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HomeMy WebLinkAbout17215 Smokey Point Dr_BLD413_2026 (3) - ' CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 17215 Smokey Point Drive Permit#:413 Parcel#:00645300000101 Valuation:435000.00 OWNER APPLICANT CONTRACTOR Name:FIRST AMERICAN TAX VALUATION Name:Carletti Architects Name:D P Inc General Contrators Address:ATTN KEYCORP MGMT CO PO BOX Address:l 16 E Fir Street,#A Address: 19936 Ballinger Way NE 560807 City,State Zip:DALLAS,TX 65367 City,State Zip:Mount Vernon,WA 98273 City, State Zip:Seattle,WA 98155 Phone: Phone:360-424-0394 Phone:206-361-2989 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: 2 CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 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. IBC1 l0/IRC1 10. SALES TAX NOTICE: Sales tax-relating to construction and construction materials in the C" Arlington must be reiorted on your sales tax return MM,cod f Arlington#3111 .�. 1Q44�aF�r Signature Print Name Date Rcica By I atr CONDITIONS In-Premise Isolation for cross-connection control is required. City of Marysville requires additional Sewer fees prior to final occupancy. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 FEES Date Description Fee Amount 10/29/2014 Building Permit Fee $3,833.01 10/29/2014 Building Plan Review Fee $2,491.46 10/29/2014 State Building Code Surcharge Fee $4.50 Total Due: $6,328.97 Total Payment: $0.00 Balance Due: $6,328.97 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon MAYES TESTING ENGINEERS, INC. Lynnwood 20225 Cedar Valley Road IIIIIIIIN Suite 110 Lynnwood WA 98036 ph 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: 8 to 8 Dental Project No: L14561 Site Address: 17215 Smokey Point Drive Issued on: 11/21/14 Arlington, WA Sample Set ID: 351047 Permit# (s): Client: DP, Inc. 413 Engineer: Contractor: DP Nicoli, Inc. FIELD DATA ASTM C31 and C172 Air Temperature: 49°F Design Mix Proportions: Weather: Sunny Ingredient Weight (per cu.yd) Product: Concrete Supplier: Concrete Nor'West Cement--Type I & II 517.0 Ibs Coarse Aggregate 7/8" 1,850.0 Ibs Batch Plant Location: 152 Concrete sand 200.0 Ibs Ticket Number : 55940 Fine Aggregate 1,300.0 Ibs MixDesign ID : 01550 Water 260.0 Ibs Sample Temp. Initial Storage Temp. Air Content (ASTM C1064) (ASTM C31) (ASTM C231) 57°F NR NR Water/Cement Ratio: Slump(ASTM C143) Sample(s)Rec'd: Required Strength: (fc) 0.503 5" 11/14/14 2500 psi @ 28 days Placement Location and Notes: Placed for all shear wall and column footings in the building interior. COMPRESSION TEST RESULTS (ASTM C31,C39,C617,C1231,C780,C109,C1019 orAASHTO T22 when applicable) Date Made Sample# Lab# Date Tested Age Size(in) Load(Ibs) Dia(in) Area Strength(psi) Type of Fracture 11/13/14 0001 30612 11/20/14 07 4 x 8 57900 4.00 12.57 4610 T e l 11/13/14 0001 30613 12/11/14 28 4 x 8 0 0.00 0.00 Q NA 11/13/14 0001 30614 12/11/14 28 4 x 8 0 0.00 0.00 Q NA 11/13/14 0001 30615 12/11/14 28 4 x 8 0 0.00 0.00 Q NA Remarks: Technician(s): Evans, D. Reviewed by: Tested by: Bellows, K. Robert Gardner Senior Project Manager Notes: Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers,Inc. See ASTM C39, for full description of the Type of Fracture. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780,A MTE 1050-1C,Rev4,08/22/07 6.6.1.3,C-1019,9.6 -"recording field temperature" MAYES TESTING ENGINEERS, INC. 20 alley Road Suite 110 Lynnwood,WA 98036 Project No. L14561 ph425.742.93W Project 8 to 8 Dental fax425.745.1737 Address 17215 Smokey Point Drive, Arlington, WA Tacoma Office Permit No. 413 10029S.TacornaWay Bldg Dept. Arlington SuiteE-2 Tacoma,WA98499 ph 253.584.3720 Engineer Davido Consulting Group, Inc. fax253.584.3707 Contractor DP, Inc. PalandOffice Architect Carletti Architects 7911NE33rdDdile suite 190 R Poruand,OR97211 Record No. 001 ph 503.281.7515 Date 11/13/14 fax503.281.7579 Weather Sunny Inspection Reinforced concrete Sample(s) (4) 4x8" cylinders Inspected the reinforcing steel for the shear walls and column footings in the building interior except one that the engineer is researching. The contractor placed 7 cubic yards of Concrete Nor'West mix#01550, 2500 psi at 28 days. Placed with a wheelbarrow from the concrete truck, a 2x4 was utilized in puddling for consolidation. To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Carl D. Evans Reviewed By: r8r�— Robert Gardner Senior Project Manager Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full,without the approval of Mayes Testing Engineers,Inc. Page 1 of 1 PROJECT TEAM ABBREVIATIONS DRAWING INDEX OWNER ARCHITECT FIRE FLOW CARE OF 8-8 DENIAL CARLETTI ARCHITECTS,P.S. EXISTING FIRE FLOW NO CHANGE ARCHITECTURAL DR.EKAPOJ THONGIN 116 FIR STREET.SUITE A A-0.0 COVER SHEET,GENERAL NOTES LYN WOOD STREET SW SUITE 100 MOUNT VERNON.136014- 88279 PLUMBING CALCULATIONS A-1.1O DEMO SITE PROPOSED SITE PLAN 1�10' QA LYNNWOOD.WA 08087 PHONE: 13601 424.0304 A-2.0 FIRST FLOOR PLAN 1/4'•1'-0' PHONE:(4251 742-8828 FAX: (3601 424-5726 SIZE OCCUPANT RR RR A-2.1 SECOND FLOOR PLAN 1/4'•1'-0 CARLETTI ARCHITECTS P.S. FAX:14251 745-8828 EMAIL:emmanuel®carlettiarchitecte.com OCCUPANCY SOFT LOAD REQ'D PROV. ABV ABOVE JT JOINT A-2.2 ROOF PLAN 1/4'4-0' ardiitecNre,planning,interior design EMAIL:dkxkv8tr6hotmai1.com CONTACT:EMMANUEL DIAZ B 11ST FLOOR) 32428 625 AFF ABOVE FINISH FLOOR A-2.3 SCHEDULES . . CONTACT: DR.EKAOJ THONGIN AC TILE ACOUSTICAL TILE AID DEMO ELEVATIONS 1/8'•1'-0' 31 MEN 2 2 ACP ACOUSTICAL CEILING PANEL LVL LEVEL A-3.1 PROPOSED ELEVATIONS 1/8'•1'-0• 116 EAST FIR STREET STRUCTURAL CONTRACTOR 31 WOMEN 2 2 ACT ACTUAL L LONG/LINE A-4.0 SECTION A 1/4'-T-O' SUITE A DAVIDO CONSULTING GROUP INC CONSTANTINE BUILDERS B(2ND FLOOR) 2963.5 35.2 AL ALUMINUM LAV LAVATORY A-4.1 SECTION B 1/4'•r-Q' MOUNT VERNON. WA. 98273 15020 BOTHELL WAY NE.SUITE 600 17 MEN 1 2 ARCH ARCHITECTURAL LIN LINOLEUM A-5.0 STAIR DETAILS VARIES LAKE FOREST PARK. 08155 AVG AVERAGE Phone: 360 424-0394 PHONE:1206)523-0024 18486 BALLLINGER WAY NE 17 WOMEN 1 2 A TILE ASPHALT TILE LT LIGHT ext:104 LAKE FOREST PARK.WA 08155 INTERIORS Fax: I360 424-57265726 FAX: (2061 523-1012 PHONE:12061 957-4400 NOTE:CALCULATIONS PER TABLE 2902.1 2012 IBC MAR MARBLE ID-1.0 DRAWING INDEX VARIES EMAIL:Jordanbdcgengr.com FAX: (2061957-4411 IWASHINGTON STATE AMENDMENTS) BFF BOTTOM FINISH FLOOR MO MASONRY OPENING CONTACT INFO CONTACT:JORDAN JANICKI EMAIL:georgeo0conatantinebuildere.com BLKG BLOCKING MFR MANUFACTURE SCOPE OF WORK CONTACT.GEORGE CONSTANTINE SR BRICK MATL MATERIAL ABBREVIATIONS b BOS BOTTOM OF STRUCTURE MAX MAXIMUM ROOF FINISH SCHEDULE RE STEREO DEFERRED SUBMITTALS MECH MECHANICAL TYPICAL ADA INFORMATION TECT INTERIOR DESIGN INTERIOR DESIGN ELECTRICAL MTL METAL CPT/C CARPET MIN MINIMUM ID-2.0 1ST FLOOR DEMO PLAN 1/4'-T-O' OFFICEWRAPS INC. CATCH DESIGN STUDIO MECHANICAL CLG CEILING MUL MULLION k` 570 KIRKLAND WAY.SUITE 101 1405 BOYLSON AVE. SIGNAGE CEM CEMENT ID-2.1 2ND FLOOR DEMO PLAN 1/4'4-0' KIRKLAND.WA 08035 SEATTLE.WA 98122 CL CENTER LINE PHONE:(425)052-5303 PHONE:12061 322-4323 SPECIAL INSPECTIONS REQUIRED CT TO C CENTERCTOI CEENTER NAT NATURAL NOT NOMINAL ID-3.0 15T FLOOR PLAN 1/4'•1'-O' - FAX: (4251 952-5307 FAX: (2061 322-9177EMAIL: MED GAS INFO EMAIL:paigelofficewrape.com EMAIL:elizabethOcatchatudio.com PER IBC CHAPTER 17 PROVIDE THE FOLLOWING SPECIAL INSPECTIONS: CLO CLOSET NA NOT APPLICABLE CONTACT:PAIGE LAUER CONTACT:ELIZABETH MONTGOMERY EARTHWORK AND COMPACTION CW COLD WATER NIC NOT IN THIS CONTRACT ID-3.1 2ND FLOOR PLAN 1/4%1'-0' STEEL CONSTRUCTION AND HIGH STRENGTH BOLTING COL COLUMN NTS NOT TO SCALE DOOR SCHEDULE EPDXY AND DOWELED ANCHORS AND REBAR CONC. CONCRETE NO./ NUMBER DOOR d TRIM TYPES STEEL REINFORCEMENT CMU CONCRETE MASONRY UNIT DOOR HARDWARE SCHEDULE 17215 SMOKEY POINT DRIVE CONST. CONSTRUCTION ID-4.0 1ST FLOOR REFLECTED CEILING PLAN ARLIN GTON. WA PROPERTY INFORMATION CONCRETE CONT. CONTINUOUS OC ON CENTER 1/4'4-0' STEEL FIELD WELDING PER STRUCTURAL COORD COORDINATE OD OUTSIDE DIMENSION PROPERTY ADDRESS 17215 SMOKEY POINT DRIVE SEE STRUCTURAL DRAWING FOR ADDITIONAL NOTES. CDR CORRIDOR 0/ OVER ID-4.1 2ND FLOOR REFLECTED CEILING PLAN 1/4'•1'-O' BUILDING CODE 2012 IBC/2012 IFC GENERAL NOTES CFM CUBIC FEET PER MINUTE OVHD OVERHEAD ID-5.0 DETAILS VARIES ENERGY CODE 2012 WASHINGTON STATE NREC DTL DETAIL PNT/P PAINT 1.IN GENERAL.PLAN DIMENSIONS SHOWN ARE TO FACE OF STUD OR DIA DIAMETER PTO PAINTED STRUCTURAL FIRE SPRINKLERS NO.NONE REQ'D FACE OF CONCRETE.UNLESS OTHERWISE NOTED.DO NOT SCALE DIM DIMENSION PL PLASTER/PLATE Si GENERAL NOTES - THESE DRAWINGS.USE CALCULATED DIMENSIONS ONLY.VERIFY ALL DO DITTO P-LAM PLASTIC LAMINATE 51.1 GENERAL NOTES CONT. - FIRE ALARM NO,NONE REQ'D DIMENSIONS DATUM.AND LEVELS PRIOR TO CONSTRUCTION.NOTIFY DR DOOR PLYWD PLYWOOD S2 MAIN FLOOR PLAN 1/01' ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES. ON DOWN PT POST-TENSIONED CONCRETE S3 2ND FLOOR FRAMING 1/4%1' 2.CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO D.S. DOWNSPOUT PRESSURE-TREATED WOOD S4 DETAILS VARIES INITIATING THE WORK. NOTIFY ARCHITECT OF ANY DISCREPANCIES. DWG DRAWING PARCEL # LEGAL DESCRIPTION 3.ALL WORK SHALL COMPLY WITH THE 2012 IBC.IFC.UPC.IMC AS OF DRINKING FOUNTAIN AMENDED BY WASH.STATE.PROJECT SHALL ALSO COMPLY WITH EA EACH QT QUARRY TILE 00645300000100 SMOKEY POINT(PLANNED COMM.BUSINESS)BLK 000 D-00-LOT THE 2012 NREC AND THE VIACQ CODES.PROJECT SHALL ALSO ELEC ELECTRICAL 1 LESS THAT PTN DAF-COM AT SE CDR SE1/4SE1/4 TH S87.15 COMPLY W/ JURISDICTIONAL CODE AMENDMENTS BY THE LOCAL ELEV.EL ELEVATION 14W AILS RAIN LEADER S LN SE SEC 534.81FT TH NOO.16 55W 246.21FT TO AGENCY. CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY EQ EQUAL REF REFRIGERATOR/REFERENCE SYMBOLS TPB TH CONT N00.16 55W 43.84FT TH 587.15 14WPLT S LN SD PERMITS 8 INSPECTIONS TO COMPLETE THE WORK. CONTRACTOR TO IF)EXIST EXISTING SEC 221.40FT TH S51.18 21W30.70FT TO BEG OF TANG CRV TO HAVE CURRENT VALID CITY OR COUNTY BUSINESS LICENSE PRIOR TO EXT EXTERIOR REINF REINFORCING BAR R HAV RAD OF 251.03FT TH ALG ARC OF CRV TO R THRU C/A ISSUANCE OF PERMIT.WHEN REQUIRED BY LAW. AIN REV REVISION OF 22.04 25 A DIST OF 06.71FT TH N66.18 38E 147.74FT TO 4.ERRORS,OMISSIONS,AND DISCREPANCIES,IF ANY.SHALL BE R RISER/RADIUS TPB LESS S 10FT SN CO BY SWD AF 8901180428 REFERRED TO THE ARCHITECT IMMEDIATELY FOR DIRECTION OF FO FACE OF/FINISH OPENING RM/RMS ROOM/ROOMS ', NORTH ARROW HOW TO PROCEED. FRP FIBERGLASS REINFORCED RO ROUGH OPENING 5.VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT PROVIDED IN POLYESTER OCCUPANCY CLASSIFICATIONS THE CONTRACT BY OTHERS PROVIDE ALL BLOCK-OUTS,BLOCKING, FIN FINISH SCHED SCHEDULE O GRID LINE BACKING AND JACKS REQUIRED FOR DUCTS.PIPES.CONDUITS, FAAP FIRE ALARM ANNUNCIATOR SEC SECTION BUSINESS B OCCUPANCY EQUIPMENT.FIXTURES.AND CABINETS. VERIFY SIZE AND CABINETS. PANEL SHT SHEET VERIFY SIZE AND LOCATION.CONDUITS.EQUIPMENT.FIXTURES.AND FD FIRE DAMPER SV SHEET VINYL A CABINETS. VERIFY SIZE AND LOCATION. FE FIRE EXTINGUISHER/FINISHED -4. BUILDING SECTION 14-714 SC SOLID CORE BUILDING CODE DATA 6.LOCATION.DO NOT SIGNIFICANTLY VARY OR MODIFY THE WORK END SPECS SPECIFICATIONS SHOWN.EXCEPT UPON WRITTEN INSTRUCTIONS OF THE ARCHITECT. FF FACTORY FINISH/FINISHED CONSTRUCTION TYPE B)ALLOWABLE 0000 S.F.) SF SQUARE FEET 7.VERIFY LOCATION R. ALL EXISTING UTILITIES INCLUDING BUT NOT FLOOR S d V STAIN d VARNISH LIMITED T0:SEWER.SEPTIC.WATER.GAS.POWER.AND TELEPHONE. FRT FIRE RETARDANT TREATED A WALL SECTION 1ST FLOOR B 3242.8 SQ.FT SRWY STAIRWAY 2ND FLOOR B 2965.5 SO.FT. CAP.MARK AND PROTECT. FLASH FLASHING STL STEEL -4'a REVISIONS: 8.DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN. PLR FLOOR TOTAL BUIL ING AREA 6202.9 S0.FT.<0000 OKAY STOR STORAGE 6-16-14 PERMIT SET/ BID SET MINOR MODIFICATION MAY BE REQUIRED TO SUIT THE FIELD F.A. FLUID-APPLIED FND FOUNDATION STRUCT STRUCTURAL ea DETAIL DIMENSIONS OR CONDITIONS AND SUCH MODIFICATIONS SHALL BE FDIC FURNISHED BY OWNER SUSP SUSPENDED INCLUDED A5 PART THE WORK THE CONTRACT. PARKING DATA 0.PROVIDE CLOSURE.MEETING THE REQUIREMENTS INSTALLED BY CONTRACTOR PROPERTY CORNERUIREMENTS OF ALL GOVERNING FOIO FURNISHED BY OWNER ROOM-NAME PER ARLINGTON MUNICIPAL CODE TABLE 20.72.1 AUTHORITIES,AT RATED PARTITIONS,FLOORS,CEILINGS,AND ROOF INSTALLED BY OWNER THRESH THRESHOLD tat INTERSECTION LOCATIONS. ALL REQUIRED FIRE-RATED PARTITIONS SHALL BE T.O. TOP OF FCIC FURNISHED BY CONTRACTOR 1 PER 300 SO FT GROSS FLOOR AREA(DENTAL AREA 1ST FLOOR) CONTINUOUS FROM FLOOR TO UNDERSIDE OF STRUCTURE ABOVE. INSTALLED BY CONTRACTOR T TREAD/THICKNESS/ TOP 0'OF SUBFLOOR ELEVATION MARK 3242.8/300•11 REO'D 10.THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES. TEMPERED/ EL.1 -1O 1/2, 1 PER 800 SQ FT GROSS FLOOR AREA(DENTAL OFFICES 2ND FLOOR) INCLUDING DESIGN-BUILD DOCUMENTS REQUIRED BY CONTRACT TS TUBE STEEL .