUIRED FOR NEW SLAB PER STRUCTURAL PRAKIN65. ENSURE PROTECTION OF EXISTIN6 UTILITIES. 11. EXISTIN6 SEWER CLEANOUT TO REMAIN. 12. DEMOLISH WINDOW AND PORTION OF EXTERIOR WALL FOR NEW STOREFRONT WINDOW. 15. DEMOLISH PORTION OF EXTERIOR WALL FOR NEW OPENING / TO BUILDIN6 ADDITION. 14. REMOVE EXISTING DOOR. IS, REMOVE AND RELOCATE WALK-IN BOX DOOR AS INDICATED ON DWG A2.2. 16. EXISTIN6 ELECTRICAL PANEL LOCATION. PROTECT AND RELOCATE ALL ELECTRICAL OCCURRIN6 IN PORTIONS OF DEMOLISHED WALL TO THE ADJACENT WALL AS REQUIRED. COORD. W/ ELECTRICAL. 11. DEMOLISH OVERHAN6 TO FACE OF EXTERIOR WALL. Q 18. REMOVE ALL EXTERIOR FINISHES AND MATERIALS DOWN TO PLYWOOD SHEATHING. 19. EXI5TIN6 CONCRETE BELOW EXTERIOR WALK-IN TO REMAIN. 20. 5AWGUT AND REMOVE PORTION OF EXI5TIN6 CONCRETE A5 REQUIRED FOR NEW FOUNDATION WALL AND FOOTING PER STRUCTURAL. DEMO PLAN LEGEND EXI5TIN6 WALL _ _ = TO BE DEMOLISHED ® EXISTIN6 COLUMN SLAB TO BE DEMOLISHED RESUB �p�SpEWPp p0 99pp2019 SPIM MM— z ~ o 0 w f � Qaz w_ ¢oj5 m o o z a it�ii 0-0-�a L > LU U LL V 6 T z rLFfQ4N E 0 Q z_ Z N OW rn c o $ 3 0 O � ui 3 = o I- O Z N E Q W m 6 Drawing: A2.1 °°°mom 18c-4042 1-I' -4j" -4" 2-7- -5-L" 14'-6" 1 I 2 4. KITCHEN 10q q 13 I 3_32 v � G I� m NH 12 I 1 ^� \ TORA6E ' o f EXISTIA, T'-10 A'I_e' WALK-LOOL m 1 i n I _ IMG 505.4 ALLOAA5LE REDUGT I ON w od I _T pe,< I. THE ALLOWABLE CLEARANCE REDUCTION SHALL BE BASED 1Q ON ONE OF THE PROTECTIVE A55EMBLY METHODS SPECIFIED IN TABLE 506.4.2. 2. FROM TABLE 505.4.2, ALLOWED REDUCED CLEARANCE TO COMBUSTIBLES FOR THE TYPE I HOOD; PROTECTIVE A55EMBLY: GALVANIZED SHEET STEEL - HAVING A MINIMUM THIGKNE55 OF 0.0236 INCH (NO. I 24 6A6E), SPACED I" OFF THE COMBUSTIBLE ASSEMBLY. _ CLEARANCE REQUIRED: PROVIDE q" MINIMUM FOR HORIZONTAL COMBUSTIBLE ASSEMBLIES LOCATED ABOVE THE HEAT SOURCE. PROVIDE 6" MINIMUM FOR HORIZONTAL COMBUSTIBLE ASSEMBLIES LOCATED BENEATH THE HEAT SOURCE AND ALL VERTICAL COMBUSTIBLE ASSEMBLIES: OFFICE 108 NO91��I New `iIN p R 'kit r . L_ MEN m G - � ,I I J I - I /I I _-� 26'-q" GENERAL NOTES = ENTRY 101LL � 101 I 1. FOR NEW WALL5, ALL DIMENSIONS ARE TO FACE OF 5 STUD, FACE OF CONC. OR CENTERLINE OF COLUMN, U.N.O. 4 2. CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD W/ DIMENSIONS SHOWN ON PLAN PRIOR TO CONSTRUCTION 8 ORDERIN6 MATERIALS. ARCHITECT OF RECORD SHALL BE NOTIFIED IN WRITIN6 OF ANY DISCREPANCIES BETWEEN THESE DRAWIN65 AND ACTUAL FIELD CONDITIONS. II I \ NEW ITVIl 5'-10"Xa'-a" r WALK-IN II COOLER L II II i II I I 1 13 21 li I II. ----� - 1----- CONTRACTOR TO VERIFY DIMENSIONS OF MANUFACTURED PRODUCTS TO A55URE COMPATIBILITY WITH THE PLANS. ELECTRICAL, MECHANICAL 8 PLUMBIN6 5Y5TEM5 TO BE INSTALLED BY LICENSED CONTRACTORS UNDER SEPARATE PERMITS. WALL TYPES CONSTRUCT WALL FROM FLOOR TO UNDERSIDE OF STRUCTURE WITH 5505162-45 METAL STUDS AT 16" O.G. WITH 5/8" 6WB ® EACH SIDE. ® CONSTRUCT WALL FROM FLOOR TO UNDERSIDE OF STRUCTURE WITH 2X4 WOOD STUDS AT 16" O.G. WITH 5/8" 6WB ® EACH 5IDE. © CONSTRUCT WALL FROM FLOOR TO UNDERSIDE OF STRUCTURE WITH 2Xb WOOD STUDS AT 16" O.G. WITH 5/8" 6WB ® EACH SIDE. Q CONSTRUCT WALL FROM FLOOR TO 4'-O" AFF WITH 2X6 WOOD STUDS AT 16" O.G. WITH 5/8" 6WB ® EACH SIDE. GENERAL NOTES: PROVIDE SOUND BATT INSULATION IN ALL WALL5 THAT - - e SURROUND RE5TROOM5. PROVIDE TYPE 'X' 6WB IN ALL NET AREAS; RE5TROOM5, FLOOR SINK, HOT WATER HEATER, PLUMBIN6 ELEMENTS AND WALL AREA ADJACENT TO WALK-IN REFRI6ERATION. FLOOR PLAN NOTES I. EXI5TIN6 ELECTRICAL PANEL LOCATION. 2. EXI5TIN6 SEWER GLEANOUT. - 3. NEW COLUMN PER STRUCTURAL DRAWIN65. 4. NEW FOOTIN6 AT EXI5TIN6 SLAB PER STRUCTURAL r+ DRAWIN65. 5. NEW BEAM PER STRUCTURAL DRAWIN65. 6. INFILL CONSTRUCTION TO MATCH EXI5TING AS REQUIRED TO PROVIDE FLUSH FINISH READY TRANSITION WITH ADJACENT WALL. 1. SEE PET. 1 $ 2 DW6. A5.2 FOR ENLAR6ED RE5TROOM PLAN AND INTERIOR ELEVATIONS OF MEN 106. 8. SEE DET. 1 # 3 DNS. A5.2 FOR ENLAR6ED RESTROOM PLAN AND INTERIOR ELEVATIONS OF WOMEN lol. At5EE KITCHEN DRAWIN65 FOR EQUIPMENT SCHEDULE. EXISTIN6 TYPE I RANGE HOOD. PROVIDE REQ'D 18" - _ s CLEARANCE FROM COMBUSTIBLES PER 2015 IMG 501.2.b. SEE IMG 505.4 NOTES THI5 DWG. FOR ALLOWABLE CLEARANCE REDUCTION REQUIREMENTS. 11. MOP SINK WITH MOP RACK INSTALLED ABOVE. 12. 6.G. TO VERIFY TOTAL WALL LENGTH WITH FINAL KITCHEN EQUIPMENT SPACE REQUIREMENTS. 13. HAND WA5H SINK LOCATIONS PER KITCHEN DRAWINGS AND HEALTH DEPARTMENT STANDARDS. 14. AGGE55IBLE 5EATIN6 LOCATION. 15. 5CREENING ELEMENT FROM TOP OF WALL TO '1'-0" AFF BY OWNER. Q.16. TABLE TO INCLUDE CENTRAL 6A5 BURNIN6 FIRE ELEMENT. 2 WORD. W/ MECHANICAL. 1l: NEW WALK-IN COOLER. PROVIDE MFR'5 RECOMMENDED r-y N 5PACIN6 FROM WALL FRAMIN6. COORD. W/ MECHANICAL. SEE CODE ANALY5I5 DW6. A2.0 FOR ADDITIONAL _INFORMATION AND REQUIREMENTS. 18. 42" HI6H MIN. RAIL OR ENCL05URE BY OWNER. Iq. 6.0. TO ENSURE NEW FRAMIN6 RESULTS IN A FLUSH FINISH READY TRANSITION ALON6 INTERIOR WALL. 20. RELOCATE EXISTIN6 WALK-IN COOLER DOOR CENTERED ON WALL AND PROVIDE INFILL/INSULATION AT PREVIOUS LOCATION. 21. NEW BAR COUNTER AND BACK COUNTERS AND EQUIPMENT LAYOUT PER KITCHEN AND INTERIOR DE5I6N DRAWIN65. - - A PLAN LEGEND FLOOR PLAN SCALE: 1/4" = 1'-0" NORTH zoo N N 1I�1'Lm�� a-p p Z Z E 11J LL O �_ w w LL ..uv O' tT W rf u- 6 ❑ ry O O_ N O VV w w s 0 c c a ,tea„ N L ¢rn a ¢ N N O V N ID N a 1O N N W S XX DOOR NUMBER. SEE DOOR SCHEDULE DW6. A5.1 XXX ROOM NUMBER. SEE FINISH SCHEDULE DW6. A5.1 o- WALL TYPE. SEE WALL TYPES 56HEDULE THIS DW6. QX FLOOR PLAN NOTE Z eWINDOW. SEE WINDOW SCHEDULE DW6. A5.1 ZN ® 2-A:10-5:0 FIRE EXTIN6UI5HER IN RECE55ED FIRE Q coEXTINGUISHER CABINET. 5EE DW6. A5.2 FOR MOUNTIN6 U c A REQUIREMENTS. o 0 ��REGUIREMENT5. INSTALL WALL MOUNTED GLA55 'K' RATED PORTABLE 2FIRE EXTIN6UI5HER. SEE DW6. A5.2 FOR MOUNTINGg EXI5TIN6 WALL z q NE O ¢ Y W b LL NEW WALL s` Drawing: I� EXISTING COLUMN �% ®o NEW COLUMN , " •2 q� N � YESU B J""Num"er. SEP 0 9 2019 18c-4042 1.7.-5" REPLEGTED GEILIN6 PLAN SCALE: 1/4" = 1'-0" NORTH " GEILIN6 GENERAL NOTES I. GEILIN6 6RID IS CENTERED IN ROOM UNLE55 NOTED OTHERWI5E. Q2. SEE ROOM FINISH SCHEDULE FOR CEILING CONSTRUCTION I AND FINISHES. 5. SEE INTERIOR DE5I6N LIGHTING PLAN FOR FIXTURE SCHEDULE AND LAYOUT DIMENSIONS. 5AZe*- _Tp.3 CEILING PLAN N07ES I. NEW SUSPENDED CEILING AND FIXTURES. SEE FINISH SCHEDULE DWG. A5.1 FOR MORE INFORMATION. 2. NEW HARD LID CEILING AND FIXTURES. SEE FINISH SCHEDULE DWG. A5.1 FOR MORE INFORMATION. 5. CEILING OPEN TO STRUCTURE AND ROOF DECK ABOVE. 4. NEW BEAM PER 5TRUGTURAL DRAWIN65. 5. EXISTING TYPE I RANGE HOOD. PROVIDE REQ'D VERTICAL AND HORIZONTAL CLEARANCE FROM COMBUSTIBLES PER 2015 IMG AND CITY OF EDMONDS COMMERCIAL KITCHEN HOOD WORK5HEET. 6. NEW 4'-O" X 4'-O" 5KYLIGHT. SEE SECTION DRAWING Q I NOTES. T. NEW PREFINISHED METAL ROOF DECK 8 CANOPY PER STRUCTURAL. S. START GEILIN6 6RID AT THIS LOCATION. - - - - CEILING PLAN LEGEND EXI EXIT SIGN W/ EMERGENCY 1-I6HTIN6� EMERGENCY LIGHT FIXTURE P5 F= LAY IN LIGHT FIXTURE (SUSPENDED GEILIN6) Rcs �. R11 REGE55ED/PENDANT CAN LI6HT MP7 0 DINING PENDANT LIGHT P1 ® PENDANT LIGHT c3 O PENDANT LIGHT 2 HEAD TRACK LIGHT 5 HEAD TRACK LIGHT �---� TRACK WITH 6 PENDANT LIGHTS CIO CHANDELIER cn O THEATRICAL TRU55 WITH FLU& -IN LIGHTS va �O_ RE5TROOM VANITY LIGHT se p WALL SCONCE 0 WALK-IN BOX FIXTURE 6 EXTERIOR WALL SCONCE 0 E6RE55/5ECURITY WALL PACK2 z ~ o 0 W tu Z p4'Z33 � ¢ o _w w_ m a w a Z �aLL Z 0 �ww vie LL a :1 �TT2: m (AV I O_ E 0 m � S co na�0i > N fhL ¢ N ¢ N N O N { 0 N N N N RECESSED CEILING FAN Q ® OCCUPANCY SENSOR FOR LIGHTING z 1. PROVIDE AN EMERGENCY POWER SUPPLY WITH A Z o Coll z MINIMUM DURATION OF c10 MINUTES. EXIT 5I6N5 Q g SHALL BE LIGHTED 24/1. 0 0 z 2. PROVIDE MINIMUM MEANS OF 55FE55 L w ILLUMINATION AT EXITS PER IBC SECTION 1008. T O d m U V) W —J Q = y 3 W 0 ID c, E LL w ¢ mLouf Drawing: RESUB A2.3 SEP 0 9 2019 9E ON J"" Num4v 18c-4042 1 2 3 ROOF PLAN SCALE: 1/4" = 1'-0" :rwv� ScaO-�- �.C. ` tZ� �Zo I A U 1� NORTH ROOF PLAN NOTES I. EXISTING ROOF TO REMAIN. PATCH AND REPAIR A5 REQUIRED TO PREVENT WATER INTRUSION. 2. EXI5TIN6 MECHANICAL ROOFTOP UNITS TO REMAIN. 5. NEW PREFINI5HED METAL ROOFIN6 AND TRIM. SEE SECTION DRAWIN6 NOTES. 4. NEW PREFINI5HED METAL 6UTTER AND DOWNSPOUT. 5. NEW PREFINI5HEP METAL ROOF DECK 8 CANOPY PER STRUCTURAL. 6. NEW PREFINI5HM METAL 50UPPER THRU-WALL FLA5HIN6 d LEADER BOX. -7. NEW 4'-0" X 4'-0" 5KYLI6HT. SEE SECTION DRAWING NOTES. 8. PROPOSED LOCATION FOR NEW WALK-IN COOLER IEMOTE CONDENSING UNIT. COORDINATE WITH MECHANICAL. z ~ o 0 UW>l N_ Z K �a lov m d ¢ Q O LL vi) sssa-ss_ L f l4 _ Q z_ I— Z N O U0 O 'O6 _ , c a a E p ¢ �,w m X s Drawing: RESUB A2.4 SEP 099 p2W °"" °e` 18c-4042 -F EUMONtl6 �:4' -10" STOP OF E PARAPET j� 12 -0' SOP OF PARAPET 8'-0' (U.N.O.) _ B 0. LIGHT FIXTURE 0' -0 _ _ STOP OF FLOOR �$ TOT10 -0 _ OF PLATE 'W8'-01. -OM OF CANOPY 0' 0' -_ P OF FLOOR SOUTH ELEVATION SCALE: 1/4" = 1'-0" I I I EAST ELEVATION SCALE: 1/4" = 1'-0" _ +11'-0' TOP OF PLA TOP OF WINDOW Y _ +3'-0" TOP OF WAINSCOT Y TOP OF FLOOR Y ELEVATION NOTES 1. METAL WALL PANELS: COLOR 6-1 2. FIBER CEMENT WALL PANELS: COLOR 0-2 3. FIBER CEMENT WALL PANELS: COLOR 0-3 4. FIBER CEMENT SILL: COLOR C-4 5. STOREFRONT FRAM IN6 W/ I" INSULATED 6LASS. SEE WINDOW SCHEDULE DW6. A5.2. 6. STOREFRONT ENTRY DOOR. COLOR TO MATCH STOREFRONT FRAMIN6. SEE DOOR SCHEDULE DW6 A5.1. 1. HOLLOW METAL DOOR 8 FRAME PAINT COLOR 0-5. 5EE DOOR SCHEDULE DW6. A5.1. 6. 5ECTIONAL OVERHEAD DOOR: COLOR C-6. SEE DOOR SCHEDULE DW6. A5.1. q. SYNTHETIC STONE PARAPET CORNICE: COLOR C-1. 0" 10. METAL ROOF PANELS: COLOR C-8. TOP OF (E) PARAPET 11. METAL CANOPY PER STRUCTURAL DRAWIN65. PAINT COLOR C-q. 12.. PREFINI5HED METAL LEADERBOX d DOWN5POUT. COLOR ( 4 �clL IS. TO MATCH ROOF BELOW. PREFINISHED METAL COPING: COLOR 0-10. 14. PREFINI5FED METAL FLA5HIN6. COLOR TO MATCH ADJACENT ROOF. +q'-6" 15. PREFINI5HED METAL 6UTTER AND DOWNSPOUT. COLOR TO BOTTOM OF CANOPY MATCH ADJACENT ROOF. (U.N.O.) +8'-0"j� 16. LIGHT FIXTURE. SEE RGP DW6. A2.3. COLRD. W/ B.O. LIGHT FIXTURE ELECTRICAL. i'i. EMER6ENGY AND MEANS OF EGRE55 LI6HT FIXTURE. FIXTURE SHALL BE CONTROLLED BY LI6HT 5EN50R 50 THAT IT I5 LIGHTED AT ALL NON -DAYLIGHT HOURS. PROVIDE AN EMERGENCY POWER SUPPLY WITH A MINIMUM +3'-00'� DURATION OF qO MINUTES FOR THIS FIXTURE. TOP OF WAIN5GOT Y 18. FIRE DEPARTMENT KEY BOX WITH BUILDIN6 ACCESS KEYS. _ 0'-0�'� �j 1q. 8" HI6H ADDRE55 LETTERS. FONT: ARIAL. COLOR TO CONTRAST WITH 5AGK6ROUND COLOR. TOP OF FLOOR Y 20. G�COLOR METAL GUTTER, CONDUCTOR HEAD AND DOWNSPOUT. TO MATCH CANOPY. EXTERIOR COLORS 0-1 MFR. STANDARD COLOR CHARCOAL GRAY OR SIM. 0-2 NIGHIHA BRICK SERIES. COLOR: GANYONBRIGK 6-3 NIGHIHA WOOD SERIES. COLOR: CEDAR 0-4 NIGHIHA KURASTONE SERIES. COLOR: TBD C-5 PAINT TO MATCH C-2 HUE C-6 OVERHEAD DOOR MFR. STANDARD COLOR BLACK G-1 MFR. STANDARD COLOR TO MATCH 0-4 G-8' MFR. 5TAN12AW COLOR SILVER OR SIM. C-q BLACK 0-10 MFR. STANDARD COLOR TO MATCH G-8 ELEVATION LE6ENP O ELEVATION NOTE Q WINDOW PER SCHEDULE ON DW6.AS. I RESUB SEP 0 9 2019 - ff-mr Z ~ O yWO f Q J W_ >WW_ 0 of 0 W Z 0 ¢ Z a fw°-�ad 0 u- W �7>7 N cappaaaaa i Z d m O N o�i= N o E R U N c p a ,gym, > pNp M L Q OR N d N Q co N 0 � cli U N N N N � N N W Q Z Z N c U M Z O 0 a m F= w 'm O m m c_ w 0 vi 3 = m c K Z o a ri X Q W § W Drawing: All 18c-4042 p'-b" BOTTOM OF CANOPY 'dK0' -0 STOP OF FLOOR T NORTH ELEVATION 50ALE: 1/4" = 1'-0" WEST ELEVATION SCALE: 1/4" = 1'-0" tl5'-10" TOP OF E) PARAPT TOP OF PARAPET B.O. LIGHT FIXTURE +3'-0" TOP OF WAINSGOTY _ 0'-0" TOP OF FLOAT �Fzz z...00 �¢ ju3iu� WWzz 2 2 a >W� }g U LL R N V a t E T E z� 0 c�`100�c�`IO E 0 0 a: o Qw L ELEVATION NOTES Q W cam- a¢NN 0 LOO co I. METAL WALL PANELS: COLOR G-1 w N N 2. FIBER CEMENT WALL PANELS: COLOR C-2W N 3. FIBER CEMENT WALL PANELS: COLOR C-3 N w 4. FIBER CEMENT SILL: COLOR C-4 S. STOREFRONT FRAMING W/ I" INSULATED GLASS. SEE WINDOW SCHEDULE DWG. A5.2. n an 6. STOREFRONT ENTRY DOOR. COLOR TO MATCH STOREFRONT FRAMING. SEE DOOR SCHEDULE DWG A 'I. HOLLOW COL METAL DOOR 8 FRAME PAINT COLOR 0-5. SEE DOOR SCHEDULE DWG. A5.1. OJ 8. 5ECTIONAL OVERHEAD DOOR: COLOR C-b. SEE DOOR SCHEDULE DWG. A5.1. 11. SYNTHETIC STONE PARAPET CORNICE: COLOR G-1. 10.' METAL ROOF PANELS: COLOR C-8. t15'-1" 11. METAL CANOPY PER STRUCTURAL DRAWIN65. PAINT TOP OF (E) PARAPETT COLOR G-cl. 12 PREFINI5HM METAL LEADERBOX 4 DOWNSPOUT. COLOR TO MATCH ROOF BELOW. +12'-0' 15. PREFINI5HED METAL COPING: COLOR G-10. _ TOP OF PARAPETT 14. PREFINISHED METAL FLASHING. COLOR TO MATCH ADJACENT ROOF. 15. PREFINI5HED METAL 6U1I AND DOWNSPOUT. OOLOR TO MATCH ADJACENT ROOF. +8'-0" 16. LIGHT FIXTURE. SEE RCP DWG. A2.3, WORD. W/ BOTTOM OF GANOPYT ELECTRICAL. 1'f. EMERGENCY AND MEANS OF EGRESS LIGHT FIXTURE. FIXTURE SHALL BE CONTROLLED BY LIGHT SENSOR 50 THAT IT I5 LIGHTED AT ALL NON-DAYLI6HT HOURS. PROVIDE AN EMERGENCY POWER SUPPLY WITH A MINIMUM DURATION OF 90 MINUTES FOR THI5 FIXTURE. TOP OF WAINSCOT 15. FIRE DEPARTMENT KEY BOX WITH BUILDING ACCESS KEYS. _ 0'-0�' Q 1cf. allHIGHAPPRE55 LETTERS. FONT: ARIAL. COLOR TO CONTRAST WITH BACKGROUND COLOR. TOP OF FLOOR Y 20. METAL GUTTER, CONDUCTOR HEAD AND DOWNSPOUT. DOLOR TO MATCH CANOPY. EXTERIOR COLORS O-I MM. STANDARD COLOR CHARCOAL GRAY OR SIM. C-2 NICHIHA BRICK SERIES. COLOR: GANYONBRIGK Q 0-3 NICHIHA WOOD SERIES. COLOR: CEDAR z C-4 NIGHIHA KURA5TONE SERIES. COLOR: TBD C-5 PAINT TO MATCH C-2 HUE G-b OVERHEAD DOOR MFR. STANDARD COLOR BLACK 0 a G-"I MFR. STANDARD COLOR TO MATCH 0-4 Q rn z C-8 MFR. STANDARD COLOR 5ILVER OR SIM. " U c 0 C-9 BLACK o O F 0> 0-10 MFR. STANDARD COLOR TO MATCH C-8 s w 0 6 m w y J � ELEVAT I ON LE6END Z E W QJ N 3. W W O ELEVATION NOTE s` WINDOW PER SCHEDULE ON DW6.AS. I Drawing: A3.2 RESUB 0 s 2019 ""m°eC 18c-4042 ��SppEP �ellp MON �t15'-10" -�TTOp OF E PARAPET �_V_ARIE' _ STOP OF PLATE �3' -0° -TOP OF WAIN500T PANEL SOP OF FLOOR oSEGiI®N SCALE: 1/2" = 1'-0" SECTION NOTES I. FLOOR SLAB: CONCRETE SLAB AND REINFORCING PER STRUCTURAL ON b" GRAVEL BASE ON b MIL. VAPOR BARRIER. 2. CONCRETE FOOTING AND STEM WALL: REFER TO STRUCTURAL DRAWIN65 FOR FOUNDATION SIZES AND REINFORCING. APPLY DAMPPROOFING OR WATERPROOFING AT EXTERIOR 5IDE OF STEM WALLS EXTENDING FROM GRADE TO TOP OF FOOTING. 5. FOOTING DRAIN: 4" MIN. DIA. PERFORATED PVC PIPE SURROUNDED WITH FREE DRAINING GRAVEL BAGKFILL WRAPPED IN FILTER FABRIC. ROUTE DRAINS TO NEAREST CATCH BASIN. 4. PERIMETER INSULATION: R-10 MIN. RIGID INSULATION WITH EXTERIOR PROTECTION BOARD OR COATING. EXTEND TO TOP OF FOOTING. SEE DET. 2 DWG. A4.1. 5. EXTERIOR WALL: 5IDIN6 PER ELEVATIONS OVER MOISTURE BARRIER OVER SHEATHING PER STRUCTURAL ON 2X6 STUD5 16" O.G. WITH R-21 BATT INSULATION VAPOR BARRIER WARM SIDE AND 5/8" 6WB INSIDE FACE. 6. EXISTING EXTERIOR WALL: SIDING PER ELEVATIONS OVER M015TURE BARRIER. EXISTING 5HEATHIN6 OVER EXISTING 2X4 STUDS. PROVIDE 2X FURRING ON INTERIOR SIDE AT EA STUD WITH R-21 BATT INSULATION VAPOR BARRIER WARM 5IDE AND 5/6" 6WB INSIDE FACE. i. STOREFRONT: STOREFRONT FRAM IN6 WITH I" INSULATED 15. EXISTING ROOF: EXISTING ROOF AND BATT INSULATION TO GLASS OR I" INSULATED SAFETY GLASS. SEE WINDOW REMAIN. PATCH AND REPAIR AS REQUIRED TO PREVENT SCHEDULE, WATER INTRUSION. 8. OVERHEAD SECTION DOOR: INSULATED SECTIONAL OVERHEAD 16, SKYLIGHT WINDOW: MIN. U=0.50. MAX. 5H6C=0.55 DOORS. SEE DOOR SCHEDULE. 11. SIDEWALK: 4" CONCRETE SLAB ON 2" THICK COURSE SAND 4. CANOPY: CANOPY AND FRAMING PER STRUCTURAL. BED. BROOM FINISH. PROVIDE EXPANSION JOINTS AND Q CONTROL JOINTS A5 REQUIRED. 10. INTERIOR PARTITION: FRAMING AND 6W5 PER FLOOR PLAN DRAWINGS. FINISH PER SCHEDULE. NG UNIT FORUCTURAL. 11. INTERIOR WINDOW: STOPPED IN WOOD FRAMED RELIGHT W/ REQUIRED r9w 1/4" 6LA55 OR 1/4" SAFETY GLASS. SEE FLOOR PLANND ELECTRICAL. PRANIN65 AND WINDOW SCHEDULE. 12. GEILIN6: SUSPENDED ACOUSTICAL CEILING. SEE FINISH 50HEDULE DW6. A5.1. 15. CEILING: FRAMING PER STRUCTURAL W/ 5/8" 6WB PER FINISH PER SCHEDULE. 14. METAL ROOF: 24 GA. PRE -FINISHED METAL ROOFING OVER COVERBOARD OVER R-58 RI6ID INSULATION ON VAPOR BARRIER ON ROOF SHEATHING AND FRAMING PER STRUCTURAL. d WRAP WRB OVER FLASHING EXTERIOR FIN. PER ELEVATIONS BEDDING SEAL UNDER FLASHINE 24 GA. METAL FLASHING K/ DRIP EDGE INSULATION PROTECTION BOARD OR COATING TAPER RIGID INSULATION T.O. FOOTING _ VARIES TOP OF PEA E 5'-0" OP OF WAIN5COT PAN _ O' -q' Y TOP OF FLOOR PERIMETER INSULATION z N N qz a � z u;1 z iu zz N W W �� Ili�Nzi a a a a a }a Z E 3 di l z z 0 Q rn .. U o� rn m m O Z Q N E W ¢ o W a co s Drawing: RESUB A4.1 SEP 0 s 209q 18c-4042 v ffVow Y TOP OF E PARAPET TOVARIES _ P OF PLATE 5'-0 P OF WAINSCOT PANE[ ' -0 -$0TOP OF FLOOR SE6i ION J SCALE: 1/2" = 1'-0" -- SEGiI®N NOTES I. FLOOR SLAB: CONCRETE SLAB AND REINFORCING PER STRUCTURAL ON 6" GRAVEL BASE ON 6 MIL. VAPOR BARRIER. 2. CONCRETE FOOTING AND STEM WALL: REFER TO STRUCTURAL DRAWINGS FOR FOUNDATION SIZES AND REINFORCING. APPLY DAMPFROOFIN6 OR WATERPROOFIN6 AT EXTERIOR SIDE OF STEM WALLS EXTENDING FROM GRADE TO TOP OF FOOTING. 5. FOOTING DRAIN: 4" MIN. VIA. PERFORATED PVG PIPE SURROUNDED WITH FREE DRAINING GRAVEL BAGKFILL WRAPPED IN FILTER FABRIC. ROUTE DRAINS TO NEAREST CATCH BASIN. 4. PERIMETER INSULATION: R-10 MIN. RIGID INSULATION WITH EXTERIOR PROTECTION BOARD OR COATING. EXTEND TO TOP OF FOOTING. SEE PET. 2 DWG. A4.1. 