- 2863.5/800 4 REQ'D DOCUMENTS,TO VERIFY SIZE,WEIGHT,POWER,LOCATION AND OTHER GA GAUGE TYP TYPICAL REQUIREMENTS AND LOCATION OF THOSE ITEMS TO BE INSTALLED GALV GALVANIZED 25.00'(NEWI SPOT ELEVATION 15 STALLS REQ'D 16 STALLS PROVIDED.MEETS CODE PRIOR TO COMMENCEMENT OF WORK.11.NO BUILDING OR PORTION OF A BUILDING SHALL BE OCCUPIED OR GL GLASS UNPIN UNFINISHED 23.72'(EXIST.) USED FOR STORAGE PRIOR TO THE ISSUANCE OF THE CERTIFICATE GWB GYPSUM WALLBOARD UNO UNLESS NOTED OTHERWISE OF:OCCUPANCY.OCCUPANT LOAD/ EXIT REQUIREMENTS 1ST 12.SE ERATE PERMIITSEARE PREQU RED FOR PLUMBING.MECH.ELEC.. UR URINAL ROOM NAME/NUMBER FIRE SPRINKLER.FIRE ALARM SYSTEMS d SIGNAGE. HC HANDICAP HOWE HARDWARE O DOOR MARK ROOM NAME AREA CC. OCC. EXITS REQ'D 13.ALL EXPOSED EXTERIOR SHEET METAL SHALL BE GALVANIZED. VCT VINYL COMPOSITION TILE FACTO LOAD PRIMED AND PAINTED. HP HEAT PUMP VERT VERTICAL 14.ALL WOOD IN CONTACT W/CONCRETE SHALL BE PRESSURE HT HEIGHT VIN VINYL O WINDOW MARK HM HOLLOW METAL 8-8 DENTIL TREATED.ALL PRESSURE T IN CONTACT W/PRESSURE TREATED WD HOR HORIZONTAL VR VAPOR RETARDER SHEET TITLE: TO BE HOG.PRESSURE TREATED WOOD SHALL BE USED FOR WOOD HB HOSE BIB VTO VENT TO OUTSIDE f-I MEMBERS WHICH FORM THE STRUCTURAL SUPPORT OF BALCONIES.FIRST FLOOR HW HOT WATERFLOOR MATERIAL DECKS.OR PORCHES ETC.WHEN SUCH MEMBERS ARE EXPOSED TO HWT HOT WATER TANK ADJACENCY COVERSHEET <40 ONE EXIT REQ'D THE WEATHER. WC WATER CLOSET G RAL D TAL SPACE 2569.6 100 ONE EXIT PROVIDED 15.SLOPE ALL DECKS.PATIOS.AND WALKWAYS AWAY FROM BUILDING HMD HOLLOW METAL DOOR WP WATERPROOFING<48 ONE EXIT REQ'D MINIMUM OF 1/8'/FT FOR POSITIVE DRAINAGE. HMF HOLLOW METAL FRAME WS WHEEL STOP ALIGN ALIGNMENT OF ITEM STORAGE 127.3 300 .42 ONE EXIT PROVIDED 16.PROVIDE EXPANSION JOINTS IN ALL CONCRETE SLABS AS REQUIRED W WIDTH <49 ONE EXIT REQ'D TO PREVENT CRACKING.SAW CUT ALL SLABS AS REQ'D. ID INSIDE DIMENSION W/WOO WITH WINDOW 1 REVISION MARK 17.PROVIDE FIREBLOCKING.DRAFTSTOPS,AND FIRESTOPS IN ATTICS. RESTROOMS 117.3 A - ONE EXIT PROVIDED FLOORS.AND WALL CAVITIES AS REQUIRED PER THE IBC. INSUL INSULATION WD WOOD 18.ROOF DRAINS.AND OVERFLOW DRAINS SHALL COMPLY W/THE UPC INT INTERIOR wi WROUGHT IRON STAIRS 173.7 NA - 6 IBC.AND WALL CAVITIES AS REQUIRED PER THE IBC. WRGB WATER RESISTANT GYPSUM <40 ONE EXIT REQ'D 19.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF BOARD 1 INTERIOR ELEVATION LOBBY/WAITING 254.9 15 16.0 ONE EXIT PROVIDED CONSTRUCTION.WHERE CONDITIONS ARE NOT SPECIFICALLY 2 -70 3 MARKS <40 ONE EXITS REO'D TWO INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN. ZINC. ZINCALUME TOTAL 1ST FLOOR 3242.8 43.1 EXITS PROVIDED SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ARCHITECT. SECOND FLOOR 20.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE MEANS.METHODS.TECHNIQUES.SEQUENCES 00 ONE EXIT OR PROCEDURES REQUIRED TO PERFORM THE WORK. ENERGY CODE OPEN OFFICE SPACE 2300.1 100 23.8 ONE EXIT PROVIDEDIDED 21.CONTRACTOR SHALL RETAIN ONE SET OF THE PLANS TO NOTE AND <40 ONE EXIT REQ'D DOCUMENT ALL CHANGES DURING CONSTRUCTION. THE SET SHALL EMMANUEL DIAZ STORAGE 83.6 300 .28 ONE EXIT PROVIDED BE A PART OF THE CONTRACTOR'S CLOSE-OUT PACKAGE TO THE BUILDING ENVELOPE PROJECT ARCHITECT: <40 ONE EXIT REQ'D OWNER. CLOSE-OUT PACKAGE SHALL INCLUDE:(1)SET OF SHOP RESTROOMS 180.7 NA DRAWINGS.PRODUCT LITERATURE.EQUIPMENT WARRANTEE MANUALS. 1.SLAB INSULATION.IF ANY SHALL CONFORM TO THE SPECIFICATIONS AND.IF ONE EXIT PROVIDED EMMANUEL DIAZ 22.CONTRACTOR SHALL PROVIDE SOLID BLOCKING.UNLESS NOTED EXPOSED.SHALL H PROTECTED AGAINST DAMAGE FROM ALL SOURCES. ALTERNATES LIST DRAWN BY: <4B ONE EXIT REQ'D OTHERWISE AS REQUIRED FOR NAILING OF ALL INTERIOR AND 2.ALL INSULATION SHALL BE OF THE THICKNESS AND DENSITY AS PRESCRIBED STAIRS 155.9 NA ONE EXIT PROVIDED EXTERIOR TRIMS,FINISHES,AND FIXTURES.THE CONTRACTOR SHALL IN THE PLANS.INSULATION SHALL BE INSTALLED ACCORDING TO THE PETER CARLETTI 00 ONE EXIT REQ'D PROVIDE FOR ALL THE NECESSARY FRAMING AND BRACING FOR THE MANUFACTURERS'RECOMMENDATIONS. CHECKED BY: KITCHENETTE 195.7 15 B ONE EXIT PROVIDED INSTALLATION OF OWNER FURNISHED ITEMS SUCH AS SIGNAGE. 3.DOORS AND GLAZING SHALL BE OF THE TYPE AND SIZE OF THOSE 00 ONE EXIT REQ'D MENU BOARDS ETC. PRESCRIBED IN THE PLAN.U-VALUES SHALL MEET OR BE LESS THAN THOSE #1. NEW ROOF 6 ROOFING INSULATION.SEE SHEET A-2.2 TWO EXITS PROVIDED 23.WHERE EXISTING WORK IS DAMAGED,CUT,OR DEFACED DUE TO SHOWN ON THE PLAN. #2. NEW METAL ROOF PANELS SEE SHEET A-2.2 FOR 6-2-14 TOTAL 2ND FLOOR 2863. 33.2 PERFORMANCE OF NEW WORK.THE CONTRACTOR SHALL PATCH AND 4.AIR LEAKAGE IS CONTROLLED BY SEALING OR CAULKING ALL JOINTS AND DATE REPAIR SAME TO MATCH ADJOINING SURFACES.REPAIRED FINISHES GAPS IN FRAMING.SEALANTS SHALL BE OF THE NON-HARDENING TYPE. LOCATIONS TOTAL SHALL BE EXTENDED TO THE NEAREST VISUAL BREAK LINES SUCH 5.WALL.CEILING AND SLAB INSULATION SHALL BE AS CALLED OUT ON THE #3. NEW POLES.LIGHTS.ELECTRICAL.6 TRENCHING SEE 14-714 COVERSH EET �42 TWO EXITS REQ'D AS CORNERS.CEILING LINES,TOP OF BASE OR SIMILAR. APPROVED PLANS AND SHALL CONFORM TO STANDARDS REGARDING COMPUTER FILE NAME 1ST d 2ND FLOORS 6202.3 - 05.7 2 EXITS PROVIDED 24.THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE DENSITIES AND R-VALUES.AN APPROPRIATE MOISTURE BARRIER SHALL BE SHEET A-1.0/A-1.1 ARCHITECT AND MAY BE REPRODUCED ONLY WITH THE WRITTEN INSTALLED ON THE WARM SIDE OF THE EXPOSED WALLS.IT SHALL BE #4. REMOVE GLASS BLOCK AND REPLACE W/EXTERIOR PERMISSION OF THE ARCHITECT.AUTHORIZED REPRODUCTIONS MUST CONTINUOUS AND SEALED. BEAR THE NAME OF THE ARCHITECT 6.FRAMING ASSEMBLIES SHALL BE SHOWN ON THE APPROVED PLANS. STUCCO/DRYWALL SEE SHEET A-2.3 A � 0 . 0 + COPYRIGHT 2011 CARLETTI ARCHITECTS.P.5. —EXISTING LANDSCAPING LANDSCAPING 6 CURB TO BE TO REMAIN REMOVED FOR NEW ASPHALT EXISTING CATCH & PARKING STALL W 1200 S.F.) INSTALL NEW MIN BASIN TO REMAIN C/1RLETTI ARCHITECTS P.S. 2'CLASS B ASPHALT OVER W \ architecture,planning,interior design MIN 4'GRAVEL BASE OVER COMPACTED FILL.SLOPE \ \ 116 EAST FIR STREET NEW ASPHALT AS REQ' SUITE A DRAIN IMPERVIOUS AREA NOTE: MOUNT VERNON. WA. 98273 TOTAL NEW IMPERVIOUS ARE ALT.#9 'W w DETENTION/TENANTR READ TER Phone: 1360I 424-0394 TRENCH AS REQ'D FOR NEW Fax: 360 424-5726 POWER LINES TO NEW LIGHT POLES 6 BASES U Rf eTEREO �1TECT �- ��-- REMOVE SECTION OF LANDSCAPING 6 CURB AS REQ'D FOR NEW PARKING STALLS CsTON[ �i VERIFY WITH STALL DIMENSIONS 1234 S.F.) •a+'+wuJ MAIL BOX TO BE REMOVED I INSTALL NEW MIN 2-CLASS B ASPHALT AND REPLACED W/ NEW MAIL OVER MIN 4'GRAVEL BASE OVER EXISTING BOX.COORDINATE LOCATION 6 I I COMPACTED FILL. LOPE NEW ASPHALT AS REQ'D CATCH BASIN STYLE W/OWNER TO REMAIN z I I ARLINGTON.17215 EWADINT DRIVE SEAL COAT OVER EXISTING ASPHALT TYP. -:I0D MAIL SLOT.SIGN BOARD d WALL O PACKS ON EA SIDE OF ENTRANCE EXISTING LIGHT TO BE REMOVED. PATCH & REPAIR O POLE & BASE TO STUCCO AS REQ'D REMAIN ® RETE SLAB OOR TO BE SAW CUT 6 REMOVE CURB ° O OVED 6 LANDSCAPING 120 S.F.) FOR NEW CONC.PAD 0 NEW ENTRANCE STAIRS I I IE GyAIR COMPRESSOR UNITS I I EXISTING BUILDING ROOF SEE J 'r u' ALT. BID#1 A-2.2 FOR RE-ROOF ' O EINCE TO BE REMOVED O w w w w I o 14-714 O X(JJl , REVISIONS: 4 6-3-14 CHECK SET 6-16-14 PERMIT /BID SET REMOVE SECTION OF LANDSCAPING FOR NEW DEMO SITE NOTES: FLAGSTONE PATH 1. ALL EXISTING FINISH GRAVEL 6 BARK TO BE RE-GRADED TO BE MIN 4' BELOW BOTTOM OF STUCCO. 2. INSTALL SWALE$AS REQ'D TO DRAIN WATER AWAY FROM BUILDING ON WEST,SOUTH.6 EAST SIDES. SHEET TITLE: 9. PROVIDE ALLOWANCE FOR LANDSCAPE IMPROVEMENTS/UPGRADES ON WEST,SOUTH.6 EAST SIDES OF BUILDING. - - DEMO SITE PLAN 4. PRESSURE WASH PARKING LOT.CRACK SEAL ALL CRACKS. SEAL GOAT LOT d RE-STRIPE AS EXISTING LANDSCAPING SHOWN. TO REMAIN DEMO SITE LEGEND: 0 EXISTING LANDSCAPING LANDSCAPING TO BE REMOVED ASPHALT TO BE REMOVED FOR NEW 0 ASPHALT DEMO LINE EXISTING SIDEWAL EMMANUEL DIAZ K PROJECT ARCHITECT. EMMANUEL DIAZ DRAWN BY: Pic CHECKED BY: 172ND STREET NE 3-6-14 DATE SITE COMPUTER FILE NAME bEMO SITE PLAN A ^ 1 . 0 —0011 IN SCALE: 1*=10-O , , COPYRIGHT 2011 CARLETTI ARCHITECTS.P.S. NEW LIGHT / POLES 6 0 BASE 4 1 W W W CARLETTI ARCHITECTS P.S. / m `_-------- architecture,planning,interior design NEW LIGHT POLES d " BASE PER ACT. BID 0 116 EAST FIR STREET SUITE A 4 14 MOUNT VERNON, WA. 98273 w w w w w Phone: (360) 424-0394 w w Fax: 360)) 424-5726 *11,EIINI 4X4 METAL POST y,,, III METAL 1/2'METAL TUBE 48'O.C.VERIFY TUBE STEEL COLUMN PER 1'-6' O r' NE PARKING CAP IN FEILD .� MAIL BOX SUPPLIER STALLS NEW ASPHALT NEW ASPHALT OUTLINE OF MAIL BOX ABOVE \\\ 17215 SMOKEY POINT DRIVE CHAIN LINK FENCE CONCRETE PAD —� 16 15 III ARLINGTON. WA W/VINYL SLATS 8 10 V-0'X V-O'GATE FLUSH W/TOP OFF CURB NEW LOT TO STRIPPING TYP. W/HASP BE 8'DEEP W/(2)#4 BARS EACH DIRECTION BY STALL NUMBER REPRESENTATIONAL NE CONTRACTOR.WILL FOLLOW ;p ONLY DO NOT PAINT X6 CURVE OF CURB NEW CANOPY STEEL PLATE PER MAIL O - BOX SUPPLIER _N ><���X CONTRACTOR TO ATTACH EXISTING GROUND W/(4)1/2'X 6'EXPANSION - COVER BOLTS W/4'MIN.EMBED p•-O' 8 O - DRILL AND EPDXY FOR ATTACHMENT 2 ° O 0 I 1 1 c B �FENCE MAILBOX / l SCALE: 1/2'.1'-0'� SCALE: 3/4%1'-0' � NEW CONC.CURB o ❑ w W o NEW 5'CONC.PAD SLOPE AWAY O NEW HIGH CHAIN LINK FROM BUILDING TO MEET ASPHALT w FENC W/VINYL SLATS 8 s 90'-0'MAX HEIGHT o -w 5-0. X 8'-0'GATE W/HASP OF POLE w O LIGHT POLE INTERNATIONAL � SYMBOL OF LIGHT BASE BARRIER-FREE �" �" �" NEW ROOF PER ACT. 'CLR.iv a ACCESS w w o NEW FLAGSTONE 14-714 IS PAINTED WHITE BID #1 ISEE SHEET BOLTS PER POLE b WITH A BLUE A-221 0 STEPPING PATH MANUF.PLACE BACKGROUND INSIDE REINF.CAGE o o NEW MTL. REVISIONS: ROOF PER AL BID #2 ISEE w 6-3-14 CHECK SET o - O SHEET A-2.21 w 6-16-14 PERMIT / BID SET (8)#4 VERT a m w w w w w w #3 TIE 0 12'O.C. o 4'-0'SQUARE m w w PAINTED BLUE m w w w m NOTE- BACKGROUND . w w �, w m m w w w w w w w w w TOTAL WEIGHT OF POLE PROPOSED SITE NOTES: LIGHT TO BE LESS 1. RELOCATE MAILBOX AS DIRECTED BY OWNER. SEE THAN OR EQUAL TO 675 - INTERNATIONAL SYMBOL OF BARRIER-FREE ACCESS DETAIL 5 FOR CONSTRUCTION.T7TF w w w w m w w w w w w w m w w w w m w LB TRAFFIC WHITE PAINT ON ASPHALT•PARKING STALLS 1 8' 4 LIGHT POLE BASE 3 B.F. STALL PROPOSED SITE LEGEND: SCALE: 3/4%1'-0' SCALE: T=1'-0' 0 EXISTING LANDSCAPING SHEET TITLE: 8' NEW ASPHALT � � .� � .� .� .� w � .� .� .� w ., stoN � � � � � � � � � � � � � � � PROPOSED SITE PLAN 1'6'1' NEW LED WALL PACKS SEE ELEVATIONS EXISTING LANDSCAPE w w w w w PR E CANTING FASTEN w/121 3/B'DIA. FOR HEIGHTS IA-9.11 w w w w w PARKING GALV.BOLTS VAN PARKING STALL NEW DOWNSPOUT CONNECT TO TIGHT LINE 1? PARKING STALL ONLY DS AS DOWNSPOUT w w w w w m m w w w w w m m w w w w w w m 2'SQUARE STL.TUBE ECIV W/1/4'END CAP WELDED °L"°°"Ltl1P`o TO TOP:GALV.AFTER w w m w W w m m w W w w m w FABRICATION.PAINT VAN CHARCOAL GREY ACCESSIBLE SLOPE CONC.AWAY FROM TYP.PAVING—' w w w w w w w w 6TL.PIPE SECTION ISEE o w w w SPEC.) _ TOP OF PAVING OR FIN.GRADE TYP.GRAVEL -- EMMANUEL DIAZ BASE ISEE EXISTING SIDEWALK--__ PROJECT ARCHITECT: a d� 4 COLD JOINT(NO BOND) ctvtLl III III IIIIII—III EMMANUEL DIAZ DRAWN BY: 12 DIA.CONIC.BASE Pic CHECKED BY: a 4 172ND STREET NE 3-6-14 DATE ACCESSIBLE PARKING EXTRUDED CURB SITE 2 SCALE: 1'=1'-0' I OCCURS SCALE: 3'-V-1)' COMPUTER FILE NAME (WHERE PROPOSED SITE PLAN A ^ 1 . 1 + SCALE: 1'=10'-O' / , COPYRIGHT 1111 1ARLGTTI A11-11TS.P.S. T QII T T T 2.6 I O _ _ _ _ _ _ _ _ -L_ _ _ -- �J - OP 4 -- P 3 �J CARLETTI ARCHITECTS P.S. 111 10 architeture,planning,interiadesign 116 EAST FIR STREET FLOOR PLAN NOTES: A SUITE A 1. PROVIDE BARRIER FREE SIGNAGE AT ALL ADA RESTROOMS PER ANSI GLASS BLOCK TO BE _ MOUNT VERNON, WA. 98273 117.1 REMOVED PER ALT.BID.#4 2. CONFIRM ALL ROUGH OPENINGS FOR DOORS AND WINDOWS PRIOR TO z '= Phone: I360II 424-0394 FRAMING AND ORDERING. OA m Fax: I360) 424-5726 3. SEE SHEET A-0.0 FOR MINIMUM BARRIER FREE ACCESSIBLE RESTROOM DIMENSIONS AND CLEARANCES. 4. CONFIRM ALL FINISHES W/OWNER PRIOR TO ORDERING. 5. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR ALL CASEWORK FOR ___ __ // APPROVAL BY OWNER PRIOR TO CONSTRUCTION. QP 2 OP 1 j S 6. SOUND INSULATE ALL WALLS TYP.THROUGH-OUT. B 10$ 107 1 RE STEREO 7. SEE ELEVATIONS FOR EXTERIOR SIDING UNO. A-4.1 A ITECT 8. PROVIDE RELIEF VALVE.PAN.AND SEISMIC STRAPPING AS REO'D FOR WATER HEATER PROVIDE BLOCKING AS REO'D. ADD FRO rEO VINYL TO WINDOWS 0. COORDINATE ALL EXIT SIGNS AND LIGHTING.DO NOT BLOCK. SHEET OCK OVER INTERIOR 10. SEE SHEET A-2.1 FOR EGRESS PLAN. _�\e _�\o $TA Tf1M� FLOOR PLAN LEGEND OP 5 °( /� - EXIST.EXTERIOR WALLS.FILL ALL EXPOSED WALL CAVITIES W/R-21 BATT INSULATION d VAPOR BARRIER TYP. T RILIZA ION 17215 SMOKEY POINT DRIVE NEW SECTION OF WALL SEE SECTIONS --- 109 ARLINGTON. WA )♦ NEW WALLS SEE WALL TYPES �- - ------� -------- - - - - - - - - - - - - - - O NEW WALLS PER OFFICEWRAPS DWGS A G 1 WINDOW GLAZING TO BE REPLACED.SEE WINDOW SCHEDULE CO PUTER -� - - NEW SECTION IIOF WALL. ® A-2.3 WOR STATION -- SEE SECTIONS)FOR O NEW EXTERIOR DOORS.SEE DOOR SCHEDULE A-2.9 LADA R 1 DETAILS OP 6 I 106 PURR OUT WAL ® EXT.LED WALL PACK SEE ELEVATIONS FOR HEIGHTS.IA-3.11 113 AS DIRECTED B WALL TYPES ------- ---- OFFICEWRAPS. WALL CONSTRUCTION: F 0 14 5/8'GWB 0/2X6 WD STUDS 6 16'O.C.FRAME TO BTM OF A 0 DECK W/BATT INSULATION 0/5/8'GWB NEW INTERIOR,, WALL CONSTRUCTION. i1 WALLS P 1 ❑2 5/8'GWB 0/2X4 WD STUDS 8 16'O.C.FRAME TO BTM OF - ARCH.0 05 I DECK W/BATT INSULATION 0/5/8'GWB WAY. /� VV"--66 i TE NT IMPROVEMENT YOUT OR 1 --_ �\ Imo/~ OP HALL HIC REPRESENTATIO 115 SE INTERIORS SHEETS L YOU STAIR NOTES: i -5.0 1. PROVIDE HANDRAILS EA.SIDE OF STAIRS.HANDRAILS TO �� -- ------- OFI BE 1-X'GRASPABLE DIA.MIN.34'-MAX.38'ABOVE NOSE O TREAD/LANDING. '-- ,II ------ 2. PROVIDE HANDRAIL EXTENSIONS 12'AT TOP/BTM. OP6 �( ) I -- HECK-OUT PRINTERS I NEW PAIR I 14-714 LANDINGS MIN.1-SIDE. �� CK- 104JI 9. PROVIDE GUARDRAIL MIN.42'ABOVE NOSE OF _ 1 TREAD/LANDING.RETURN ALL HANDRAILS TO WALL AND _ _ _ _ _ _ _ _ _ _ I REVISIONS: OR INTERMEDIATE POST. j �J 4. MAX.SPHERE OPENING TO BE 4'BETWEEN MEMBERS UP OP 9 6-3-14 CHECK SET t TO A HEIGHT OF 34'. OPENING CAN BE 8'FROM 34'TO 117 I 6-16-14 PERMIT/ BID SET 42'.(CAN BE 6'BETWEEN RISER.TREAD AND BTM.RAILI HE - --------------- 5. 21'DIA.OPENING BETWEEN VERTICAL 8 HORIZONTAL -- ----------- ----- DA 102 MEMBERS IN INDUSTRIAL APPLICATIONS NOT ACCESSIBLE 1 LOGO WAIL NEW TO THE PUBLIC. DOOR 6. MAXIMUM RISER HEIGHT 7'MIN.TREAD WIDTH 11'.RISERS I OP$ BEVI BAR TO BE CLOSED OFF.NO OPEN RISERS ALLOWED. 118 KEEP 98'CLR 7. THE TRIANGULAR OPENING FORMED BY THE RISER. SPACE IN FRONT TREAD 8 BOTTOM RAIL AT THE OPEN SIDE OF A OF ELEC.PANELS ELECT r---- STAIRWAY CAN BE OF A MAXIMUM SIZE SUCH THAT A I WAITING j 119 P NO SPHERE OF 6'IN DIA.CANNOT PASS THROUGH THE I i� OPENING BETWEEN RISER,TREAD AND BTM.RAIL. 1 1 120 i 101 8. PROJECTIONS INTO CLEAR STAIRWAY WIDTHS SHALL NOT 1 I SECTION OF CONC,SLAB TO BE REMOVED EXCEED 4.5'AT OR BELOW THE HANDRAIL HEIGHT. FOR NEW ENTRANCE.POUR NEW SLAB AT _ _ _ p TING ELECTRICAL _ _ _ _ _ __ ENTRANCE 0. MIN.CLEAR HEAD HEIGHT ABOVE ANY TREAD NOSING IS C O® STP E S TO REMAIN r a C SHEET TITLE: 8'-8 A 1 Lm" I TAIRS N SE ION WA S SECT ONS DE IL 10 R MAIN FIRST FLOOR PLAN ��♦ �� EXISTING - - - - - ALT BID#4: 1 6 ) - - -�EYRRESTROOM -- --_- _--- - - -� REMOVE GLASS BLOCK AT CURVED WALL �/ O I REMAIN AND REPLACE WITH FRAMING 8 STUCCO ROOMS UNDER SYSTEM AS DIRECTED BELOW. STAIRS TO HAVE 121 LAYERS OF GWB 0 1 RATING 'o 1 NEW DOWNSPOUT CONNECT TO TIGHT LINE STORAGE CEILING FOR 1-HOUR I I 1 E OWE 1 ---------- ---- RELOCATED DOOR.SIDELIGHTS 8 CLEARSTORY I AIRS 1 STAFFgILING 1 i WINDOWS FROM EXISTING ENTRY.FRAME OPENING L UNGE AS REO'D FOR RELOCATED DOORS 6 WINDOWS. WALL CONSTRUCTION I 124 1 i NEW STEEL CANOPY 7/8'STUCCO SYSTEM(MATCH EXISTING)0/ m_ TYVEK COMMERCIAL WRAP 0/ I EQUIPMEN 1/2'SHEATHING 0/ 1 ROOM I 2X6 WD STUDS 0 16'O.C.W/ R-21 GATT INSULATION 0/ 1 1 25 I 5/8'GWB PER OFFICEWRAPS DWGS 1 --J EMMANUEL DIAZ PROJECT ARCHITECT: PAINT d TEXTURE STUCCO TO MATCH �- - EXISTING STUCCO EMMANUEL DIAZ -�- -�- - DRAWN BY. Pic CHECKED BY: 3-6-14 SECTION DATE . BID 14 O 2 2.6 3 4 5 6 01AIT FLOOR PLANS SCALE: 3'=1-0' COMPUTER FILE NAME FIRST FLOOR PLAN A _ 2 . 0 SCALE: 1/4'=1-Q' " COPYRIGHT 1111 CARLETTI A111IT2CT9.1.3. T 2.6Q T T T + O - - - - - - - - -I------ FLOOR PLAN NOTES: CARLEYTI ARCHITECTS P.S. 1. PROVIDE BARRIER FREE SIGNAGE AT ALL ADA RESTROOMS PER ANSI ardhitecwre,planning,interior design 117.1 2. CONFIRM ALL ROUGH OPENINGS FOR DOORS AND WINDOWS PRIOR TO � GLASS BLOCK TO BE REMOVED 116 EAST FIR STREET FRAMING AND ORDERING. U _ _ _ _ _ _ - _ _ PER ALT.BID#4 SEE DETAIL 1_ _ _ _ _ _ _ _ _ r , SUITE A 3. SEE SHEET A-0.0 FOR MINIMUM BARRIER FREE ACCESSIBLE �J MOUNT VERNON. WA. 98273 RESTROOM DIMENSIONS AND CLEARANCES. 4. CONFIRM ALL FINISHES W/OWNER PRIOR TO ORDERING Phone: I360I 424-0394 5. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR ALL CASEWORK FOR EXISTING SKYLIGHTS APPROVAL BY OWNER PRIOR TO CONSTRUCTION. PRIVATE d TILED ROOF BELOW. 1 Fax: (360) 424-5726 6. SOUND INSULATE ALL WALLS TYP.THROUGH-OUT. OFFICE _ SEE ALT#2 FOR 7. SEE ELEVATIONS FOR EXTERIOR SIDING UNO. 206 REMOVAL 8. PROVIDE RELIEF VALVE.PAN.AND SEISMIC STRAPPING AS REO'D FOR WATER HEATER PROVIDE BLOCKING AS REO'D. c 9. COORDINATE ALL EXIT SIGNS AND LIGHTING.DO NOT BLOCK. 1 B n b ARE STERED 10. SEE SHEET A-2.1 FOR EGRESS PLAN. A-4.1 l/Di'S ITECT FLOOR PLAN LEGEND _ � GTON EXIST.EXTERIOR WALLS.FILL ALL EXPOSED WALL CAVITIES �y� /� W/R-21 BATT INSULATION d VAPOR BARRIER TYP. O _ / \ / \ASSOCIATE NEW SECTION OF WALL SEE SECTIONS (�\4 �//p = NEW WALLS SEE WALL TYPES _ EMOI E YLIGHT 205 ASSOCIA E OFFICE ACT9'-3"AFF 17215 SMOKEY POINT DRIVE NEW WALLS PER OFFICEWRAPS DWGS ARLINGTON. WA ® WINDOW GLAZING TO BE REPLACED.SEE WINDOW SCHEDULE - -� A-2.3 � REUSE GLASS WALL O NEW EXTERIOR DOORS.SEE DOOR SCHEDULE A-23 U - - - - - -- I -- - PANELS s DOORS ® EXT.LED WALL PACK SEE ELEVATIONS FOR HEIGHTS.IA-3.1I I 1 I EXISTING SKYLIGHTS d FETING L S AIR B TILED ROOF BELOW.SEE WALL TYPES i ROOM 2 1204 I ALT#2 FOR REMOVAL 5.0 WALL CONSTRUCTION. 207 O � 5/8'GWB 0/2X6 WD STUDS d 16'O.C.FRAME TO BTM OF REUSE GLASS W LL ❑1 >DECK W/BATT INSULATION 0/5/8'GWB / PANELS d DOOR1 ' F �� t t - WALL CONSTRUCTION: i I ❑2 5/8'GWB 0/2X4 WD STUDS d 16'O.C.FRAME TO BTM OF ____ __ _ _______T_ ___ DECK W/BATT INSULATION 0/5/8'GWB 4.0 � NEW STAIRS COLUMN STAIR NOTES: �\ � `� �\ 1. PROVIDE HANDRAILS EA.SIDE OF STAIRS.HANDRAILS TO �/ 2 �/ BE 1-V GRASPABLE DIA.MIN.34'-MAX.38'ABOVE NOSE I 2 OF TREAD/LANDING. TENANT IMPROVEMENT LAYOUT FOR GRAPHIC REPRESENTATION ONLY. 2. PROVIDE HANDRAIL EXTENSIONS 12'AT TOP/BTM. SEE INTERIORS T FOR LAYOUT. ` LANDINGS MIN.1-SIDE. 0 coie,ly l CE _� STORAGE 1 O 2I 2O3 3. PROVIDE GUARDRAIL MIN.42'ABOVE NOSE OF OF TREAD/LANDING.RETURN ALL HANDRAILS TO WALL AND i 14-714 OR INTERMEDIATE POST. (E)RESTROOM 2 4. MAX.SPHERE OPENING TO BE 4'BETWEEN MEMBERS UP RESTROOM TO A HEIGHT OF 54'. OPENING CAN BE 8'FROM 34'TO _ _ _ 42'.(CAN BE 6'BETWEEN RISER.TREAD AND BTM.RAILI - REVISIONS: 5. 21'DIA.OPENING BETWEEN VERTICAL d HORIZONTAL O 6-3-14 CHECK SET MEMBERS IN INDUSTRIAL APPLICATIONS NOT ACCESSIBLE wH o wiD TO THE PUBLIC. 6-16-14 PERMIT/ BID SET 6. MAXIMUM RISER HEIGHT 7'MIN.TREAD WIDTH 11'.RISERS __ COLLUMN TO BE CLOSED OFF.NO OPEN RISERS ALLOWED. -- 'N LAN 7, THE TRIANGULAR OPENING FORMED BY THE RISER, 202 WORKROOM SKYLIGHTS TO REMAIN TREAD d BOTTOM RAIL AT THE OPEN SIDE OF A � i i i STAIRWAY CAN BE OF A MAXIMUM SIZE SUCH THAT A 2 99 SPHERE OF 6'IN DIA.CANNOT PASS THROUGH THE OPENING BETWEEN RISER.TREAD AND BTM.RAIL. 8. PROJECTIONS INTO CLEAR STAIRWAY WIDTHS SHALL NOT -7 EXCEED 4.5'AT OR BELOW THE HANDRAIL HEIGHT. ADA RR ®. MIN.CLEAR HEAD HEIGHT ABOVE ANY TREAD NOSING IS 2 11 6-8 XI TAIRA- - - - - - - - - - - - - - -� ALT BID#4: 210 SHEET TITLE: REMOVE GLASS BLOCK AT CURVED WALL AND REPLACE WITH FRAMING d STUCCO O ExISTIr}GDOORS - - - 2ND FLOOR PLAN SYSTEM AS DIRECTED BELOW. To .MAIN WALL CONSTRUCTION STO�AGE 2 7/8'STUCCO SYSTEM MATCH EXISTING)0/ TYVEK COMMERCIAL WRAP 0/ 1/2'SHEATHING 0/ 11 I Nil MTL.CANOPY SEE 2X6 WD STUDS 0 16'O.C.W/ i SECTIONS FOR DETAILS ' BATT INSULATION 0/ I 5/8'GWB PER OF ICEWRAPS DWGS ST02 AGE 3 Lm PAINT d TEXTURE STUCCO TO MATCH -/ EXISTING STUCCO EMMANUEL DIAZ PROJECT ARCHITECT: EMMANUEL DIAZ DRAWN BY: SECTION Pic CHECKED BY: ALT. BID #4 SCALE: 3'=1'-O' DATE I DATE 1 2 26 3 4 5 6 FLOOR PLANS COMPUTER FILE NAME SECOND FLOOR PLANA �SCALE: 1/4'-1'.0' ' , 2 . 1 + v COPYRIGHT 2011 CARLETTI ARCHITECTS.P.S. ROOF NOTES ROOF LEGEND 1. INSPECT ROOF DRAINS AND INSTALL NEW ROOF STRAINERS LINE OF EXISTING ROOF AT ALL DRAIN LOCATIONS 2. PRESSURE WASH W/RECOMMENDED CLEANER ALL = = DEMO LINE EXTERIOR STUCCO,TILE ROOF SHINGLES.SKYLIGHTS, cm NEW EXTERIOR LIGHTS SEE WINDOWS.DOORS,d FLAT MEMBRANE ROOFING. 9. LOCATE ALL DOWNSPOUTS SO AS NOT TO INTERFERE W/ ELEVATIONS FOR HEIGHTS WINDOWS OR 4. COORDINATE EXISTINGS.MECHANICAL CURBS AND ROOF ® EXISTING MECHANICAL UNITS - - - _ - _ - - - - - - - - - - - - - -II - - - - I - - PENETRATIONS W/NEW ROOF IN ALT.BID f1 ® EXISTING ROOF HATCH 2/9 ® EXISTING ROOF DRAIN - _- CARLETTI ARCHITECTS P.S. architecture,planning,interior tlesgn EXISTING VENT PIPE -� SUITE A 116 EAST FIR STREET - - -- y, - - - - - - - - - - - - - - - - - - ALT.BID f1 MOUNT VERNON, WA. 98273 REMOVE EXISTING FLAT ROOF MEMBRANE.INSTALL NEW 20 YEAR TPO ROOF W/R-38 RIGID INSULATION. RAISE ALL EXISTING VENTS.ROOF DRAINS d MECHANICAL UNITS AS REQ'D Phone: 360 424-0394 ROOFING SPEC Fax: (360) 424-5726 THERMOPLASTIC MEMBRANE ROOFING (PER FIRESTONE BUILDING PRODUCTS.ULTRA PLY 60 MIL TPO SYSTEM) B PART 1-GENERAL A-41 6 RE STEREO ___ NEW DS FO ROOF SL0P2 - MTL ROOF ITECT MINIMUM SLOPE REQUIRED 9"PER FOOT. EXISTING SKYLIGHTS CONNECT TOi - APPLICATION BY MANUFACTURER'S APPROVED APPLICATORS ONLY. BELOW.SEE ALT f 2 S TIGHT I ' COMPLETED SYSTEM MUST QUALIFY FOR A MINIMUM 20-YEAR SYSTEM WARRANTY. FOR REMOVAL - RD ,' �_ GTON PART 2-PRODUCTS i (ROOF RE PLACE EXISTING TILED VE, _ ROOF.SEE ALT f 2 w I PAIR ULTRAPLY PRODUCTS.AS SUITS THE CONDITIONS: a / Q'DULTRAPLY 80 MIL TPO.THERMOPLASTIC POLYOLEFIN. ULTRAPLY TPO: CUT EDGE SEALANT. FOR REMOVAL o iGENERAL PURPOSE SEALANT.QUICKPRIME,COATED METAL.UNSUPPORTED FLASHING.T-JOINT COVERS.PIPE AND CORNER T.O.PARAPET 28-6'FLASHING.UNIVERSAL PIPE BOOTS,REINFORCED SPLIT PIPE BOOTS. 117215 SMOKEY POINT DRIVE ADHESIVES: _ _ - _ _ _ _ ULTRAPLY BONDING ADHESIVE. H -�J — - H ARLINGTON. WA PART 9-EXECUTION T.O.PARAPET 28'4' - - - CONFORM TO THE MANUFACTURER'S APPLICATION INSTRUCTIONS REGARDING PROTECTION OF MATERIALS.TEMPERATURE EXISTING FIRE PLACE T.O.PARAPET 26'-8' CONDITIONS.SUBSTRATE CONDITIONS.POSITIONING AND LAPPING.DISPENSING OF ADHESIVES,LAPPING,ROLLING.AND STACK REMOVE. 2 TILED ROOF d MONITORING THE COMPLETED WORK. T.O.PARAPET 26'-8' i - PATCH d REPAIR SKYLIGHTS BELOW. RIGID INSULATION ROOF AS REQ'D I T.O.PARAPET 28'-6' SEE ALT f 2 FOR (PER FIRESTONE BUILDING PRODUCTS.ISO 05.GL ROOF INSULATION) REMOVAL EXISTING ROOF i NEW DS FOR MTL. PART 1-GENERAL PENETRATIONS ROOF CONNECT TO OF DS PROVIDE 20 PSI COMPRESSIVE STRENGTH. l T.O.PARAPET 26'-6' PROVIDE 2 PCF DENSITY. -—- - - A BLACK GLASS REINFORCED MAT FACER.BOTH SIDES. YII a '4• COMPLY WITH ASTM C1280,TYPE II.CLASS 1:UL:FM CLASS 1. L i N PART 2-PRODUCTS o 0 4'X 8'PANELS 2.5"THICK WITH LTTR VALUE OF TO MATCH R-VALUE MIN.FASTENERS.FIRESTONE HEAVY DUTY FASTENERS ISTEEL). U O PART 3-EXECUTION I � INSTALL INSULATION PANELS IN TWO LAYERS WITH THE JOINTS STAGGERED. RD SECURE THROUGH BOTH LAYERS AT THE RATE OF 8 FASTENERS PER PANEL.SAME RATE OF FASTENERS AT DECK RD EXISTING ECHANICALI PERIMETER. PROVIDE MINIMUM TOTAL R VALUE AT ALL DECK AREAS OF R-56 MIN. UNITS ON URBS 14-714 TYP.ROOF CONSTRUCTION EXISTING PARAPET FLASHING RD EXISTING ROOF TO BE NEW 20 YEAR 60 MIL TPO RE-INSTALL/OR REPLACE ROOF SYSTEM 0/ ��� LOWER ROOF TO BE (MATCH EXIST.)WITH NEW 1 D - - - - RE-ROOFED PER ALT. BID f1 _ _ RE-ROOFED PER ALT. / I NEW R38 RIGID INSULATION 0/ GASKETED TECH SCREWS BID f1 EXISTING SHEATHING 0/ NEW TPO ROOFING.RUN UP d REVISIONS: EXISTING TJI'S OVER PARAPET MIN.2' i T.O.PARAPET 22'-8' 6-3-14 CHECK SET u EXISTING TILED T.O.PARAPET 26'-6' FORFREMOVALT t 2 6-16-14 PERMIT/ BID SET w 0 PARAPET SLOPED � � N EXISTING OF DRAIN I.SEE ® o NOTE 1 TY.THROUGH;UT 0 T.O.PARAPET 28'-6' EXISTING STUCCO PRESSURE WASH AND PAINT RD 00 EXISTING� EXISTING WALL EXISTING ROOF ROOF BELOWTOREMAINTS HI FH HATCH ON CURB PRESSURE WASH PER ROOF E 0 NOTE f2 LOWER ROOF TO BE INTERIOR APS DWS PER i INTERIOFFICOR FIN)DWGS C T.O ARAPET--2x-8 RE-ROOFED PER ALT.BID 01 _ C R 0 0 F DETAIL O T.O. PARAPET 2T-6' 9 T.O.PARR ET 28'-6' i RD I SHEET TITLE: ) T.O.PARAPET 28'-6' P O SCALE: 3/4'=1'-0' ROOF PLAN B - B T.O. PARAPET 22'-B'---\ ALT.BID f2 RD i REMOVE TILED ROOF d SKYLIGHTS AT ALL LOCATIONS d INSTALL NEW 24 GA KYNAR STANDING SEAM H' MTL ROOF PANELS W/ALL ASSOCIATED FLASHING 0 ROOF TO WALL INTERSECTIONS.RAKES,d FASCIA. NEW CANOPY AT SEE STRUCTURAL DWGS FOR CEILING JOISTS 0 REMOVED SKYLIGHTS ENTRANCE i LOWER ROOF TO EXISTING STUCCO TYP.ROOF CONSTRUCTION BE RE-ROOFED PRESSURE WASH d NEW 24 GA.STANDING SEAM PER ALT.BID f1� i PAINT MTL.ROOFING W/ INTERIORS PER KYNAR FINISH 0/ 90 LB BUILDING PAPER 0/ OFFICEWRAPS EXISTING SHEATHING 0/ EXISTING JOISTS MTL.FLASHING DRIP EDGE A ® _ _ _ - _ _ _ _ -_ _ _ _ - _ _�/A�) EMMANUEL DIAZ •� NEW METAL DRIP FLASHING O N PROJECT ARCHITECT: ROOF TO WALL MTL. � � r CONT.VENT I'.