5. EXTERIOR WALL: SIDING PER ELEVATIONS OVER MOISTURE BARRIER OVER SHEATHING PER STRUCTURAL ON 2X6 STUDS 16" O.G. WITH R-21 BATT INSULATION VAPOR BARRIER WARM 5IDE AND 5/8" 6W6 INSIDE FACE. 6. EXISTING EXTERIOR WALL: SIDING PER ELEVATIONS OVER MOISTURE BARRIER. EXISTING 5HEATHIN6 OVER EXI5TIN6 2X4 STUDS. PROVIDE 2X FURRING ON INTERIOR 5IDE AT EA. STUD WITH R-21 BATT INSULATION VAPOR BARRIER WARM 5IDE AND 5/8" 6W6 INSIDE FACE. '7. STOREFRONT: STOREFRONT FRAMING WITH I" INSULATED 15. EXISTING ROOF: EXISTING ROOF AND BATT INSULATION TO GLASS OR I" INSULATED SAFETY GLASS. SEE WINDOW REMAIN. PATCH AND REPAIR AS REQUIRED TO PREVENT SCHEDULE. WATER INTRUSION. 8. OVERHEAD SECTION DOOR: INSULATED SECTIONAL OVERHEAD 16. 5KYLI6HT WINDOW: MIN. U=0.50. MAX. 5H6C=0.55 DOORS. SEE DOOR SCHEDULE. 11. 5IDENALK: 4" CONCRETE SLAB ON 2" THICK COURSE SAND 9. CANOPY: CANOPY AND FRAMING PER STRUCTURAL. BED. BROOM FINISH. PROVIDE EXPANSION JOINTS AND Q CONTROL JOINTS A5 REQUIRED. 10. INTERIOR PARTITION: FRAMING AND GWB PER FLOOR PLAN DRAWIN65. FINISH PER SCHEDULE. 18. REMOTE CONDENSING UNIT FOR WALK-IN COOLER ON P/T SLEEPERS PER STRUCTURAL. 6.G. TO ENSURE WATERPROOF 11. INTERIOR WINDOW: STOPPED IN WOOD FRAMED RELIGHT W/ SEAL AROUND ALL REQUIRED ROOF PENETRATIONS. GOORD. 1/4" 6LA55 OR 1/4" SAFETY GLASS. SEE FLOOR PLAN W/ MECHANICAL AND ELECTRICAL. DRAWIN65 AND WINDOW SCHEDULE. 12. CEILING: SUSPENDED ACOUSTICAL CEILING. SEE FINISH SCHEDULE DWG. A5.1. 15. CEILING: FRAMING PER STRUCTURAL W/ 5/8" GWB PER FINISH PER SCHEDULE. 14. METAL ROOF: 24 GA. PRE -FINISHED METAL ROOFING OVER COVERBOARD OVER R-56 RIGID INSULATION ON VAPOR BARRIER ON ROOF 5HEATHIN6 AND FRAMING PER STRUCTURAL. _ VARIES TOP OF PLA Z ~ O O IL m �aaoZa �A�a}g 6 F F LLUU N [s�pssn-ss tC�aIV a Q5 f ❑ a E 0 U N Ol � c cc-, N N L Q 0�1 �q 2 p Q N co N ?) N U N N N N N N W a _z Z N a 0 rn 00 U 0 o: N � L Q 0 m J o3 = co Z Q20 N E W ¢ o W A U) a Drawing: RESUB A4.2 SEP 09 22019 ""m"e` 18c-4042 eUWffi ONDe ply ol— �lO olo N D -D{ I11 Z 3 I I vrn o> or a c o�c A New Restaurant for: D KAHLO'S CANTINA —• 102 Main Street 00 n Edmonds, Washington 98020 .P oContenm: N SECTIONS 1 i r rn N N END �I tj t rj00 a D oIo ZIw Dlo � r��i 6H03 REGISTERED n 2812 Colby Avenue IVI Everett WA 9, ARAM e. CLAIX STATE OF MASWNGT@� (425) 252-2153 p www.2812a rc h i to ctu re. co m Date: For: 26 FEB Iq PRELIMINARY 01 MAR Iq REVIBED PRELIMINARY 04 MAR Iq ISSUE FOR PRE-APP MEETING 11 APR iq IBBUE FOR BUILDING PERMIT 24 JUN Iq CITY PLAN REVIEW REVISION 04 SEP Iq CITY PLAN REVIEW REVISION �t15'-10' TOP OF E PARAPET TVARIS _ P EOF PLATE �8' -0' �7BOTTOM OF CANOPY �P OF FLOOR oI SEGTI®N SCALE: 1/2" = 1'-0" SECTION NOTES I. FLOOR SLAB: CONCRETE SLAB AND REINFORGIN6 PER STRUCTURAL ON 6" GRAVEL BASE ON 6 MIL. VAPOR BARRIER. 2. CONCRETE FOOTIN6 AND STEM KALL: REFER TO STRUCTURAL PRANIN65 FOR FOUNDATION SIZE5 AND REINFORCING. APPLY DAMPPROOFIN6 OR KATERPROOFIN6 AT EXTERIOR SIDE OF STEM KALL5 EXTENDIN6 FROM 6RAVE TO TOP OF FOOTING. B. FQOTIN6 DRAIN: 4" MIN. VIA. PERFORATED PVC PIPE SURROUNDED KITH FREE DRAINING GRAVEL BAGKFILL WRAPPED IN FILTER FABRIC. ROUTE DRAINS TO NEAREST CATCH BASIN. 4. PERIMETER INSULATION: R-10 MIN. RI6ID INSULATION KITH EXTERIOR PROTECTION BOARD OR COATIN6. EXTEND TO TOP OF FOOTING. SEE DET. 2 VHS. A4.1. 5. EXTERIOR KALL: 5IDIN6 PER ELEVATIONS OVER MOISTURE BARRIER OVER SHEATHIN6 PER STRUCTURAL ON 2X6 STUDS 16" O.G. KITH R-21 BATT INSULATION VAPOR BARRIER KARM SIDE AND 5/8" GM INSIDE FACE. b. EXI5TIN6 EXTERIOR KALL: 5I0IN6 PER ELEVATIONS OVER MOISTURE BARRIER. EXI5TIN6 5HEATHIN6 OVER EXISTING 2X4 STUDS. PROVIDE 2X FURRIN6 ON INTERIOR SIDE AT EA. STUD KITH R-21 BATT INSULATION VAPOR BARRIER KARM SIDE AND 5/5" 6KB INSIDE FACE. I 'I. STOREFRONT: STOREFRONT FRAMING KITH 1" INSULATED GLA55 OR I" INSULATED SAFETY 6LAS5. SEE HINDOK SCHEDULE. 8. OVERHEAD SECTION DOOR: INSULATED SECTIONAL OVERHEAD DOORS. SEE DOOR SCHEDULE. 9. CANOPY: CANOPY AND FRAMIN6 PER STRUCTURAL. 10. INTERIOR PARTITION: FRAMIN6 AND 6KB PER FLOOR PLAN DRAMIN65. FINISH PER SCHEDULE. 11. INTERIOR KINDOK: STOPPED IN HOOD FRAMED RELI6HT K/ 1/4" 6LA55 OR 1/4" SAFETY GLASS. SEE FLOOR PLAN PRANIN65 AND WINDOK SCHEDULE. 12. GEI ING: SUSPENDED ACOUSTICAL GEILIN6. SEE FINISH SCHEDULE D016. A5.1. 15. GEILIN6: FRAMING PER STRUCTURAL K/ 5/6" 6KB PER FINISH PER SCHEDULE. 14. METAL ROOF: 24 6A. PRE -FINISHED METAL ROOFING OVER COVERBOARD OVER R-38 RI6ID INSULATION ON VAPOR BARRIER ON ROOF 5HEATHIN6 AND FRAMING PER STRUCTURAL. --D,v, W )-1ov— S� 24 6A. METAL MEN BEAM PER 5TRL. 6UTTER, CONDUCTOR HEAD AND DOWNSPOUT DOOR PER SGHED. 1 1 PATIO EXI5TIN6SURFACE OVER 15. EXISTIN6 ROOF: EXI5TIN6 ROOF AND BATT INSULATION TO REMAIN. PATCH AND REPAIR AS REQUIRED TO PREVENT WATER INTRUSION. 16. 5KYLI6HT KINDOK: MIN. U=0.50. MAX. SH6C=0.55 11. SIDEWALK: 4" CONCRETE SLAB ON 2" THICK COURSE SAND BED. BROOM FINISH. PROVIDE EXPANSION JOINT5 AND CONTROL JOINTS AS REQUIRED. I8. REMOTE GONVEN5IN6 UNIT FOR WALK-IN COOLER ON P/T SLEEPERS PER STRUCTURAL. 6.C. TO ENSURE WATERPROOF SEAL AROUND ALL REQUIRED ROOF PENETRATIONS. COORD. K/ MECHANICAL AND ELECTRICAL. t15'-10" TOP OF (E) PARAPET Y 9' -6b BOTTOM OF GANOPYR TOP OF FLOOR RESU SEP 09 2019 BUL o OFwmr H O O W Q z z a x R.. ; L LL� d �y .. J V E (D d J r U G o O Y �N�.- L Q 2 ¢ N ca N 0 N N N N � N N W Q Z z o N o U c 0 0 c � �a 0 d � J(( i O Z j N E U ¢ w m ai Drawing: A4.4 J"U Number. 18c-4042 24 Ex I 1 1 I 4. 4. SECT ION SCALE: 1/2" = 1'-0" SECTION NOTES 1. FLOOR SLAB: CONCRETE SLAB AND REINFORCIN6 PER STRUCTURAL ON b" 6RAVEL BASE ON b MIL. VAPOR BARRIER 2. CONCRETE FOOTING AND STEM WALL: REFER TO STRUCTURAL DRAWIN65 FOR FOUNDATION SIZES AND REINFORCING. APPLY DAMPPROOFIN6 OR WATERPROOFIN6 AT EXTERIOR SIDE OF STEM WALLS EXTENDING FROM GRADE TO TOP OF FOOTING. 5. FOOTING DRAIN: 4" MIN. VIA. PERFORATED PVC, PIPE SURROUNDED WITH FREE DRAINING GRAVEL BACKFILL WRAPPED IN FILTER FABRIC. ROUTE DRAINS TO NEAREST CATCH BASIN. 4. PERIMETER INSULATION: R-10 MIN. RIGID INSULATION WITH EXTERIOR PROTECTION BOARD OR COATING. EXTEND TO TOP OF FOOTING. SEE PET. 2 DWG. A4.1. 5. EXTERIOR WALL: SIDING PER ELEVATIONS OVER MOISTURE BARRIER OVER SHEATHING PER STRUCTURAL ON 2X6 5TUD5 Ib" O.O. WITH R-21 BATT INSULATION VAPOR BARRIER WARM SIDE AND 5/5" 6W6 INSIDE FACE. 6. EXISTING EXTERIOR WALL: SIDING PER ELEVATIONS OVER MOISTURE BARRIER. EXISTING SHEATHING OVER EXISTING 2X4 STUDS. PROVIDE 2X FURRING ON INTERIOR SIDE AT EA STUD WITH R-21 BATT INSULATION VAPOR BARRIER WARM SIDE AND 5/8" 6WB INSIDE FACE. 1. STOREFRONT: STOREFRONT FRAMING WITH I" INSULATED 6LA55 OR 1" INSULATED SAFETY GLASS. SEE WINDOW SCHEDULE. 8. OVERHEAD SECTION DOOR: INSULATED SECTIONAL OVERHEAD DOORS. SEE DOOR SCHEDULE. q. CANOPY: CANOPY AND FRAMING PER STRUCTURAL. 10. INTERIOR PARTITION: FRAMING AND 6W6 PER FLOOR PLAN DRAWIN65. FINISH PER SCHEDULE. 11. INTERIOR WINDOW: STOPPED IN WOOD FRAMED RELIGHT W/ 1/4" GLASS OR 1/4" SAFETY GLASS. SEE FLOOR PLAN PRANIN65 AND WINDOW SCHEDULE. 12. CEILING: SUSPENDED ACOUSTICAL CEILIN6. SEE FINISH SCHEDULE DW6. A5.1. 15. CEILING: FRAMING PER STRUCTURAL W/ 5/5" 6W6 PER FINISH PER SCHEDULE. 14. METAL ROOF: 24 GA. PRE -FINISHED METAL ROOFIN6 OVER COVERBOARD OVER R-38 RI6ID INSULATION ON VAPOR BARRIER ON ROOF SHEATHING AND FRAMING PER STRUCTURAL. 15. EXI5TIN6 ROOF: EXISTING ROOF AND BATT INSULATION TO REMAIN. PATCH AND REPAIR AS REQUIRED TO PREVENT WATER INTRUSION. 16. SKYLIGHT WINDOW: MIN. U=0.50. MAX. SH60=0.35 Ii. SIDEWALK: 4" CONCRETE SLAB ON 2" THICK COURSE SAND BED. BROOM FINISH. PROVIDE EXPANSION JOINTS AND CONTROL JOINTS AS REQUIRED. 15. REMOTE CONDENSING UNIT FOR WALK-IN COOLER ON P/T SLEEPERS PER STRUCTURAL. 6.C. TO ENSURE WATERPROOF SEAL AROUND ALL REQUIRED ROOF PENETRATIONS. C00RD. W/ MECHANICAL AND ELECTRICAL. arki ZJ Shl K ESU SEP 0 9 2019 y0 MON Z ~ O O 0. }W K a 0 z o Q z a L: J N LL V J ram+ pmW� IL 0.' f f Q z E 0 U N N � CO at (D , c ) Q W T 2 p >¢> N N O>cV CD LO U cmN N N N N W Q Z z 04 0 Q rn U C 0 0 o: `m L dm J ov Z N E U Q W s a) s` Drawing: A4.5 Jab lLniMr. 18c-4042 DOOR SCHEDULE DOOR # DOOR SIZE (W X H) DOOR TYPE JAMB TYPE H.W. 6ROUP FIRE RATIN6 NOES 12 3 101 3'-0" X 7'-0" PAIR A - I NOTE 4,1,8 102A 3'-0" X 1'-O" PAIR A - I NOTE 4,1,8 1025 8'-O" X 1-0'. E - 4 105 NOT USED - - - 104 3'-O" X 7'-O" G - 5 105A 3'-0" X 7'-0" G - 5 NOTE 6 1055 NOT USED - - - 105G 3'-0" X 7'-O" PAIR G - 4 NOTE 6 106 3'-0" X 7'-O" G - 3 NOTE 5 107 3'-0" X 7'-0" G - 3 NOTE 5 108 3'-0" X 7'-0" G - 5 X 1'-0" D - 4 �011A3'-0" 3'-0" X 1'-0.. D - 4 3'-0" X 1'-0" B - 2 NOTE q DOOR NOTES I. ALL HARDWARE FINISHES TO BE U526D. 2. FURNISH DOOR STOPS AS REQUIRED AT ALL DOORS. 3. PROVIDE LEVER HANDLES ON ALL LOCK5ET5 AND LATCH6ET5. 4. ADA EXIT 5I6NA6E WITH TACTILE LETTERS AND BRAILLE MOUNTED ON LATCH SIDE OF 5IN6LE DOOR OR RI6HT OF R.H. DOOR AT ACTIVE DOUBLE DOORS. WHERE THERE I5 NO WALL SPACE ON LATCH SIDE OF 5IN6LE DOOR OR RI6HT SIDE OF DOUBLE DOORS, 5I6N SHALL BE ON THE NEAREST ADJACENT WALL. EXCEPTION: DOOR MOUNTED SIGN PERMITTED ON PUSH SIDE OF DOOR W/ OL05ER WITHOUT HOLD OPEN DEVICE. RE: FIXTURE HEIGHT SCHEDULE ON DW6. A5.1. 5. ADA RE5TROOM 5IGNA6E MOUNTED ON LATCH SIDE OF DOOR. WHERE THERE IS NO WALL SPACE ON LATCH SIDE OF DOOR, SIGN SHALL BE ON THE NEAREST ADJACENT WALL. EXCEPTION: DOOR MOUNTED 5I6N PERMITTED ON PUSH SIDE OF DOOR W/ CLOSER WITHOUT HOLD OPEN DEVICE. RE: FIXTURE HEI6HT SCHEDULE ON DW6. A5.1. 6. DOOR DE5I6N AND VISION LITE SIZE TO BE DETERMINED BY OWNER. 1. EXTERIOR THRESHOLDS REQUIRED TO BE ADA COMPLIANT. 8. PROVIDE 5I6N MOUNTED ON DOOR: "THI5 DOOR TO REMAIN UNLOCKED WHILE BUILDIN6 I5 OCCUPIED" q. PROVIDE SECURITY VIEWER/PEEP HOLE AT 60" A.F.F. DOOR TYPES INSULATED 5AFETY 6LA55 A STOREFRONT ENTRY DOOR MAX. U=0.60 0� 0� �0 DO 5EGTIONAL OVERHEAD DOOR MAX. U=0.40 n SAFETY 6LA55 I VI5ION LITE I WHERE NOTED u ON 5GHED. 5 INSULATED HOLLOW METAL DOOR MAX. U=0.31 SAFETY 6LASS VISION LITE WHERE NOTED ON 5GHED. I I I I L__ G SOLID CORE WOOD DOOR HARDWARE GROUPS I. PIVOTS A5 REQUIRED 1 LOCK5ET W/THUMBTURN AND LOCK INDICATOR 2 CLOSERS (SIZE TO SUIT DOORS) 2 PULLS WEATHER5TRIPPIN6 4 SWEEP THRESHOLD (FULL WIDTH OF OPN(9.) I RAINDRIP (FULL WIDTH OF FRAME) 2. 1 1/2 PAIR BUTTS I LOCK5ET 1 CLOSER (SIZE TO SUIT DOOR) I KIGKPLATE (PUSH SIDE OF DOOR) I DOOR BOTTOM CLOSURE WEATHER5TRIPPIN6 $ SWEEP THRESHOLD (FULL WIDTH OF OPN6.) 3. 1 1/2 PAIR BUTTS I CLOSER (SIZE TO SUIT DOOR) I PUSH I PULL I KIGKPLATE (PUSH SIDE OF DOOR) 4. HARDWARE FURNISHED WITH DOORS 5. 1 1/2 PAIR BUTTS I LOCK5ET SAFETY 6LA55 VISION LITE m a v � 5WIN6IN6 ALUMINUM PASS THROU6H DOOR WINDOW SCHEDULE SCALE: 1/4" = 1'-0" 10'-4" I" INSULATED SAFETY 6LA55 WHERE SHOWN HATCHED 2'-2" 4'-0' 1" INSUL. / 6LA55 TYP. FINISH SCHEDULE ROOM # ROOM NAME FLOOR BASE WALLS WAINSCOT GEILIN6 HEIGHT CEILING 1 3 NOTES 2 NORTH EAST SOUTH WEST 101 ENTRY F-2 5-2 W-5 W-5 W-5 W-5 NO-2 0-2 q'-O" NOTE 4,14 102 DININ6 F-2 B-2 W-5 W-5 W-5 W-5 WG-2 6-1 q'-8" NOTE 6,11,14,15 103 BAR F-1 B-1 W-5 W-5 W-5 W-5 - 0-4 - NOTE 10,11,13,14 104 NOT U5ED - - - - - - - - _ 105 PRIVATE F-2 B-2 W-5 W-5 W-5 W-6 - G-1 4'-6" NOTE 6,14,15 106 WOMEN F-1 5-1 W-2 W-2 W-2 W-2 WG-3 G-3 8'-0" NOTE 4,7,8,14 107 MEN F-1 0-1 W-2 W-2 W-2 W-2 WC-3 G-3 8'-0" NOTE 4,7,8,14 108 OFFICE F-1 5-1 W-1 W-1 W-1 W-1 - G-2 8'-0" NOTE 6,15 lOq KITCHEN F-1 B-I W-3 W-3 W-3 W-3 - 0-1 8'-q" NOTE b,1,q,12 110 5TORA6E F-1 5-1 W-3 W-3 W-3 W-3 - 0-1 8'-0" NOTE 6,1,q III STORAGE F-1 5-1 W-3 W-3 W-3 W-3 - C-I 8'-O" NOTE 6,7.q,10 FINISH NOTES 1. ALL WOOD DOORS AND FRAMES TO BE STAINED. 2. ALL METAL DOORS AND FRAMES TO BE PAINTED. 3. PAINT ALL 6W5 4 EXP05ED STEEL. INCLUDIN6 HANDRAIL5, 6UARDRAIL5, 4 EXPOSED STAIR STRUCTURE WHERE APPLICABLE. 4. CONSTRUCT CL6. PER STRUCTURAL PRAKIN65 W/ 5/5" 6W8 ATTACHED TO UNDERSIDE OF JOISTS. 5. NOT USED. 6. SEE PET. 1 DWG. A5.1 FOR SUSPENDED GEILIN6 SEISMIC BRACIN6. 1. USE WATER RE515TANT 6WB AT ALL WALLS WITHIN THI5 SPACE. 8. SEE FLOOR PLAN FOR LOCATION OF INTERIOR ELEVATIONS. q. ARMSTRON6 6EOR61AN 1q3 OR SIM. HI6HLY WASHABLE TILE FOR RESTAURANT KITCHENS. 10. INSTALL 5/5" WATER RESISTANT 6WB AT ALL WALLS CONGEALED BEHIND WALK-IN COOLER. II. GEILIN6 IS OPEN TO STRUCTURE AT DININ6 AND BAR SPACE OCGURRIN6 UNDER NEW ROOF FRAMIN6. 12. PROVIDE CONTINUOUS SUSPENDED GEILIN6 UNDER EXI5TIN6 BEAM AT 6RIDLINE 2. VERIFY KITCHEN GEILIN6 HEI6HT PRIOR TO INSTALLATION. 13. PROVIDE FRP ON WALL AREA ADJACENT TO WALK-IN REFRI6ERATION. 14. FOR DININ6 AREA, BAR, ENTRY AND RE5TROOM WALL FINISHES REFER TO INTERIOR DE-5I6N DRAWINGS FINISH SCHEDULE FOR MORE INFORMATION. 15. ACOUSTIC GEILIN6 TILES. FINISH MATERIALS FLOOR MATERIALS F-I QUARRY TILE F-2 LUXURY VINYL TILE BASE FINISHES B-I 6" COVED QUARRY TILE 5-2 4" WOOD BASE WALL FINI5HE5 W-I E665HELL ENAMEL W-2 5EMI-6L055 ENAMEL 14-3 FIBER6LA55 REINFORCED PANELS (FRP) W-4 QUARRY TILE W-5 SATIN W-6 WALLCOVERIN6 COMPRE55I ON P05T ® 12'-0" O.G. E.W. ANGLE 12 &A. VERT. HAN6ER CODE REQUIREMENTS ® 4'-0" O.G. DJ. TERM" FROM ALL GEILIN6 HANGER SIZE AND 5USPENDED GEILIN6 SYSTEM TO COMPLY WITH: TERMINATIONS NORTHWEST WALL 4 GEILIN6 BUREAU DOCUMENT 401. LOADIN6 PER CODE. ASTM 6 b35, ASTM 6 656, ASTM E580, SECTION 5 - SEISMIC _i-• T" DMI6N GATE60RIE5 D,E, AND F OF A50E i-10. ACOUSTICAL TILE OR LAY -IN PANEL GEILIN65 SHALL ALSO COMPLY WITH THE FOLLOWING: A. THE WIDTH OF THE PERIMETER SUPPORTING CLOSURE SHALL BE 12 6A. SPLAY 3 TURNS MIN. NOT LESS THAN 2". IN EACH ORTHOGONAL HORIZONTAL DIRECTION, WIRE IN PLANE TYP, ONE END OF THE GEILIN6 6RID SHALL BE ATTACHED TO THE OF EACH RUNNER CRO55 RUNNER CL05UFE AN6LE. THE OTHER END IN EACH HORIZONTAL DIRECTION SHALL HAVE A .-5" CLEARANCE FROM THE WALL AND SHALL REST UPON AND BE FREE TO SLIDE UPON A CLOSURE ANGLE OR CHANNEL. MAIN RUNNER B. FOR GEILIN6 AREAS EXGEEDIN6 2,500 SQUARE FEET, A SEISMIC BRACING SEISMIC SEPARATION JOINT OR PULL HEI6HT PARTITION THAT HANGAR V ATTAGMENT MAX. ATTACH TEES AT BREAKS THE GEILIN6 INTO AREAS I THAN 2,500 SQUARE FEET STARTING AND ONE EACH WITH A RATIO OF THE LON6 SHORT DIMEN510M LE55 THAN OR RUNNER---- > c EQUAL TO 4, SHALL BE PROVIDED UNLESS STRUCTURAL ANALYSES ADJACENT WALL ONLY ARE PERFORMED OF THE GEILIN6 BRACING SYSTEM FOR THE GEILIN6 TILE F.O. WALL PRESCRIBED SEISMIC FORCE5 THAT DEMONSTRATE THAT GEILIN6 2" PERIMETER 3/4" PENETRATIONS AND CLOSURE ANGLES OR CHANNELS PROVIDE PROVIDE 5/4" MIN. SUFFICIENT CLEARANCE TO ACCOMMODATE THE ANTICIPATED LATERAL DISPLACEMENT. EACH AREA SHALL BE PROVIDED WITH CLOSURE CLOSURE ANGLE CLEARANCE AT OPP. AN6LE5 OR CHANNELS IN ACCORDANCE WITH SECTION 15.5.b.2.2.A EDGE TREATMENT WALL5 AND HORIZONTAL RC-5TRAINTS OR BRACING. SECTION 13.5.b.2.2. _�GEILING BRAG ING DETAIL NO SCALE MAN 0 o O N ry b A STOREFRONT FRAMING MAX. U=0.38 MAX. 5H6G=0.64 ENTRANCE DOOR5 MAX. U=0.60 12'-2" 3 ® EQ. 5PAGE5 O O O m m m 5TOR 0N 55TOREFRONT D STOREFRONT N6 FRAMMAX. U=0.38 MAX. U=0.38 MAX. U=0.38 MAX. 5H6G=0.40 MAX. 5H6G=0.40 MAX. 5H66=0.40 STOREFRONT FRAMIN6 MAX. U=0.38 MAX. SH60=0.40 24'-2" 6 ® EQ. SPACES WAINSCOT WG-1 FRP W/TRIM (60" HI(5H) KC-2 WALLOOVERIN6 WG-3 QUARRY TILE (45" HIGH) GEILIN6 FINI5HE5 G-1 GEILIN6 TILE G-2 E665HELL ENAMEL C-3 SEMI-6LO55 ENAMEL C-4 OPEN TO STRUCTURE 1-61, SAFETY 6LA55 TYP. 0 N O - O a- S 0 m FIXED 6LA55 0 WINDOW RESU SEP 0 9 2019 �d�fY OF MON 2 ~ O O to tf1 w ¢ z n H � w_ ra 0 z 0 ¢ z Q i_u�iwu-[}}iii O0 J N w F LL`�iDvv hi f f¢ Z 7) N LL �Noo=clo w Z 0 w U Z o a U c � z off O d 3 = g o m O E ¢ w ; 0 s` Drawing: A5.1 Job Number 18c-4042 ENTRY 101 RESTROOM PLAN SCALE: 1/4" = 1'-O" EAST WOMEN 106 ELEVATIONS SCALE: 1/4" = 1'-0" EAST MEN 107 ELEVATIONS 50ALE: 1/4" = 1'-0" NOTE: FOR TABLE AND SECTION REFERENCES SEE IGG AII'I.1-2009 So � a WALL WALq-4" WALL.17 RR PLAN $ ELEVATION NOTES I. FOR FIXTURE HEI&HT5 AND 5PAGIN6 SEE FIXTURE HEI6HT DIAGRAM ON DWG. A5.2. 2. SOAP DISPENSER. 3. PAPER TOWEL DISPENSER. 4. 30"x 46" CLEAR FLOOR SPACE. S. DOOR CLEAR FLOOR SPACE. 6. NOT USED. 1. WALL FINI5H PER FINISH SCHEDULE. 8. NOT USED. q. BASE PER FINISH SCHEDULE. 10. 2'-0"X 3'-8" MIRROR. H. 5TAINLE55 STEEL 6RAB BAR. 12. FLOOR MOUNTED TOILET WITH POWER A55I5T FLUSH. 13. FLUSH HANDLE ON OPEN 5IDE OF TOILET. 14. P-LAM COUNTERTOP AND BACK5PLA5H. INSULATE P-TRAP AND HOT WATER SUPPLY. 15. TOILET PARTITION. 16. HAND WASH SINK. INSULATE P-TRAP AND HOT WATER SUPPLY. 1-1. WALL SCONCE. SEE INTERIOR DE5I6N DRAWINGS. 18. 5.5. BATHROOM TI55UE DISPENSER Iq. 5.5. SANITARY NAPKIN RECEPTACLE, TYP. EA. STALL 20. EMERGENCY LI6HT FIXTURE. 21. BABY CHAN6E STATION. 24 12" MIN. MAX. MIN. 6RA6 = MIN. �^ r' a — BAR _ P m O V c FLOOR MOUNTED WATER CLOSET PROTRUDING ACCE55IBL WATER CLOSET 6RA6 BARS TOILET PAPER URINAL (SIDE VIEW) DISPENSER BELON 6RA6 BAR FIXTURE NEI6HT PIA6RAM SOUTH V O N STANDARD URINAL SOUTH WALL MOUNTED LAV. INSULATE P TRAP 8 HOT WATER SUPPLY �m-1 2'-0" W Q.9 � ~o N WEST PAPER TOWEL DI5PEN5ER/HAND DRYER OPERABLE PARTS lil o ! f WEST N 1-1 EN ® R. — m "71, Zoo N_ dyWl K �¢ou3iu�f z ° a<d i�u�wyati 0 N N N F LL 6 6 E E E ltis _ yy R N m �o am > N M L Q Omi � Q N N O c\l Ci NN N 3 N cm 3j N N W Q Z Z O N O m � rn a U o 0 rn o ❑ w 'MOUNT ON w El g O a w �u o w x f V '� w F F F a, m z J Jv� WA LL LATCH wz J © `r w m mz ° E J c w � fUFU¢J kW � � j0 m w Q UwI F¢-= SIDE OF DOOR WLev U1F< 3 a = m c !r ��%�N v o m mo r J t4 No v =oa m J m J m o° z oE IL N N U1 Q `QJ S W Z MIRROR 50AP ACCESSIBLE FIRE DRINKIN6 SAN. NAPKIN BABY RE5TROOM 5I6NAC-E EXIT 5I6NA6E ENVIRONMENTAL Drawing: TO REFL. DISPENSER DRINKING EXTINGUISHER FOUNTAIN DISPENSER CHAN6IN6 (NHITE N/ BLUE (WHITE W/ RED CONTROLS AND SURFACE FOUNTAIN CABINET F.0.I.C. STATION BACK6ROUND) BACK6ROUND) 51NITCHES A5 2 RESUB JOL NumEeo SEP 0 9 2019 18c-4042 9 �OF MON PAP NOTES RECORD UP SURVEY — AP./LUMVIbDlb6 RECORD OF SURVEY - AF.f201707065003 CURVE TABLE CURVE I LENGTH 1RADIUS DELTA Cl 1 119.85 175.00 1 9133.24' 1.