��GUTTER STRAPS AS '� REQUIRED TO SUPPORT EMMANUEL DIAZ ,-G- EXIST.SHEATHING DRILL PER MANUF. DRAWN BY: 151 111 DIA.HOLES Pic BETWEEN EA.JOIST NEW PRE-PAINTED 6'MTL.BOX CHECKED BY -G FOR VENTILATION GUTTER AS SHOWN TYPICAL DOWN SPOUT CONNECT TO TIGHT 3-6-14 NEW 24 GA.STANDING LINE AS REQ'D Oi 2 2.6 3 4 5 6 DATE SEAM MTL.ROOFING W/ INTERIOR EXISTING STUCCO.PRESSURE KYNAR FINISH 0/30 LB FINISHES PER WASH d PAINT FLOOR PLANS BUILDING PAPER OFFICEWRAPS COMPUTER FILE NAME A DWGS EXIST.WALL ROOF TO WALL 2 ROOF DETAIL ROOF PLAN " A _ 22 SCALE: 1-1/2'=1'-0' MTL ROOFING SCALE: 3/4'=1'-0' SCALE: 1/4'=1'-0' COPYRIGHT 2011 LARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. architecture,planning,interior design 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone: (360) 424-0394 Fax: (360) 424-5726 *STERED 17215 SMOKEY POINT DRIVE ARLINGTON. WA WINDOW SCHEDULE WINDOW NOTES: LTR OTY SIZE TYPE FRAME U-VALUE NOTES 1. ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24' MATERIAL FINISH ARC OR EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS A 3 T-1 7/8'X 9'-0' EXISTING EXISTING EXISTING 35 CLEAR LOW E THAN 60'ABOVE THE WALING SURFACE SHALL BE TEMPERED.(GLAZING SUBCONTRACTOR TO VERIFY LOCATIONIS)OF ALL SAFETY GLAZING.) B 1 4'-0'X 5'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E 2. GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANEL OTHER THAN THOSE LOCATIONS DESCRIBED IN ITEM 1.ABOVE. C 2 6'-0'X 5'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E THAT MEETS ALL THE FOLLOWING CRITERIA D 1 2'-0'X 5'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E A)EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET E 1 5'-O'X 4'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E B)EXPOSED BOTTOM EDGE GREATER THAN 36'ABOVE THE FLOOR F 2 8'-0'X 5'-O' EXISTING EXISTING EXISTING 1.35 1 CLEAR LOW E C)EXPOSED TOP EDGE GREATER THAN 36'ABOVE THE FLOOR D)ONE OR MORE WALKING SURFACES WITHIN 26'ABOVE THE FLOOR G 2 4'-2'X T-1' EXISTING EXISTING EXISTING .35 CLEAR LOW E H 1 8'-0'X 5'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E 3 REFER TO THE DOOR SCHEDULE FOR SIZE OF ALL DOORS WITH GLAZING, 14-714 I 1 8'-O'X 4'-0' EXISTING EXISTING EXISTING .35 CLEAR LOW E 4. ALL WINDOW SIZES ARE ROUGH OPENINGS AND SHALL BE FIELD MEASURED PRIOR TO FABRICATION J 2 1 1'-6'X 6'-O' EXISTING EXISTING EXISTING 1.35 1 CLEAR LOW E 5. SHADING COEFFICIENT TO BE 0.64 OR BETTER.ALL GLASS TO BE LOW E.SEE SPECIFICATIONS FOR MORE SPECIFICS ON GLAZING NOTE:GLAZING TO BE REPLACED AT WINDOWS.CONTRACTOR TO REVISIONS: INSTALL NEW GLAZING IN EXISTING FRAMES.CONTRACTOR TO VERIFY 6. CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. CONDITION OF FRAME AND NOTIFY ARCHITECT/OWNER IF FRAMES 6-3-14 CHECK SET NEED TO BE REPLACED.ALL REPLACED FRAMES TO MATCH EXISTING 7. CONTRACTOR TO VERIFY ALL WINDOW SIZES. 8. CONTRACTOR TO VERIFY EXISTING CONDITION OF ALUMINUM FRAMES.ANY FRAME WHICH NEEDS TO BE REPLACED MUST MATCH EXITING. 6-16-14 PERMIT/ BID SET T 4'-0' 8'-0' ,y 2'-0' 6'-0' 8'-0' S'-O' b / b i� b SHEET TITLE: .FIELD VERIFY FIELD VERIFY i. 4ALL WINDOW ALLALL WINDOW WINDOW SCHEDULE HEIGHTS HEIGHTS DOOR SCHEDULE T:TEMPERED O O O O O O O O O O DOOR SCHEDULE DOOR NOTES NO. SIZE DOOR LEAF FRAME HARDWARE TYPE MATERIAL FINISH MATERIAL FINISH CLSR. PANIC GRP. RATING NOTES 1 VERIFY ALL R.O.AND JAMB DEPTHS PRIOR TO ORDERING 1 3'-0'X T-0' A METAL PAINT METAL PAINT YES SEE NOTE 9 2. ALL DOORS TO HAVE BARRIER FREE LEVER HANDLE HARDWARE AS REQUIRED. EMMANUEL DIAZ 2 3'-0'X T-0' A METAL PAINT EXISTING PAINT YES ISFE NOTE 9 3 ALL EXIT DOORS SHALL BE OPERABLE FROM INSIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. PROJECT ARCHITECT: 4. ALL GLAZING WITHIN A 24 INCH ARC OF EITHER EDGE OF DOORS AND WITH8IN 18 INCHES OF FLOORS SHALL BE SAFETY GLAZING AS REQUIRED BY IBC SECTION EMMANUEL DIAZ 2406. ALL SUCH GLAZING SHALL HAVE PERMANENT IDENTIFICATION SAFETY GLAZING STAMP. DRAWN BY: 5. DOORS SHALL HAVE LEVER HARDWARE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE. Pic CHECKED BY: 6. ALL DOORS W/DEADBOLTS MUSH HAVE SINGLE ACTION OPERATION BY HANDLE INSIDE AND KEY ON EXTERIOR. 3-6-14 T U VALUE OF ALL EXTERIOR HMD TO BE.60 OR BETTER. DATE 8. ALL EXTERIOR DOORS ARE TO BE FULLY WEATHER STRIPPED AND HAVE ADA COMPLYING THRESHOLDS AND CONCRETE LANDINGS(OR SIDEWALK). EXTERIOR DOORS FLOOR PLANS OPENING ON TO TRAFFIC AREAS ARE TO BE PROTECTED BY PIPE BOLLARDS. COMPUTER FILE NAME 9. DOORS TO HAVE:LEVER HANDLE/KEYED DEADBOLT LOCK/WEATHER STRIP/THRESHOLD/INSULATED/CONCEALED OVERHEAD CLOSER A A � 2 . 3 + COPYRIGHT 2011 CARLETTI ARCHITECTS.P.S. 5 a B 3 2 1 + A-4.1 T.O.PARAPET 28'-8'AFF T.O.PARAPET 26'-6'AFF ., r T.O.PARAPET 22'-8'AFF ., T.O.REVEAL 20'-0'AFF_* TILE ROOF d P'/ TILE ROOF 8 SKYLIGHTS TO RSKYLIGHT TO BE A EMOVED PER ALT. nnn nn F BE REMOVED PER ALT.BID#2 CARLETTI ARCHITECTS P.S. architecture,planning,Interior design BID#2 116 EAST FIR STREET GLAZING TO BE REPLACED �L l UUU L I SUITE A T.O.REVEAL T-O'AFF MOUNT VERNON, WA. 98273 GLASS BLOCK TO BE , Phone, (3601 424-0394 REMOVED PER ALT. X Fax: 360 424-5726 BID#4.SEE 1/A-2.0 FOR DETAILS T.O.FF 0'-0' REPLACE GLAZING ISEE A-2.0/A-2.1) *EEICITD� DEMO SOUTH ELEVATION SCALE: 1/8' 1'-0' B C A F G H I J -4. T.O.PARAPET 28'-8'AFF 17215 SMOKEY POINT DRIVE T.O.PARAPET 26'-6'AFF ., ARLINGTON. WA T.O.PARAPET 22'-8'AFF ., T.O.REVEAL 20'-0'AFF R—REPLACE T.O.REVEAL 1T-0'AFF BE GLAZING - 0 TILED ROOF TI BEII II TILED ROOF d SKYLIGHT REMOVED PER ALT.BID f2 / /� TO BE REMOVED PER ALT. �UL BID#2 11FIFI T.0 REVEAL 7'-0'AFF �i GLASS BLOCK WINDOW TO BE REMOVED PER ALT. BID#4. LI SEE 1/A-2.0 FOR DETAILS T.O.FF 0'-0' WINDOW TO BE REMOVED ECTION OF WINDOW TO BE REMOVED DEMO WEST ELEVATION SCALE: 1/8' 1'-0' n O B O 5 n 4-714 ELEVATION NOTES: Y A-4.1 Y T.O.PARAPET 28'-6'AFF 1. REMOVE ALL EXISTING SEALANT AROUND ALL EXTERIOR DOORS. T.O.PARAPET 26'-6'AFF ., WINDOWS,6 SKYLIGHTS.INSTALL REVISIONS: NEW BACKER ROD 6 SEALANT AROUND ALL DOORS,WINDOWS.6 T.O.PARAPET 22'-8'AFF �, 6-3-14 CHECK SET SKYLIGHTS. REPLACE I 2. PRESSURE WASH GLAZING T.O.REVEAL 20'-O'AFF RECOMMENDED 6-16-14 PERMIT/ BID SET CLEANER ALL EXTERIOR STUCCO. TILE ROOF SHINGLES,SKYLIGHTS, / / - T.O.REVEAL 17'-0'AFF WINDOWS.DOORS,6 FLAT X X MEMBRANE ROOFING. - 9. PATCH 6 REPAIR STUCCO AS REO'D 4. WINDOW GLAZING TO BE REPLACED WALL PACKS,NAIL SLOT,6 WHERE NOTED WITH NEW ;IFFF SIGN BOARD ON EACH SIDE INSULATED GLAZING.EXISTING OF ENTRANCE O BE ALUMINUM FRAME TO BE UTILIZED REMOVED WHERE FEASIBLE.WHERE NOT I—I T.O. REVEAL T-0'AFF FEASIBLE ENTIRE UNIT TO BE REPLACED. I l� 5. FIELD VERI MARKERS uFY ALL HE 6 I I ELEVATION T.O. FF 0'-0' DOORS,SIDELIGHTS 8 CLEARSTORY SECTION OF WALL TO BE WINDOWS TO BE RELOCATED PER 6. REMOVED FOR NEW DOOR OPENING OFFICEWRAPS DINGS.PROVIDE FRAMING PATCH 6 REPAIR CRACKS AT STUCCO SHEET TITLE: FOR NEW WALL W/MATCHING STUCCO. TYP. DEMO NORTH ELEVATION DEMO ELEVATIONS SCALE: 1/8' 1'-0' OI H F 40 T.O.PARAPET 28'-6'AFF ., T.O.PARAPET 26'-6'AFF ., REPLACE GLAZING T.O.REVEAL 20'-0'AFF EMMANUEL DIAZ PROJECT ARCHITECT: EMMANUEL DIAZ DRAWN BY: REPLACE GLAZING T.O.REVEAL T-O'AFF Pic CHECKED BY: METERS EXISTING X 3-6-14 T.O.FF 0'-0' DATE ELEVATIONS.DWG WOOD FENCE TO BE REMOVED 6---DOOR 6 HARDWARE TO BE COMPUTER FILE NAME REPLACED W/6'HIGH CHAIN LINK FENCE REPLACED W/VINYL SLATS ISEE A-1.1 FOR DETAILS) _ DEMO EAST ELEVATION3 . 0 + SCA LE: 1/8' = 1'-0' COPYRIGHT 2011 CARLETTI ARCHITECTS.P.S. 5 4 B 3 2 O A-4.1 + T.O.PARAPET 28'-8'AFF T.O.PARAPET 26'-6'AFF T.O.PARAPET 22'-8'AFF T.O.REVEAL 20'-0'AFF �aA� SEAM MTL ROOF / / / // CA ARCHITECTS P.S. PER ALT.BID#2 NEW STANDING a¢hitecture,planning,interior design SEAM MTL ROOF NEW STANDING PER ALT BID#2 116 EAST FIR STREET SUITE A T.O.REVEAL 7'-0'AFF MOUNT VERNON, WA. 98273 NEW STUCCO 0 GLASS BLOCK Phone: I360I 424-0394 % % � % % '/r Fax, I3601 424-5726 LOCATIONS PER ALT.BID#4 ' T.O.FF 0'-0' U / RE STERED ITECT SOUTH ELEVATION SCALE: 1/8' T-0' STA �� GTON B C O O 4 F G H I J -4.0 T.O.PARAPET 28'-8'AFF ,, 17215 SMOKEY POINT DRIVE T.O.PARAPET 26'-6'AFF ARLINGTON, WA I. T.O.PARAPET 22'-S'AFF ., T.O.REVEAL 20'-0'AFF ., J// �// T.O.REVEAL 1T-0'AFF -% NEW CANO MATCH MTL.REVEAL T _ NEW STANDING SEAM MTL ADJACENT WHERE 1 - ROOF PER ALT.BID#2 WINDOWS WERE REM.D { T.0 REVEAL T-O'AFF NEW STUCCO 0 GLASS BLOCK I - I LOCATIONS PER ALT.BID#4 T.O.FF 0'-0' NEW SECTION OF STUCCO MATCH EXISTING WEST ELEVATION SCALE: 1/8' T-O' 14-714 ELEVATION NOTES: 1 2 3 B 4 ( 5 ) O A-4.1 Y 1. REMOVE ALL EXISTING SEALANT T.O.PARAPET 28'-6'AFF AROUND ALL EXTERIOR DOORS, SKYLIGHTS TO REMA N .. T.O.PARAPET 28'-8'AFF REVISIONS: WINDOWS,6 SKYLIGHTS.INSTALL NEW BACKER ROD 8 SEALANT 6-3-14 CHECK SET AROUND ALL DOORS.WINDOWS.6 SKYLIGHTS. ��� T.O.PARAPET 22'-8'AFF 6-16-14 PERMIT/ BID SET 2. PRESSURE WASH W/RECOMMENDED T.O. REVEAL 20'-0'AFF CLEANER ALL EXTERIOR STUCCO, TILE ROOF SHINGLES.SKYLIGHTS, WINDOWS.DOORS.8 FLAT / / T.O. REVEAL 17'-0'AFF MEMBRANE ROOFING. 3. PATCH 6 REPAIR STUCCO AS REO'D 4. WINDOW GLAZING TO BE REPLACED NEW MTL.ENTRANCE WHERE NOTED WITH NEW CANOPY INSULATED GLAZING.EXISTING ❑❑ ❑❑ ALUMINUM FRAME TO BE UTILIZED iSl �P� Il R P� WHERE FEASIBLE.WHERE NOT FEASIBLE ENTIRE UNIT TO BE T.O.REVEAL 7'-0'AFF REPLACED. S. FIELD VERIFY ALL HEIGHTS 8 ELEVATION MARKERS ELEVATION LEGEND T.O.FF 0'-0' NEW LED WALL PACKS 0 11'-0'AFF RELOCATED DOOR, NEW DOOR SHEET TITLE: SIDELIGHTS.6 CLEARSTORY NEW STUCCO 0 ENTRANCE PROVIDE FRAMING AS REO'D. WINDOWS FROM ENTRANCE MATCH EXISTING STUCCO TEXTURE.COLOR PER OWNER PROPOSED ELEVATIONS NORTH ELEVATION SCALE: 1/8' T-O' J 1 HG F 4.0 T.O.PARAPET 28'-e'AFF T.O.PARAPET 26'-6'AFF T.O.REVEAL 20'-0'AFF EMMANUEL IAZ D EEF P 0 ECTARCHITECT. EMMANUEL DIAZ DRAWN BY: COORDINATE FENCE I NOT INTERFERE W/WINDOW Pic CHECKED BY. T.O.REVEAL T-O'AFF 3-6-14 NEW DOOR 8 HARDWARE ON DATE EXISTING SEE 1 SCHEDU EFFOR DETAILSOOR ELEVATIONS,DWG T.O.FF 0'-0' COMPUTER FILE NAME NEW 6'HIGH CHAIN LINK FENCE W/VINYL SLATS EAST ELEVATION COPYRIGHT 2011 CARLETTI ARCHITECTS,P.S. SCALE: 1/8' T-O' B NEW ROOF CONSTRUCTION 1 ALT. A-4.1 BID iL I$EE ALT.BID}7.SEE A-2.21 -2. E�CISTING MECH.UNIT EXISTIN MECH.UNIT 60 MIL TPO ROOF SYSTEM 0/R-38 RIGID INSULATION 0/ CARLETTI ARCHITECTS P.S. EXISTING SHEATHING 0/ EXISTING ROOF FRAMING T.O.PARAPET 26'-6'AFF architecture,planning,interior design 116 EAST FIR STREET SUITE A NEW MOUNT VERNON, WA. 98273 SEE P(�FFICEWRAPS DWGSIIFOR SECTION OF Phone: (360)I 424-0394 1NTE&lOR WALL CONSTRUCTION WALL TO -MATCH WALL Fax: (360) 424-5726 BELOW T.O.WINDOW 20'-0'AFF RELOCATED WINDOW SYSTEM r f—SEE OFFICEWRAPS DWGS FOR 8 DETAILS RE GTEE CT NEW FLOOR CONSTRUCTIO 3/4'SUB FLOOR 0/ EXISTING WINDOW TO REMAIN NEW SECTION OF WALL SEE NEWaC.