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERRFICARON BY THE LAND SURVEYOR. 2.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATIONS OWNERSHIP LINES MAY VARY. NO GUARANTEE OF OWNERSHIP IS EXPRESSED L IMPLIED. THIS SURVEY PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT DOES NOT PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS RESERVATIONS, AND OCCUPA77ON WHICH MAY ENCUMBER TIRE TO OR USE OF THIS PROPERTY. 1-1/2' BRASS DISK &PUNCH. DOWN 0.40'. VISITED 8-15-19. EQUIPMENT & PROCEDURES NOW OF SURVEY' SURVEY PERFORMED BY FIELD TRAVERSE DBTRIIYENTATION. LOCH IS15 ROBOTIC ELECTRONIC TOTAL STATION PREOT MEETS OR EXCEEDS STATE STANDARDS WAG 332-130-090 aM OF BEARING THE MONUMEPlTEO CENTERLINE OF MMN STREET BETWEEN THE FOUND MONUMENTS AS SHOWN, AS THE BEARING OF 30. / N 21'28'00' E / 30• / /l LEGAL DESCRIPTION \ ALL THAT PORTION OF L07S 7 THROUGH 12, BLOCK 3, PUT OF GERHARTS 1ST ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF, RECORDED IN �( VOLUME 5 OF PUTS, ON PAGE 43, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LYING SOUTHEASTERLY OF A LINE DRAWN PARALLEL TO AND 20 FEET SOUTHEASTERLY OF THE SOUTHEASTERLY LINE OF RAILROAD STREET. EXCEPT ALL THAT PORTION THEREOF TAKEN BY THE STATE OF / WASHINGTON BY DECREE OF APPROPRL4RON UNDER SNOHOMISH COUNTY SUPERIOR COURT CASE NO. 105941. SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOAOSH, STATE OF WASHINGTON. i/ i VERTICAL DATUM NAVD 8h . . FOUND 3' BSO.S BRASS DISK 409'3 SW. OF S.W. PROPERTY CORNER. / ELEV. = 13.52' LEGEND • SET 1/2' X 24' REBAR W/C4P STAMPED 'PCS 37536' O EXISTING REEAR W/CAP, AS NOTED ® EXISTING REH4R W/2'ALUMINUM CAP STAMPED 'PACE SYMONDS 23612' OFOUND CONCRETE MONUMENT AS NOTED f RIGHT OF WAY CENTERLINE ® STORM DRAIN MANHOLE > INVERT/CULVERT ❑ CATCH BASIN N WATER VALVE FIRE HYDRANT ® WATER MEIFR © SANRARY SEWER MANHOLE ® MONITOR WELL SIGN POST p UTILITY/POWER POLE —�3 GUY ANCHOR © POWER VAULT RESUB SCANNED SEP 16 2019 SEPzS;ull CITY COP` 1%F I,40N SCALE.' 1" = 20' 0 20 40 CR111MA I. ALL MATERIALS WORKMANSHIP DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN LOADING CRITERIA SNOW ...........................:................ ROOF SNOW LOAD = 25 P5F GROUND SNOW LOAD = 20 P5F ........... .. EXPOSURE Ge = 1.00 ................ IMPORTANCE FACTOR is = 1.00 THERMAL FACTOR Gt = 1.00 WIND .......... ANALY515 PROCEDURE: A50E 1-10 CHAPTER 21 "PART II - ENCLOSED SIMPLE DIAPHRAGM" .................... R15K CATEGORY 11 110 MPH ....................... EXPOSURE „C" ....... TOPOGRAPHIC FACTOR KA = 1.0 EARTHQUAKE ................ ANALY515 PROCEDURE: IBC EQUIVALENT LATERAL FORGE PROCEDURE" SEISMIC, DESIGN CATEGORY (SDG) = D R15K CATEGORY = 11 .............................. SEISMIC SITE GLASS = D IMPORTANCE FACTOR Is, = 1.0 MAPPED MOE Ss = 1.21; 51 = 030 DESIGN ACCELERATION 5ds = 0.85; 5dl = 030 .... .... ..... .. . SEISMIC RE515TIWo 5Y5TEM: WOOD PANEL BEARING SHEAR WALL, R = 6.5 3. LATERAL LOADS ARE TRANSFERRED BY THE ROOF DIAPHRAGMS TO THE SHEAR WALL5. FORGES ARE BASED ON THE TRIBUTARY AREA FOR EACH SHEAR WALL AND ARE CARRIED BY THE SHEAR WALL5 TO THE FOUNDATION. 4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION 5HOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUGTUURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 1. CONTRACTOR 514ALL BE RESFON5113LE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THEIR WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL 5UPERV15OFY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE 51TE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO.INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER; CONTRAGTOR5, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 8. CONTRACTOR -INITIATED CHANGES SHALL BE 5UBMITTE12 IN WRITING TO THE ARCHITECT AND STRUCTURAL EN61NEER FOR APPROVAL PRIOR TO FABRICATION OR GON5TRUGTION. CHANGES 5HOWN ON SHOP DRAWINGS ONLY WILL NOT 5AT15FY THI5 REQUIREMENT. 1. DRAWIN65 INDICATE GENERAL AND TYPICAL DETAILS OF CON5TRU6tION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF 51MILAR CHARACTER TO DETAILS 5HOWN, 51MILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. WHERE INFORMATION ON THE DRAWINGS 15 IN CONFLICT WITH THE SPECIFICATIONS, THE MORE STRINGENT SHALL APPLY, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. DO NOT SCALE THE DRAWINGS. 10. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUGTION5 PREPARED BY THE SUPPLIER. SHOP DRAWINGS FOR REINFORCING STEEL, STRUCTURAL STEEL, GLUED LAMINATED MEMBERS, OPEN WEB WOOD (OR COMBINATION WOOD/5TEEL) TRU55E5, AND PLYWOOD WEB JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 12. SHOP DRAWING REVIEW: DIMEN51ON5 AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWIN65 FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. A MINIMUM OF TWO WEEKS SHALL BE ALLOWED FOR REVIEW. 13. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWIN6 50MITTAL5 BY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRANIN6 SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND 5FECIFICATION5 SHALL CONTROL AND SHALL BE FOLLOWED. 14. SPECIAL INSPECTION: CONCRETE GON5TRUGTION, STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH-5TREN6TH FIELD BOLTING), EXPANSION 5OLT5 AND THREADED EXPANSION IN5ERT5, AND EPDXY GROUTED INSTALLATIONS SHALL BE 5UPERVI5ED IN ACCORDANCE WITH IBC SECTIONS 1104 8 1105 AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OMER. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TE5TIN6 AND INSPECTION REPORTS DIRECTLY TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET PROJECT SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. v GENERAL STRUCTURAL NOTES (The following apply unless shown otherw(se on the plans) GEOTSGHNIGAL 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENT5, 5HALL CONFORM 5TRIGTLY WITH RECOMMENDATIONS GIVEN IN THE GEOTEGHNIGAL REPORT OR AS DIRECTED BY THE GEOTECHNIGAL ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 16" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTH5/1ELEVATION5 SHOWN ON PLANS (OR IN DETAIL5) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTEGHNICAL ENGINEER. UNLE55 OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE. BAGKFILL BEHIND ALL RETAINING WALL5 WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. THE STRUCTURAL DE516N 15 BASED ON THE FOLLOWING VALUES FROM THE REFERENCE GEOTEGHNIGAL REPORT ALLOWABLE 501L FREE75URE............................................. 1,500 P5F PA551VE 501L PRE55LRE................................................200 PGF SOIL COEFFICIENT OF FRICTION .............................................. 0.35 501LDENSITY............:.......................................... 120 PGF GEOTEGHNIGAL REFERENCE: #11115lq BY NGA, INC. DATED JULY 25, 20lq RENOVATION 16. DEMOLITION: VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. 5AW GUTTING, IF AND WHERE USED, SHALL NOT GUT EXISTING REINFORCING THAT 15 TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. A. ALL NEW OPENIN65 THROUGH EXISTING WALL5, SLAB5 AND BEAMS SHALL BE AC-COMPL15HED BY SAW GUTTING WHEREVER POSSIBLE. B. VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBER5 PRIOR TO GUTTING ANY OPENINGS. G. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY GORE DRILLING, IF POSSIBLE. D. WHERE NEW REINFORCING TERMINATE5 AT EXISTING GONGRETE, REBAR DOWELS EPDXIED INTO THE EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. 11. CHECK FOR DRYROT AT ALL EXTERIOR WALL5, EXI5TIN6 TOILET ROOM FLOORS AND WALL5, AREAS SHOWING WATER STAINS, AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. • Y 1 15. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH AGI 501. CONSTRUCTION TOLERANCES SHALL NOT EXCEED TH05E L15TED IN AGI Ill. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF Pc, = 3,000 P51 AND MIX SHALL CONTAIN NOT LE55 THAN 5-1/2 SACKS OF CEMENT PER CUBIG YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LE55 (BEFORE THE ADDITION OF ADMIXTURE5). THE WATER/GEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLA55 AND EXP05ED CONCRETE UNLESS OTHERWISE NOTED. EXCEPT FOR FOOTINGS AND SLAB ON GRADE, AGGREGATE SIZE SHALL NOT EXCEED 514". THE MINIMUM AMOUNT OF CEMENT AND THE MAXIMUM SLUMP MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO NEEKS PRIOR TO PLACING ANY CONCRETE. (THE W/G RATIO LIMITS STILL APPLY). THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, GEMENTITIOU5 MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUB5TANTIATING STRENGTH DATA IN ACCORDANCE WITH AGI SOL CHEMICAL ADMIXTURES AND FLY ASH SHALL CONFORM TO A5TM G414 AND C615 RESPECTIVELY. FLY ASH PERCENTA6E OF TOTAL GEMENTITIOU5 MATERIAL SHALL NOT EXCEED 20%. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER: REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY TO CONTRACT DOCUMENTS. CONTRACTOR MAINTAINS FULL RESPON51BILITY FOR 5PECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO A5TM G260. TOTAL AIR CONTENT FOR FR05T-RE5I5TANT CONCRETE SHALL BE IN ACCORDANCE WITH AGI 50-14 TABLE 113.3.1. Iq. REINFORCING STEEL SHALL CONFORM TO A5TM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = bO,000 F51. GRADE 60 REINFORCING STEEL INDICATED ON DRAWIN65 TO BE WELDED SHALL CONFORM TO A5TM A106. REINFORCING STEEL COMPLYING WITH A5TM A615 (51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.WS. DIA ARE SUBMITTED. 20. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOK5 AND BENDS) IN ACCORDANCE WITH AGI 515 AND 318. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 60 BAR DIAMETER5, 2'-O" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 60 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH AGI 518, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT 51DE5 AND ENDS. PROVIDE (2) #5 MIN U.NO. TRIM BARS AROUND ALL OPENINGS IN CONCRETE WALLS OR SLA55 EXTENDING 2'-b" PAST CORNERS, TYPICAL. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY 50 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. NO REINFORCING BARS SHALL BE "NET -SET" INTO THE CONCRETE. PROVIDE A 20' LONG REBAR GROUND (LIFER GROUND) FER ELECTRICIAN. 21. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALL5 BELOW GROUND) OR WEATHER ................ 2" 5LA55 AND WALLS (INTERIOR FACE) ........................................... . 1" 22. NON -SHRINK GROUT SHALL BE NON-METALLIC CONFORMING TO ASTM 0II01 AND BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT 15 PLACED (5000 PSI MINIMUM). AWA01 u9E 23. EXPANSION BOLT5 INTO CONCRETE SHALL BE "STRONG -BOLT 2 WEDGE ANCHOR", AS MANUFACTURED BY 51MF50N 5TRON6-TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.G.G. REPORT NO. MR-5051 INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. OR IAPMO UE5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 24. DRIVE PINS, SHOT PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE FASTENERS AS MANUFACTURED BY HILTI CORPORATION. WHEN GALLED FOR IN THE DRAWINGS, PROVIDE THE APPROPRIATE FASTENER AS NOTED IN THE TABLE BELOW FOR EACH GIVEN APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.G.G. REPORTS NO. E5R-2261 FOR THE X-U FA5TENER5 AND E51R-2319 FOR THE X-CP FA5TENER5. MINIMUM EMBEDMENT IN CONCRETE SHALL BE I" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE E126E AND 4" CENTER TO CENTER SPACING. PROPOSED 5UB5TITUTION5 SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. OR IAPMO UE5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. FASTENER ALLOWABLE SHEAR ALLOWABLE TEN51ON APPLICATION TYPE CAPACITY (1-65) CAPACITY (L55) 2x TREATED X-OP'12 P6 523 250 115 LUMBER TO CONCRETE w/ 1.35" EMBED - (2000 FBI MIN) LT. GAUGE STEEL - 20 6A. X_U 21 P8 515 IqO. 165 (35 MILS) MIN. - TO CONCRETE (2000 F51 MIN) 25. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) INTO CONCRETE SHALL BE INSTALLED USING "AT-XP" ADHE51VE A5 MANUFACTURED BY 51MP50N STRONG -TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH IAPMO UE5 REPORT NO. ER-263, INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. PROP05ED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.G.G. OR IAPMO UE5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL IN5PEGTION OF INSTALLATION 15 REQUIRED. 26. STRUCTURAL STEEL DESIGN. FABRICATION, AND EREGTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.5.0. SPECIFICATIONS AND CODES: A. A15C - STEEL CONSTRUCTION MANUAL, 14TH EDITION B. CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES. G. SPECIFICATION FOR STRUCTURAL .JOINTS USING ASTM A325 OR A4g0 BOLTS. 21. STRUCTURAL STEEL, ALL OTHER ROLLED SHAPES SHALL CONFORM TO ASTM A36, FY = 36 K51. STEEL PLATE SHALL CONFORM TO ASTM A56, Fy = 36 K51. 5TRUGTURAL TUBING SHALL CONFORM TO A5TM A500, GRADE B, Fy = 46 K51. CONNECTION BOLTS SHALL CONFORM TO A5TM A301. ANCHOR BOLTS SHALL CONFORM TO ASTM FI554 GRADE 36, Fy = 36 KSL 28. ALL A-501 CONNECTION BOLTS SHALL BE -PROVIDED WITH LOCK WA5HER5 UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWI5E NOTED. 2q. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.G. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O, CERTIFIED WELDER5 U51NO E10 XX ELEGTRODE5. ONLY PREQUALIFIED WELD5 (A5 DEFINED BY A.WS.) SHALL BE USED. ALL WELDING SHALL BE PERFORMED BY WELDERS WITH AWS / W.A.B.O. CERTIFICATION WITH THE MATERIAL AND METHOD REQUIRED. SHOP DRAWIN65 SHALL SHOW ALL WELDING WITH AW5 A2.4 SYMBOLS. WELD5 5HOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELD5 SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS. MINIMUM WELDING SHALL BE 3A6-INCH. THE WELD5 SHOWN ARE FOR THE FINAL CONNECTIONS. FIELD WELD ARROWS ARE SHOWN WHERE A FIELD WELD 15 REQUIRED BY THE 5TRUCTURAL DESIGN; THE CONTRACTOR 15 RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL DELIVERY AND ERECTION. 30. FRAMING LUMBER: SHALL BE KILN DRIED OR MG-1q (MOISTURE CONTENT LE55 THAN Iq%), AND GRADED AND MARKED IN CONFORMANCE WITH W.O.L.IB. STANDARD NO. 11 GRADING RULES FOR WEST COAST LUMBER. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X, 3X, AND 4X MEMBERS) . ........: ................ DOUGLAS FIR OR HEM -FIR NO. 2 BEAMS AND STRINGERS: (INCLUDING 6 X AND LARGER MEMBERS)......... .... DOUGLAS FIR NO. I P05T5 AND TIMBERS :. ................ .......................... . DOUGLAS FIR NO. I STUDS. PLATES $ MISCELLANEOUS LIGHT FRAMING : .............. . DOUGLAS FIR OR HEM -FIR NO. 2 (A5 NOTED ON PLANS / DETAILS) 31. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM 03131 AND ANSI AIgO.I STANDARDS. EACH MEMBER SHALL BEAR AN A,I.T.G. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.G. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. ALL SIMPLE SPAN 5EAM5 SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Flo = 2,400 PSI, Fv = 240 PSI, E = 1,800 K51. ALL CANTILEVERED OR CONTINUOUS BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8,Fb = 2,400 PSI, Fv = 240 PSI, E = 1000 K51. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 5,000' RADIUS UNLE55 SHOWN OTHERWISE ON THE PLANS. 32. LAMINATED STRAND LUMBER (L5L) SHALL BE DESIGNED AND MANUFACTURED PER A5TM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE INDEPENDENT INSPECTION AGENCY'S LOGO. ALL LAMINATED STRAND LUMBER SHALL BE MANUFACTURED USING A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM 025501. MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOWS: RIM J015T5 AND BLOCKING (1-1/4" MINIMUM THICKNESS AT NON -SHEAR WALL5; SEE SCHEDULE FOR MINIMUM THICKNESS AT SHEAR WALLS): Fb = 2100 PSI, E = 13 x I& PSI, Fv _ 400 PSI DESIGN 5HOWN ON PLANS 15 BASED ON MATERIALS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND U o_ F 0 N N L. z � D- LL L 15. T "AVENUE SU TTLE, TEAT206 57.900 TEL 20G.957.3900 Q U A N T U M FAx 2w 957.3901 xwxq""ntu.- bLr U 9 2019 E'ACRVOFOEMW� E B U j CNI M L T¢ N ca o � U U) N N N N N NW� non Q Z w F- IU Z N Q rn z 0 c o m 5 F- U m 6 m 3 m = o w z ¢ E 0Lu Drawing: S1.0 19107.01 i R 3 k 33. WOOD I -JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURN15HED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURN15HED BY THE MANUFACTURER. SUBMIT SHOP DRA104I1,165 AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION, DESIGN SUBMITTALS SHALL BEAR THE STAMP AND 516NATURE OF A STATE OF 14A511I49TON REGISTERED PROFESSIONAL ENGINEER. PERMANENT AND TEMPORARY BRID6I1`16 SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. GLUE FLOOR JOISTS TO SHEATHING AS REQUIRED BY THE JOIST MANUFACTURER. DESIGN 5HOWN ON PLANS 15 BASED ON JOISTS MANUFACTURED BY THE REDBUILT CORPORATION. ALTERNATE WOOD I -JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE J015T HAN6ER5 AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE I.G.G. OR IAPMO UE5 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL J015T HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED. 34. J015T SUPPLIERS NOTE: DESIGN SHOWN ON PLANS 15 BASED ON JOISTS MANUFACTURED BY THE REDBUILT CORPORATION. ALTERNATE WOOD I -JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. THE J015T CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES 5HOWN ON THE DRA11065, INDICATE THE DESIRED J015T CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE. IF A J015T MANUFACTURER 15 UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE J015T CONFIGURATION INDICATED, THE MANUFACTURER 15 TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. IF A DIFFERENT SYSTEM 15 PROP05ED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED 5UBJEGT TO THE APPROVAL OF THE OWNER, ARCHITECT, AND STRUCTURAL ENGINEER. 35. OPEN WEB WOOD TRUSSES ARE TO BE RED -Ls AS MANUFACTURED BY RED BUILT CORPORATION AND FABRICATED IN ACCORDANCE WITH I.G.G. REPORT E5R-1114. TRU55 FABRICATOR SHALL PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. DESIGN CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: ROOF TRUSSES: LOADING - TOP CHORD ........................ 25 P5F LIVE LOAD PLUS 10 P5F DEAD LOAD BOTTOM .......................................... 5 F5F DEAD LOAD DEFLECTION - LIVE LOAD ........ ........... .................... I ......... L/3b0 TOTAL LOAD .... ...................... .....................L/240 (NOTE: TOP CHORDS TO BE DOUGLAS FIR SPECIES) 36. TRUSS SUPPLIERS NOTE: THE 7RU55 CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER 51ZE5 SHOWN ON THE DRAWI1,165, INDICATE THE DESIRED M55 CONFIGURATION AND ARE TO BE GOMPLIED WITH WHEREVER POSSIBLE. IF A TRU55 MANUFACTURER 15 UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRU55 CONFIGURATION INDICATED, THE MANUFACTURER 15 TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROP05AL OR BID. IF A DIFFERENT SYSTEM 15 PROPOSED THAT REQUIRES REV1510N5 TO PRESENT STRUCTURAL FRAMING OR DETAIL5, 5UGH 5Y5TEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER, ARCHITECT, AND STRUCTURAL ENGINEER. IT 15 THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWIN66. IT SHALL BE NOTED IN THE TRU56 MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. TRU55 SHOP DRA10,1IN65 WILL NOT BE REVIEWED WITHOUT CALCULATIONS BEARING THE STAMP AND SIGNATURE OF A STATE OF WASHINGTON RE615TERE12 PROFE55IONAL ENGINEER. 31. WOOD SHEATHING SHALL BE APA RATED, EXTERIOR GLUE;EXP05URE I, IN CONFORMANCE WITH THE REQUIREMENTS FOR THEIR TYPE IN DOG F5-1 OR P5-2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF SHEATHING SHALL BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. ALL ROOF SHEATHING EDGES SHALL HAVE APPROVED TONGUE AND GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH (2) IOd-F NAILS AT EACH END, UNLESS OTHERWISE NOTED. AT BLOCKED ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL E06E5 AND NAIL WITH EDGE NAILING SPACED PER PLANS. WHERE NOT NOTED OTHERWISE, NAIL PANEL EDGES WITH 8d NAILS ® b" O.G. EDGE5, 12" O.G. IN THE FIELD. 38. ALL WOOD EXPOSED TO AEATHER, OR BEARING ON UNPROTECTED CONCRETE BELOW GRADE, OR BEARING ON UNPROTECTED CONCRETE LE55 THAN 6" FROM EXPOSED EARTH SHALL BE PRE55URE TREATED, U.O.N. M55URE TREATMENT SHALL BE WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CONTROL AGENCY MARK BY THE AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE PROTECTED WITH A 6185 GALVANIZED COATING (ZMAX) OR BETTER. ALL NAILS IN TREATED WOOD SHALL BE HOT -DIP 6ALVANIZE12 OR BETTER. PROVIDE 2 LAYERS OF 30# ASPHALT IMPREGNATED BUILDIN6 PAPER BETWEEN NON-PRE55URE-TREATED LEDGERS, BLOCKING, ETC., AND CONCRETE. 3q. TIMBER GONNEGTOR5 GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY 51MF50N COMPANY, AS SPECIFIED IN THEIR CATALOG NO. 04G-20M. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE I.G.G. OR IAPMO UE5 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. CONNECTORS SHALL BE 51ZED TO MATCH THE 51ZE OF THE FRAMING MEMBERS BEING CONNECTED. PROVIDE NUMBER AND 512E OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TAO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO A5TM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG 50REW5 BEARING ON WOOD. UNLE55 NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS 514ALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL BOLTS TIGHTENED TO SNUG TIGHT. GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) 40. WOOD FASTENERS: A. NAIL SIZES SPECIFIED ON DRAWIN65 ARE BASED ON THE FOLLOWING SPECIFICATIONS: Drawing ID Nail Name Nail Diameter Nail Length "bd" ad Common 0.113" 2" "ad Box" 8d Box 0.113" 2-1/2" "ad" 8d Common 0.131" 2-1/2" "IOd-IF" IOd Framer 0.131' 3" "IOd" IOd Shear 0.148" 2-1/4" "lad" Ibd Sinker 0.148" 3-1/4" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE MAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. B. NAIL5-5HEATHING FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. G. 50REW5 SHALL BE WOOD 5GREW5 OF THE DIAMETER AND LENGTH NOTED ON THE DRAWINGS. 5D5 FA5TENER5 ARE SIMPSON STRONG DRIVE 5GREW5. D• HOT DIPPED GALVANIZED NAIL5, BOLTS AND METAL PLATES - ALL NAILS, BOLTS AND METAL PLATE5 IN CONTACT WITH PRESSURE TREATED (INCLUDING FIRE -RETARDANT TREATED) LUMBER SHALL BE HOT DIPPED GALVANIZED. 41. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLE55 OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING, UNLE55 OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2504.10.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWING5. PROVIDE WA5HER5 UNDER THE HEADS AND NUT5 OF ALL 50LT5 AND LAG 5GREW5 BEARING ON WOOD. TIGHTEN BOLTS AND LAG SCRE10,15 SNUGLY AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT. B. WALL FRAMING: ALL BEARING AND SHEAR WALL5 5HOWN AND NOT OTHERWI5E NOTED SHALL BE 2 x 4 STUDS ® lb" O.G. AT INTERIOR WALLS AND 2 x b ® 16" O.G. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL BEARING AND SHEAR A4LL5 AND AT EACH SIDE OF ALL OPENINGS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. ALL BEARING STUD WALL5 SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH Ibd NAIL5 AT 8" O.G. STAGGERED OR BOLTED TO CONCRETE WITH SAY DIAMETER ANCHOR BOLTS WITH 3"0'kl/4" PLATE WA5HER5 ® 4'-0" O.G., UNLE55 INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT UP P05T5 SHALL BE NAILED TO EACH OTHER WITH IOd-F NAILS @ 8" O.G. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES ATTACHED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH SCREW5 AT 8" O.G. USE 1-1/4 " W #6 SGRE1045 FOR 1/2" GAB AND 5/8" GWB WHERE OCCURS. USE 1-1/4" A #6 GALVANIZED 50REW5 FOR 1/2" GAB AND 5/8" EXTERIOR GYPSUM SHEATHING, WHERE OCCURS. VERIFY THE FIRE A55EMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT. G. POSITIVE CONNECTIONS: PROVIDE THE FOLLOWING SIMPSON CONNECTORS AT TYPICAL FRAMING UNLESS OTHERWI5E NOTED ON PLAN OR DETAIL. PROVIDE CGQ/EGCQ CAP5 AND P65 BASES AT POSTS. PROVIDE BG BASE WHERE P05T 13EAR5 ON WOOD FRAMING BELOW. CONNECTORS SHALL BE 51ZED TO MATCH THE 51ZE OF THE FRAMING MEMBERS BEING CONNECTED. STRUCTURAL 0135ERYAMON AS NOTED IN IBC SECTION 1104.b, 5TRUC7URAL OBSERVATION 15 REQUIRED FOR THIS PROJECT. STRUCTURAL OBSERVATION MEANS THE VISUAL 055ERVATION OF THE STRUCTURAL SYSTEM, INCLUDING BUT NOT LIMITED TO, THE ELEMENTS AND CONNECTIONS AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS REQUIRED BY IBC 5ECTION5 110 AND 1104. IN OUR STRUCTURAL OBSERVATION, WE WILL SELECT PORTIONS OF WORK TO REVIEW CLOSELY AS WELL AS OBSERVE THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. 5UGH REVIEW PROCEDURES WILL BE CONDUCTED IN ACCORDANCE WITH COMMONLY ACCEPTED 5TANDARD5 OF PRACTICE. THE BUILDING OFFICIAL UNDER5TAND5 THAT SUCH PROCEDURES INOIGATE ACTUAL CONDITIONS ONLY WHERE THE REVIEW 15 PERFORMED AND THAT THE RESULT5 WILL BE INFERRED TO EXIST IN OTHER AREAS NOT REVIEWED. THE BUILDING OFFICIAL AL50 RECOGNIZES THAT 5TRUGTURAL REVIEW 15 A TECHNIQUE EMPLOYED TO MINIMIZE THE RI5K OF PROBLEMS ARISING DURING CONSTRUCTION. STRUCTURAL OBSERVATION BY THE DESIGN FROFE55IONAL DOES NOT CONSTITUTE WARRANTY OR GUARANTEE OF ANY TYPE. IN ALL CA5E5, THE CONTRACTOR SHALL RETAIN RESPONSIBILITY FOR THE QUALITY OF WORK AND FOR ADHERENCE TO THE APPROVED PLANS AND SPECIFICATIONS. ABBREVIATIONS ® At L Angle d Penny (Nails) LL Live Load Diameter LLH Long Leg Horizontal LLV Long Leg Vertical A.B. Anchor Bolt LONGIT. Longitudinal ADD'L Additional LT. AT. Lightweight ALT. Alternate APPROX. Approximate MATL. Material ARCH. Architect MAX. Maximum MECH. Mechanical B.U. Built-up MEZZ Mezzanine B/ Bottom of MF Moment Prams BF Braced Frame MFR. Manufacturer BLK6. Blocking MIN. Minimum BLDG. Building MISC. Miscellaneous BM. Beam MK. Mark BOT. Bottom ERG. Bearing N. North BTWN. Between N.5. Near Side NIC Not In Contract ¢ Centerline NO. Number G Camber NOM. Nominal G TO G Center to Center NT5 Not to Scale GIP Gast in Place G.J. Construction Joint or Control Joint GL6. Ceiling GLR. Clear CMU Concrete Masonry Unit GNTR. Center COL. Column GONG. Concrete C.ONN. Connections CON5T. Construction CONT. Continuous GJP Complete Joint Penetration CSK. Countersink DBA. Deformed Bar Anchor DBL. Double DEG. Degree PET. Detail DF Doug Fir -Larch DIA. Diameter DIAL. Diagonal DIAPH. Diaphragm DIM. Dimension DN. Dawn DO Ditto DWG. Drawing (E) Existing E. East EA. Each E.F. Each Face EL. Elevation ELEV. Elevator EMBED. Embedment Length EN6R. Engineer E.W. Each Way EXP. Expansion EXT, Exterior PON. foundation FIN. Finish FLR. Floor FRP Fiber Reinforced Polymer F.5. For Side FT. Foot or Feet FTC. Footing GA. Gauge 6ALV. Galvanized 6L Glue Laminated 6RD. Grade GAB Gypsum Wall Board HF Hem Fir H6R. Hanger HORIZ. Horizontal H-6 Hollow Structural Section HT. Height ID. Inside Diameter I.F. Inside Face IN. Inch INFO. Information INT. Interior JT. Joint K5F Kips per Square Foot K51 Kips per Square Inch O.G. On Center O.D. Outside Diameter O.F. Outside Face O.H. Opposite Hand OPN6. Opening OPP. Opposite PAP Powder Actuated Fastener PG Precast PERM. Permanent PERP. Perpendicular PL or IE Plate PLF Pounds per linear Foot PLYAD Plywood PJP Partial Joint Penetration PREFAB. Prefabricated PROD. Project P5F Pounds per Square Foot P51. Pounds per Square Inch P.T. Post -Tensioning P/T Pressure -Treated RAD. Radius REP. Reference REINP. Reinforce or Reinforcement READ. Required REV. Revise R.O.. Rough Opening 5• South SON. or 56HED. Schedule SECT. Section SHT• Sheet SIM. Similar 506 Slab On Grade SPEC. Specification 5Q. Square 50. FT. Square Feet 50. IN. Square Inch (inches) STD. Standard STIFF. Stiffener M. Steel STIR. Structural as. Substitute SYM. 5ymmetrlcal T/ TSB TS6 THRU TEMP. T.O.G. T.0.5. T.O.W. TRANS. TS TYR UON or UNO VERT. VIF W. w/ or w/ AD W.H.5. W/0 WP W.T.5. WWF X SECT. X-STR Top of Top and Bottom Tongue 8 Groove Through Temporary Top of Concrete Top of Steel Top of Wall Transverse Tube Steel Typical Unless Otherrow Noted Vertical Verify in Field West With Wood Welded Headed Stud Without Work Point Welded Threaded Stud Welded Wlre Fabric Gross Section Extra Strong RESUB SEEP 00�99 220T119Q �OFE➢-W v x U OO lei l�i ~ LPL uO1 W Rhi I 0 t m ti ov �f�ONAL 3511 THIftD AVENUE SETTLE, TEATTLE.957. 1 TEL 206.957.3900 QUANTUM FAX 20&957.3901 -quanWmc - E 8 N N 7 L ¢'rn� >. Q N Co o W L)cl N O1 N N w v z O w m Q m Z U) Z 0 o z � m J 3 U c ° r � N O J �� � J 3 o W Q �Q=J .S� W w Drawing: S1.1 N m""r 19107.01 0 FOUNDATION/FIR5T FLOOR FRAMING PLAN SCALE: 1/4" = I'-0" FOUNDATION PLAN NOTES: I. ALL DIMEN51ONS AND ELEVATIONS ON THE STRUCTURAL PLANS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR WITH THE ARCHITECTURAL DRAWI1465 BEFORE CONSTRUCTION BEGINS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 2. SEE 5HEET5 51.0 AND 51.1 FOR 6ENERAL STRUCTURAL NOTES AND ABBREVIATIONS. SEE SHEET 53.0 FOR TYPICAL CONCRETE AND FOUNDATION MAIL5. 5EE SHEET 54D FOR TYPICAL WOOD DETAILS. SEE SHEET 55.0 FOR TYPICAL LIGHT GAGE DETAILS. 3. SLAB -ON -GRADE SHALL BE 4" THICK CONCRETE REINFORCED WITH #4 o 16" O.G. EACH WAY, U.O.N. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION RESARDIN6 5UB-6RADE MOISTURE BARRIER AND ELEVATIONS, ETC. 4. FOR SLAB -ON -GRADE JOINT5,5EE DETAIL 2/55.0. 5. WHERE NEW CONCRETE 15 CAST AGAINST EXISTING CONCRETE FOUNDATIONS, DRILL AND EPDXY #4 DOWEL5 x 3'-0" LONG TO LAP WITH THE NEW FOOTING LON61TUDINAL REINFORCING (5" MINIMUM EMBEDMENT). 6. ALL WOOD BEARING ON UNPROTECTED CONCRETE EXPOSED TO WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRE55URE- TREATED, U.O.N. T. FOR SILL PLATE ANCHOR BOLT LAYOUT TO CONCRETE FOUNDATION WALLS AND SLABS, SEE DETAIL 1/54.0. 8. ALL BEARING AND SHEAR WALLS SHALL BE 2x4 ® 16" O.C, INTERIOR AND 2x6 * 16" O.G. EXTERIOR U.O.N. 5. POSTS INDICATED ARE AT THI5 LEVEL. ALL P05T5 NOT SPECIFIED SHALL BE (2) 2x U.O.K 50LID SAWN MEMBERS OF EQUIVALENT 51ZE MAY BE SU35TITUTED FOR BUILT-UP MEMBERS (SUCH AS A 4x(o FOR (5) 2x4). 10. SW-x INDICATES SHEAR WALL AT THI5 LEVEL. SEE SHEAR WALL 50HEOULE 8/54.0 FOR 5HEATHING, BLOCKING, NAILING, AND ANCHOR BOLT REQUIREMENTS. ALL EXTERIOR WALL5 SHALL BE SHEATHED PER 5W-6 CRITERIA U.O.N. II. HOUx INDICATES HOLDOWN TO CONCRETE FOUNDATION WALLS OR FOOTING5. SEE 12/54D FOR HOLDOWN DETAIL. USE MIN. (2) 2x POST U.O.N. �s INDICATES FOOTING INDICATES FOUNDATION WALL, WOOD BEARING WALL OR SHEAR WALL %*x INDICATES SHEAR WALL TYPE AT THIS LEVEL. SEE PLAN NOTE 10 INDICATES WOOD BEARING WALL OR SHEAR WALL AT THI5 LEVEL. SEE PLAN NOTES 8 S 10 INDICATES NON -BEARING/ NON -SHEAR WALL AT THIS LEVEL. INDICATES MULTIPLE STUD P05T AT THI5 LEVEL. SEE PLAN NOTE 9 �$l+ INDICATES HOLDOWN / TYPE AT THIS LEVEL. / SEE PLAN NOTE 11 REaUa SEP 0 9 2019 BL4LlDq aEE SL Q a O N tWf� IL. N 6 � � w m L eA ti �J�ONAL .5- THIRD-11E SUIT rLE, EWA93DD3 TEL 20206 .957.3000 QUANTUM FIX .3901 . � vMw.quantuuantumce.com a Q z z Z LL Z 0 o p QJ U LL w U) o N _ a Lr C lL O U K T C N Q �L a% C � E j �WNo Drawing: ��- Jut Nu—,.. 19107.01 ROOF FRAM I NG PLAN SCALE: 1/4" = I'-0" 9 ROOF FRAMING PLAN NOTES: I. ALL DIMENSIONS AND ELEVATIONS ON THE STRUCTURAL PLANS ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR WITH THE ARCHITECTURAL DRAHNC75 BEFORE CONSTRUCTION BEGINS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND EN61NEER IMMEDIATELY. 2. SEE SHEETS 51.0 AND 51.1 FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS. SEE 5HEET5 54.0, 54.1 AND 54.2 FOR TYPICAL WOOD DETAILS. SEE SHEET 55D FOR TYPICAL LIGHT GAGE DETAILS. 3. TYPICAL ROOF FRAMING CONSISTS OF 15/32" APA RATED 5HEATHIN6 (INDEX 32/Ib), LAID FACE GRAIN PERPENDICULAR OVER PRE- FABRICATED ROOF TRUSSES ® 24" O.G., U.O.N. (SEE THE STRUCTURAL GENERAL NOTES FOR TRU55 DE516N CRITERIA). 4. NAIL ROOF 5HEATHING TO FRAMING WITH 8d NAILS (0.131" Q x 25" LONG) AT b" O.G. AT ALL PANELS E06E5 AND 8d NAILS AT 12" O.G. AT INTERMEDIATE FRAMIN6 MEMBERS (UNBLOCKED). SEE DETAIL 6154.0. 5. PROVIDE SOLID BLOCKING BETWEEN EACH ROOF 11;ZJ55 AT 5UPPORT5. PROVIDE AN HI CLIP AT EVERY MEMBER TO TOP PLATE. b. ALL HEADERS NOT 5HOWN ON PLAN SHALL BE (2) 2x10 FOR EXTERIOR BEARING WALL5 AND (2) 2XIO FOR INTERIOR BEARIN6 WALL5. SEE T/S4.1 FOR HEADER DETAIL. T. PROVIDE SOLID OR BUILT-UP WOOD POSTS BENEATH THE EN05 OF ALL ROOF BEAMS FOR FULL BEARING: 8. FOR TOP PLATE SPLICE SEE DETAIL 6/54.1. 9. ATTACH NON -BEARING INTERIOR WALL5 TO BOTTOM OF TRUSSES WITH 5TG CLIPS AT 24" O.C. INSTALL IN ACCORDANCE WITH MFR. RECOMMENDATIONS. SEE DETAIL 2/54.1. ,s INDICATES FRAMING DIRECTION INDICATES EXTENT OF FRAMING $ - _ INDICATES HOOP BEARING WALL OR SHEAR WALL BELOW. INDICATES HEADER MEMBER. SEE,PLAN NOTE 6 INDICATES ROOF STEP Q j INDICATES P05T BELOW Rr—U pSEE1[P� 09 2019 N-s o - J O L F z z N L- !E � � o Ao 2ass) 10 L 1511 THIRD AVENUE EATTLMF. TE,W TEL A 99303 El 206.957.3900 QUANTUM FAx 206.957.3901 ."............... wxw.avanwmce.com E O U 01 ID C p C.� C N l') E Q W !p O .8 Q N co N O U D U N N N N N UJ .� Q z_ Z N Q U 0 g � rn a c S O O d J 1n UL 3 = g o 0 m E -w ¢Oa' Drawing: 8 =S2.1 19107.01 W" x IV' PREMOLDED CONT. MASTIC JOINT STRIP. i STUD WALL PER PLAN CORNER BARS TO MATCH (JOINT MAY BE 5AW-GUT CORNER BARS TO OR055 WALL HORIZ. AT CONTRACTOR'S OPTION) I b I MATCH HORIZ. REINF. REINF. (ALT. HOOKS) I o °'°• �' �°° PROVIDE CONTROL SAW GUT (DO NOT I I TRACK GAGE 8 WIDTH a °'°' CONSTRUCTION JOINTSS IN OVERGUi CORNERS) I I TO MATCH STUD ABOVE - SLABS -ON -GRADE TO BREAK UP TYP.ffrrffm I CONTROL JOINT SLAB -ON -GRADE INTO SMALL SLAB -ON -GRADE I SQUARE OR APPROXIMATELY PER PLAN (E) SLAB -ON -GRADE (E) SLAB -ON -GRADE I I ADDITIONAL SECOND POUR FIRST POUR RECTANGULAR AREAS. NO ACUTE VERT. BARS KEYED COLD JOINT ANGLES. THE RATIO OF LONG TO SHORT SIDE DIMENSION SHALL SEE PLAN FOR SLAB NOT EXCEED 15. MAXIMUM JOINT THICKNESS AND CONTINUE REINF. SPACING SHALL NOT EXCEED 36 - GROSS REINFORCING 0YP.) THROUGH JOINT TIMES THE SLAB -ON -GRADE #4x2' O" ®32" O.G. - WALL THICKNESS IN EACH DIRECTION. #4x5'-O" ® 16" O.G. - STAGGERED EA. 51DE �� a (3) #4 HORIZ. CONTRACTOR SHALL SUBMIT JOINT LAYOUT PLAN TO EMBEDDED 4" INTO EPDXY ADHESIVE OF FTC. EMBEDDED 3"- INTO EPDXY ADHESIVE m v v a O z O LL co m ISO° HOOK. HOOK ARCHITECT FOR APPROVAL(E) FTC. #4 ® Ib" O.G. . MAY BE SKEWED a o a Q 16 FOOTING J TO MAINTAIN COVER BEAR DIRECTLY a « ° 0°e ON SUITABLE tio� 51N61-E CURTAIN PLASTIC VAPOR BARRIER BEARING 501L5 (WHERE OCCURS) AND �o iox+ oe` CONSTRUCTION JOINT COMPACTED GRANULAR Q ONA� PLAN VIEW FILL PER GEOTEGHNIGAL REPORT TYPICAL CORNER BAR AND WALL END BAR ARRANGEMENT SCALE: NONE I TYPICAL SLAB ON 6RP DE JOINTS SCALE: NONE 2 SLAB ON GRADE TO EXISTING EXT@210R FOOTING sGA�E: NONE 3 INTERIOR LIGHT &A6E WALL FOUNDATION SCALE: NONE (� , AT CONCRETE WALLS OR FOOTINGS 1511 THIRD AVENUE SUITELE SEATTLE, WA 96301 TEL 206.957.3900 QUANTUM FAX 206.9-3901 1.5H PIPE SLEEVES MIN. 3'-0" MIN. ADD (1) #4 A5 REQUIRED. POST PER PLAN Yd P/T SILL PLATE # „lYa ya 11 www.auam"m�.