�'AL TJI'SI PER STRUCTURAL WALL CONSTRUCTION BELOW _ GTDN SECT[ N OF NEW FLOORING T.O.2ND FLOOR 12'-G'AFF _ NEW ROOF CONSTRUCTION (SEE ALT.BID}2.SEE A-2.2I NEW(STEEL _ 24 GA STANDING SEAM MTL ROOF 0/ 17215 SMOKEY POINT DRIVE BEAM TEE BEAM PER 90 LB BUILDING PAPER 0/ STRUCTURAL FOR STRUCTURAL JOISTS PER STRUCTURAL W/ ARLINGTON. WA DE T ILS SEE OFFICEWRAPS DWGS FOR R-38 INSULATION 0/ INTERIOR WALL CONSTRUCTION 6/8'GWB PNT. NEW STAIRS SEE SHEET A-6.0 FOR DETAILS NEW WALL CONSTRUCTION STUCCO TO MATCH EXISTING 0/ TYVEK COMMERCIAL WRAP 0/ 1/2'SHEATHING 0/ 2X6 WD STUDS O 16'O.C.W/ R-21 BATT INSULATION 0/ FINISH PER OFFICEWRAPS I T.O.FINISH FLOOR 0'-0' PROPOSED SECTION A SCALE: 1/4' 1'-0' 14-714 Q Q Q Q Q Q REVISIONS:B CHECK SET E�CITTING MECH.UNIT EXITTIN MECH.UNIT 6-16-14 PERMIT/ BID SET T.O.PARAPET 26'.6'AFF EXISTING ROOFING TtDOORS LOCATE INTERIOR GLASS WALLS/ — — — —— — — — — —— AS DIRECTED BY OFFICEWRAPS — — — — — - T.O.WINDOW 20'-0'AFF GLAZING AT THIS WINDOW TO BE REPLACED.SEE ELEVATIONS FOR I I WALL TO REMAIN LOCATION OF WINDOWS WHERE GLAZING IS TO BE y j j /A' SECTION OF FLOORING TO BE SHEET TITLE: REPLACED N I I REMOVED FOR NEW STAIRS I� — JI / I I SECTION OF WINDOW TO BE REMOVED. DEMO SECTION A SEE ELEVATIONS FOR LOCATION ____ --I— _ T.O.2ND FLOOR 12'-0'AFF PROPOSED SECTION A — TILED ROOF d SKYLIGHTS SECTION OF JOIS�TO BE T I TO BE REMOVED PER ALT. AND REMOVED FOR OITT BEAM. ^ — BID}2 SEE STRUCTURAL FO ILS — �I + rSTAIRS T.O.WINDOW T-0'AFF TO BE REMOVED III \ I INTERIOR WALLS.DOORS.WINDOWS.AND CEILING TO BE REMOVED THROUGHOUT SEE OFFICEWRAPS SECTION OF WINDOW TO \V DWGS FOR DETAILS ` BE REMOVED.SEE Vill II /I I EXIST CONCRETE FLOOR.SEE OFFICEWRAP/ ELEVATIONS FOR LOCATION EMMANUEL DIAZ III / I I I SSTRUCTURAL DWGS AW CUT AS REOD FOR LOCATION OF NEW FOOTINGS I B.O.WINDOW 2'-0'AFF PROJECT ARCHITECT: EMMANUEL DIAZ T.O.FINISH FLOOR 0'-0' DRAWN BY: Pic CHECKED BY. 3-6-14 DATE DEMO SECTION A ELEVATIONS DWG COMPUTER FILE NAME SCALE: 1/4' T-0' A � 4 . 0 + COPYRIGHT 2011 CARLETTI ARCHITeCTS.P.S. I H G F A E T�T FALSE 16'X 16'X 1-4 D -a.o C/1RLETTI ARCHITECTS P.S. 1/2'PLATE WELD TO NEW ROOF CONSTRUCTION a¢hitecture,planning,interior design ROUNDED PLATE EXISTI G SEE PROPOSED SECTION A 3X4X1/2 ROUNDED PLATE MECH.UNIT T.O.PARAPET 27'-6'AFF jo PER STRUCTURAL ® 116 EAST FIR STREET SUITE (4)3/4'FALSE BOLTS d * MOUNT VERNON. WA. 98273 NUT TO LOOK LIKE THRU-BOLT CONNECTION ® d d S e e e e I II 0 12'-51/2' Fax: `360) 424-5726 V ROD W/TURNBUCKLE FLASHING 2X8 T.S.PER STRUCTURAL 2X4X8 WELDED BOTH 24 GA S.S.MTL ROOF SIDES 0 W-O'O.C. 48'O.C. 6 RE AuTEAE[t XIST.GLASS WALL d — � -NITECT I DOORS TO BE RELOCATED � \�// "- WELD PER OP I EWRAPS DWGS NEW FL R CONSTRUCTION T.O.PARAPET 16'-4'AFFS� GTONu SEE PROPOSED SECTION A 14'CONT.STEEL PLATE I ATTACH W/141 3/4 DIA. 12''C'CHANNEL PER STRUCTURAL NEW ROOF CONSTRUCTION X8'LAG BOLTS 0 2'-0' SEE PROPOSED SECTION A O.C.PER STRUCTURAL f _ I I T.O.2ND FLOOR 12'-0'AFF FLASHING I 17215 SMOKEY POINT DRIVE NOTE: j� T.O.WINDOW 11'-0'AFF ARLINGTON, WA 4X12STRUCTURAL TURALNG PER PRIME d PAINT ALL T.S.STEEL. STRUCTURAL NEW BEAM PER STRUCTURAL PLATES.'C'CHANNELS,d ANGLES INTERIOR WALLS.FINISHES,d NEW WALL SECTION SEE ELEVATION CEILING'(PER OFFICEWRAPS \ \ \ PROPOSED SECTION A ON A-4.0 20 CAN 0 P Y DETAIL RELOCATED DOOR d SIDELIGHT SCALE: 3/4'=1'-0' EW 4'CONCRETE SLAB(MATCH EXIST]0/16 MIL XISTING STUCCO CUT d BARRIER 0/STRUCTURAL FILL REMOVE STUCCO d NEW STEEL FALSE 16'X 16'X 1/2'PLATE PLATE LOCATIONS TYP.PATCH WELD TO ROUNDED PLATE d REPAIR AS REO'D -L- --- -- T.O.FINISH FLOOR 0'-0' 141 3/4'FALSE BOLTS d NUT 7 EALANT TO LOOK LIKE THRU-BOLT ALL SIDES CONNECTION (4)3/4'DIA.BOLTS PER STRUCTURAL 3X4X1/2 ROUNDED PLATE PER STRUCTURAL 0 LEV15 10X1OX1/2'STEEL PLATE PER PROPOSED SECTION E5 STRUCTURAL q•-1. 4X12 BLOCKING PER SCALE: 1/4' T-O' 14-714 STRUCTURAL 1'ROD W/TURNBUCKLE 2 CLEVIS FLASHING 24 GA S.S.MTL ROOF REVISIONS: SLOPE Y.12 M TEK SCREW I H G OF A E D C B 6-3-14 CHECK SET METAL GUTTE W/DS 2X2 ANGLE PER STRUCTURAL -4.0 `�• CONNECT TO GHT LINE WELD l EXISTI G 6-16-14 PERMIT/ BID SET WELD MECH.4NIT T.O.PARAPET 27'-6'AFF o T.O.WINDOW 11'-0'A.F.F. (FIELD VERIFY) 12''C'CHANNEL PER STRUCTURAL 2X8 T.S.PER STRUCTURAL INTERIOR 0 SS WALLS/DO TO ELOCATED 2X4XG WELDED BOTH SIDES REMAIN PE — — — — — — CLEARSTORY WIND 0 4'-0'O.C. __ — — —OFFICEWRA DWGS. FROM ENTRANCE 14'CONT.STEEL PLATE �c ATTACH W/(41 3/4'DIA.X II � SKYLIGHT TO REMAIN 6'LAG BOLTS 0 2'-0'O.C. E TINO WINDOW PER STRUCTURAL II T REMAIN FLASHING it II �� T.O.PARAPET 16'-4'AFF SHEET TITLE: NOTE: 4X12 BLOCKING PER ii SECTION SKYLIGHT PRIME d PAINT ALL T.S.STEEL. STRUCTURAL \ d TILED ROOF TO BE / DEMO SECTION B PLATES.*C'CHANNELS,d ANGLES it ALT.BID PER SECTION I � TO.2ND FLOOR 12'•G'AFF PROPOSED SECTION B 01CANOPY DETAIL II // — — SCALE: 3/4'=1'-O' T.O.WINDOW 11'-0'AFF WINDOWS TO BE REMOVED _ _ it ( III I SECTION OF STAIRS EXISTING DOORS.SIDELIGHTS. NEW FLOORINGTO BE D FOR r I BE RELOCATED RY EXISTWINDOWS TO EXISTWINDOW III I i EXISTING CONCRETE �I TO FLOOR.SEE II EMMANUEL REMAIN OFFICEWRAP/ I FOR NEW SLAB OVENTRANCESAW CUT& CONC. LAB PROJECT ARCHIDTECT. STRUCTURAL DWGS FOIL III FOOTINGS of NEW EMMANUEL DIAZ O.FINISH FLOOR 0'-0' DRAWN BY: T. Pic CHECKED BY. 3-6-14 DATE ELEVATIONS,DWG COMPUTER FILE NAME DEMO SECTION B SCALE: 1/4' . T-0' A � 4- 1 + COPYRIGHT 2011 CARLETTI ARCHITECTS.P.S. I'GYPCRETE 3/4'PLYWD SUB FLOOR VINYL RUBBER STAIR ,VINYL RUBBER STAIR VINYL RUBBER STAIR 1' 1• VINYL RUBBER STAIR SKIRT BASE TYP. -54 SKIRT BASE TYP. SKIRT BASE TYP. VINYL RUBBER STAIR SKIRT BASE TYP. CARPET STAIRS X-4 CARPET STAIRS / CARPET STAIRS "—SKIRT BASE TYP. CARPET STAIRS TYP. TYP. CARPET STAIRS TYP. �! TYP. TYP. 1212X12 STRINGER BEYOND TYP 3/4'CHAMFER EDGE 1-1/4'PLYWD.ITYP) 1212X12 STRINGER BEYOND 3/4'CHAMFER EDGE 1 1/4'PLYWDITYPI 3/4'PLYWD SUB FLOOR RISE/RUN 1/2'PLYWD.TYPI RISE/RUN TYPICAL 1 1/4'PLYWDITYPI RISE/RUN PER PLAN 1 1/4'PLYWDITYPI PER PLAN RISE/RUN PER PLAN .1.WD BLKG 1X2 WD BLKG W/ PER PLAN TYP 3/4'CHAMFER EDGE RISE/RUN TYP 9/4'CHAMFER EDGE C'.ARLETTI ARCHITECTS P.S. PER PLAN arrhitec[ure,planning,incerior design 1X2 WD BLKG 1/2'PLYWD.ITYPI 1/2'PLYWD.ITYPI 1X2 WD BLKG 116 EAST FIR STREET 1 1/4'PLYWD.ITYPI SUITE A 1212 X 12 STRINGER 1 1/4'PLYWD.ITYPI 12'PLYWDITYPI MOUNT VERNON. WA. 98273 BEYOND Phone: I360II 424-0394 1212X12 WD BLKG 1/2'PLYWD ITYP I FOX: I3601 424-5726 TJI JOIST FRAMING TYP. SEE STRUCT.. SEE STRUCT. (2)2X12 STRINGER BEYOND 121 2X12 STRINGER BEYOND 8 RE STERED WALL BELOW 1212X12 WD JOISTS TECT SECTION SECTION SEE STRUCT. SECTION SECTION SECTION PT 2X6 CONT.WD W/NOTCH*STRINGERS STAIR TOP STAIR LANDING STAIR LANDING STAIR TREAD STAIR BASE GTONJ 14 SCALE: 3'=1'-0' 13 SCALE: 3'=1'-0' 12 SCALE: 3'=1'-0' 11 SCALE: 3'=1'-6' 1 SCALE: 3'=1'-O' 17215 SMOKEY POINT DRIVE VINYL RUBBER STAIR ARLINGTON. WA SKIRT BASE TYP.. CARPET STAIRS ACP TYP CEILING ACP CEILING POWDER COAT 1-1/4'PLYWDITYPI ALL EXPOSED ACP CEILING STEEL 4/8 HANDRAILS/ 2 X_WALL FRAMING SUPPORTS AT 1 DIA.STEEL 1O W STO POWDER COAT STAIRS TYP.PER PLAN y g• -8�'1'- � POWDER COATED POWDER COATED HANDRAIL MTD.36' 4 HANDRAIL MTD.36' ALL EXPOSED 5/B'GWB STEEL 121 2X12 STRINGER A.F.F.TYP.EA.SIDE A.F.F.TYP.EA.SIDE HANDRAILS/ OF STAIR.AND 9 OF STAIR.AND* SUPPORTS AT SECTION 14 OPP LANDINGS AS SHOWN LANDINGS A SHOW STAIRS TYP. 11' TYP. *EA.STAIR TYP. *EA.ST 190 STAIR STRINGER 0 P T.O.2ND FLOOR T.O.2ND FLOOR T.O.2ND FLOOR SCALE: 3'=�'-0' 12'-912' A.F.F. 0• q•_g• 0• 12'-912' A kV A F F. fu 121 LAYERISI kGWB EAM PE 5/8,'X'GWB 8 GWB 1Tj DIA.STEEL STRUCTUR TO UNDERSIDE _ CEILING POWDER COATED 42'A.F.F.SLOPES*STAIRS T.O.LANDING OF STAIRS LANDING HANDRAIL MTD.36' - --- ACP 8'-88'-8 5/1 CEILING 1 8'-8 5/18'A.F.F. A.F.F.TYP.EA.SIDE HOUR CONST. _ OF STAIR.AND 1 X 10 WD CAP.CLR.LAQ. CEILIN - r= FINISH TYP. 121 LAYERISI 5/8''X' LANDINGS AS SHOWN GWB TO UNDERSIDE POWDER COAT * 12 TYP. *EA.STAIR 14-714 (!)Opp OF STAIRS CEILING ALL EXPOSED 1 HOUR CONSTRUCTION STEEL 9 1 X 9 WD SKIRT EA.SIDE z T.O.LANDING T.O.IAtQ �. CLR.LAQ.FINISH TYP. HANDRAILS/ $ 11 O 4'-11/18 4'-fl/18'A.F.F. SUPPORTS AT 2 X 6 WALL FRAMING STAIRS TYP. o oTO LANDING .. REVISIONS: 13 9 9 13/1 6-3-14 CHECK SET 5/8'GWB BOTH SIDES T.O.FINISHED —- T.O.FINISHED OPPT.O.FINISHED FLOORFLOOR� FLOOR FLOORFLOOR� 6-16-14 PERMIT/ BID SET SECTION 8 WD. CAP STAIRS STAIR SECTION STAIR SECTION STAIR SECTION SCALE: 3'=1'-0' SCALE: 1/4'=1'-0' SCALE: 1/4'=1'-O' S SCALE: 1/4'=1'-0' POWDERCOATED POWDER COAT ALL EXPOSED 1 1/2'STEEL PIPE �7 �7 STEEL HANDRAILS/ W/3/4'STEEL PIPE SUPPORTS AT STAIRS TYP. ATTACHMENT WELD TO STEEL PLATE TYP. GRIND SMOOTH 5 5 - RESTROOM PER OFFICEWRAPS DWGS ALL WELDS TYP. 141 LAG BOLTS NEW COLUMN 1k DIA.STEEL POWDER COATED SHEET TITLE: INTO SOLID BLKG. PER STRUCTURAL HANDRAIL MTD.36'A.F.F.TYP.EA. U- o POWDER COAT RESTROOM SIDE OF STAIR.AND*LANDINGS AS U- ALL EXPOSED SHOWN TYP. *EA.STAIR Q 0 0 STEEL*STAIRS TYP. g•-'4. STAIR DETAILS M OFFICE- OFFICE 31->S' BRACKETS SPACED EQUALLY 3'-10' 9'-10' Is FT.O.C.MAX.)U.N.O. STAIR LANDING STAIR LANDING 4 X 4 STEEL PLATE ~ y.S 7 R D *11' 7 R D *11' NEW COLUMN STORAGE:'7 ELEVATION 8 RISER *6 5/1' w L 8 RISERE 0 6 5/1 ' sr sr 6 PER STRUCTURAL V.O. ? 3'-6' T- 7'- POWDERCOATED 9'-0' 3'-0' 3• 1 1/2'STEEL PIPE W/3/4'STEEL PIPE 8 TR A S 11 B R AD 11' a� 5 ATTACHMENT WELD 7 RI ER *8 5/ 7 7 IS R 0 B 1 /18' 1p :F 7 A S*11's TO STEEL PLATE TYP. I E *8 15 BRACKETS SPACED EQUALLY " Is Fr.D.C.MAX.)U.N.O. EMMANUEL DIAZ 4 211 1-10 rn PROJECT ARCHITECT: PROVIDE BLOCKING 3'-10' S'-6' '-0{, 3'-10' S'-6' -0{, w N IN WALL AS REQUIRED •i— WALL 42'AFF •r— WALL 42'AFF WALL 42'AF EMMANUEL DIAZ LE TO ATTACH BRACKETS STAIR LANDING STAIR LANDING 1 RISER TO a� DRAWN BY: 4 LANDING 0 w' WALL PER 6 15/16' Pic WALL TYPES CHECKED BY: 9._g. LAG INTO WALL* 3-6-14 SOLID BLOCKING POWDER COAT ALL EXPOSED POWDER COAT ALL EXPOSED DATE STEEL HANDRAILS/ STEEL HANDRAILS/ SUPPORTS AT STAIRS TYP. SUPPORTS AT STAIRS TYP. 7 6 FLOOR PLANS SECTION COMPUTER FILE NAME �� HANDRAIL �z�STAIR PLAN TAIR PLAN STAIR PLAN A � 5 . 0 SCALE: 1/4'=1'-0' I SCALE: 1/4'=1'-0' COPYRIGHT 2011 CARLRTTI ARCHITECTS.P.S. CITY OF ARLINGTON BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE:THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 17215 Smokey Point Dr. Building Permit Number 20140413 Name & Address of Owner Occupant Load Number of Stories First American Tax Valuation N/A 2 PO Box 560807 Type of Construction/Sprinkler system required Use Dallas, TX 65367 V-B No Dental Clinic THE Tenant Improvement HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B OCCUPANCY ISSUED THIS loth DAY OF April , 2015. BY n� X &" BY6aw*ff P I/ FIRE OFFICIAL BUILDING OFFICIAL THIS CERTIFICATE SHALL BE POSTED IN A CONSPICUOUS PUBLIC AREA AND SHALL NOT BE REMOVED,MUTILATED OR OBSCURED AND SHALL BE MAINTAINED IN LEGIBLE CONDITION AT ALL TIMES.ANY CHANGE OF OCCUPANCY REQUIRES A NEW CERTIFICATE. • COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 Phone (360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY THREE (3) SETS OF CONSTRUCTION PLANS, TWO (2) SETS OF STRUCTURAL CALCULATIONS, ONE (1) SET OF NREC ENERGY CODE APPLICATIONS AND ONE (1) OCCUPANTS STATEMENT OF INTENDED USE. Type of Permit: * Change of Use/Remodel O Commercial Addition O Tenant Improvement Project Address: 17215 Smokey Point Drive Project Valuation: 435,000.00 Project Description: Remodel of an existing church into a dental clinic and offices Owner: care of 8-8 dental Dr. Ekapoj Thongin Address: 1418 164th Street SW Suite 100 City: Lynnwood State: WA ZIP: 98087 Contact Person: Emmanuel Diaz (Carletti Architects) Phone: 360-424-0394 Cell Phone: N/A E-mail: emmanuel@carlettiarchitects.com Address: 116 E Fir Street Suite A City: Mount Vernon State: WA ZIP: 98273 Contractor Information Contractor Same as O Yes 0 No Applicant: Contractor: Constentine Builders Phone: 206-957-4400 Address: 18486 Bothell Way NE Suite 600 City: Lake Forest Park State: WA ZIP: 98155 License Number: 602-188-746 Expiration: 4/25/16 Project Name/Tenant: 8-8 Dental Site Address: 17215 Smokey Point Drive Bldg/Suite/Unit IBC Construction 56 IBC Occupancy Type: B Type: Description of Use: This is a dental clinic and offices Building Square 6206.3 Number of Stories: 2 Footage: Square Footage Per 1 st floor 3242.8 2nd floor 2963.5 Floor: Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ® Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft) or canopies (>400 sq ft) Provide details on any of the above checked items: There will be a MED gas system in space. Details will be handled by the interior architect. Installation, changes, modifications or removal of any of the above may require additional submittals,information, or permits during the plan review or construction process. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC, the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS: The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/ alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at (360) 403-3551 or by email to permitcenter&arlingtonwa.gov. I have read and agree to comply with the terms and conditions of this agreement. 0 Please Attach Plans and Supporting Documents (PDF Only) Architectural Set.pdf; Interior SET.pdf; Structural Set.pdf; Structrual Calcs.pdf; Lighting NREC.pdf; Envelope NREC.pdf STAFF USE ONLY: Permit Number: Accepted Receipt # By: Date Received: Amount Received: By submission of this form, I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and >3 story R2 R3 Envelope • • 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2&R3 Revised June 2013 Project Info Project Address 17215 Smokey Point Blvd Date 6/16/2014 Arlington, WA 98223 For Building Department Use Applicant Name: Emmanuel Diaz (Carletti Architects) Applicant Address: 116 E. Fir Street, Suite A Mt. Vernon, WA 98273 Applicant Phone: 360-424-0394 Project Description ❑ New Building ❑ Addition ❑ Alteration Change of Occupancy/Conditioning Compliance Path ❑✓ Prescriptive ❑ Component Performance ❑ Total Building Performance Occupancy Group 0 Commercial O Group R(R-1 &>3 story R-2 and R-3) Climate Zone Climate Zone 4c/5b O Climate Zone 6b (See WSEC 301.1 for county list) Vertical Fenestration and Total Vertical Gross Exterior Fenestration Above Grade %Vertical Skvlip-rht Area Calculation (rough opening) divided by Wall Area times 100 equals Fenestration If complying via the Prescriptive path, 992 . 1 — 12596. 9 X 100 - 7 . 9% provide values for vertical fenestration, skylights,gross walls and roof. If Gross Exterior Roof complying via the Component Performance Total Skylight divided by Area times 100 equals %Skylight path, these values are auto-filled by the 67 .5 — 3315.2 X 100 2 . 0$ Maximum Prescriptive Vertical CompliesComplies Fenestration Area Skylights Complies 50% Floor Area in DLZ O More than 50%of the floor area in daylight zone per C402.3.1.1 ❑ Project has semi-heated areas as defined per C402.1.4 ❑ Applying wall exception to semi-heated areas 1. To be deemed semi-heated the area is heated but not cooled, and has a max.heating system Semi-Heated Path output capacity between 3.4—8 Btuh/ft 2. Refer to C402.1.4 for requirements. 2. Semi-heated spaces shall be documented separately from other conditioned spaces—provide separate compliance forms for each conditioned area type. 3.Semi-heated spaces may comply under the Prescriptive or Component Performance compliance path. 4.Envelope elements separating semi-heated from other conditioned spaces shall comply with thermal 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and >3 story R2 R3 ❑ Walk-in cooler ❑ Walk-in freezer Refrigerated Spaces ❑ Refrigerated Warehouse Cooler ❑ Change of Occupancy/Conditioning Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non-refrigerated areas in the ENV-PRESCRIPTIVE form. Refer to (:dn9 5 and(`dn9!i fnr ronniramantc Project includes more than one occupancy type and/or level of space conditioning. Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning ❑Commercial ❑ Group R1 or>3 story R2/R3 ❑ Refrigerated Space ❑Fully Conditioned ❑ Semi-Heated ❑ Low Energy` Group R2/R3<3 story 'Low energy areas are exempt from all thermal envelope provisions and compliance forms for these areas are not required. Refer to C101.5.2 for exemption. 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and >3 story R2 R3 Prescriptive Path Zone 4c/5b ENV-PRESCRIPTIVE 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 E Revised June 2013 Project Address 17215 Smokey Point Blvd Date 06/16/2014 Occupancy O C mmarrial O Grnun R (R1 P. >3 stnry R7/R3) O For Building Department Use Climate Zone O 7nna dr./Sh O Zone 6b Prescriptive R-Value Compliance Prescriptive U-Factor/F-Factor Compliance Alternate Cl U-Factor Source R-Value (Appendix A or Chapter 3 table,or Opaque Assemblies Cavity Ins. Continuous Ins. (Table C402.2 Assembly approved method of calculating R-Value R-Value Footnote F)' U-Factor effective U-Factor) Roofs Insulation entirely above deck 38 Metal buildingZ Attic and other Walls,Above Grade Semi-Heatedwall insulation exception-indicate NA Mass4 Metal building Steel-framed Wood-framed3 and other 21 Walls,Below Grade Semi-Heatedwall insulation exception-indicate NA Mass Other(define) Floors Over Unconditioned Spaces Mass Joist/framing Steel joists Opaque Doors(<50%glazing) Swinging Existing Roll-up or sliding Perimeter or Continuous Ins. Assembly F-Factor Source R-Value Insulation Length6 F-Factor (Appendix A or approved calculation) Slab-on-Grade Floors Unheated slab Existing (Radiantly)heated slab I NA Note 1-Calculations required to demonstrate the ratio of cross-sectional area of metal penetration through otherwise continuous insulation is between 0.04-0.08% Note 2-Thermal spacer blocking and liner system are required for prescriptive R-Value compliance. Note 3-Intermediate framing is required for prescriptive R-Value compliance in wood-framed wall assemblies. N ote 4-Proposed Zone 4C158 non-residential building CMU walls meeting Table C402.1.2 Footnote D requirements can enter the target U- value of 0.104. Note 5-Refer to Table C402.2,Footnote E for prescriptive R-Value requirement for steel floor joist assemblies. Solar Heat Gain Coefficieny(SHGC) U-Factor for Prescriptive Compliance U-Factor Source Projection Factor (NFRC,Appendix A or Chapter 3 Fenestration Multiplier Assembly table,or approved method of Assembly SHGC (if applicable) Adjusted SHGC U-Factor calculating effective U-Factor) Vertical Fenestration Non-metal framing-all Metal framing-fixed 0.64 Existing Metal framing-operable 0.64 Existing Metal framing-entrance doors Skylights All types 2012 Washington State Ener-qv Code Compliance Forms for Commercial, Group R1, and >3 story R2 R3 Refrigerated Spaces Prescriptive Values R Coolers,Walk-in&Warehouse Walls Ceiling Doors Freezers,Walk-in&Warehouse Walls Ceiling Doors Floor, TYPICAL ADA INFORMATION DENTAL EQUIPMENT NOTES ABBREVIATIONS DRAWING INDEX 1.EQUIPMENT SPECIALIST,GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL COORDINATE EXACT LOCATIONS AND SPECIFIC A ID-1.0 DRAWING INDEX = 0 REQUIREMENTS(INCLUDING ELECTRICAL,PLUMBING,VENTING,ETC.)FOR DENTAL EQUIPMENT INSTALLATION.VERIFY ALL DEDICATED CIRCUITS& CONTACT INFO EMI" THE TURNING SPACE SHALL BE NECESSARY AMPS OF ALL EQUIPMENT.PROVIDE TEMPLATES FOR LOCATIONS OF ALL STUB-OUTS AND BLOCKING POINTS FOR EQUIPMENT. ACCES ACCESSORY LAN LOCAL AREA NETWORK SCOPE OF WORK } ACH ABOVE COUNTER HEIGHT LAV LAVATORY PERMITTED TO INCLUDE KNEE& M Mlrv� GENERAL CONTRACTOR TO COORDINATE,AND IS RESPONSIBLE FOR,PROPER INSTALLATION OF ALL EQUIPMENT. ABBREVIATIONS U O TOE CLEARANCE COMPLYING F'4- ACT ACOUSTICAL CEILING TILE LB POUND O, o n U - 2.X-RAY&PANELIPSE LOCATIONS TYPICALLY REQUIRE FRAMING/BLOCKING ON WALL TO WITHSTAND 1500#TORQUE.VERIFY BLOCKING AMERICAN'S WITH LT LIGHT ROOM FINISH SCHEDULE WITH ICC/ANCI SECTION 306. REQUIREMENTS AND LOCATIONS WITH DENTAL EQUIPMENT SPECIALIST. ADA DISABILITIES ACT TYPICAL ADA INFORMATION / \ UNO,DOORS SHALL BED DENTAL EQUIPMENT APPROXIMATE WEIGHTS: ADJ ADJUSTABLE M fly I / 1 PERMITTED TO SWING INTO #s#11"�` o VACUUM:180-275 LB AFF ABOVE FINISHED FLOOR MAX MAXIMUM ID-2.0 1 ST FLOOR DEMO PLAN TURNING SPACES. _ COMPRESSOR:150-200 LB AL ALUMINUM MEDIUM-DENSITY a PANO:400 LB/FLOOR PLATE FOR PANG:250 LB ALT ALTERNATE MDF FIBERBORAD ID-2.1 2ND FLOOR DEMO PLAN - _L 9;__- JI4 3.UTILITY ROOM TO RECEIVE PEMKO#303AS-36X84 SOUND SEAL,#18062CP-36"BRUSH SWEEP,AND#151A-36X3X1/4 THRESHOLD(OR EQUAL)ON ARCH ARCHITECT(URAL) MFD MANUFACTURED tu s Y g m 1r r DOOR.SOUND TILE(ARMSTRONG#580 CIRRUS OR EQUAL)TO BE GLUED TO ALL VERTICAL SURFACES AND CEILING,INCLUDING THE BACK OF DOOR. AUTO AUTOMATIC MFR MANUFACTURER ID-3.0 1ST FLOOR PLAN .w4 rcrvEE aTOE rcrvEE roe TILE ON DOOR TO RECEIVE METAL TRIM CAP.RUBBER BASE TO BE INSTALLED WITH CLEAR CAULK TO THE FLOOR.DRAIN AS REQUIRED.VENT TO AVG AVERAGE MECH MECHANICAL MED GAS INFO O d EXTERIOR. & AND MED MEDICAL WHEELCHAIR CIRCULAR WHEELCHAIR T-SHAPDED 4.PROVIDE BLOCKING FOR LEAD APRON HOLDERS IN PANELIPSE/X-RAY ROOM AND OPERATORIES AS NOTED. @ AT MET METAL ID-3.1 2ND FLOOR PLAN TURNING SPACE TURNING SPACE MIN MINIMUM 5.PROVIDE PLASTER TRAPS AND OTHER DENTAL RELATED PLUMBING NEEDS WHERE NECESSARY.VERIFY WITH EQUIPMENT SPECIALIST. B DOOR SCHEDULE MISC MISCELLANEOUS (ADA 304.3.1) (ADA 304.3.2) 6.DENTAL EQUIPMENT IS SELF-CONTAINED AND DOES NOT CONNECT TO ANY DOMESTIC WATER SUPPLY. DOOR&TRIM TYPES BI DG BUILDING MOTS MILLWORK DOOR HARDWARE SCHEDULE 7.THERE WILL BE NO FILM DEVELOPING EQUIPMENT AT THIS LOCATION. BD BOARD MOIST MOISTURE 17- 8.IF REQUIRED BY CODE,INSTALL SEPARATE GROUND WIRE TO ALL TREATMENT ROOMS.SEE EQUIPMENT SPECIALIST'S PLAN FOR ELECTRICAL BILKS BLOCKING MTD MOUNTED ID-4.0 1ST FLOOR REFLECTED CEILING PLAN NOTES FOR ALL EQUIPMENT. �+ MTL METAL i Mw mr-- - 9.PROVIDE CONDUIT FOR ALL EQUIPMENT AS REQUIRED.VERIFY SIZE AND LOCATION WITH LOW VOLTAGE SPECIALIST AND EQUIPMENT SPECIALIST. C MW MICROWAVE ID-4.1 2ND FLOOR REFLECTED CEILING PLAN CAB CABINET A� 10.CALL SYSTEM PANELS(IF APPLICABLE)WILL REQUIRE A CONDUIT RUN AND POWER PROVIDED BY THE ELECTRICIAN.LOCATIONS TO BE VERIFIED CPT CARPET I`1 O ONSITE BY DOCTOR.SEE PLAN FOR GENERAL LOCATIONS,BUT VERIFY WITH CLIENT AND EQUIPMENT SPECIALIST. CEM CEMENT(ITIOUS) NIC NOT IN CONTRACT ID-5.0 DETAILS J LL J I I CLG CEILING NO NUMBER ,V E0"MIN ,� 43• ,� CLR ICLEAR NTS NOT TO SCALE CLEAR FLOOR SPACE CLEAR FLOOR SPACE ROOM FINISH SCHEDULE CONIC CONCRETE N20 NITROUS OXIDE CONTACT INFO AT WATER CLOSET AT LAVATORY CQNr CON O WALLS CEILING CONCCRETERETE S(ATION) ROOM FLOOR BASE (ADA 604.3) (ADA 606.2) NO. NAME NORTH EAST SOUTH WEST MATL HT. NOTES CMU MASONRY UNIT OC ON CENTER BUILDING OWNER/TENANT: w w w CTOP COUNTERTOP OVHD OVERHEAD EKAPOJ THONGIN,DMD THE REQUIRED CLEARANCE AROUND THE WATER A CLEAR FLOOR SPACE COMPLYING WITH m r r r 1= w¢ w¢ w¢ w¢ CTC CENTER TO CENTER OP OPERATORY 1418 164TH ST SW SUITE 100 CLOSET SHALL BE PERMITTED TO OVERLAP THE SECTION 305.3,POSITIONED FOR FORWARD J w z z z w z LYNNWOOD,WA 98087 WATER CLOSET,ASSOCIATED GRAB BARS,PAPER APPROACH,SHALL BE PROVIDED.KNEE AND TOE > w_rn w E w E w DISPENSERS,SANITARY NAPKIN RECEPTACLES, CLEARANCE COMPLYING WITH SECTION 306 O J >Z O Q w m m Z g¢Z 3 a Z?3 a Z?3 Q z o a P PHONE:(425)742-8828LLI COAT HOOKS,SHELVES,ACCESSIBLE ROUTES, SHALL BE PROVIDED. z F>>O m Z m ¢3 Q 3-3 Q 3-5 Q 3-3 Q 3--a DBL DOUBLE PNL PANEL EMAIL:DKXKV8TR@HOTMAIL.COM CLEAR FLOOR SPACE AT OTHER FIXTURES AND y z a j w 0 0 O m W m 0 UL y vNi m 0 y rU1q m cw0 y r°1q m cw0 y t°1q m DEMO DEMOLITION PORT PORTABLE INTERIOR DESIGNER: J THE TURNING SPACE.NO OTHER FIXTURES OR X 0¢x x 6 O N>>O 3 0 5 3 3 0 5 5 3 0 5 5 3 0 5 5 3 c~i O DEPT DEPARTMENT PREFAB PREFABRICATED S c. OBSTRUCTIONS SHALL BE WITHIN THE REQUIRED w ul cz vi x 3 Fc x U C0 a a O C0 a a O L0 a a O L0 a a 0 L0¢3 DIET DETAIL PLAM PLASTIC LAMINATE CONTACT: PAI N Q WATER CLOSET CLEARANCE. 