�m DIA6. IN WALL P05T BASE PER PLAN ATTACH. PER SHEAR SHEATHING AND SHEAR WALL E CONCRETE WALL EDGE NAILING PER SHEAR 5 LL PLATED / /(oIN. 2x WALL SCHEDULE (5EE ARCH. ANCHOR BOLTS ® 48" v a m DW65. FOR SHEATHING O.G. W T WA5HER5 CL z o 5AW GUT (DO NOT AT NON -SHEAR WALLS) 3"x3"xr4" - EMBED MIN. > m r f z OVERCIT CORNERS) 4 rn O ° T" INTO GONG. AT SLAB -ON -GRADE NON -SHEAR WALLS) a a N N q _ ®_ (E) 5LAB-ON-GRADE PER PLANGRADE PER PLAN N N N Q c°Da W LONGIT. FOOTING _ _ _ _ e o o eop0 0°0� o 0 tx O REINFORCING AT (E) SLAS-ON-GRADE ADD BARS TO MATCH TL HIEXCAVATI9AVAN PROVIDE #4x3'-0" ®m LON61T. REINFORCING OWED I6' O.G. EMBEDDED 4" IN EPDXY ADHESIVE (3) #4 EA. NAY m (2) #4 SOT. HORIZ. 2.-O"I'-FOOTING TO FOOTING TO LINE OF EXCAVATION AS STEEP A5 MIN. MIN. I 2'-0" SQ. BEAR DIRECTLY 1'4: BEAR DIRECTLY POSSIBLE. FACE OF STEPS SHALL BE ON SUITABLE ON SUITABLE CAST AGAINST UNDISTURBED EARTH. IF 2'-O, LONGIT. FOOTING BEARING SOILS BEARING SOILS EXCAVATION RAVELS, BAGKFILL WITH LAP SPLICE REINFORGIN6 Bm` CONCRETE WHEN FOOTING IS CAST TYP. PIPES MUST RUN PERPENDICULAR THROUGH WALL (NOT SKEWED) TYPICAL STEPPED FOOTING �A�, 5 TYPICAL PIPE AND TRENCH LOCATIONS SCALE: NONE 6 TYPICAL SPREAD FOOTING AT 5LAB-ON-TRADE SCALE: NONE TYPICAL INTERIOR WALL FOUNDATION (THICKENED SLAB) SCALE: NONE 8 PERPENDICULAR TO FOOTING I2 TYP. 5 6 4 $ BASE R %4' w/ (4) S/a" 24" SHEATHING AND SHEAR P/T SILL PLATE + ANCHOR RODS # 4 x 3�1— WALL EDGE NAILING PER C ATTACH. PER 1/54.0 ® 12" O.G. SHEAR WALL SCHEDULE SECTION A (1) # 4 EACH NOSE INSULATION WHERE #4 ® IV' O.G. VERT. OCCURS, (SEE ARCH. HOOK SLAB REINF. ALTERNATE HOOK DRAWINGS) AT (E) SLABx5'-ONADE PROVIDE DIRECTION FINISH GRADE SLAB ON GRADE 8 REINF. DE 0 C COL. 8 FTC. 2" I6" O.G. EMBEDDED 4" IN PER ARCH. 5LAB-ON-GRADE PER ARCH. PER PLAN (SLOPE PER ARCH) #4 ® 12" O.G. HORIZ. PER PLAN CLR. EPDXY ADHESIVE, TYP. COL. PER PLAN Q F< A 4�4Z SAW GUT (DO NOT o �y f r#4 OVERGUT CORNERS)fe �4'x2v2NZ2 "~WASHER, TYP. Z(E) SLAB -ON -GRADE, A Q Z TYP."NON-SHRINK (� O # 4 ® 12" O.G. E.W. &ROUTo..(2) #4 HORIZ. TOP U)(2) #4 HORIZ. °� T Q p (2) # 4 EXACT CONFIGURATION OF '�' i o - N �� 0 J BOTTOM STAIR (INCLUDING TREAD `�o z 3=AND RISER DIMENSIONS) © - FOOTIN6 DRAIN, PER Qf u zPER ARCH. DRAWIN65. ER 10153D _ o g ARCH., CIVIL OR 2 v 8 ¢ w $ 6: CONTRACTOR (4) #5 EA. WAY Drawing: 4" 7el TO DAYLIGHT S3.0 TYPICAL STAIR ON GRADE SCALE: NONE _1 TYPICAL PERIMETER WALL POUNDATION AT SLAB-0N-GR,4DE SCALE: NONE 110 TYPICAL THICKENED SLAB AT DOOR SCALE: NON I I TYPICAL SPREAD FOOTING SUPPORTING H55 COLUMN SCALE: NONE ' U , ""m,°. 19107.01 SEP 09 201 lw��°.gffl 5HEATHIN6 4 SHEAR WALL EDGE NAILING 2" PER SHEAR WALL SCHEDULE z_ (2) #4 HORIZ. TOP 0 O P/T SILL PLATE 4 ATTACH. PER 1/54.0 (E) SLAB -ON -GRADE FINISH GRADE PER PLAN PER F^"' SHEATHING 4 SHEAR WALL EDGE NAILING PER SHEAR MALL 50HEOULE (SEE ARCH. DWG5. FOR SHEATHIN6 AT NON-5HEAR WALL5 SAW W (DO NOT OVERCUT CORNERS), TYP. (E) 5LAB-ON-6RADE P/T SILL PLATE 4 ATTACH. PER SHEAR WALL SCHEDULE (MIN. 2x SILL PLATE w/ %`0 ANCHOR BOLTS ® 461 O.C. IN/ IE WASHERS 5"x5"44" - EMBED MIN. T" INTO GONG. AT NON -SHEAR WALL5) A IN °r #4 ® 16" O.G. VERT - IIIE311BIIE 1111 0 0 I1811� �Ilelll _ 0. EO. ALT. HOOK DIP. #4x2'-O" ® 52" O.G. - #4 ® 12" O.G. HORIZ. 2.. 5TAGGERED EA. SIDE I (5) #4. HORIZ LGLC R OF FT&. EMBEDDED 5" m v - - (FJ GONG. FTC. 4 INTO EPDXY ADHE-51VE #4 ® 16" O.G. m' STEMWALL dill dill I -b" FOOTING TO FTC. DRAIN, PER = (2) #4 HORIZ. BEAR DIRECTLY ON SUITABLE ARCH., CIVIL, OR m CONTRACTOR 5'-O" MIN. 4" 8" 4"= BEARING SOILS TO DA LIGHT Qj FOR INFORMATION NOT NOTED, SEE I/55.1 Q TYPICAL PERIMETER WALL FOUNDATION AT SLAB -ON -GRADE SCALE 1°=r-o" I DETAIL SCALE: r'=1'-0^ 2 DETAIL SCALE. '*' o^ l 3 DETAIL DETAIL xA E: r=r-o° 15 I DETAIL 56ALE: 1°=r-o^ I .& I DETAIL 5rALE: I^=r-0° I 7 I DETAIL 5GALE: r'=1'-0^ I a RESU B ��SEP U 9 2019 CMOFIE MON DETAIL SCALE: I^=r-o° DETAIL xALE: ^=r-o° 1+7 DETAIL SCALE: 1°=r o° 1 DETAIL 5CALE: r'=r o° 12 U 4 a H-0 N Z 43 `O W N LL rL � � m 'kt, �0 3 saaea` �J'�IONAL 1511 THIRD AVENUE SUI STE323 EATTLE, WA 93101 k j TEL 206.957.390D QUANTUM FA% 206.957.3901 E NLV ML 00050 N o O N v U N N N � � j N N Wd. p0 , u Q z_ Z N Q O W U m C C D O j __J Fn ca W � J N E a New mo s` Drawing: S3.1 Job Number: 19107.01 0 m N LOCATE ANCHOR BOLTS AT SHEAR WALLS SUCH THAT EDGE OF PLATE WASHER 15 1'2" (MAX) FROM WALL SHEATHING OR RIM JOIST (5TA(96ER ANCHOR BOLT5 AT DOUBLE-51DED SHEAR WALL5 AS REOD: 50 THAT THI5 REQUIREMENT 15 MET ON EACH SIDE AT EVERY OTHER ANCHOR BOLT) MIN. (2) BOLTS IN EACH BILL SECTION SILL PLATE AND ATTACHMENT PER SHEAR WALL 50HEDULE (AT NON -SHEAR WALL5; MIN. 2x SILL PLATE w/ Wo ANCHOR BOLTS ® 48" O.G.; a EMBED MIN. 'I" INTO CONCRETE) WHERE SILL PLATE 15 DRILLED OR NOTCHED MORE THAN 1/3 OF THE PLATE WIDTH, INSTALL �c ONE BOLT EACH SIDE OF NOTCH 0) BOLT VIA. MIN. 02" MAX) TYPICAL SILL PLATE BOLTING - PLAN VIEN PANEL EDGE NAILING PER PLAN SHEATHING PER PLAN FIELD NAILING AT INTERMEDIATE FRAMING MEMBERS PER PLAN — SHEATHIN6 JOINT, PANEL ED6E NAILING PER PLAN, TYP. WHERE FULLY BLOCKED DIAPHRA6M5 ARE SPECIFIED ON THE PLANS, PROVIDE 2x4 FLAT BLK6. AT SHEATHING JOINTS, SEE DETAIL A STUD, BLK6.OR STUD, RIM J015T OR PLATE A5 OCCURS BLKG.AS OCCURS PANEL JOINT I PANEL EDGE I I I I I 5PAGIN6 PER 5HEARWALL I I SCHEDULE (3) WSPACES, l�u I TYR I • I ' I I I I I I • I I "�i_ • .f 7�Ci:Ma72� SCALE: NONE I I I TYPICAL STAGGERED NAILING 2'-0" MIN. PANEL CONTINUOUS PANEL EDGE DIMENSION I 'I r—'-- -- — — — — — =—•=--= I I_'--.— ---- ------ --- r--•--- -----------T --- I I•I I• I � I'I i.l � a --- -- - - - - - _- OF I I •I N I I•I � �K5Ml =3 5TA66ER EA. LINE OF NAILING (AT ALL PANEL E06E5) AS INDICATED PALL EDGE NAILING PER PLAN, SEE 2/54.0 2x4 FLAT BLK6. DETAIL A FLAT BLOCKING AT PANEL WIVES (WHERE READ) PANEL EDGE NAILIN6 PER PLAN I 2x4 NAILER w/ IOd-F NAILS @ 6" O.G. J015T BEYOND AT J015T SPLICE WHERE OCCURS DETAIL 8 PANEL EDGE NAILING AT J015T SPLICE NOTES: I. RUN LONG DIMEN5ION OF 5HEATHIN6 PANELS PERPENDICULAR TO FRAMING. 2. WHERE FRAMING LAP SPLICE AND 5HEATHIN6 JOINTS ARE OFFSET, SEE DETAIL B ABOVE. SHEAR WALL SCHEDULE BOTTOM PLATE ATTACHMENT TOP PLATE ATTACHMENT SHEAR SHEAR MALL PANEL PANEL 2x BOTTOM PLATE ANCHOR BOLTING RIM J015T OR BLOCKING WALL 5HEATHIN6 E06E EDGE NAILING CONNECTION TO RIM OF BILL PLATE TO CONNECTION TO TOP PLATE TYPE Oj FRAMING O JOIST OR BLOCKING CONCRETE BELOW 4 5 b 2 7 BELOW 3x PLATE 2x PLATE INTERIOR WALL EXTERIOR WALL 5114-6 15/52" APA 2x 0.131"mx2W' 0.148"%(3/4" ®b" O.G. �$"Q ®48" O.G. WO ®48" O.G. A35 ®Ib' O.G. LTP4 0 16" O.G. ONE-51DE SHT6. ® b" O.G. 9 SW-4 15/52" APA SHT6. 3x OR (2) 2x 0.131'dx2lg" 4" 0146"(X5114" ® 4' O.G. %" o ® 48" O.G. %"0 ® 32" O.G. A55 ® 16" O.G. LTP4 ® 16" O.G. ONE -SIDE ® O.G. 8 9 5W3 15/32" APA ONE -SIDE 5HT6. 3. OR (2) 2x 0.131'0x2l2° ® 3" O.G. 0148"(I;x3V4' ® 3" O.G. V0 ® 32' O.G. V O ® 24" O.G. A35 ® 12" O.G. LTP4 ® 12" O.C. 8 9 QI INSTALL PANEL 5HEATHIN6 EITHER HORIZONTALLY OR VERTICALLY FOR THE ENTIRE LENGTH OF THE WALL PER PLAN. 20 ALL INTERMEDIATE WALL STUDS SHALL BE PER PLAN. PROVIDE BACKING FRAMING AT ALL PANEL ED6E5 INCLUDING HORIZONTAL BLOCKING PER THE 5CHEDULE, SCALE: NONE 2 PROVIDE NAILING TO ALL PANEL E06E5, TOP 4 BOTTOM PLATES AND HORIZONTAL BLOCKING. PROVIDE THE SAME NAILING PATTERN TO EACH MULTIPLE STUD OF THE BUILT-UP HOLD DOWN POST. NAIL PANEL TO INTERMEDIATE FRAMING MEMBER5 w/ 0.131'0 x 216" 0 12" O.G. ® EMBED CAST -IN -PLACE 5/8"Q ANCHOR BOLTS l" MIN. (OR EMBED ADHESIVE ANCHOR BOLTS 5 1/2" IN (E) GONGRETE; SEE STRUCTURAL NOTES). PROVIDE PLATE WASHER 3" x 3" x 1/4" AT EACH ANCHOR BOLT. SILL PLATES SHALL BE TREATED PER GENERAL NOTES, AND SHALL BE 2x OR 3x PER THE SCHEDULE, SEE DETAIL 1/54D FOR OTHER REQUIREMENTS. OS PROVIDE HOT DIPPED GALVANIZED NAILS, BOLTS, OR METAL PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED MEMBERS. © PROVIDE 0.131"11) x 1-1/2" LONG NAILS FOR GLIP5 DIRECTLY ATTACHED TO FRAMIN6 MEMBERS; PROVIDE 0.131"0 x 2-1/2" LONG NAILS FOR CLIPS INSTALLED OVER FLOOR OR WALL SHEATHING ON FRAMING MEMBERS. SEE b/54.1 FOR TOP PLATE SPLICE. 0 ALTERNATIVE TO 3x STUDS AND 3x HORIZ. BLOCKING 15 (2) 2x 5Tuo5/BLK6. NAILED T06ETHER WITH 0.148"0 x 3' LON6 NAILS WITH THE SAME 5PAGING AS THE PANEL EDGE NAILING PER THE SCHEDULE (STAGGER). ® 5TA66ER NAILS PER 2/54.0. Q RIM JOI5T/BLOCKIN6 MINIMUM WIDTH OF It". 5TA66ER NAILS PER 2/54.0 WHERE 5PACIN6 15 LE55 THAN 6" O.G. TYPICAL ROOF AND FLOOR DIAPHRAGM 5HEATHIN6 50A E: NONE 6 SHEAR WALL SCHEDULE - 8d NAILS 8" BEARING h" MAX. 6AP. TYP., U.O.N. I (NO 6AP WHERE 5HEATHIN6 AND SHEAR WALL EDGE BEAM 15 CONT. NAILING PER SHEAR WALL SCHEDULE SIDE 1E I/4", TYR e,l PER PLAN) BOTH SIDES, iYP. 3i4"V BOLTS, TYP. UP TO V2" OF FLAT SHIM MAY TYP. BE PLACED HERE TO AID IN I t INSTALLATION OF HOLDOWN GAP IE P2", TYPTYP. TYP.' is, V \ TYP. 4 1�� I 2 END COLUMN PERPENDICULAR BEAM PER PLAN WHERE OOGUR5 TYP. ! Lill I 6" MIN. AT INTERSEGTIN6 BEAM5 PLAN VIEW' MIN. 015FEAL WOOD BEAM BUCKET AT STEEL COLUMN SLEEPER F I I B AM PER PLAN, TYP. A34 CLIP EA. JOIST COL: PER PLAN, TYP. INTERMEDIATE COU1 (F) FRAMIN PLAEW o N VI SCALE: NONE DETAIL EMBEDMENT LE PER SCHEDULE 0 5CALE: I u2°=ro° } I 10 f j TYPICAL HOLDONW TO CONCRETE HOLDOM ST05 OR P05T PER PLAN (2) 2x MIN. SHEAR WALL EDGE NAILING. AT EACH HOLDOWN 5TU12 OR POST CONNECTORS TO HOLDOWN STUD A5 REQUIRED BY MFR. I SEE SCHEDULE HOLDOWN PER PLAN I ram— FRAMING CONTINUOUS I I WHERE OCCURS II I i TOP OF GONG. PER PLAN SCALE: NONE I 8 ANCHOR ANCHOR BOLT CONNECTORS HOEDOWN BOLT 0 IN CONCRETE TO HOLDOWN EMBED LENGTH STUDS HDU2 Wo IV. (6) 505 li4"x2h" SCREWS HOU4 Wo 13" (10) 505 I/4"x242" SCREWS HDU5 Wo 13" (14) 505 164"x21y' SCREWS HOUR V.4' 18" (20) 5125 i4"x2Y2" 56REW5 IOd-F NAILS ® 8" O.G. TYP. AT BUILT-UP STUDSLl-R CONCRETE REINFORGIN6 E HOT DIPPED GJAZEIWHERE OLTS, OR METANNECTORS OCCURS IN COCAST-IN-PLACE HEADED ANCHORRE TREATED MEBOLT AND 5TD. WASHER, OR ALL -THREAD WITH DOUBLE HEAVY E EMBEDMENT INHEX NUTS AND 5TD. WA5HER QVE AT EXI5TING RESUB I SEP 09 2019 SCALE: NONE 112 v x v Q w 0 LL PL W dj v a- c>3 � °d 21%9 L , '�J�ONAL 1511 THIRD AVENUE EFA-Tr 23 TEATTLE.95739 1 TEL 206,957.3901 QUANTUM FAX 206957.3901 <e.<.0 uu Nwx.9vamvmce.com E cR c p CL .2, j N M L a OR !p I, d a N cN o� ujco U N co N N N W `t Q z_ Z 1 0 J o rn c �o La- w "- m U) o m " �t Q o Z J c m Q 3 Z a g E N W � w a } (- Drawing: S4.0 "m""r 19107.01 F x STUD DEPT MAX. STUD DEPTH MAX. DIAMETER OF HOLES HOLES ARE TO BE SPACED AT LEAST A STUD DEPTH FROM A GUT OR NOTCH FULL -DEPTH BLOCKING @ 45" O.G. �N J015T PER PLAN NON -BEARING WALL PER ARCH. DRAWINGS---- 51MP50N STG CLIP 48" O.G. SLOT VERT. (NAIL AT MID -HEIGHT OF SLOT) GEILIN6 J015T 5GHE21U 51ZE MAX. SPAN 2x4 @ 24" O.G. 8'-0" 2x4 m 16" O.G. T-2" 2x6 0 24" O.G. 2x6 ® 16" O.G. 14'-4" 2x8 ® 24" O.G. I6'-6" 2x6 ® 16" O.G. 19'-O' 2XIO o 24" O.G. 21'-2' 2x10 ® 16" O.G. 24'-6" 5HEATHIN6 AND SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE (WHERE OCCURS) — IOd FACE NAILS w/ THE SAME 5PACIN6 A5 THE PANEL EDGE NAILING PER THE SHEAR WALL SCHEDULE (SEE NOTE I AT NON-5HEAR WALL5) Wes_ LET -IN �� — HOLES ARE TO BE NOTES: NOTCH 5FACE12 AT LEAST CEILING JOIST TABLE BASED ON MIN. DEPTH TWICE THE 51MP50N 5TC CLIP ® HF #2, Fb=850 P51 (REPETITIVE IOd FACE NAILS w/ THE DIAMETER OF THE JOIST PER PLAN MIN. 5/8" 48" O.G. SLOT VERT. MEMBER USE), Fv = 150 P51 SAME SPACING A5 THE EDGE LARGEST HOLE (NAIL AT MID -HEIGHT E=1.34061`51, DEFL. < L/240 PANEL EDGE NAILING 015T (TYP) NON -BEARING WALL OF SLOT) PER THE SHEAR WALL PER ARCH. DRAWIN65 ATTIC LIVE LOAD = 10.0 PSF SCHEDULE (SEE NOTE I 0EILIN6 DEAD LOAD = 5.0 PSF AT NON -SHEAR WALL5) A. GUTTING AND NOTCHING WOOD STUDS WALL PERPENDICULAR TO ROOF/FLOOR FRAMING SHEATHING AND SHEAR (DO NOT NOTCH MORE THAN 3 ADJACENT STUDS w/o REVIEW BY ENGINEER) WALL EDGE NAILING PER TYPICAL NON-5TRUC URAL WALL SUPPORT (TOP) - I -JOIST 51,ALE: NONE 2 CEILING JOIST SCHEDULE SCALE: NONE SHEAR NALL SCHEDULE BEARING WALL STUDS: WHERE OGG1R5 STUD MAX. DEPTH OF MIN. DEPTH REMAININ6 WALL 51ZE SAW GUT OR NOTCH AFTER GUT OR NOTCH 2x4 T/8" 2-3/8" (12) IOd-F NAILS ® 3" O.G. 2x6 I-3/8" 4-1/6" STAGGERED IN 2 WHERE HEADER INTERRUPTS ROWS AT EACH SIDE DOUBLE TOP PLATE, NON -BEARING WALL STUDS: OF EACH SPLICE IOd-F NAILS ® 12" O.G. PROVIDE MSTA24 U.O.N. STAGGERED IN 5TUD MAX. DEPTH OF MIN. DEPTH REMAININ6 2 RO'A5 ELSEWHERE DOUBLE TOP PLATE SHEATHING AND SHEAR WALL EDGE NAILING PER SIZE SAW GUT OR NOTCH AFTER GUT OR NOTCH SHEAR WALL SCHEDULE 2x4 1-1/2, 2" (WHERE OCCURS) 2x6 2-3/8" 3-I/8" A35 AT EXTERIOR B. HOLES IN WOOD 51UD5 TOP CHORD BOTTOM GHORD HEADERS OVER IOd FACE NAILS w/ TIC BEARING WALL: SPLICE SPLICE 6'-0" IN LENGTH SAME 5PACIN6 AS TW NG STUD MAX. DIAMETER (b) IOd-F NAILS PANEL EDGE NAILI PER THE SHEAR WALL SCHEDULE (SEE NOTE I 2x4 OF Ha SINGLE PLATE (PROVIDE AT NON -SHEAR WALL5) 2x4 I-I/2° 4'-0" MIN. BETN7fEN SPLICES KING STUD DOUBLE PLATE AT WALL INTERSECTION 2x6 2-3/8" EXTERIOR OPENIN65 NON -BEARING WALL: OVER 8'-0" IN LENGTH) STUD MAX. DIAMETER SPLICE TO OCCUR AT (P TRIM STUD P05T PER HEADER PER PLAN, OF STUD (TYP) PLAN, (PROVIDE MIN. (2) COORDINATE PLACEMENT OF SIZE OF HOLE 2x STUDS AT HEADERS HEADERS WITH ARCH. 1. NTITFIOI d�NAARILS 85, NAIL STUDS TOGETHER 2x4 2-1/4" OF CAPACITY: OVER b'-0" IN LENGTH) --- 2x6 3-5/8" gT(1.6)(25)=3.68k IOd-F NAILS m 8" O.C., TYP. 2 ADDITIONAL 57LD5 REQUIRED AS NAILER5, HF CAPACITY: AT BUILT-UP STUDS 84(1.6)(25)=3.36k ETC. ARE NOT SHOWN. TYPICAL ALLOWABLE HOLES AND NOTCHES IN STUDS scuE: NONE 5 TYPICAL TOP PLATE SPLICE SCALE: NONE MICIAL HEADER DETAIL 5GALE: NONE TYPICAL WALL INTERSECTIONS - RESIDENTIAL SCALE: NONE 8 L5L RIM J015T w/ (1) IOd-F 2x6 PARAPET STUDS TO ALIGN w/ 2xb STUDS BELOW Ibd NAILS ®6" OG. 2x6 PARAPET STUDS TO ALIGN w/ 2xb STUDS BELOW PANEL EDGE BLOCKING TO TOP PLATE ATTACHMENT PER SHEAR NAIL TO T45 OF EACH JOIST. Ibd NAIL TO EACH BLKG. NAILING PER PLAN WALL SCHEDULE (MIN. CONNECTION TO TOP PLATE BELOW PER SHEAR 16d NAILS ® b" O.G. LSL RIM JOIST w/(1)I0d-F f NAIL TO T45 OF TO EACH A34 BLKG. TO TOP PLATE INEB STIFFENER SLOPE IOd-F TOENAILS ® 8" O.G. AT NON -SHEAR WALLS) WALL SCHEDULE (MIN. IOd-F Ibd NAIL TO EACH J015T PER MFR. a TOENAILS ® 8" O.G. AT NON -SHEAR WALLS) o_ 4 BLKG. CONNECTION TO TOP m PLATE BELOW PER SHEAR PANEL EDGE NAILING PER PLAN TO BLKG., TYP. V PER FT. (WHERE REQ'D) SHEATHING PER PLAN WALL 5GHEDULE (MIN .IOd-F 5HEATHIN6 PER PLAN TOENAILS ® 8" O.G. AT 5HEATHIN(5 PER PLAN NON -SHEAR WALL5) J015T PER PLAN AT 5HEATHIN6 AND 5HEATHIN6 AND T - SHEAR WALL EDGE SHEAR WALL EDGE NAILING PER SHEAR NAILING PER SHEAR WALL SCHEDULE WALL SCHEDULE LSL FULL DEPTHj JOIST PER PLAN H2 BETWEEN BLK6. BLK6. OVER WAL w/ (2) IOd-F NAILS LTP4 EA. SIDE - JOIST PER PLAN (OFFSET w/ STUDS) (CONT. RIM AT SI TO TOP PLATE (E) JOIST 5TA66ERED @ 24" O.G. (2) BAYS OF L5L BLKG f (2) Sd BOX NAILS EACH f 48" O.G. (OFFSET w/ STUDS) SHEATHING AND BEAM PER PLAN y JOIST TO PLATE yy WALL EDGE NAILSHEAR WALL SCH 051b ® 45" O.G. EACH 51DE w/ (20) 0516 ® 40" O.G. EACH 51DE w/ (20) (WHERE OCCURS) IOd NAILS EACH END OF STRAP (OMIT STRAPS WHERE PARAPET ° IOd NAILS EACH END OF STRAP (OMIT STRAPS WHERE PARAPET ` RESUB BEE ARCHITECT OR CONTRACTOR < PREVENT SPLITTING SEE ARCHITECT OR CONTRACTOR HT < I' 6") TO PREVENT SPLITTING SEE ARCHITECT OR CONTRACTOR U 9 2019 DESIGN FOR VENTING REQUIREMENTS A RNA E I (DO NOT INTERRUPT NAILING) ALTERNATE INTERIOR 4 EXTERIOR DESIGN FOR VENTING REQUIREMENTS ALTERNATE INTERIOR 4 EXTERIOR DE516N FOR VENTING REQUIREMENT5 bEP STRAP ON ADJACENT STUDS (DO NOT INTERRUPT NAILING) STRAP ON ADJACENT STUDS (DO NOT INTERRUPT NAILING) TYPICAL PARAPET - I -JOIST PERPENDICULAR SCALE: NoNE dd _I TYPICAL PARAPET - I -JOIST PARALLEL 5GALE: NONE I TYPICAL INTERIOR STRUCTURAL WALL AT ROOF - 5CALE: NONE I 1 DETAIL 50ALB NONE n 12 I -JOIST PERPENDICULAR v a a 0 N LU � o LO LLco N � 6 0 v � 5 l• 0, �I 90 a5a �J�ONAL 1511T- AVENUE SU TE323 SEATfLE, WA96101 TEL 206.957.3900 QUANTUM FAx 205.957.3901 x quamummmm E U ai d co aS qN0 c)L a��ca 0oQCVN �Lo`- U N N N 04 N NLLSI a z z C.)J rn c Q ~ c E o � t U o N 0 J G� a �E w� a Drawing: S4.1 J.aNm""r 19107.01 2x6 PARAPET STUDS TO ALIGN w/ 2xb PANEL EDGE STUDS BELOW JOIST TO TOP IE NAILING PER Ibd NAILS ® 6" O.G. PANEL EDGE CONNECTION CLIP PLAN J015T TO TOP R, CONN. PANEL GE NAILING NAILING PER PLAN PER MFR. Ibd NAIL TO EA. JOIST CLIP PER MFR. PER PLAN PE SHEATHING R PLAN f SHEATHING S SHEAR WALL PANEL EDGE NAILING 2x BLKG. BTWN. SHEATHING AND STRUT BRACING o EDGE PER PLAN TO BLKG. J015TS SHEATHING PER PLAN PANEL EDGE NAILING SHEAR WALL EDGE NAILING PER MFR. NAILING PER SHEATHING PER PLAN STRUT BRACING PER PLAN TO BLKG. PER SHEAR WALL SHEAR WALL PANEL EDGE PER MFR. SHEATHING PER PLAN SCHEDULE, TYP. SCHEDULE, H2 NAILING PER PLAN TYP. 2x FLAT BLKG. 2x BLOCKINGNBRIPSING 2x DBL. TOP 2x DBL. TOP IE BTWN. JOISTSPLATE PER H2.5 48" O.C. J015T PER 6/54.1 b/54.1 2x 5RID61N6 PER PER = PLAN AND PER PLAN `t MFR. HE PER PLAN — JOIST PER PLAN (2) 8d BOX NAILS EA. J015T TO PLATE 2x BRIDGING PER H2 BTWN• BLKG• . C514 ® 16" O.G. EA. 51DE w/ (20) IOd NAILS PLAN S PER MFR. (2) BAYS OF L5L 1 EA. END OF STRAP (OMIT 5TRAP5 WHERE BLKG. ® 48" O.G. SEE 2/542 FOR ADVIL PARAPET HT < I'-b") TO PREVENT SPLITTING INFO. NOT GALLED OUT ALT. INT. S EXT. STRAP ON ADJACENT STUDS J015T PER PLAN I%a LSL LEDGER w/ J015T PER PLAN Ya"Ox4" 505 ® 16" O.G. DETAIL SCALE: I"=l'-0" I DETAIL SCALE: i°=1'-0^ 2 DETAIL WALE I"=I.