100 LOBBY 0 O 0 0 O 0 0 VARIES DF DRINKING FOUNTAIN PLAS PLASTER RI S CONTACT:PAIGE LAUER,DESIGNER LL 101 WAITING O O O O O O 0 vARIEs DIA DIAMETER PLYWD PLYWOOD L ,SUIT,DESIGNER 570 KIRKLAND WAYY,SUITE 101 O LLI 102 CHECK-IN O 0 O O O O 0 9'-0'AFF DIFF DIFFUSER 103 CHECK-OUT O 0 0 O O O O 9'-0•AFF DIM DIMENSION R KIRKLAND,WA 98033 O IN STAIR B O 0 0 0 O O 0 VARIES 1-HOUR WALLS DISP DISPENSER RAD RADIUS PHONE:(425)952-5393 FAX(425)952-5397 EMAIL:PAIGE@OFFICEWRAPS.COM LL- r7•� LL 105 CONSULT O 0 O O O O 0 9'-0'AFF DIV DIVISION RCP REFLECTED CEILING LORI@OFFICEWRAPS.COM V J Z MIRROR IN ADA-1 O O 00 00 00 00 O 9'-0•AFF 4S'H SPLASH GUARD PER CODE DN DOWN PLAN 107 OPi 0 0 0 0 O 00 0 0 9'-0'AFF DR DOOR REF REFRIGERATOR ARCHITECT: _ 108 OP2 O 0 O O 00 00 0 9'-0'AFF DW DISHWASHER REQ REQUIRE(D)(MENT) CARLETTI ARCHITECTS LLI (n Q 109 STERILIZATION 0 0 O 0 O O 0 9'-0'AFF DWG DRAWING REIF REINFORCED) CONTACT:PETER CARLETTI - Q 110 oP3 O O O O O O O R'-0'AFF DWR DRAWER (ING)(MENT) EMMANUEL DIAZ O Z PREVE T-TACT `& m oaa 0 p 0 0 p 0 0 9'-0'AFF REV REVISION 1404 E COLLEGE WAY,SUITE 103 Esa Ow.wm 112 OPS O O O O O O 0 9'-0'AFF E RM ROOM MOUNT VERNON,WA 98273 U LL J IE.EOEREOU,NED sx F 113 oPs Q 0 O O O 0 0 9'-0'AFF ELEC ELECTRICAL RO ROUGH OPENING PHONE:(360)424-0394 EMAIL:PETER CARLETTIARCHITECTS.COM ``�^1 CC cl 10nsHEDI 11h¢= $w nq OP 10 O O O O O O O e•-0•AFF ENGR ENGINEERED) RP RESIN PANEL @ V J G EMMANUEL@CARLETTIARCHITECTS.COM b 115 OP HALL O 0 O O O O 0 9'-0'AFF ENTR ENTRANCE RR RESTROOM KNEE 0.EAW1rvCe.a - 11fi OP7 O O O O O O O 9'-0'AFF EQ EQUAL S CONTRACTOR: O NNIEULE-N.E.11•MIBI2s MAN) of CLEARArvcES MAK 117 oP9 O O O O O O O e -AFF EQUIP EQUIPMENT O 118 OP O 0 Q Q O 0 0 9'-0'AFF EXIST, E EXISTING SCR SCRIBE CONSTANTINE BUILDERS,INC. TOE CLEARANCE.1 Mlry Izs•Mnx1 CONTACT:GEORGE CONSTANTINE nN/ 119 ELECTRICAL O 0 O 0 O O 0 9'-0'AFF EXPS EXPOSE(D) SECUR SECURITY 18486 BALLINGER WAY NE Z L.L 120 PANO 0 0 0 0 O O 0 9'-0'AFF EXT EXTERIOR SF SQUARE FEET LAKE FOREST PARK,WA 98155 rr^ 121 STAIRA O O O O O O O VARIES 1-HOUR WALLS C SIM SIMILAR PHONE:(206)957-4400 /~ V J k9 122 N20 O 0 0 0 O 0 0 8'-0•AFF 1-HOURWALLS r SPEC(S) SPECIFICATION(S) EMAIL:GEORGEC@CONSTANTINEBUILDERS.COM LJ LU vJ 123 (E)RESTROOM 1 0 00 0 0 0 0 0 0 0 0 9'-0'AFF 4WH SPLASH GUARD PER CODE F FIXED SS SOLID SURFACE ,( Z L7R M 124 STAFF LOUNGE O 0 O O O 0 0 9'-0'AFF FAB FABRICATION STD STANDARD < COVER DISPENSER 125 EQUIPMENT ROOM O O O O O O O slrEvcv FIE FINISHED END STL STEEL GENERAL NOTES ~ zoo OPEN OFFICE O p 0 0 O 0 0 9'-0'AFF FIN FINISH STN STONE Z Z 201 ADARR2 O OO O O O O O O O 0 9'-0'AFF 4WH SPLASH GUARD PER CODE FPLC FIREPLACE STRUCT STRUCTURAL O 202 LAN CLOSET O O O O O O O 9'u'AFF FIR FIRE RAT ING ED SURF SURFACE 1.THIS SET REPRESENTS'THE PERMIT DRAWINGS"AND IS INTENDED TO SHOW MINIMUM REQUIREMENTS. i 203 STORAGE 1 0 0 Q Q O 0 0 9'-0'AFF FRMG FRAMING SV SITE VERIFY IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL CONSTRUCTION NECESSARY FOR THE U Q \ FLR FLOOR(ING) SYS SYSTEM(S) COMPLETE INSTALLATION OF ALL OPERATING SYSTEMS,MATERIALS AND FINISHES IN ACCORDANCE WITH $ a n 204 STAIR B 0 O O O O 0 O VARIES 1-HOUR WALLS R ry FURNISHED BY OWNER, T MANUFACTURER'S RECOMMENDATION.CONTRACTOR SHALL THOROUGHLY REVIEW DRAWINGS, X L U LJJ o 205 PRIVATE OFFICE OFFICE O 0 O OO OO OO O 0 S,AFF FDIC INSTALLED BY CONTRACTOR I SPECIFICATIONS AND OWNER'S REQUIREMENTS. w J✓�J 208 PRIVATE OFFICE O O O O O O O 9'-0'AFF LJ� }-SO'MI. se CLEAR 2W MEETING ROOM 0 0 0 0 O 0 0 9'-0'AFF FURN FURNITURE TBD TO BE DETERMINED 2.CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS PRIOR TO BID.DISCREPANCIES IN LLI Z m 208 (E)RESTROOM 2 9'-0'AFF 4WH SPLASH GUARD PER CODE �+ TEX TEXTILE DIMENSIONS,DRAWINGS,GRAPHIC REPRESENTATION AND ACTUAL FIELD MEASUREMENTS SHALL BE 111 MM IN WALL O 00 O O O O O O O V THK THICK BROUGHT TO THE IMMEDIATE ATTENTION OF THE DESIGNER. LLU W ET 209 WORKROOM 0 0 0 0 O O 0 0 9'-0'AFF GA GAUGE TENANT Z �1� AS NEEDED 210 STAIRA O O O O O O O VARIES 1-HOUR WALLS T 3.CONSTRUCTION SHALL BE BASED ON THE CITY APPROVED PLANS AND OWNER'S COMMENTS.THE (D Q - STORAGE GL GLASS IMPROVEMENT p p 0 0 O p 0 9'-0'AFF APPROVED PLANS ARE TO REMAIN ON SITE AT ALL TIMES FOR USE BY ALL INVOLVED TRADES AND 212 STORAGE O O O O O 0 0 9'-0'AFF GWB GYPSUM WALL BOARD TRANS TRANSPARENT INSPECTORS. GYP GYPSUM TYP TYPICAL PAPERTOWEL TV TELEVISION 4.THIS SET OF DRAWINGS SHALL NOT BE COPIED IN WHOLE OR IN PART WITHOUT PRIOR WRITTEN MIN a1 DISPENSER H CONSENT FROM THE OWNER.THIS DOCUMENT IS CONSIDERED AS ONE UNIT AND SHALL NOT BE sa Mlry HD HEAD U CONSIDERED COMPLETE OR WHOLE IF DOCUMENTS ARE SEPARATED IN ANY MANNER.DOCUMENTS SHALL NOT BE SEPARATED FOR THE PURPOSES OF SUBMITTING PROPOSALS OR FOR SEPARATE PHASES OF HDWD HARDWOOD UTIL UTILITY CONSTRUCTION. HDWR HARDWARE UNO UNLESS NOTED 5.THESE DOCUMENTS ARE PREPARED FOR THE USE BY CONTRACTOR AND IN NO WAY,EITHER IN WHOLE MINT 12MN HM HOLLOW METAL OTHERWISE OR IN PART,CONSTITUTE ANY DIRECTION OR INSTRUCTION TO ANY CONTRACTOR WITH REGARD TO Q HORIZ HORIZONTAL CONSTRUCTION METHODS,MEANS OR TECHNIQUES. W HR HOUR V 5 TOILET PAPER G DISPENSER HT HEIGHT VAC VACUUM 6.CONTRACTOR SHALL BE RESPONSIBLE FOR DEMOLITION WORK INCLUDING,BUT NOT LIMITED TO, HEATING,VENTILATING, VERT VERTICAL SEQUENCE&TEMPORARY SHORING OF ALL EXISTING STRUCTURES&VERIFICATION OF EXISTING Q HVAC AND AIR CONDITIONING VFY VERIFY UTILITIES&SERVICES. VIF VERIFY IN FIELD 7.CONTRACTOR SHALL NOTIFY UTILITIES PRIOR TO COMMENCEMENT OF ALL WORK.THE CONTRACTOR IS TYPICAL RESTROOM WITH ADA REQUIREMENTS(ADA CHAPTER 6) VYL VINYL RESPONSIBLE FOR REPAIRS,SUBJECT TO CITY AND UTILITY INSPECTOR'S FINAL APPROVAL. Z L J 8.CONTRACTOR SHALL CLEAN UP ALL PUBLIC RIGHT-OF-WAY AND PRIVATE DRIVEWAYS AFTER EACH (� INFO INFORMATION W WORK DAY.CONSTRUCTION VEHICLES SHALL NOT BLOCK PUBLIC TRAFFIC OR ENTRIES AT ANY TIME. (D (L' TABLE 603.6 ICC/ANSI A-117.1-2009 MAXIMUM REACH DEPTH AND HEIGHT INSUL INSULATION W/ WITH J CONTRACTOR SHALL WORK ACCORDING TO CITY'S ALLOWED SCHEDULES ONLY. Z M INT INTERIOR WC WATER CLOSET MAXIMUM o.5INCH 21NCHE5 S INCHES 6I50mm 9INCHES 11 INCHES 9.DESIGNER DOES NOT PERSONALLY WARRANTEE GOODS,BUT PURCHASER WILL HAVE BENEFIT OF ALL N REACH DEPTH (13mm) (51mm) (125mm) (i50mm) (230mm) (280mm) WB WALLBASE O z_ N WD WOOD WARRANTEES PROVIDED BY MANUFACTURER. T MAXIMUM 48INCHES 46INCHES 42INCHES 40 INCHES 36 INCHES 34 INCHES JAN JANITOR WH WATER HEATER 10.ANY EXISTING ILLEGAL COMBUSTIBLE CONSTRUCTION WILL BE CORRECTED BEFORE COVER. I O) REACH HEIGHT (122omm) (1170mm) (7065mm) (1015mm) (975mm) (BsSmm) W/D WASHER/DRYER 11.ALL EXTERIOR PENETRATIONS FOR HVAC SYSTEMS TO BE PRE-APPROVED BY BUILDING OWNER. W a >Q K W/0 WITHOUT W > KIT KITCHEN I WT I WEIGHT Y 2 MOUNT°N WAw SCOPE OF WORK 00 a ° �� ®LAT�HSIDE 0 Q �, Z CONSTRUCT TENANT IMPROVEMENTS FOR A 6200 SQ.FT.DENTAL CLINIC, WHEELCHAIR STANDING INCLUDING DEMO, INTERIOR PARTITIONS,EQUIPMENT,FINISHES,AND LIGHTING. Y n POSITION POSITION ❑I NOTE: CO LV Q ITEMS SHOWN IN THIS SHEET ARE FOR REFERENCE ONLY. DEFERRED SUBMITTALS: fo g E o GENERAL CONTRACTOR AND ALL SUBCONTRACTORS MECHANICAL,ELECTRICAL,PLUMBING,MED GAS,FIRE ALARM,SPRINKLER SYSTEMS,AND SIGNAGE TO BE SHALL REFER TO THE ICC/ANCI A117.1-2009 SUBMITTED UNDER SEPARATE PERMITS,IF APPLICABLE. (ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES) DATE: 06/22/2014 FOR SPECIFIC REQUIREMENTS AND DETAILS. REVISIONS BY: FIRE EXTINGUISHER CABINET PAPER TOWEL DISPENSER PAPER TOWEL DISPENSER DRINKING FOUNTAIN 4 RESTROOM SIGNAGE ENVIRONMENTAL CONTROLS COAT HOOKS BABY CHANGING STATION REVISION LIST (ADA 308.2) UNOBSTRUCTED REACH OBSTRUCTED REACH (ADA 602.4) (ADA 703.3&703.4) &SWITCHES (ADA 603.4) (ADA 603.5) # DATE SHEET NOTE (ADA 308.2.1&308.3.1) (ADA 308.2.2) (ADA 308.2&308.3) MOUNTING HEIGHT OF COMMON BUILDING ELEMENTS SCALE: AS NOTED This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET prior written consent from the owner. This document is considered as one unit and shall not be considered complete of whole if documents I D-1 .O are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 DEMOLITION LEGEND EXISTING ELEMENT TO REMAIN EXISTING ELEMENT TO BE DEMOLISHED r` a — — — — — — — — — — — — o O 1ST FLOOR DEMOLITION KEY NOTES <p DOORS TO BE REMOVED AND RELOCATED AT NEW ENTRY. NEW ENTRY TO STAIR B.SEE ARCHITECTURAL&STRUCTURAL PLANS FOR MORE INFORMATION. O a GC TO PROVIDE ALTERNATE PRICING TO DEMO WINDOWS.SEE ARCHITECTURAL PLANS FOR MORE INFORMATION. I� �i ��✓'yYy ti��.\ DEMO FURNACE.VERIFY NEW LOCATION WITH GENERAL CONTRACTOR&HVAC SUB-CONTRACTOR. I I DEMO SKYLIGHTS.SEE ARCHITECTURAL PLANS FOR MORE INFORMATION.(PRICE AS A SEPARATE LINE ITEM.) '�✓ ��' I I Ryy a RESTROOM TO REMAIN.DEMO PLUMBING FIXTURES,RESTROOM ACCESSORIES,AND ALL FINISHES(TO BE REPLACED WITH NEW). ELECTRICAL PANELS TO REMAIN. SEE ARCHITECTURAL DRAWINGS FOR GLASS BLOCK/WINDOW REPLACEMENTS AT THIS CURVED WALL. lil �1�111 GENERAL DEMOLITION NOTES -�-� I II I I I I I I I I ,I II II II I 1. SEE STRUCTURAL DRAWINGS FOR NEW SHEAR WALL,POST AND BEAM LOCATIONS. y I I I I 2. DEMO ALL FLOOR COVERINGS&WALL BASE THROUGHOUT.PREP TO RECEIVE NEW FLOOR MATERIALS. _______________________________ II II II 3. DEMO ALL DOORS AND TRIM(UNLESS NOTED ON DEMO PLAN AND DOOR SCHEDULE). % 4. DEMO CEILING GRID,ACOUSTICAL TILES AND LIGHT FIXTURES THROUGHOUT(UNLESS NOTED OTHERWISE ON REFLECTED CEILING PLAN). _ _ Jri-_=====H-==----h L______J 5. PATCH&REPAIR ALL REMAINING WALLS WHERE CABINETRY,EQUIPMENT,AND WALL-MOUNTED ACCESSORIES WERE REMOVED. ("� — — — — t — H 6. DEMO WINDOW TREATMENTS THROUGHOUT. IIII � IIII , III IIII IIII Inl WI - --- ---� flu \` I III III I IIII \\I II 1 5 11 iu i \/��\/� /'�� `\`�♦♦♦♦\♦`y�'__—_________ r---J I I L___J L___J III Q -�� `_`_`_```', I I I 7 L l I F----- ------- i 1 i ° /4r,11 it `♦\ a LLJ II II _-----------�\� IIII Ir_____ _______ i ill l L_____ _--- _____a\\ / IIII II / III `�♦ F=---=__ —���J L���_i IIII Ir•_____ ___________�♦ _______ -----�`-==ill i I III-----�----------- LL J i i 3J II _ II I I II I II I I I i iii L° ii I I II I II II II _ W V > 0 M O1z " I 5 W } ;< LU QD O 00 Lo Z O Q 00 DATE: 06/22/2014 � - - � - - - - - - - - - - - � - � REVISIONS BY: I I I I I I I SCALE: 0 2.5 0 AS NOTED This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET © FIRST FLOOR DEMO PLAN prior written consent from the owner. This document is considered as one unit and shall not be considered complete of whole if documents I D-2,O SCALE:1/4"=1'-0" are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 DEMOLITION LEGEND EXISTING ELEMENT TO REMAIN EXISTING ELEMENT TO BE DEMOLISHED r` d N 2ND FLR DEMOLITION KEY NOTES <p FRENCH DOORS&TRIM TO REMAIN.NEW ADA DOOR LEVER TO BE INSTALLED.SEE DOOR SCHEDULE FOR SPECIFICATION. DEMO FIREPLACE AND ALL RELATED VENTING COMPONENTS. — — — — — — — `++ a RESTROOM TO BE MODIFIED TO BECOME ADA COMPLIANT.DEMO PLUMBING FIXTURES,RESTROOM ACCESSORIES,AND FINISHES(TO BE REPLACED WITH NEW). RESTROOM TO REMAIN.DEMO PLUMBING FIXTURES,RESTROOM ACCESSORIES,AND FINISHES(TO BE REPLACED WITH NEW). REMOVE AND SET ASIDE ALL GLASS WALL PANELS AND DOORS.TO BE REUSED AT NEW LOCATIONS.(SEE FLOOR PLAN.) REMOVE WALL SAFE AND SET ASIDE FOR OWNER. rrYY III rrC.� GC TO PROVIDE ALTERNATE PRICING TO DEMO WINDOWS.SEE ARCHITECTURAL PLANS FOR MORE INFORMATION. III II 111 111 II I11 11 11 I GENERAL DEMOLITION NOTES 1. SEE STRUCTURAL DRAWINGS FOR NEW SHEAR WALL,POST AND BEAM LOCATIONS. 2. DEMO ALL FLOOR COVERINGS&WALL BASE THROUGHOUT.PREP TO RECEIVE NEW FLOOR MATERIALS. 3. DEMO ALL DOORS AND TRIM(UNLESS NOTED ON DEMO PLAN AND DOOR SCHEDULE). co T T 4. DEMO CEILING GRID,ACOUSTICAL TILES,LIGHT FIXTURES AND EXIT SIGNS THROUGHOUT(UNLESS NOTED OTHERWISE ON RCP). 5. PATCH&REPAIR ALL REMAINING WALLS WHERE CABINETRY,EQUIPMENT,AND WALL-MOUNTED ACCESSORIES WERE REMOVED. 6. DEMO WINDOW TREATMENTS THROUGHOUT. II IIII II 5 \ \\\- 11 --I-- -- nnn 1------- iII LU 1` I I j II _ ______ II II -- _________________' IIII------------- IIII �T 5 5 / liii O lI of LL II 'II II 'II _ i ILL I I O Z NCO O rn 0 Yz 00 O 00 O Q � Z 04 00 W DATE: 06/22/2014 REVISIONS BY: I I I I I I I SCALE: 0 2.6 0 U AS NOTED This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET © SECOND FLOOR DEMO PLAN prior written consent from the owner. This document is considered as one unit and shall not be considered complete of whole if documents I D-2,1 SCALE:1/4"=1'-0" are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 FLOOR PLAN LEGEND T EXISTING WALL 9'1 WALL W/BLOCKING 1 " i u a � O B C D NEW PARTITION WALL. ALL PARTITIONS TO BE TYPE"A"UNLESS NOTED. NEW MILLWORK - - SEE DETAILS ON SHEET ID-4.0 FOR MORE INFORMATION. - - OP 4 ;-- ;------ OP 3 STERILIZATION OP 2 OP 1 A.• "m a 110 109 108 107 a 3 3 m r , NEW PARTIAL HEIGHT WALL FEEL FIRE EXTINGUISHER CABINET 111 I 5 5 "�' N20/OXYGEN LINES(LOCATION TBD BY PLUMBER) FLOOR PLAN KEY NOTES ADA TRANSACTION COUNTER AT 36"AFF PER ICC/ANSI A117.1-2009 SECTION 904.3.1. I ADA SINK COUNTER AT 34"AFF PER ICC/ANSI A117.1-2009 SECTION 606.3. I RUN WALL TO BASE DETAIL,INFILL WITH GWB AND ADD ALUMINUM END CAP TO EDGE OF WALL AT GLAZING.FINISH TO MATCH WINDOW MULLIONS. +�3' PANO WINDOW TO BE 24"W X 24"H.MOUNT CENTERLINE OF WINDOW AT 60"AFF.GLASS TO BE 1/2"THICK PER CODE. c I —_—— ———_—— '-0" 2'-6" ^ 5 5 DENTAL EQUIPMENT BY EQUIPMENT SPECIALIST.VERIFY ELECTRICAL,PLUMBING,VENTING&DATA REQUIREMENTS.PROVIDE NECESSARY CONDUIT FROM CHAIR TO 5 12 O'CLOCK CABINET AS REQUIRED BY EQUIPMENT SPECIALIST. WATER FEATURE WALL TBD. 112 N I I I ADD FROSTED VINYL TO WINDOWS&SHEETROCK OVER INTERIOR. J cz� I S ALIGN I T 7 5 I l a I B l \_ ADA RR 1 OP 6 vFv 11 h�1 1,_6. ——— D,. 11 �. 2,6^ I -4 I 106 113 IO I I W J L — J j1 � OP 40 I I= STORAGE z CONSULT I � B- L— JI 105 °ZS I 0 N 1 _ LOMMO P H F — W OP HALL I EGRESS T E:= 38'-61 115 - 0 I STAIR B Z W 4 1A M I r r— — —� 104 Q J OP 7 VFY 6,. 