- .. 3 DETAIL SCALE, PANEL EDGE NAILING PANEL EDGE NAILING I" 2" 2" PER PLAN PER PLAN WEB BLKG. TYP• PANEL EDGE NAILING PANEL EDGE NAILING A34 CLIP AT EA. = PER PLAN TO BLKG. PER PLAN TO BLKG. (E) J015T V4 - SHEATHING PER PLAN SHEATHING PER PLAN `r KERF R %a° I FACE IE 3Ya" 7r-, SECTION A cm Qm v, A55 - EA. 51DE OF (E) JOIST STUD AT BLKG., TYP. JOIST PER JOIST PER PLAN PLAN BEAM PER PLAN - (2) 2xb STUDS EA. SIDE OF H2 BTWN. BLK6. H2 BTWN: BLKG. BLOCK, TYP. - (4) 2x6 AT FULL HEIGHT STUDS (2) BAYS OF LSL (2) BAYS OF LSL BLKG. ® 48" O.G. A34 CLIP AT EA. STUD BLKG. ® 45" O.C. 51MP50N Hb AT BLKG. 014 LSL LEDGER w/ BEAM PER PLAN IV4 LSL LEDGER w/ %xllYexl'-O" LSL BLKG. TO Y4'Ox4" 5D5 @ Ib" O.G. Y4'Ox4" 505 @ 16' O.G. ALIGN w/ CANOPY TIE -ROD A35 (4) %"4' A301 THRU-BOLTS 2 3 A55, BOTH EN05 OF BLOCK �3 GLEV15 w/ I"0 S.S. DETAIL xALE: I"=1'-0" DETAIL SCALE:"=1' O^ 6 PIN TOP S BOT. " VTx22 GA. GALV. I"0 TIE ROD HR-56 DECK It Yz" AT CLEV15 `r (Fa WALL 4" 12 6 MAX.. A54 CLIP, TSB EA. END 5IMP50N H6 AT BLKG. 4 (3) BAYS OF % LSL BLKG. bxl2 BLKG. A35 Sit 2-12 AT TIE -ROD LOCATIONS � WEB FILLER SLOPE TO ------- CONT. M5T548B3 STRAP � DRAINY4.12 ABOVE S BELOW BLKG. ttiTIE RO -- ------- ----------------- -- O 3Y8'0 THREADED ROD TSB ------------------------------- --- ---- STAGGERED m 52" O.G. q TIE RODt�� XII I I A54 EA. SIDE OF STUD, TYP. 4x BLKG. N' STAINLE55 STEEL EVERY OTHER (E) JOIST SIDS 5CREW5 w/ FLUTE, TYP. "0 A34 EA. IDE OF BLKG. RUBBER WASHERS V4 BEAM PER PLAN _- - CONT. C518 STRAP ABOVE $ BELOW BLKG. L2x2x3x6 4 ------------ _ _ (5) BAYS OF 3 Y," L51- I/4 BLKG. AT EA. 51DE OF BEAMS PER PLAN TIE -ROD BLKG. BEAM PER PLAN RESUB N SEP 9 9 2019 SEE 12/54.2 FOR 6-0" MAX. CANOPY INFORMATION B �`�v°F� SCALE: 1"=11-01 a TYPICAL PARAPET - I -JOIST PARALLEL AT OPENING SCALE: i""P-o^ 10 TYPICAL CANOPY CONNECTION SCALE: roNF 12 v 3 �i o_ O L_ LL m � 1511 THIRD AVENUE SETTLE, TEL 2D6 W 7.39 03 TEL 206.957.3900 QUANTUM FAx 206.957.3901 .".,.,.:.. I .... .... xwa 4—tumce.com E Q RD a Q N N O L) N N N � N N W S Li� r i m " z_ z 0 o Uc 2 c C }° O J U) d Q `�' 2 0 Q S UJ W 0 Drawing: S4.2 19107.01 GONVER510N CHART GAUGE NOTES r 20 DRYWALL 20 5TRUCTURAL 18 54 16 68 14 qT 12 STUDS MUST BE FULLY SEATED A6AIN5T BOTTOM TRACK --\ I z f EXAMPLE: m MEMBER DEPTH: 6.00" FLANGE WIDTH: 1.62" 5 162 - 54 MATERIAL 7HICKNE55: TYPE; 54 MIL5 (MIN) 5 = STUD OR J015T T = TRACK U = CHANNEL F ='FURRING CHANNEL TYPICAL LIGHT GAUGE STEEL NOTATION (SSMA STANDARD) SCALE: NONE NOTE! I. ALL "SHOT -PINS" 5HALL BE POWDER ACTUATED FASTENERS PER THE STRUCTURAL GENERAL NOTES. TYPICAL BOTTOM TRACK ATTACHMENT TO COWFM WALL STUD SIZE AND SPACING PER PLAN #8 5GREW EACH SIDE IVz" MIN. BOTTOM TRACK TO MATCH STUD GAUGE, VON. PROVIDE SHOT -PINS PER FASTENING SCHEDULE EA5TENING 5GHEDULE WALL CONDITION FA5TENING REQUIREMENT 5TUD WALL5 (2) 5HOT-PIN5 AT EACH STUD, AL50 PROVIDE (1) SHOT -PIN WITHIN 6" OF WALL END OR JAMB NOTE: MAXIMUM STUD HEIGHT OF 15 FEET 5fi1D TRA( 33 MIL. TRACK BLKG. 46" O.G. HORIZONTALLY, MAX. (SEE "^ �' STUD PER FULL HEIGI SHEATHINE (1) SIDE (M SCALE: NONE 13 I TYPICAL HORIZONTAL STRAPPI%aLOCKING NQM= PROVIDE HORIZ. 5TRAPPIN6/5LKG. AT 3RD POINTS OF STUD HEIGHT CONTINUOUS 33 MIL x IV4' STRAP (EA. SIDE) w/ N #8 SCREW TO EA. STUD AND #8 50REW5 ® 8" O.G. TO BLKG. (SEE NOTE) (2) #6 5GREWS TO STUD AT VERT. TAB OF BLK6. ,TYP. EACH SIDE AT EACH END SCALE: NONE 141 I", TYP. DOUBLE STUDS PER PLAN IE 54 MIL. x %'x0'-5" BOTH ` TRACK _ �+ _ _ _ - - - - - - - SIDES OF P05T w/ (4) #10 50REW5 TO P05T 8 (4) #10 (2) ROWS OF #8 #10 5GREW BOTH WEB ST(FFENEER SCREWS TO HEADER 5GREW5 AT 24" O.G. 51DES TO EACH AT BEAM ENDS + + $ 5TUD,TYP. + + + + BACK -TO BAUC, NFIDED pAGK-TO-BACK. 5GREW ATTACHED #8 5GREW EA. SIDE (E) BEAM 12005200-66 I BOXED DOUBLE STUD AT EA. STUD, TYP. I I 68 MIL TRACK f - - - - - HEADS P05T PER PLAN t 8/5i.0 OR EX151TNG WOOD POST TRACK 6ACE 8 WIDTH i i I TOP 8 BOT., 512E #10 5GREWS ® PER 6/5i.0 PDOUBLE ER PLANSTUDS TO MATCH STUD I I I I TO MATCH STUDS 12" O.G., TYP. I L2x2x 54 MIL. CLIP TOP 8 D J D 'EVE: TYP. j i BOT. OF HEADER w/ (4) #10 I SGREW5 EACH LEG, TYP. #8 SD 5GREW STAGGERED I i i 10'-0" MAXIMUM OPENING ® 8" O.G. TO (E) BEAM, TYP. I I i i (SEE SCHEDULE) I STUD WALL tC 33 MIL. x 1" x I I PER PLAN NOiE: O , 0 24" O.G. w/ I #8 50REW CONNECTION TO END CONNECTIER TO EA. STUD, INSTALL JAMB P --. 69XED, WADED ON BOTH 51DE5 BOXED, 5GREW ATTACHED STUD WALL TO EXISTING ROOF SCALE: NONE TYPICAL HEADER EGALE: wor>E / 6 TYPICAL HEADER CONNECTION SGAL: NONE TYPICAL DOUBLE STUD ) 5GALE: NONE G, S OUT TRACK TO BEND PORTION OF WEB AND FASTEN TO JAMB w/ (5) #6 SGREW5 _' -iiu- 1 ITRACK TO MATCH STUD GAUGE, U.O.N. — EXTEND FLANGES AND FASTEN TO JAMB w/ (2) #8 SCREWS (EACH SIDE) — JAMB STUDS PER PLAN L2x2 x 43 MIL. w/ (3) #8 56REWS EACH LEG JAMB STUDS PER PLAN TYPICAL LIGHT GAUGE METAL FASTENING 5C II CONNECTION: SHEET METAL 5GREW5: (D 2 I. JOIST TO TRACK (2) #8 2. BRID61N6 TO JOIST, 0LIP5 EA END (3) #8 3. 1" x 6" 5UBFLOOR OR LE55 TO EACH JOIST, FACE SCREW (2) #8 4. WIDER THAN I" x 6" 5UBFLOOR TO EACH JOIST, FACE SCREW (3) #8 5. 2" 5U'BR.00R TO J015T OR BEAM, BLIND AND FACE SCREW (2) #8 6.: BOTTOM TRACK TO J015T OR BLOCKING, FACE SCREW #8 ® 16" O.G. T. TOP 8 50T TRACK TO EA STUD #8 EA SIDE 6. DOI16l.E STUDS, FACE 5GREW (2) ROWS #8 ® 12" O.G. q. TOP TRACK AT INTERSECTIONS, FACE SCREW (4) #8 10. TOP TRACK AT LAPS, FACE WREN (6) #8 11. CEILING J015TS TO PLATE (2) #8 12. CEILING JOISTS, LAPS OVER PARTITIONS, PAGE 5GREWS (2) #8 13. GEILING JOISTS TO PARALLEL RAFTERS, FACE SGREW5 (2) #8 14. RAFTER TO TRACK 10 #8 15. 1" x 8" 5HEATHN6 OR LE55 TO EACH BEARING, FACE 5GREW (2) #8 16. WIDER THAN I' x 8" SHEATHIN6 TO EACH BEARING; FACE SCREW (3) #6 IT. BUILT UP CORNER STUDS #8 ® 12" O.G. I8. BUILT UP BEAMS #8 ® 12" O.G. 0 TEB, EA 51DE / F I!h" jNOTE: U.O.N. ON PLAN OR OTHER DETAILS ESU INVERT DETAILS FOR 02 LARGER 5GREWS MAY BE 905TITUTED FOR THOSE SHOWN SEH U 9 2019 CLIP AN61LE CONNECTION HEAD TRACK CONDITION 9Ls '—, E NN TYPICAL SILL AND HEAD TRACK CONNECTIONS 5GALE: NONE Cf DETAIL SGA E: NONE I O DETAIL SCALE: NONE I I TYPICAL LI6HT (5XWE METAL FASTENING SCHEDULE SCALE: NONE 12 v d ri 0 w N W Z O LL i Ill. 4z moos F�'p�ONAL� 1511 THIRD AVENUE SUITE323 SEATTLE, WA98101 TEL 208.957.3900 QUANTUM FAX 201.957.3901 re.." ..:.. ......... xxw.90zt—. . E 3 ai c(D U; o aa Q rn 4 to Q N N O LLo co Ci wNN N N NWT. non, eEll �d a Z J Z N W W a U W 0 0 c 2 'm0�m - E J U) = C7 3 2 o U a g Y �w� Drawing: S5.0 19107.01 �% 7- d7," s .. L�2 f RAl NOTES �1� "50I L I N ALL LANDSCAPE AREAS X STD"tHE FOLLOWING PROGEDURE5: �® ` TFY 5UB50IL TO ''DEPTH OF 12 uPit- PLANTING BEDS `PLACE 3" OF COMP05T AND TILL IN�AN,B DEPTH. I. c. IN TURP AR45, PLACE 2" OF COMPOST AND TILL Itl TO•AN"8' DEPTH. d APPLY '2"-4" OF ARBORI5T WOOD CHIPS, COARSE4 BARK MULCH, OR COMPOST MULCH TO PLANTING,.' ` BEDS AFTER FINAL PLANTIN6. 2l LANT TYPES MAY BE SUBSTITUTED DUE TO x • "p" AVAILABILITY WITH SIMILAR SPECIES AND VARIETIES % PROVIDED THEY ARE APPROVED NY THE 60VERNIN6 JURISDICTION, OWNER AND ARCHITECT. 5. ALL PLANTS TO BE HEALTHY AT THE TIME OF PLANTING AND GUARANTEED FOR ONE FULL YEAR FROM FINAL PROJECT COMPLETION. �' z 4. PRIOR TO PLANTING, ELIMINATE EXISTING WEEDS ANDS r t 6RA55E5. e ' �0 LAND56APE PLAN SCALE: I" = 10'-0" PLANTING 5GHEPULE SYMBOL QUANTITY BOTANICAL COMMON 5IZE REMARKS TREES aI/ii G 5 PIGEA ABIES N "AWCAR SAGE I .5" GAL. 6' TALL AT PLANTING I GIRACNATUM ER VINE MAPLE I.5" GAL. 8' TALL AT PLANTIN6 2 ACER RUBRUM FRANKSRED" RED SUNSET MAPLE I.5" GAL. 8' TALL AT PLANTIN6 OTHER 4 THUJA AMER. ARBORVITAE 5 OAL. SPACE 3' O.G. 6ROW5 OCCIDENTALIS "SKINNER DWARF" 6'-i' MAX. HEI6HT O 21 RHODODENDRON X "SCARLET SCARLET 5 6AL. SPACE 4' O.G. WONDER" WONDER (] 33 FE5TUCA ELIJAH BLUE 2 6AL. SPACE 3' O.G. 6LAUCA FESCUE 8 CORNUS "MIDWINTER FIRE" 5 6AL. SPACE 6' O.G. SANGUINEA BLOODTWI6 DOGWOOD 32 RHUS "6RO-LOW" 5 GAL. SPACE 5' O.G. AROMATIGA FRA6RANT 5UMAC O 10 HESPERANTHA CRIMSON FLAG 2 GAL. - GOOGINEA Si SALVIA "EAST FREI5LAND" 2 GAL. - NEMOROSA SA6E ® 12 ABIE5 "SILVER PEARL" 2 GAL. - KOREANA KOREAN FIR AS REG V ARCT05TAPHL05 KINNIKINNIK 4" POTS 24" O.G. A UVA-UR5I SHRU5 PLANTING NO SCALE d m OLDBACK OR EMOVE BURLAP #B OR CONTAINER 5 SPECIFIED OP50IL 8 ERTILIZER 1/2" REINFORCED RUBBER H05E COLLAR 12 6A. 6ALV. WIRES TWI5T TO TI6HTEN 1-2"X2" CEDAR STAKE 6" RIM BERM FINISH 6RADE REMOVE BURLAP FROM TOP 1/5 OF ROOTBALL TOPSOIL d FERTILIZER EXI5TIN6 SU56RADE 6REATER OF TWO PEGIDUOUS TREE PLANTING NO 5GALE W PLANTING PER PLAN 3-NAY TOPSOIL CURB PER PLAN ASPHALT PAVING .,"NATIVE SOIL NO ASPHALT IN PLANTER DETAIL THIS AREA NO SCALE a 2X2 HEM FIR STAKE DRIVEN TO a REFUSAL (24") MIN. SECURE TO ap TREE WITH 2 STRANDS OF g NUR5URYMENS TAPE. TOP OF STAKE TO POINT TO PREVAILING WIND. (SOUTHWEST) z o 0 ui IL �apu3lw z a o o a a IL U—LU i LO J N N F N to LL U V cr�s�sa f. f � N IL Q 0 Noo�c`rvo G E R m c p a m y co L Q(D 2 TQ N O N C.) N N N � N N W s r c\v * FINISH GRADE \\\ , I+z Z U/ 04 12" \/ \�// PLANTIN6 SOILS o °D Q FERTILIZER C) o 0 E cl) :5 EVERGREEN TREE PLANTING m O w3 J a NO SCALE 12 c v 3 U PR¢VED BY PLAIN1 G ` �pw CITY IT 1/ COPY E ¢ w z g s Drawing: L 1.1 RESU SEE�Pp09 2019 °""°'°" 18C-4,042 {y� (� 2p� 1./�-01 -L DJ I� �'CRypF .% REVISION GENERALNOTES 1. All construction shall comply with the 2015 International Building Code as revised and adopted by the City of EDMONDS, SNOHOMISH County, Washington, The Washington State Regulations for Barrier Free Facilities, Washington State Energy Code and all applicable local codes, ordinances and standards. 2, Contractor shall verify all "building standards" with building landlord prior to beginning any work. However, there shall be no deviations whatsoever from the contract documents without prior written approval of the Interior Designer/Architect. Contractor is to verify all existing conditions, dimensions, details, etc., and notify the Interior Designer/Architect of any and all discrepancies prior to proceeding with the work. 3. All items marked N.I.C. are not part of this contract unless othervitise noted. 4. All work shall be applied in accordance with the manufacturees latest recommendations or written directims. 5. Do not wale draviings; dimensions govern. The Contractor shall notify Interior Designer/Architect immediately of any and all discrepandee. 6. All dimensions are to the finish face or centerline of column. " face of concrete work, or face of gwb, unless otherwise noted. 7. Where construction details are not shown " noted for any part of the work, the details shall be the some as fair other similar work, If questions cannot be resolved in this manner. contact the Interior Designer/Architect prior to proceeding with the work. B. Where devices or items or ports thereof are referred to in singular. it is intended that such shall apply to as many such devices, items, or parts as are required to property complete the work. 9. There shall be no devokitions what so ever from the contract documents without the Interior Designses/Architeces wrliften approval thereof. The Contractor agrees to defend, indemnity and hold the Interior Designer/Architect harmless from any claims arising as a result of unapproved changes. 10. If required, a construction barricade shall be installed by the Contractor, pointed, detailed, and illuminated as per the Intericir Designers direction. No signs other than those authorized by the Interilor Designu/Architect will be permitted on this barricade. 11. It shall be the responsibility of the contractor to locate all existing utilities whether shown herein or not and to protect them from damage. the Contractor shall bear all expense of repair or replacement of utilities or other property damaged by operatilans in conjunction with the execution of his work. 12, The Contractor will verify and conform to all requirements of all utility comparies unless othemise noted in the plans mI specifications. 13. The contractor shall secure permits required by the City of EDMONDS, SNOHOMISH County, Washington prior to building occupation. 14. All debris shall be removed from the premises and all areas shall be left in a (broorn) clean condition at all times. 15. The coritractor shall take all necessary precautions to ensure the safety of the occupants and workers at all times. 16. Approved plan? shall be kept in a plan box and shall not be used by any workmen. All construction sets shall reflect the some Information. The Contractor shall also maintain in good condition, one set of plans with all revisions. addenda. and change orders on the premises at all times which are to be under the core of the job superintendent. 17. The Contractor shall be responsible for the security of the building and site while the job is in progress and until the job is completed. I& All operation conducted on the premises shall not be objectionable beyond the property boundary lines by reason of noise, stem, odor, fumes, goses, smoke, vibration, hazard " other causes. 19. Lathing, plaster. and gypsum wall board systems shall conform to Chapter 25 of the 2015 IBC. 20. Water resistant gypsum board shall be used in restrooms and all wet areas. 21. All exposed gypsum board to have metal edges at all comers and wall Intersections. 22. All glass and glazing shall comply with Chapter 24 of the 2015 IBC and the U.S. Product Safety Commissions :Safety Standard for Architectural Glazing Materials. 23. Exit signs and illumination shall conform to the 2015 IBC Chapter 10, Section 1013. verify requirements with City Building Official and Interior Designer/Architect prior to installation. Exit signs shall be located in compliance with Section 1013.1 of the 2015 IBC using block letters 6 inches in height with a stroke of not less than 31e and illuminated per Sections 1013.6.1-1013.6.3. and the current 2015 IBC electrical chapter 27. 24. Exit doors shall be operable firom the inside without the use of a key or any special knowledge or efforL Door opening force. the force for pushing or pulling open interior swinging egress doom, other than fire doors, shall not exceed 5 pounds. These forces do not apply to the force required to retract latch bolts a disengage other devices that hold the door in closed position. Far other swinging dam, as well as sliding and folding doom, the door latch shall release when subjected to a 15-pound force. The do" shall be set in motion whm subjected to a 30-pound force. The door shall swing to a full -open position when subjected to a 15-pound force. per itic 1010.1.3. 25. Flammable liquids shall not be placed, stored, or dispensed in this occupancy except as provided in NFPA Standard 30 and the current Intl. Fire Code. Permit may be required. 26. All dropes, hangings, curtains and all other decorative material, that would tend to increase the fire and panic hazard shall be made from nonflammable material, or shall be treated and maintained in a fire retardant condition by means of a flame retardant solution or process approved by the Fire Marshal. Provide a certification to this effect. 27. Exit doors, exit lights, and fire extinguisher locations shall not be concealed or abstracted by any decorative material. 28. Minimum flame spread classification of interior finishes shall be per Toble 803.11 of the 2015 IBC. All foam plastics shall comply with the requirements specified in Chapter 26 of the 2015 Internotimal Building Gode. 29. Install Class A fire extinguishers readily accessible to all occupants as required by the Fire Marshall. 30. All sheet metal fasteners to be of the Same material as sheet metals used for flashing. Where connection of dissimilar material occurs, provide adequate protection to prevent deterioration. The protection shall include, but is not limited to m insulation coat of a bituminous point between all dissimilar metals. 31. Contractor shall comply with lighting/switching requirements of NEC. Contractor shall also comply vdth the lighting power budgets specified in the WSEG. 32. HVAC, plumbing, electrical and fire alorm/suppression systems are under separate permits as bidder design items. 33. Fire extinguishers: Verify requirements and locations vrith the Fire Marshal. Contract" to Supply fire extinguishers and cabinets as required. 34. Electrical rough -in and reflected celling plan are for the general information of the contractor. Exact locations to be Verified. NOTE. If a grid is noted as 'start here". it indicates a pattern intrinsic to the nature of the finished product. NOTIFY INTERIOR DESIGNER of cmflicts arising in the field PRIOR to making adjustments. 35. All lay -in acoustical ceiling grids shall be installed and secured per 2015 IBC 808-808.1.1.2, for earthquake zone III, and ASTM C 635, ASTM C 0636. "6. Provide or modify as needed sprinkler, dam and smoke detection system per applicable codes, including if necessary fire homs, strobe lights, control panel connections, smoke detectors, audio Visual alarms. Submit shop drawing to the fire Marshall and Interior Designer/Architect for approval or as required per local jurisdiction. 37. Abbreviations throughout the plans are abbreviations which are in common use. The list of abbreviations provided is not intended to be complete or representative of coriditions " moterfols, actually used an the project. The Interior Designer/Architect will define the intent of my in question. 38. General Contractor to confirm roofing conditions and warranties with landlord pri" to ANY roof perietrations or work interface with existing roofing materials or substrates. Any work requiring a certified roofing specialist to maintain the warranty on the existing roof will be necessary. CONFIRM WITH LANDLORD. 39. General contractor to confirm slab type and location of structural, conduits & utilities prior to saw cutting. Obtain building structural engineer's approval prior to coring or saw -cutting. PROJECT DIRECTORY PROJECT NAME KAHLOS CANTINA PROJECT ADDRE55 102 MAIN ST. EDMONDS, IAIA PROPERTY OV4NER (5EOR&E SHARAY4AY I$ CLAUDIA ARECHIGA CONTACT PERSON &EORGE SHARAY`1AY TENANT KAHLO'S CANTINA CONTACT PER50N PROJECT DE516NER BUE SENTY INTERIOR DE516N, INC 12611 NE 126TH PLACE KIRKLAND IAA, cI8034 425-52'1-5458 SUEOSISWINCIZIOM PROJECT DATA PROJECT TYPE: TENANT IMPROVEMENT - RESTAURANT OCCUPANCY :I A-2 CONSTRUCTION: TYPE VE3 W INTERIOR. OCCUPANCY it4v�41_ OCCUPANCY: SYMBOLS REFER TO ARCHITECTURAL PLANS EXTERIOR ELEVATION (1 \ KEY VFTAIL REFERENCE DETAIL REFERENCE (M ENLARISED PLAN 1,NALL SECTION BUILDIN& SECTION INTERIOR ELEVATION # YNINDOIN TYPE VOOR,r`YPE AALL TYPE 6RIPLINE DRAiNIN6 TITLE NAME SmE ABBREVIATIONS A.B. ANCHOR SOLT &A 11AV&E PARTN PARTITION ACC AcCus AOCESS AOOUSTIr(AQ &ALV &1`1 6ALVANIZED GROUND FAULT PER. PERP PERIMETER PERPENDICULAR A.B. ANC4409 BOLT IN RUPTOR PREFAB FIREFA13RICATED ADO AP�ACENT CIND C ROUND FREFIN PREFINISHED AFF ABOVE FIN C*4 FLOOR GAS GYPSUM AALL BOARD P-LAM PLASTIC. LAMINA1 R AMU AL AIR HANDLINIS UNIT ALUMINUM 11YF GYPSUM FLY FNL FLYAOOD PANEL61,16) APPROX APPROXIMATELY H HIrH POL POLISHED H HOLLOYA CORE PT FAINT(ED) 512 BOARD HV�N HARDNARE 5 6 BUILDIN& HPM HAROA000 ary OUANYTT 8 BILOOKIN& HM HOLLOA METAL 0I OJADRAPLEX B.C. BY OMER NCO HOLD CRITICAL 507 B01TOM DIMENSION R RISER 89 BUILPINS STANDARD HORUZ HORIZONTAL RA RETURN AR CEM CEMENT HR HVAC, HOUR HEATINC, VENTLA71ON RAO Rr RADIUS REFLECTED CIUS PLAN OER CERAMIC. 6 AIR CIONVITONINS REFER REFR16ERATOR CA_ CENTERLINE HA HOT AATER RELOC. RELOCATE CLUG OBLIN& HTR HEATER REG REWIRE(D)(MENT) OLK CAULK146 REE, REBLIENT OLDS OLR CLOBET CLEAR D NOIL INSIDE DIMENSION INCLUI REY R.H. REV15E(P)/RRVISION RIGHTHAND COL COLUMN INFO INFORMATION RI_& RAILING CONC, CONCRETIE IN L INSULATION RM ROOM OONT CONTINUOUS INT INTERIOR RR RESTROOM CORI� CIPT CORRIDOR CARPET LAN JANITOR(IAQ 5 SOUTH O.T. CaRAMIC, TILE JB JUNCTION BOX OR B.C. SOLID CORR CIA. COLD AATIBZ JOCKEY BOX (EGUT-) BONED SCMEPULBI Jr JOINT SECT 5EI DSL DOUBLE BHT SHEET PET O.r. DETAIL DRINKN6 FOUNTAIN KIT KITCHEN Sim SPEC SIMILAR SPECIFICATON(S) VIA r, STIER L LEN&TH 5PKR SP P151. 1; SPENSER LAM LAMINATE 5PRK 51-RINKLERtED) ON Dom LAV LAVITORY so EOVARE ON6 DNIN& Le LA13EL 55 STAINLESS STEEL 010. DUPLEX OUTLET LOS POUNDS, STO STANDARD OR DOOR US, LONO 51 STOR-6E CIS VOMSFOUT LH LEFT HAND M STEEL. vyq P15HAASHER STN STAIN DY46 DRAII MATL MATER1,41_115) SUSP SUSPENDOED) DV4R DRA'at MAX MAXIMUM SIN SYNITCH M MEOHANICAL E FAST MW MEDIUM T TREA12 EA E. . EACH EXHAUST FAN Hrr MIN ~UFArTURZR MINIMUM T4& TEL TONCUE 4 &ROOVE TELEPHONE E EAST M15r M15CELLANEMS TEMF TEMPERED EL. ELEVATOR MN MAIN TH THICheZNE56) ELFI:o. ELECTRIC MO. MASONRY OPENING THRESH THRESHOLD ELLV, ELEVATION MY MOUNT(ED)ON6) TO. TOP OF EMER EMERGENCY MULL MULLION 7`1F TYPICAL SO EMNIALINT EI SCUIPMENT N NORTH UL. UNDERNRIT595 B-40 ELEC. INATFIR C40LER NIC NOT IN CONTRACT LABORATORY Ex ew PA5-nNG WAN ION N NOM NUMBER NOMINAL U.N.C. UNLESS NOTED OTHERASE Fxr EX79RIOR NTS NOT TO WALE VCT VINYL COMP05MON F.A. FIRE ALARM D.C. ON CENTER TILE F.D. RE FLOOR DRAIN FIRE EXTIM9U]SHER. 0.0. OFF OUTSIDE DIMENSION OFFICE VR7 VVST VERTICAL NMSTBULE FIRE EXT. CASN�T 0FCI OMER FURNISH, VOL VOLUME F.H.C. FIRE HOSE CABINET CONTRACTOR INSTALL FIN. FINISH OFOI CAN FURNISHED. `4 NICE FLUOR FLUORESCENT OVINER INSTALLED KIL )qTH FF FIRE PROOF O.H. OPPOSITE 14AND WO KTHOUT FT FOOT OR FEET OPNC 'ENINS VC AILL COVERINIC FUR FU INS WIL INATER OLOSET FURN RANISHONC) ro NOOD M YGICT iNATER HEATER INAN500T SCOPE OF WORK INTERIOR DECOR FINISH, LAYOUT AND 1_16HTIN& BUILDIN(S PERMIT SY ARCHITECT 251.2 APPLICABLE CODES 2015 INTERNATIONAL BUILDIN& CODE 2015 1AASHINGTON STATE AMENDMENTS 2015 INTERNATIONAL MECHANICAL CODE 2015 UNIFORM FLUMBINIS7 COME 2014 CHAPTER lcl.28 l - ELECTRICAL CODE 2014 AAC 2"115-465 - ELECTRICAL COVE 2015 INTERNATIONAL FIRE CODE 2015 INTERNATIONAL FUEL GAS CODE 2015 YlASHIN&TON STATE ENEl CODE 200cl AN5111CC A111.1 DRAWING INDEX A-0 COVER SHEET A-1 COMPOSITE PLAN A-2 CONSTRUCTION PLAN A-9 RCP/LIGHTIN& PLAN A-5.1 RCP 1-161-ITING 5AITCHIN& PLAN A-4 THIS SHEET NOT USED A-5 5OUIPMENT PLAN AND LST A-6 ELEVATION KEY PLAN 4 FIN15H 56HEDULE A-6.1 INTERIOR ELEVATIONS A-1 RE5TROOM ELEVATIONS A-5 CONSTRUCTION DETAILS A-cI.O CA55NORK DETAILS A-cl.1 CABEINORK DETAILS K1 KITCHEN EOUIPMENT PLAN K2 KITCHEN EQUIPMENT SCHEDULE RESUB SEP 0 9 2019 WMaDEF MA&TW I DATE I INM 0 0 � rj Z Z 0 GO HE 0 oo,�, W �lNftolf I I COVER SHEET Date: 4-19-19 Scale: NOTED Drawn by: SG REVISION DATE 42" AFF RAILING ® PATIO � r � r D J LJ l C C n � r __- --- `_________ SBRVIC KE JI II {4 _ C00 \ souo 10 J"II I I � ouo 1 `/111 1 J \\ STORAG II ® DISHES I } 110 I\ JI BAR \ II\ II / � I !1 I I �0 I9I 1 I II11 I III J L I IV A 109 I111 C-0 i IND ING 102 r--� r--� I I � J L / > j 42"AFF RAILING ® BAR j KITCHE I \ � - �Mtn I O � /\ l r q \- PRIVATE LOUO3GE J r--� r--� \ 105 �= J J O - - O HOSTESS i- J i L J OFFICErj 108 J ----------- L J r— ------ - -f--- -- L__J - - L ~ MEN WOMEN \\Lj 107 _F1061 I i 1 I O \ / ENTRY r----� 101 I I COMPOSITE PLAN RESU SCALE: Y/ - r_a" SEP 0 9 2019 NORTHCf1YOFEDMON P4 99 Date: 4-19-19 Scale: NOTED Drawn by: SG ID I GENERAL NOTES: ALL DIMENSIONS ARE TO FACE OF GWB UNLESS OTHERWISE NOTED. PREP. ALL SURFACES TO RECEIVE PAINT — LEVEL 4 SMOOTH FINISH — PER FINISH SCHEDULE. CROSS CHECK LAYOUT WITH ARCHITECTURAL SHEETS AND CONFIRM IN THE FIELD WITH INTERIOR DESIGNER ANY ID DRAWING OVER RIDES PRIOR TO FRAMING. SCHEDULE WALL LEGEND: NEW PARTITION TYPE ® FULL HEIGHT PLUMBING WALL El FULL HEIGHT WALL - NON LOAD BEARING EI EXISTING WALL ID PARTIAL HEIGHT WALL TO HEIGHT SPECIFIED ® FULL HEIGHT FURRING WALL ® COOK LINE WALL 0 EXISTING WALL ® PARTIAL HEIGHT NON BEARING PARTITION ® FULL HEIGHT NON BEARING PARTITION WALL TO TRUSSES ABOVE L FULL HEIGHT NON BEARING PARTITION WALL TO 6" ABOVE T-BAR GRID CEILING WITH SOUND INSULATION C C C C C HEADER ABOVE EE f0 REVISION DATE x W CONST. PLAN Date: 4-19-19 Scale: NOTED Drawn by: SG CONSTRUCTION PLAN SCALE: Y<" = P-0" RESU SEP 0 9 2019 IXiYOF MON ID2 of LI HEDUL BO QTY DESCRIPTION MFR. MODEL # LAMPS DIM REMARKS LED ST19 E2 ED 1 SEES 14 ENDANT HEAD CLUSTER ALL MODERN SKU: UNIY1031 - SE-RCL06. YES CENTERED OVER TABLE &SWAGGED P1 PMULTI 1107-B 1 LOT 13 HEADS TRACK LIGHTING JUNO R551-BLACK PAR20 LED 11W (7EQUAL) YES PROVIDE 1AMP CURRENT LIMITER PER TRACK —S T2(1-5) 1 TRACK WITH PENDANT LIGHT JUNO LIGHTING DPEND-P-68-AMS AMBER STORM LED A19 E26 BASE 11W YES PROVIDE 1AMP CURRENT LIMITER PER TRACK T2 6 LED FILAMENT CANDELLA 611 5 W YES SEE. ELEVATIONS. FOR .FINISHED 0. 6 EA. 6 LIGHT CHANDELIER MAXIM LIGHTING 30295CHBGLD 2700K E12 HEIGHT BASE O 10 EA. MINI PENDANT UGHT JUNO LIGHTING DPEND- STORM AMS AMBER STORM LED W BASEE 11W YES P4 D g EA, METAL PERFORATED WALL TBD MOROCCAN STYLE PERFORATED METAL LED A19 E26 YES ADA COMPLIANT SS SCONCES WALL SCONCE BASE 11W LITHONIA LIGHTING 2GTL-4-40L-3000K WITH SHATTER LED 3000K 40L LP830 NO DIM IN DINING, NO DIMMING IN FS 14 EA. 2X4 LED PANELS OR SIMILAR RESISTANT 30 WATT RESTROOMS RESTROOMS LENS JUNO LIGHTING OR IC22LED-G4-09LM- 2700K LED YES DIMING IN DINING, NO DIMMING IN ® RC6 6 EA. RECESSED LIGHTING EQUAL 27K-90CRI 11.5 W RESTROOMS P-5741-20 BRONZE LED PAR38 ® 11 EA. PENDANT CYLINDER PROGRESS LIGHTING P8741-20 ANTIQUE 2700K 11 YES 12C6P BRONZE WATT - PAR20 LED O 6 EA. PENDANT HUNG MONOPOINI JUNO R551-BLACK 2700K 11 W YES MP7 (75 W EQUAL) LED MED p a VB 1 EA - 4 HEAD - 29" VANITY LAMPS PLUS V9404 BASE (4) 11 ( NO UGHT 2700K 1 EA. 5 HEAD - 39" VANITY UGHT LAMPS PLUS 4M499 ( LED MED BASE (5) 11W 2700K NO yg LED - MED 02700K 1 EA.. CHANDELIER - 4 UGHT GLASS SHADE BY OWNER BASE (5) 11W - YES VERIFY LAMPING UPON RECEIPT OF C10 FIXTURE 1 �' THEATRICAL TRUSS WITH PACIFIC NORTHWEST THEATRICAL ASSOC. TBD T11 PLUG IN LIGHTS (PNTA) - EXIT SIGNAGE- EGRESS - r5WNG EXIT 4 EA. WITH BATTERY LIGHTIUP EXISTING N/AD NO BACK VQ 2 EA. RESTROOM EXHAUST FANS NUTON OR EQUAL TBS NO SEE FINISH SCHEDULE ON SHEET ID6.1 - ALL CEILING ELEMENTS, DUCTS, GRILLS AND RECESSED CAN TRIMS TO BE PAINTED TO MATCH CEILING PAINT COLOR ALL XTL TO E 3( WIT SW Al ALL FIXTURES IN HOOD BY HOOD FABRICATOR ALL FIXTURES IN WALK-IN BY FABRICATOR GENERAL NOTE: 'C' INDICATES CORRIDOR LIGHTING TO BE WIRED DIRECTLY TO PANEL. RESTROOM EXHAUST FAN TO BE SWITCHED W/ RESTROOM LIGHT — VERIFY EXISTING. DIMMER NOTE: CONFIRM DIMMER LOADS W/ MAX. LIGHT FIXTURE CAPACITY. ADD ADDITIONAL LIGHT SWITCHES, DIMMERS AS NEEDED. MATCH TYPE OF DIMMER TO TRANSFORMER TYPE ON LOW VOLTAGE FIXTURE — CONFIRM COMPATIBILITY NOTE: CEILING HEIGHT IS CALLED OUT FROM —0— GRADE. CEILING IS ONE CONSISTENT HEIGHT THROUGHOUT UNLESS NOTED OTHERWISE. PROVIDE DAYLIGHT CONTROLS FOR LIGHT FIXTURES WITHIN DAYLIGHT ZONES PER WSEC SECTION C405.2.2.3. ELECTRICAL INFORMATION FOR REFERENCE ONLY - SEE ELECTRICAL PERMIT REFLECTED CEILING & LIGHTING PLAN SCALE: y" = P-0" DATE 17-1 U O 0 IN REFE 4AL UGF =ACTURERE 'S RCP, LIGHTING PLAN & SCHEDULE Date: 4-19-19 Scale: NOTED Drawn by: SG Job: KAHLO'S EDMONDS WA RESUB 2019 T T 1 �3. ��SppE��Pp09 �09 MIXJ 1.L REVISION ALL FIXT( TO BE 3( WITH SH, ALL FIXTURES IN HOOD BY HOOD FABRICATOR ALL FIXTURES IN WALK—IN BY FABRICATOR GENERAL NOTE: 'C' INDICATES CORRIDOR LIGHTING TO BE WIRED DIRECTLY TO PANEL. RESTROOM EXHAUST FAN TO BE SWITCHED W/ RESTROOM LIGHT — VERIFY EXISTING. DIMMER NOTE: CONFIRM DIMMER LOADS W/ MAX. LIGHT FIXTURE CAPACITY. ADD ADDITIONAL LIGHT SWITCHES, DIMMERS AS NEEDED. MATCH TYPE OF DIMMER TO TRANSFORMER TYPE ON LOW VOLTAGE FIXTURE — CONFIRM COMPATIBILITY NOTE: CEILING HEIGHT IS CALLED OUT FROM —0— GRADE. PROVIDE DAYLIGHT CONTROLS FOR LIGHT FIXTURES WITHIN DAYLIGHT ZONES PER WSEC SECTION C405.2.2.3. ELECTRICAL INFORMATION FOR REFERENCE ONLY - SEE ELECTRICAL PERMIT TO SWITCH #5 I DATE IlNrrI RCP, LIGHTING PLAN SWITCHING Date: 4-19-19 Scale: NOTED Drawn by: SG REFLECTED CEILING & LIGHTING PLAN SC IE. A" = r-0" RESUB SEP 0 9 2019 .ate 3. VERIFY EQUIPMENT REQUIREMENTS WITH FINAL EQUIPMENT SELECTIONS REVISION I DATE IINITI ELECTRICAL KEY KEY DESCRIPTION DUPLEX OUTLET 4—PLEX OUTLET O J—BOX ®220/110 CONNECT (VERIFY PLUG CONFIGURATION W/EQUIP. SPEC SHEET) PHONE CONNECTION: P=PHONE, F=FAX ♦ PHONE/DATA CONNECTION © CEILING MOUNTED CO—AX CABLE ® CEILING MOUNTED DUPLEX OUTLET 7:�:j General Electrical Notes • ALL STUB UP DIMENSIONS FROM FINISHED FLOOR TO CENTER OF BOX. • EQUIPMENT LISTED ON EQUIPMENT SCHEDULE WILL BE UNCRATED AND SET IN PLACE ONLY. ROUGH IN AND FINAL HOOK-UP BY ELECTRICAL CONTRACTOR. • ELECTRICAL CONTRACTOR TO FURNISH DISCONNECTS WHERE CODE REQUIRES. • EQUIPMENT LISTED ON THE EQUIPMENT SCHEDULE DOES NOT INCLUDE ELECTRICAL FITTINGS SUCH AS RELAYS OR DISCONNECTS TO ELECTRICAL SERVICE. • THESE PLANS SHOW ONLY THE REQUIREMENTS LISTED ON EQUIPMENT SCHEDULE. • ALL KITCHEN EQUIPMENT OUTLETS TO BE GFI. SEE K SHEETS. • FIELD VERIFY LOCATION OF CONVENIENCE OUTLETS AND REUSE WHERE POSSIBLE. MECHANICAL KEY KEY DESCRIPTION O COLD WATER • HOT. WATER _ • DIRECT DRAIN — CLOSED O INDIRECT DRAIN — BELL WASTE ® FLOOR DRAIN -- ->< INDIRECT WASTE CONNECTION 12xl2x8 FLOOR SINK (INDIRECT WASTE) ® NATURAL GAS CONNECTION �V AIR VENT General Plumbing Notes • EQUIPMENT SCHEDULE DOES NOT SPECIFY ANY PLUMBING FITTINGS SUCH AS GREASE TRAPS, FAUCETS, PRESSURE REDUCING VALVES OR INTERCEPTOR, ETC. UNLESS LISTED ON EQUIPMENT SCHEDULE. NOR DOES IT INCLUDE FINAL CONNECTION TO SERVICE. PLUMBING CONTRACTOR TO PROVIDE IF NECESSARY. • PLUMBING REQUIREMENTS SHOWN ONLY FOR ITEMS LISTED ON EQUIPMENT SCHEDULE. • PLUMBER TO PROVIDE ROUGH -IN AND FINAL CONNECT. • PLUMBER TO VERIFY SIZE AND LOCATION OF GREASE INTERCEPTOR WITH LANDLORD. PLUMBING AND ELECTRICAL INFORMATION FOR REFERENCE ONLY — SEE PLUMBING PERMIT AND ELECTRICAL PERMIT ARCHITECTURAL PLANS SHOULD BE COORDINATED . WITH ID SHEETS - REVIEW ANY CONFLICTS OR MISSING INFORMATION WITH INTERIOR DESIGNER X� STORAGE PLUMBING/ELECTRICAL SPOTTING PLAN SCALE: A" = V-0" SEE K- SHEETS FOR KITCHEN EQUIPMENT INFORMATION -VERIFY POWER AND DATA REQUIREMENTS FOR SOUND SYSTEM/ENTERTAINMENT CONNECTIONS W/OWNER �z O r MECH/ELEC SPOTTING PLAN Date: 4-19-19 Scale: NOTED Drawn by: SG Job: KAHLO'S EDMONDS WA RESUB SEP 09 2019 ID4 a�"c�v�° e°�n i FURNITURE EQUIPMENT LIST - KAHLO'S # QTY. DESCRIPTION MANUFACTURER MODEL# F3 6EA 3OX48TABLETOP FLA. 12 EA END TABLE BASES 1HCARR F2 4EA 30X 30 TABLE TOP F2A 4 EA TABLE BASES JH CARR F3 6EA 24X30TABLETOPS F3A 6EA TABLE BASES JH CARR F4 1 EA JCUSTOMTABLETOP 2 EA TABLE BASES JH CARR 4 EA 36" SQ. DINING TABLETOPS 4 EA TABLE BASES JH CARR 49 EA DINING/BAR CHAIRS PFIB 13 EA BARSTOOLS 14 EA PRIVATE DINING CHAIRS THIS LINE NOT USED THIS LINE NOT USED F11 2 EA WAMNG BENCHES F12 SEA 26 L.F. SETTEE- 1HCARR F13 THIS LINE NOT USED F14 F15 F16 IEA HOSTSTATION CUSTOM ORBUYOUTANTIQUE F17 1 LOT BAR AND BACK BAR CUSTOM SEE DETAIL I7/I139 F18 1LOT RAILING -42"H CUSTOM SEEDETAILI8/ID9 F19 THIS LINE NOT USED F20 IEA BUS/SERVICE STATION CUSTOM SEEDETAIL20/09 F21 1EA RESTROOMVANITY CUSTOM SEEDETAILXX/IDS F22 IEA RESTROOMVANITY CUSTOM SEE DETAILXX/IDB F23 PLUMBING AND ELECTRICAL INFORMATION FOR REFERENCE ONLY — SEE PLUMBING PERMIT AND ELECTRICAL PERMIT 100 1fl Iv IA II in bo 2 L4Z SEE K— SHEETS FOR KITCHEN j� EQUIPMENT INFORMATION &2- DISHES I — I _ I i I l l l I UI AJ,,L I F5 f 109 C00 Fa S Fa I r N I FB � FS L FB I KITCHE 4 J Fs L � Fe Ir--,I FB _ = F8 PRIVATE 105 OFFICE 108 WOMEN \� 106 I r EQUIPMENT PLAN )C >C Y< mail �1 F6 LOUNGE 03 J F6 F6 J F6 F6 J Ff+ F6 J (F6 F2 —SEE K— SHEETS FOR KITCHEN EQUIPMENT INFORMATION RESUB SEP 09 2019 REVISION DATE EQUIPMENT PLAN & LIST Date: 4-19-19 Scale: NOTED Drawn by: SG Job: KAHLO'S EDMONDS. WA SCALE: Ya" = 1'-0" NORTH ID5 REVISION DATE I INIT 1A rR 11 T m ELEVATION KEY PLAN Date:4-19-19 Scale: NOTED Drawn by: SG ELEVATION KEY PLAN SCALE: y" = P-0" NORTH ESU SpEIP 0 9 2019 q (, .n MON REVISION ELEVATION ELEVATION ELEVATION 1 SCALE: 1/4" =1'-0" SCALE: 1/4" =1'-0 SCALE: 1/4" = 1'-0" . FINISH SCHEDULE-KAHLO'S 4-29-2019 KEY I LOCATION DESCRIPTION MANUFACTURER SPECIFICATION REMARKS CEILING PAINT BENJAMIN MOORE LODGE AF-115 FLAT AT CEILING AS NOTED PAINT -ACCENT SHERWIIS WILLIT TOMA80 SUN DRIED SATIN ( WAINSCOT WALLCOVERING WALLCOVERING CLOVE BUD-AK-09 VERTICAL RUNS ® AS NOTED PAINT SHERWIN WILLIAMS SW6128 BLONDE SATIN FINISH O WALLS 5 PRIVATE DINING PAINT SHERWIN WILLIAMS SW2817 ROOKWOOD AMBER SATIN © PRIVATE DINING WALLCOVERING ELITIS VP 728 01 Q7 WOOD AS NOTED STAIN FOIST NG MATCH TO MATCH EXISTING ® RESTROOM TILE DAL TILE CEPAC COPPER CLASSIC ROUNDS CR-4 GROUT: CBP #60 CHARCOAL O9 RESTROOM WAINSCOT TILE THOMPSON TILE WATERFALL WHITE DQ.WF.WHT GROUT: CBP #11 SNOW WHITE 10 RESTROOM TOILET PARTITION PLASTIC LAMINATE WILSONART LINEAR GRAPHITE Y0496K-28 RUN PATTERN VERTICAL 11 RESTROOM VANITY QUARTZ PENTAL BQ8560P EMPERADOR POLISHED 3 CM 12 13 14 15 - 16 17 1a ,s 20 21 22 23 24 25 DO NOT END A COLOR ON AN OUTSIDE CORNER. WHERE ONE FINISH IS NOT NOTED AS CONTINUING AROUND A CORNER, CONTINUE IT TO THE INSIDE CORNER AND MAKE THE COLOR CHANGE ® THAT POINT. WHERE IT IS QUESTIONABLE IN THE FIELD - CALL FOR CLARIFICATION. ALL WALLS TO BE MIN #4 SMOOTH FINISH. ALL WALLS TO RECEIVE PRIMER AND MINIMUM 2 COATS OF PAINT. ALL PAINT TO BE SATIN FINISH ON WALLS AND SEMI GLOSS ON CASING/DOORS AND TRIM, EXCEPT IN FOOD PREP AREAS. ALL PAINT IN FOOD PREP AREAS TO BE SEMI GLOSS. 6 ELEVATION A SCALE: I/4 1'-0" ELEVATION B ELEVATION C ELEVATION D 6 SCALE: 1/4" = V-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" THIS SHEET REVISED COMPLETELY 6-17-19 I DATE IINI11 aMM aea �`a W ri V NI INTERIOR ELEVATIONS Date: 4-19-19 Scale: NOTED Drawn by: SG ESUB SEP 0�99 220119 NRWpMm OJNDr 6. ACCESSIBLE RESTROOM SIGN NO SCALE ACCESSIBLE SYMBOLS KEY ALL HANDICAP ROOMS TO HAVE SIGNAGE PER (ICC A117.1 SECTION 703.6.3.1) All INTERIOR SIGNS DEPICTING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL COMPLY WITH SECTION 703 (ICC A117.1 SECTION 703) ALL ACCESSIBLE SIGNAGE DEPICTING THE INTERNATIONAL SYMBOL OF ACCESSIBILTIY SHALL BE WHITE ON A BLUE BACKGROUND PER 1101.2.6 IN THE WA STATE AMENDMENTS TO THE IBC. MOUNT ACCESSIBLE SIGNS 40" MIN A.F.F., MEASURED TO THE BASELINE OF THE CHARACTER PER IOC/ANSI 117.1-2009 SECTION 703.46 NO SCALE 60"X59" CLEAR FLOOR _ MANEUVERING CLEARANCE SPACE @ FLOOR MOUNTED SIDE OFPDOORH AT HINGE, PUSH TOILET 30"X48" CLEAR FLOOR SPACE ® SINK - L_ J VERTICAL APPROACH MANEUVERING CLEARANCE SIDE APPROACH AT LATCH, PUSH n FORWARD APPROACH I I SIDE OF DOOR MANEUVPULL ESIDE OF OOR CLEARANCENG L FORWARD APPROACH / MANEUVERING CLEARANCE 1 60" TURN AROUND CIRCLE LJ ® PUSH SIDE OF DOOR l R. a O 36" MIN 24" MIN Lj >x H z N 16"-18" I� ELEVATION SCALE: 1/2" = 1'-0" ELEVATION SCALE: 1/2" TILING COLOR: O GRAB BAR 2 ROLL TOILET, PAPER DISPENSER RESTROOM GENERAL NOTES: 1. TOILET ROOM PLAN & ELEVATIONS ILLUSTRATE FIXTURE CLEARANCE DIMENSIONS, MOUNTING HEIGHTS AND ACCESSORY PLACEMENT. ACTUAL LAYOUT MAY VARY. SEE FLOOR PLAN FOR CORRECT LAYOUT. 2. LOWER EDGES OF LAVATORY TO BE 2'-3" MIN. ABOVE FINISH FLOOR FOR KNEE CLEARANCE. 3. MIRROR TO BE MOUNTED (BOTTOM EDGE OF REFLECTIVE SURFACE) 3'-4" MAX. ABOVE FINISH FLOOR. 4. GRAB BARS TO BE 1-1/4" - 1-1/2" IN DIAMETER, MOUNTED 1-1/2" FROM WALL. BARS SHALL BE CAPABLE OF SUPPORTING 300LB LIVE LOAD WITHOUT PERMANENT DEFLECTION. 5. LAVATORY RIM TO BE 34" ABOVE FINISH FLOOR. 6. FLOORS SHALL BE SMOOTH, HARD, NON -ABSORBENT SURFACE SUCH AS SHEET VINYL OR OTHER AS ACCEPTABLE BY LOCAL HEALTH AND BUILDING DEPARTMENTS. FLOORING MATERIAL MUST EXTEND ONTO THE WALLS AT LEAST 6". SEE FINISH SCHEDULE FOR MORE INFORMATION. 7. DIMENSIONS, NOTES AND EQUIPMENT TYPICAL FOR ALL TOILET ROOMS, UNLESS NOTED OTHERWISE. 8. SEE FINISH SCHEDULE ON SHEET A6 FOR FINISH INFORMATION. 9. TOILET ROOM FAN TO BE INTEGRALLY SWITCHED WITH TOILET LIGHT AND VENTED TO THE OUTSIDE. 10. CONCRETE OR CMU WALLS IN TOILET ROOMS SHALL BE FURRED OUT AND FINISHED SIMILAR TO ADJACENT WALLS. 11. PROVIDE PAPER TOWEL DISPENSER. UNIT TO BE MOUNTED SO THAT CONTROLS OR OPENING ARE LOCATED 40" MAX. ABOVE FINISH FLOOR. 12.'GYPSUM BOARD APPLIED TO PLUMBING WALLS SHOULD BE WATER-RESISTANT. 13. WATER CLOSET FLUSH VALVE TO BE ON OPEN SIDE OF TANK. 14. PROVIDE BLOCKING AS REQUIRED TO SUPPORT SINK, GRAB BARS, AND OTHER HARDWARE. 15. TOILET PAPER DISPENSERS SHALL COMPLY WITH SECTION 309.4. WHERE THE DISPENSER IS LOCATED ABOVE THE GRAB BAR, THE OUTLET OF THE DISPENSER SHALL BE LOCATED WITHIN AN AREA 24 INCHES (610 MM) MINIMUM AND 36 INCHES (915 MM) MAXIMUM FROM THE REAR WALL. WHERE THE DISPENSER IS LOCATED BELOW THE GRAB BAR, THE OUTLET OF THE DISPENSER SHALL BE LOCATED WITHIN AN AREA 24 INCHES (610 MM) MINIMUM AND 42 INCHES (1065 MM) MAXIMUM FROM THE REAR WALL. THE OUTLET OF THE DISPENSER SHALL BE LOCATED 18 INCHES (455 MM) MINIMUM AND 48 INCHES (1220 MM) MAXIMUM ABOVE THE FLOOR. DISPENSERS SHALL COMPLY WITH SECTION 609.3. DISPENSERS SHALL NOT BE OF A TYPE THAT CONTROL DELIVERY, OR DO NOT ALLOW CONTINUOUS PAPER FLOW. 16. OUTLET SHALL BE 15" MIN AND 48" MAX ABOVE FINISH FLOOR. THERE SHALL BE 1-1/2" MIN. CLEARANCE BELOW AND 12" MIN. ABOVE THE GRAB BAR. 17. OTHER DISPENSERS AND DISPOSAL FIXTURES SHALL BE LOCATED 40" MAX. ABOVE FINISH FLOOR, MEASURED TO ANY RACK, OPERATING CONTROL, RECEPTACLE OR DISPENSER. 18. WALLS WITHIN 2 FEET OF URINALS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD, NON -ABSORBENT SURFACE TO A HEIGHT OF 4'-0" ABOVE FINISH FLOOR. CEILING Cl GRAB BAf 2 ROLL PAPER DISPENS ELEVATION B SCALE: 1/2" = 1'-O" MENS RESTROOM PLAN WOMEN'S RESTROOM PLAN USCALE: 1/2" =1'-0" G SCALE: 1/2" = 1' 0" O 11 ` \ / � j cV - O / ELEVATION SCALE: 1/2" ELEVATION AL: 1/2" = 1'-01, r ra=%_1p%jZDp SEP U 99 2019 F3lACLDI,�E�bMONO3 DATE DETAILS Date: 4-19-19 Scale: NOTED Drawn by: SIG ELEVATION SCALE: 1/2" = V-0" ELEVATION T ELEVATION 1 SCALE: 1/2 1'-0" D SCALE: 1/2" = 1'-0" ID7 I DATE IINITI �- BOTTOM STRINGER OF TRUSS SLIP TRACK 20 GAUGE 3-5/8" METAL STUD 16" O.C. NON COMBUSTIBLE BACKING AS NEEDED FULL HEIGHT SOUND INSULATION ® - RESTROOM WALLS, SEE PLAN �i 5/8" TYPE "X" GWB BOTH SIDES - SEE ELEVATIONS FOR FINISH INFORMATION, - GREENBOARD 0 WET AREAS & AT WALK IN REFRIGERATION UNIT WOOD 1X6 BASE STAINED TO MATCH SAMPLE SECURE TO SUB FLOOR W/ POWDER ACTUATED FASTENERS ® 2/-0" O.C. MIN FLOOR FINISH PER SCHEDULE TYPICAL WALL SECTION W/O WAINSCOT 1 SCALE: 1" =1'-0" S/8" TYPE "X" GWB STEEL FRAMING 0 16" O.C. MAX SCHLUTER STRIP GROUT BETWEEN SCHLUTER & TILE PER SCHEDULE ACCENT CERAMIC TILE PER SCHEDULE WALL TILE PER SCHEDULE - c i THIN. SET LATEX PORTLAND CEMENT MORTAR BOND COAT OR MASTIC PER TILE MFG. RECOMMENDATIONS 1/2" CEMENT BOARD OVER STEEL STUD FRAMING SCHLUTER DILEX AHKA COVE BASE -BRUSHED ALUM. WALL TILE DETAIL @ RESTROOMS G SCALE: 3" = 1'-0" WOOD 1X3-STAINED TO MATCH SAMPLE - BOTTOM OF TRIM SEE ELEVATIONS GWB - SMOOTH #4 FINISH OR BETTER - PRP TO RECEIVE FINISH PER ELEVATIONS - +36" A.F.F. WOOD 2X2 STAINED TO MATCH SAMPLE TYP. WOOD IX4 STAINED TO MATCH SAMPLE TYP. WALLCOVERING AS NOTED IN ELEVATIONS WOOD 1X6 BASE STAINED TO MATCH SAMPLE SEE FINISH PLAN WAINSCOT & TRIM DETAIL '� I^ SCALE: I" =1'-0" MIRROR VERIFY STYLE ASSIST IN HANGING 2'-0" 4" BACK SPLASH - TO MATCH SOLID SURFACE COUNTER TOP ALL ADJACENT WALLS CAULK 3 CM SOLID SURFACE COUNTER TOP .OVER r PLYWOOD SUB SURFACE x x SOLID SURFACE VALANCE \\\\� 3/4" MARINE GRADE PLYWOOD el UNDERMOUNT SINK g THRU WALL METAL ANGLE SUPPORTS HEAT WRAP WASTE & HOT WATER SUPPLY FLOOR AND WALL TILE PER FINISH SCHEDULE VANITY DETAIL SCALE: 1" =1'-0" . F' CONST. DETAILS Date: +19-19 Scale: NOTED Drawn by: SG ESUB SEP 0 9 2019 —0Dm-RT'6r GENERAL CASEWORK NOTES: RUBBER SHOP DRAWINGS REQUIRED FOR APPROVAL PRIOR TO FABRICATION. T—MOLD EDGE 2 —0 • ALL CASEWORK TO BE CONSTRUCTION OF 3/4" PLY DUPLEX OUTLET PER . NO MDF, MELAMINE OR PARTICLE BOARD IS TO BE USED IN THE PLAN — SURFACE FABRICATION OF CASEWORK. MOUNT INSIDE ALL HINGES ARE TO BE HEAVY DUTY BLUM OR EQUAL, SELF CLOSING CASEWORK THE LAST PORTION OF THE SWING. ALL DRAWER GLIDES ARE TO BE HEAVY DUTY BLUM OR EQUAL, SELF 2 LAYERS 3/4" CLOSING THE LAST 2" OF THE GLIDE. PLYWOOD ALL DOORS AND DRAWERS TO BE ADJUSTED TO PLUMB AND SQUARE SUBSTRATE DUPLE X OUTLET PER SETTING AND RE -ADJUSTED AT PUNCH LIST IF NEEDED. PLAN SURFACE MOUNT ALL OPEN ENDS TO BE FINISHED AND SEALED. ALL BASES TO BE RUBBER BASE UNLESS OTHERWISE NOTED IN INSIDE CASEWORK _ _ = ELEVATIONS AND DETAILS. `i PLYWOOD FACED WALK P—LAM TO BE AS INDICATED IN SECTIONS/PLANS AND FINISH SCHEDULE. CORNERIN COOLER BOTTOM OF CASEWORK AT OPEN SHELVES TO HAVE METAL EDGE ON GUARD T BOTTOM EDGE. BOTTOM BLACK P—LAM INTERIOR • ALL CASEWORK TO BE SECURED TO FRAMEWORK OF ADJOINING WALL. ELF, — — _ = SHELF, — — • FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. TYP.• CASEWORK DRAWINGS PROVIDED FOR INSTALLATION CLARIFICATION ONLY. • SEE ELEVATIONS AND FINISH SCHEDULE FOR FINISH INFORMATION RUBBER COVE BASE, TYP. 1 CASEWORK SECTION SCALE: 1" =1'-0" RAILING PLAN F 18 SCALE: 1/2" =1'-O" I RAILING ELEVATION SCALE: 1/2" =1'-0" BASE BAR FRONT ELEVATION A SCALE: 1/2" = V-0" 1 1 SCALE. 1/2" = V-V BAR FRONT ELEVATION li SCALE: 1/2" = 1'-0" I DATE IINILI A T = CASEWORK DETAILS Date: 4-19-19 1 Scale: NOTED Drawn by: SG Job: KAHLO'S F� SERVICE/BUS STATION PLAN G V SCALE: 1/2"=.1'-0" J LE: 1" = V-SERVICE/BUS STATION ELEVATION SCA0" C BAR FRONT ELEVATION SCALE: 1/2" =1' 0" BAR FRONT ELEVATION ESUB D SCALE: 1/2" = 1'-0" StN u 9 2019 ID9 E SECTION DETAIL SCALE: 1" = 1'-0" SECTION DETAIL G SCALE: I" =1'-0" ELECTRICAL TO RUN ON THE INSIDE SURFACE OF THE BAR DIE WALL — NOT WITHIN THE WALL RESUB SEP U 9 2019 O.RPffi I DATE CASEWORK DETAILS Date: +19-19 Scale: NOTED Drawn by: SG Job: KAHLO'S EDMONDS, WA MAI VERIFY EQUIPMENT REQUIREMENTS WITH FINAL EQUIPMENT SELECTIONS FINISHES NOTES: FINISHES IN KITCHEN TO BE COORDINATED WITH ARCHITECTURAL SHEETS—DOR DISCREPANCIES PLEASE CONTACT ARCHITECT. FOR HEALTH DEPARTMENT REFERENCE ONLY: WALL BASE 6" QUARRY TILE WALL: 8FT FRP- AND EPDXY PAINT ABOVE CEILING: KITCHEN VINYL CEILING TILES ALL OTHER CEILINGS ABOVE FOOD PREP AREAS TO BE EPDXY PAINT FLOOR— SEALED CONCRETE 1fl KITCHEN EQUIPMENT PLAN SCALE: A" =1' 0' RESUB SEP 0 9 2019 e`"O&A=+` NORTH KITCHEN EQUIP. PLAN Date: 4-19-19 Scale: NOTED Drawn by: SG Job: KAHLUS EDMONDS. WA R&I GENERAL NOTES ALL EQUIPMENT AND ITEMS TO BE FURNISHED COMPLETE AS PER MANUFACTURER'S STANDARD SPECIFICATIONS, EXCEPT WHERE .NOTED OTHERWISE. ALL CUSTOM EQUIPMENT TO BE FABRICATED AS PER PLANS, ELEVATIONS, . GENERAL EQUIPMENT CONDITIONS AND STANDARD DETAILS ALL ITEMS INCLUDED IN THESE SPECIFICATIONS TO BE INSTALLED STARTED UP AND DEMONSTRATED BY KITCHEN EQUIPMENT CONTRACTOR UNLESS OTHERWISE NOTED. RESPONSIBILITY FOR PURCHASING AND SUPPLYING THE SPECIFIED ITEMS- WILL BE IDENTIFIED AS SHOWN BELOW; SGID — FURNISHED BY SUE GENTY INTERIOR DESIGN INC. OWNER — FURNISHED BY OWNER, INSTALLED BY GENERAL CONTRACTOR UNLESS NOTED. PURV — FURNISHED AND INSTALLED BY GENERAL CONTRACTOR KEC — FURNISHED AND INSTALLED BY KITCHEN EQUIPMENT CONTRACTOR GC — FURNISHED AND INSTALLED BY GENERAL CONTRACTOR EXISTING — ITEM IS EXISTING AND TO REMAIN IN PLACE. GC TO VERIFY WORKING CONDITION. RELOCATE — ITEM IS EXISTING AND NEED TO BE RELOCATED PER PLAN. GC TO VERIFY POWER, PLUMBING AND MECHANICAL REQUIREMENT NEEDED FOR RELOCATION. NEW — ITEM IS NEW — FURNISHED BY OWNER — GC IS. TO VERIFY. POWER, PLUMBING AND MECHANICAL REQUIREMENTS NEEDED FOR ITEM. VERIFY SPEC OF FINAL SELECTION WITH OWNER. - THE KITCHEN EQUIPMENT CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DIMENSIONED ROUGH —IN DRAWINGS AND VERIFY THE ACCURACY OF THE UTILITIES SUPPLIED BY THE GENERAL CONTRACTOR FOR HIS EQUIPMENT THOSE ITEMS SUPPLIED BY ARCH/DES AND OWN. WHEREVER POSSIBLE, THE KITCHEN EQUIPMENT CONTRACTOR SHALL ADJUST OR MODIFY HIS EQUIPMENT TO MATCH EXISTING UTILITIES. ALL SUCH MODIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCH/DES. ONLY ON WRITTEN APPROVAL BY THE ARCHITECT/DESIGNER WILL ANY ADDITIONS OR MODIFICATIONS TO EXISTING MECHANICAL AND ELECTRICAL UTILITIES BE MADE. - - ALL ARCH/DES ITEMS TO BE ASSEMBLED AND SET IN PLACE BY KITCHEN EQUIPMENT CONTRACTOR OR GENERAL CONTRACTOR UNLESS SPECIFIED OTHERWISE. ICE MACHINES WILL BE SET IN PLACE BY KITCHEN EQUIPMENT CONTRACTOR AND MANUFACTURERS SERVICE AGENT WILL START UP AND CHECK OUT MACHINES. KITCHEN EQUIPMENT CONTRACTOR SHALL VERIFY SUPPORTING REQUIREMENTS FOR ALL WALL HUNG SHELVES, RACKS, CABINETS, ETC., AND PROVIDE 14 GAUGE IRON SHELF RACKING IN WALLS WHERE REQUIRED BEFORE WALLS ARE ENCLOSED. ALL COMPRESSORS TO BE PROVIDED WITH 5 YEAR COMPRESSOR WARRANTY UNLESS OTHERWISE SPECIFIED BY OWNER. EXPANSION VALVES ALL STANDARD REACH —IN REFRIGERATORS AND FREEZERS FOR REMOTE REFRIGERATION SYSTEMS SHALL BE COMPLETE WITH THERMOSTATIC EXPANSION VALVES AT THE EVAPORATOR. TRIMMING AND SEALING EQUIPMENT SPACES BETWEEN ALL UNITS TO WALLS, CEILINGS, FLOORS AND ADJOINING UNITS NOT PORTABLE AND WITH ENCLOSED BODIES, SHALL BE COMPLETELY SEALED AGAINST ENTRANCE OF FOOD PARTICLES OR COMMERCIAL JOINT MATERIAL AS SUITED TO THE NATURE OF THE EQUIPMENT AND IN COMPLIANCE WITH LOCAL HEALTH DEPARTMENT REGULATIONS. ENDS OF ALL HOLLOW SECTIONS TO BE CLOSED. ENCLOSED FIXTURES WITHOUT LEGS NOT MOUNTED ON MASONRY BASES SHALL BE SEALED WATERTIGHT TO FLOOR, EXCEPT WHEN SPECIFIED TO BE PORTABLE. (REFRIGERATORS, ICE CREAM CABINETS, OVEN, ETC.) GENERAL ELECTRICAL NOTES ALL STUB UP DIMENSIONS FROM FINISHED FLOOR TO CENTER OF BOX. EQUIPMENT LISTED ON EQUIPMENT SCHEDULE WILL BE UNCRATED AND SET IN PLACE ONLY. ROUGH IN AND FINAL HOOK—UP BY ELECTRICAL CONTRACTOR. ALL ELECTRICAL OUTLETS AND CONNECTIONS TO BE GROUNDED TYPE. ELECTRICAL CONTRACTOR TO FURNISH DISCONNECTS WHERE CODE REQUIRES. EQUIPMENT LISTED ON THE EQUIPMENT SCHEDULE DOES NOT INCLUDE ELECTRICAL FITTINGS SUCH AS RELAYS OR DISCONNECTS TO ELECTRICAL SERVICE. HEATING AND AIR CONDITIONING CONTRACTOR TO BALANCE MAKE—UP AIR, AIR CONDITIONER, AND HOOD EXHAUST SYSTEM., THESE PLANS SHOW ONLY THE REQUIREMENTS LISTED ON EQUIPMENT SCHEDULE. SPECIFIC ELECTRICAL NOTES E-1 STUB UP "J" BOX, CONNECT AND RUN CONDUIT TO RECEPTACLES AFTER COUNTER OR BAR UNIT IS INSTALLED — PULL WIRES AND INTERCONNECT. E-2 ELECTRICAL CONTRACTOR TO FURNISH (15) (20) AMP TIME DELAY FUSES FOR ICE MACHINE(S). E-5 PROVIDE WATERPROOF FLEX FOR DISHWASHER CONNECTIONS. E-6 "J" BOX FOR COFFEE MAKER — COFFEE COMPANY TO SUPPLY SPECIAL RECEPTACLES. "J" BOX WILL BE SUPPLIED ON BACK OF SPLASH OF FIXTURE. ELECTRICAL CONTRACTOR TO RUN SPECIAL CIRCUIT. E-7 "J" BOX TO BE LOCATED ON ROOF NEXT TO KITCHEN HOOD EXHAUST FAN FOR INTERCONNECTION TO FAN MOTOR. ELECTRICAL CONTRACTOR TO PROVIDE SINGLE SPEED SWITCH WITH PILOT LIGHT IN CONVENIENT AREA AND INTERCONNECT. KITCHEN EQUIPMENT LIST- KAHLO'S MECHANICAL ELECTRICAL # CITY. DESCRIPTION MANUFACTURER MODEL# HW CW WASTE BTU'S GAS -SIZE HEIGHT VOLT PH HP AMP KW HEIGHT SUPPLIER REMARKS 1 lea' FOOD PREP SINKSINGLE COMP DRAINBOARD LEFT ATOSA MRSA-1-L 3/8 3/8 1W.. - IN DIRECT DRAIN TO FLOOR SINK 2. 1EA FOOD PREP SINK SINGLE COMP DRAINBOARDRIGHT ATOSA MRSA-I-R 3/8 3/8 11/2'. INDIRECT DRAIN TO FLOOR SINK 3 1 EA PLANETARY MIXER ATOSA PPM-30 115 2 V 4 1 EA ST. STEELWORK TABLE ATOSA MRTW-3048 - - 5 1 EA WALL MOUNT HAND SINK ATOSA MRS-HS-14 3/8 3/8 12/2" - DIRECTDRAIN 6 1EA 3COMPSINK TBD BYOWNER 3/8 3/8 11/2" INDIRECTDRAIN 7 1EA DISHWASHER TBD BYOWNER 1/2" 1-1/2" 208 1 V V INDIRECT DRAIN 8 1EA ISOILED DISHTABLE BK RESOURCES BKSDT-48-R-P3-G 9 1 EA I CLEAN DISH TABLE CUSTOM 10 1EA ICECUBERW/BIN ATOSA YR4SO-AP-161 3/8 1" 115 1 9.6 INDIRECT DRAIN ICE BIN -11 1 EA BAG IN BOX TBD BY VENDOR 115 12 2 EA DROP IN HANDSINKS TBD 13 1 EA HOOD EXISTING NO CHANGE 14 1EA WORKTABLE CABINET TBD CUSTOM SS 1EA FOUNTAIN TBD BYVENDOR 1/4" 115 1 16 1.EA STAINLESS STEELWORKTABLE ATOSA MRTW-3096(VERIFY) 17 1EA STEAMTABLE - AERO USED 208 1 V V VERIFY WATER CONNECTIONS/DRAIN 18 1 LOT OVERSHELF. - SERV-WARE OS-SE-CWP(VERIFY) 19 1EA SANDWICH PREP ATOSA MSF8303 115 1 20 1 EA OVERSHELF SERV-WARE OS-SE-CWP VERIFY 21 1EA 4BURNERRANGE ATOSA. ATO-48 2Z4K 22 1 EA CHARBROILER ATOSA ATRC-48 140K 23 1EA REFER EQ. STAND ATOSA MGF8450 1 115 1 116 - 3.2 24 1 EA GAS FRYER ATOSA ATFS-40 102K 25 1EA STOCKPOTRANGE ATOSA ATSP-18.2L 160K 26 1EA STAINLESS STEELWORK TABLE ATOSA MRTW-2448 27 1EA SANDWICH PREP ATOSA MSF8304 ,� 115 1 1/3 7.5 28 1 EA OVERSHELF SERV-WARE OS-6E-CWP 29 1 EA V XW-3" WALK IN KEG COOLER TBD TBD 208 1 V V - 30 2EA 36"ICE BIN BK RESOURCES BKIB-3612-21S 1" INDIRECT DRAIN TO FLOOR SINK 31 1EA UNDER BAR HAND SINK W/ FAUCET, SOAP AND PAPER TOWEL BK RESOURCES TBD 3/8 3/8 15. 32 2EA UNDERBARSINK BK RESOURCES BKUBS-1014HS12-P-GS - 33 1 EA UNDERBAR GLASS WASHER FAGOR CO.402W 34 2 EA BLENDER STATION/DUMP SINK TBD 35 1 LOTKEG STORAGE RACKS -VERIFY W/WALK IN SIZE CROWN BRANDS TBD 36 1 EA 48" UC DRAIN BOARD BK RESOURCES SKUBD 1 115 1 1/6 8 - 37 1EA I BACK BAR 69" UNDER COUNTER REFER SK RESOURCES BB-2-69 125 1 1/3 6.6 38 1 EA ICASEWORK CUSTOM BY GENERAL CONTRACTOR 39 2EA 1GLASS CHILLER BKRESOURCES GF-24 115 1 1/6 8 2EA IN SINK GLASS WASHER BRUSH BARMAID FMP 264-1018 1EA DISHTABLE SORTING SHELF (PLEASE LOCATE) BK RESOURCES SK-TSH-63 THIS LINE NOT USED R THIS LINE NOT USED 1 EA SALAMANDER ATOSA ATSB-36 1 EA COUNTERTOP PORTION STEAMER OMCAN 44407 1 EA WARMING DRAWER APW WYOTT HDXI.2 47 6 EA HEATLAMPS APW WYOTT FD-60H-1 48 1EA WALK IN REFRIGERATOR (NO FREEZER) CUSTOM 208 1 V V GC TO REVIEW SHOP DRAWINGS FOR APPROVAL 49 1EA MOPSINKW/FAUCET TBD TBD-FLOOR MODEL 1/2" 1/2" 1.5" 50 1 LOT EMPLOYEE LOCKERS 51 1 LOT VINYL CLAD WIRE SHELVES METROOREQ 52 1LOT WIRE SHELVES METRO OR EQ 53 1EA UC REFER BEVERAGEAIROREQ NSF 225 1 1/4 5 54 1EA 36"GRIDDLE ATOSA OR EQ VERIFY WITH OWNER -NSF 45K - VERIFY WITH CUT SHEETS &OWNER 55 56 57 EQUIPMENT SCHEDULE DOES NOT SPECIFY —ANY PLUMBiN8'FITTINGS�SUCH_AFfGREASE' TRAPS, FAUCETS,PRESSURE. REDUCING VALVES OR TRAPS, ETC. UNLESS LISTED ON EQUIPMENT SCHEDULE. NOR DOES IT INCLUDE FINAL CONNECTION TO SERVICE. PLUMBING CONTRACTOR TO PROVIDE IF NECESSARY. PLUMBING REQUIREMENTS SHOWN ONLY FOR ITEMS LISTED ON EQUIPMENT SCHEDULE. PLUMBER TO PROVIDE ROUGH —IN AND FINAL CONNECT. PLUMBER TO PROVIDE MAIN SHUT OFF ON GAS LINE. PLUMBER TO INSTALL SHUT—OFF VALVE REQUIRED BY HOOD FIRE SUPPRESSANT SYSTEM. _ SPECIFIC PLUMBING NOTES P-1 TEE —OFF COLD WATER FOR BEVERAGE DISPENSER, (COFFEE MACHINE), AND ICE TEA MACHINE (IF APPLICABLE). P-3 PLUMBING CONTRACTOR TO SUPPLY PRESSURE REDUCING VALVE FOR DISHWASHER INSTALLED IN FILL LINE. P-4 PROVIDE LINE STRAINER FOR ICE MACHINE. P-5 DISHWASHERS WITH DIRECT CONNECT WASTES (WHERE ALLOWED BY LOCAL HEALTH DISTRICTS) ARE TO HAVE A BACK FLOW PREVENTION VALVE IN WASTE LINES AS RECOMMENDED BY DISHWASHER MANUFACTURER. P-6 EACH PIECE OF EQUIPMENT WITH WATER SUPPLY SHALL HAVE ITS OWN SHUT—OFF. VALVE. GENERAL HOOD NOTES 1. THE HOOD AND VENT INSTALLATION WILL CONFORM TO THE STANDARDS OUTLINED IN THE NFPA #96 PAMPHLET TITLED "REMOVAL OF SMOKE AND GREASE LADEN VAPORS FROM COMMERCIAL COOKING EQUIPMENT." AND C.N.C. 1983 CHAPTER 20 UNLESS SPECIFIED OTHERWISE IN THE SPECIFIC HOOD NOTES LISTED BELOW OR AS INDICATED ON DRAWINGS. 2. AN INSPECTION OF THE EXTINGUISHING SYSTEM IS REQUIRED ONCE EVERY 6 MONTHS BY.A PROPERLY TRAINED AND QUALIFIED PERSON. 3. A UL 43C PORTABLE FIRE EXTINGUISHER IS REQUIRED TO BE IN THE KITCHEN AREA AT ALL TIMES. I DATE IINrn U 0 0 A W KITCHEN EQUIP. SCHEDULE Date: 4-19-19 Scale: NOTED Drawn by: SG Job: KAHUYS EDMONDS, WA RSUB SEP 0 9 2019 ©UaROOF ON