6„ 3 r I J U) 116 III B _ I CHECK-OUT 0 Q VFY I. r— 103 �' Ur o I^ f ° —OP 9— — I 1 — — — — — — — u o Q 2 CHECK-IN J U 117 LL �+'6" B—— 102 � Uj Uj v Ire L--- 1 1q - II OP 8 III 118 I -- -- q Og I 1 L2._9. ELEC alw a1> 119 10I $I, WAITING PANG z-5"— 5 olw 101 I — 12 — — — STAIRA I z w 121 1 I C7 1 I J Z oM B 12� — _ N O Orn (E)RESTROOM N 5" LLJ w o 123 o 0 } 00 LOU NGE LOBBY O Op BY O Q 124 — `o Z EQUIPMENT 00 W MEDICAL GAS LEGEND ROOM 16 ——— n DATE: 06/22/2014 P1 N20/02(NITROUS OXIDE AND OXYGEN)CENTRAL SYSTEM: THIS SYSTEM REQUIRES 1/2"O.D.COPPER TUBING OXYGEN AND 3/8"O.D.COPPER TUBING NITROUS OXIDE FROM MANIFOLD AT POINT P1 IN TANK ROOM AT 66"UP FROM FLOOR TO RECESSED WALL BOXES AT POINT P1A IN OPERATORIES @ 24"UP FROM FLOOR.(VERIFY EXACT LOCATION WITH EQUIPMENT SPECIALIST.)MANIFOLD AND A — — — — — — — — — — — A REVISIONS BY: N20/02 RECESSED BOXES SUPPLIED BY DOCTOR,INSTALLED BY PLUMBER.TEST SYSTEM FOR 48 HOURS AT 150 PSI WITH NITROGEN.THERE SHALL BE NO LEAKS.USE NO -5" 10, 1/z" AIR OR WATER FOR TEST.PLUMBER TO SUPPLY REGULATOR AND NITROGEN FOR TEST.REFER TO NFPA 99C. MEDICAL GAS SYSTEM TO BE VERIFIED BY 3RD PARTY PER UPC 1302.2. 19 1 12 0 19 1 10 0' MATERIALS: 1'-1" PIPING,TYPE K OR L PRECLEANED,DEGREASED AND CAPPED TUBING. JOINTS:SILVER SOLDER WITH MELTING POINT AT 1,000"F MIN.FLARE COMPRESSION OR THREADED PIPE FITTINGS UNACCEPTABLE. SCALE: P1A OXYGEN,NITROUS,AND VACUUM @ 24^AFF.02/N201VAC.PORTER TRIPLE OUTLET STATION. 1 O Z 6 O O O O AS NOTED 1/2"OD FOR 02,3/8"OD FOR N20.VACUUM 1"SCHEDULE 40 PVC,REDUCED TO 1/2"OD COPPER. GENERAL M E D GAS NOTES This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET 1. FIRST FLOOR PLAN 0 1' 2' 4' prior written consent from the owner. This document is considered as C NITROUS OXIDE AND OXYGEN TANK STORAGE ROOM MUST BE HOUR CONSTRUCTION AND MEET VENTING REQUIREMENTS FOR ALL CURRENT CODES AND REGULATIONS.VERIFY REQUIREMENTS WITH one unit and shall not be considered complete of whole if documents H DENTAL EQUIPMENT SPECIALIST. SCALE:1/4°=1'-O" ® 2.PROVIDE NECESSARY BACKING TO SECURELY ATTACH GAS TANKS TO WALL. are separated to any manner. Documents Shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: DOOR SCHEDULE T T T T LOCATION DOOR TRIM HDWR REMARKS NO. SIZE TYPE GROUP MAIN ENTRY 1 EXISTING EXIST EXIST LOCKSET EXISTING DOORS TO BE RELOCATED AT NEW ENTRY WALL(SEE ARCHITECTURAL DRAWINGS). d BY ARCHITECT ARCHITECT TO DISCUSS NEW LOCKSET OPTIONS WITH OWNER. IT-l" STAIR B ENTRY 2 NEW DOOR BY ARCHITECT STAIR B 3 3'-0"X 6'-8"X 1-3/4" © O2 PASSAGE 1-HOUR ASSEMBLY,DOOR CLOSER,FLOOR STOP --------------- ASSOCIATE J — F J OFFICE CONSULT 4 3'-0"X 6'-8"X 1314" OE Q1 POCKET 32"MIN CUR OPENING;VFV DOOR SIZE,SEE GENERAL DOOR NOTE#11 ADA RESTROOM 1 5 3'-0"X 6'-8"X 1-3/4" OA O1 PRIVACY DOOR CLOSER WITH STOP ARM,SOUND SEAL AND FULLY MORTISED AUTOMATIC DOOR BOTTOM CPS&OP10 6 T-0"X 6-8"X 1-3/4" (g) Q1 PASSAGE CONCEALED OVERHEAD DOOR STOP 19'1" Li� YY� CHECK-OUT 7 3'-0"X 6-8"X 1-3/4" E 1 PASSAGE FLOOR STOPc0 � CHECK-OUT 8 T-0"X 6'-8"X 13/4" QE Q1 LOCKSET B DOOR CLOSER ON PUSH SIDE OF DOOR W/STOP ARM,DOOR FINISHES BY CATCH DESIGN STUDIO LOBBY 9 3'-0"X 6'-8"X 1-3/1V OE O1 LOCKSET B DOOR CLOSER ON PULL SIDE OF DOOR W/STOP ARM ELECTRICAL RM 10 3'-0"X6'-8"X 134' O O PASSAGE HINGE PIN STOP PRIVATE \ STAIR 11 31-0"X6'-8"X1-311V © O2 PASSAGE 1-HOUR ASSEMBLY,DOOR CLOSER,WALL STOP OFFICE \\ 1 STAIR A ENTRY 12 NEW DOOR BY ARCHITECT 206 - N20 13 3'-0"X 6'-8"X 1-34' © O2 LOCKSET A 1-HR ASSEMBLY,AUTOMATIC CLOSER WITH STOP ARM EXISTING RR 1 14 3'-0"X 6'-8"X 1-3/4" Q Q PRIVACY DOOR CLOSER WITH STOP ARM,SOUND SEAL AND FULLY MORTISED AUTOMATIC DOOR BOTTOM N STAFF LOUNGE 15 T-0"X 6'-8"X 131,V 0 PASSAGE FLOOR STOP \ 1 EQUIPMENT RM 16 2'-2"X 5'-0"X 1-3/4"(VFV) © O3 PASSAGE FLOOR STOP,SEE GENERAL DOOR NOTE#10 \� STORAGE 2 17 EXISTING EXIST 03 PASSAGE EXISTING DOOR TO REMAIN WITH NEW HARDWARE,REKEY EXISTING DEADBOLT ADA RESTROOM 2 18 T-0"X 6-8"X 1-3/4" QA Q1 PRIVACY DOOR CLOSER WITH STOP ARM,SOUND SEAL AND FULLY MORTISED AUTOMATIC DOOR BOTTOM LAN 19 2'-6"X 6-8"X 1-3/4" OA O1 LOCKSET A CONCEALED OVERHEAD DOOR STOP \� 1 F /\ 1 STORAGE 1 20 T-0"X 6'-8"X 13/4" QA O LOCKSET A FLOOR STOP ASSOC.OFFICE 21 3'-0"X 6'-8"X 1-34' N/A N/A EXIST USE RELOCATED GLASS DOOR&WALL PANELS AT THIS LOCATION,FLOOR STOP ASSOC.OFFICE 22 T-0"X 6'-8"X 1314" N/A NIA EXIST USE RELOCATED GLASS DOOR&WALL PANELS AT THIS LOCATION,FLOOR STOP PRIVATE OFFICE 23 3'-0"X 6'-8"X 1-34' (A) 01 LOCKSET A FLOOR STOP B 23 22 MEETING ROOM 24 T-0"X 6'-8"X 1314" N/A NIA EXIST USE RELOCATED GLASS DOOR&WALL PANELS AT THIS LOCATION,FLOOR STOP — \ --------------- 21 — EXISTING RR 2 25 2'-4"X 6'-8"X 1-34' OA 01 PRIVACY DOOR CLOSER WITH STOP ARM,SOUND SEAL AND FULLY MORTISED AUTOMATIC DOOR BOTTOM _ _ _ -0_ `I. _ _ _ _ _ _ — w W.H.CLOSET 26 Z-6"X 6'-8"X 131W' © Q3 PASSAGE FLOOR STOP F OPEN OFFICE 27 3'-0"X 6'-8"X 1-34' OA 01 PASSAGE FLOOR STOP IEETI24 W/D CLOSET 28 1'-5"X 6'-8"X 1-3/4"(PR) © O3 BI-FOLD SITE VERIFY DOOR OPENING MROOMG L J \\ r STAIR B 0 STAIR A 29 3'-0"X 6'-8"X 1-3/4" © 02 PASSAGE 1-HOUR ASSEMBLY,DOOR CLOSER,WALL STOP 207 \\ I I 204 w DOOR HARDWARE SCHEDULE GENERAL DOOR HDWR NOTES IL____�1 HDWR GROUP SPECIFICATION 1.PROVIDE STANDARD WEIGHT COMMERCIAL DOOR HINGES. \ vJ LOCKSET A SARGENT:7 SERIES,LEVER:B 2.ALL DOORS WITH CLOSERS TO HAVE BALL BEARING HINGES. \\ LNU FINISH:15-SATIN NICKEL PLATED I CLEAR COATED 3.PROVIDE ALL NECESSARY ITEMS FOR DOORS,INLCUDING:BUTTS,LATCH&LOCKSETS, \ L.L SARGENT:7 SERIES,LEVER:B CLOSERS,DOOR STOPS AND HOLDERS,KICK PLATES,DOOR SILENCERS,THRESHOLDS, \ INSTALL WTH ELECTRONIC CARD READER/FOB SYSTEM SMOKE GASKET AND WEATHER STRIPPING.SEE DOOR SCHEDULE"REMARKS"COLUMN. \ CO UMN LOCKSET B (VERIFY MODEL AND LOCATIONS WITH CLIENT.) 4.ALTERNATE MANUFACTURERS MAY BE SELECTED WITH DESIGNER'S APPROVAL. \ FINISH:15-SATIN NICKEL PLATED/CLEAR COATED 5.VERIFY ALL HARDWARE MEETS CODE REQUIREMENTS PER JURISDICTION. _ Q SARGENT:7 SERIES,LEVER:B --——EGRESS TRAVEL:=138'-0' N PASSAGE FINISH:15-SATIN NICKEL PLATED/CLEAR COATED 12'-6" L.L PRIVACY SARGENT:7 SERIES,LEVER:B Z Q FINISH:15-SATIN NICKEL PLATED/CLEAR COATED TICE INDUSTRIES:1"BACK TO BACK WIRE PULL#35 25 COL MN O EN STORAGE 1 N POCKET SIZE:18"CTC 0 Q O 200F ICE I n 203 O FINISH:619 SATIN NICKEL PLATED/CLEAR COATED(VFY AVAILABILITY) GENERAL DOOR NOTES (E)RESTROOM 2 20 o 0 1.SUBMIT KEYING SCHEDULE AND HARDWARE SPECS FOR APPROVAL. 208 -'-- 2.EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. — — 26 — — — — — — — — — — — `D O W 3.HANDLES,PULLS,LATCHES,LOCKS AND OTHER OPERATING DEVICES ON DOORS,CABINETS,PLUMBING FIXTURES AND STORAGE FACILITIES SHALL HAVE A LEVER OR OTHER r——r 27 '-6 1/2- 1 ILL. elf SHAPE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT REQUIRE TIGHT GRASPING,PINCHING OR TWISTING TO OPERATE. O W/D 1,3" 3'-61/2" L 4.DOOR THRESHOLD SHALL NOT EXCEED 1/2"IN HEIGHT. 1 1 Q O s.MAX.DOOR OPENING PRESSURES ARE LIMITED TO 8.5 LBS AT EXTERIOR DOORS AND 5.0 LBS AT INTERIOR DOORS. O 6.VERIFY ALL DOOR SWINGS,HARDWARE AND KEYING REQUIREMENTS. L 28 J CO UMN LAN N 0 7.ACCESSIBLE RESTROOM SIGNAGE W/TACTILE CHARACTERS TO BE LOCATED ON PUSH SIDE OF DOOR W/CLOSERS AND WITHOUT HOLD-OPEN DEVICE.TACTILE CHARACTER iL_J L_ J w 202 SHALL BE INSTALLED 48"-60"ABOVE FINISHED FLOOR PER CODE.RESTROOM SIGNAGE SHALL COMPLY WITH IBC WA STATE AMENDMENTS,SECTION 1101.1.2.9 AND ICC/ANSI 1 19 1 SECTION 703.6.3.1. WORKROOM 8.ALL DOORS TO HAVE SINGLE ACTION LEVER RELEASE. 209 B 9.MAIN EXTERIOR DOOR OR DOORS TO HAVE A READILY VISIBLE DURABLE SIGN POSTED ON THE EGRESS SIDE ON OR ADJACENT TO THE DOOR STATING: THIS DOOR TO REMAIN 4 UNLOCKED WHEN BUILDING IS OCCUPIED.THE SIGN SHALL BE IN LETTERS 1 INCH HIGH ON A CONTRASTING BACKGROUND. — — — — — — 10.UTILITY ROOM DOOR TO RECEIVE PEMKO#303AS-36X84 SOUND SEAL,#18062CP-36"BRUSH SWEEP,AND#151A-36X3 X1/4 THRESHOLD(OR EQUAL).SOUND TILE(ARMSTRONG B #580 CIRRUS OR EQUAL)TO BE GLUED TO BACK OF DOOR(WITH METAL TRIM CAP).SEE DENTAL EQUIPMENT NOTE#3. 77 —IF— 77 —1 Q 11.FOR ALL POCKET DOORS,INSTALL BUMPER(ON TRACK IN WALL)TO STOP DOOR BEFORE HANDLE HITS THE JAMB WHEN DOOR IS RETRACTED. — ——1 ADA RR 2 12.ALL GLAZING IN DOORS&RELITES TO BE TEMPERED GLASS PER CODE. 201 2E 13.SITE VERIFY ALL EXISTING DOOR OPENINGS PRIOR TO ORDERING. 14.NEW WOOD DOORS&TRIM TBD. 15.NEW PAINT-GRADE DOORS&TRIM TBD. 1 G — J — 18 16.NEW METAL DOORS&TRIM TBD. J _ LLI 17.EXISTING INTERIOR PAINT-GRADE DOORS&TRIM TO BE CLEANED AND PAINTED.PAINT COLOR TBD. STAIR A 210 of Q Z 0 M L F- N -x SCHD DIM ,y SCHD DIM ,y SCHD DIM ,y SCHD DIM SCHD DIM #SCHD DIM ySCHD DIM B 1� 12'-0" 12'A 1/2" '-9" B 7 O a 00 Lw LU w STORAGE 2 = 211 O a ai ti of ,� vQi vQi N Q Z �i STORAGE 3 ~ Y N 212 a0 LLB Q © © 0 SOLID CORE SOLID CORE 1-HOUR SOLID CORE SOLID CORE 1-HOUR 1-HOUR FLUSH STANDARD HOLLOW METAL, PAINT GRADE LANDING BTWN 1 1 1 1 1 DATE: 06/22/2D14 FLUSH FLUSH HOLLOW FLUSH WOOD FULL GLASS FLUSH WOOD PAINT GRADE WOOD 1 HOUR RATED 1ST&2ND FUR WOOD PAINT GRADE METAL WNISION PANEL WOOD W/VISION PANEL W/VISION PANEL REVISIONS BY: DOOR TYPES DOOR TRIM TYPES NOT TO SCALE NOT TO SCALE 1 1 1 1 1 1 2-1/2" SQUARE SCALE: ��EDGE AS NOTED a "1 1/2"1 e"PLOUGH 1 1/2"1 This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET © SECOND FLOOR PLAN prior written consent from the owner. This document is considered as TYPICAL WOOD DOOR TRIM one unit and shall not be considered complete of whole if documents I D-3.1 SCALE:1/4"=1'-0" are separated in any manner. Documents shall not be separated for the NOT TO SCALE purpose of submitting proposals or for separate phases of construction. OF: RCP LEGEND T T T T WALL SWITCH(+48") Wi BATH BAR TBD WALL SWITCH W/OCCUPANCY MOTION SENSOR(+48") a USE FULL AUTOMATIC-ON CONTROLS IN RESTROOMS&AREAS WHERE 1•'6. Ci S n oU MANUAL-ON OPERATION WOULD ENDANGER THE SAFETY OR SECURITY OF FLUORESCENT CLOSET LIGHT BY ELECTRICIAN VFY C O THE ROOM OR BUILDING OCCUPANTS. MAX WATTS:13W SENSORS IN WORKROOM&OPEN OFFICE TO UTILIZE DUALTECHNOLOGY OP 4 2 OP 3 STERILIZATION OP 2 (PIR&ULTRASONIC/MICROPHONICS DETECTION) FLUORESCENT STAIRWELL LIGHTING BY ELECTRICIAN 111 110 109 108 107 3 3 m PRODUCT NUMBER:SENSORSWITCH#WSD PDT I J MAX WATTS:26W - a MASTER EQUIPMENT WALL SWITCH FOR AIR,VAC,WATER& JUNO:PRO-SERIES LED UNDERCABINET LIGHT EQUIPMENT VERIFY WITH EQUIPMENT SPECIALIST) ( PRODUCT NUMBER:UPLED30 LwJ �rc MASTER SWITCH(LIGHTING RELAY)TO TURN ON/OFF ALL OP LIGHTS TASK LIGHTING SHALL BE AUTOMATICALLY SHUT OFF WHENEVER 1 — O ' (ELECTRICIAN TO VERIFY QTY OF RELAYS REQUIRED FOR AMPS) C- -C THAT SPACE IS UNOCCUPIED AND SHALL HAVE A CONTROL DEVICE a 3-WAY WALL SWITCH(+qg^) INTEGRAL TO THE LUMINAIRES OR BE CONTROLLED BY A \ WALL-MOUNTED CONTROL DEVICE. / WALL SWITCH WITH DIMMER(+qg°) TASK LIGHTING IS EXEMPT FROM LIGHTING CALCULATIONS IN / STERILIZATION PER WSEC#C405.5.1 EXCEPTION#2.1. WALL SWITCH WITH TIMER(+48") MAXIM LIGHTING:STARSTRAND COLOR FLEX STAR 24 LED TAPE LIGHT 9-0 $ 9 / PRODUCT NUMBER:TBD SIZE:60"TO 240"(SITE VERIFY) WALL SWITCH/ES TIED TO OUTLET FOR STERILIZERS LAMPING:14AW-27.6W(2.88W I LINEAR FOOT) > >>>>>> > CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 WALL SWITCH FOR GARBAGE DISPOSAL(+7"ACH) R1 \ ® R1 R1 JUNO:INDY 2X4 LED RECESSED DIRECT/INDIRECT LED EXISTING TRACK LIGHT TO REMAIN.ELECTRICIAN TO REPLACE HEADS. _ _ p INSTALL 240W CURRENT LIMITING CIRCUIT BREAKER ON THIS TRACK. \ PRODUCT NUMBER:S2X4BP-35-50-WH3(ALL/STAFF LOUNGE) - - 1 3 / 1 PRODUCT NUMBER:S2X4BP-35-35-WH3(ALL OTHER AREAS) I I WATTS:53W CEILING MOUNTED MONITOR(BY OTHERS) OP 5 C--- C===7 C=-- C==C C o )" CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 -� 9,_0" '` 9,_0„ ® INCLUDE DUPLEX 8 CAT-5E DATA PORT AND PROVIDE NECESSARY 112 ` i-- — o ;{ SUPPORT ABOVE CEILING GRID.VERIFY REQUIREMENTS&LOCATION _ ARIES ® JUNO:INDY 2X4 LED RECESSED DIRECT/INDIRECT LED W/EQUIPMENT&LOW VOLTAGE SPECIALISTS. -1 / PRODUCT NUMBER:S2X4BP-26-35-WH2(OPEN OFFICE/PRIVATE OFFICE) 1 WATTS:36W EXITRONIX:SR900 SERIES UNIVERSAL LED EDGE-LIT EXIT SIGN LED-4 CONTACT:GEORGE HURST @ERW LIGHTING 206.204.3959 MOUNTING:RECESSED-R(VERIFY ON SITE) — 1 — — N20 \ ® R1 \ R1 — — — PANEL COLOR:GREEN LETTERS WITH CLEAR PANEL-GC H ® E 9_0 H JUNO:INDY 2X2 LED RECESSED DIRECT/INDIRECT LED ® FINISH:BRUSHED ALUMINUM -� L 3 PRODUCT NUMBER:62X28P-26-35-WH2 OUTPUT POWER:4W LED CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 ( (j — — — — WATTS:36W �/ 9,0„ CONTACT:GEORGE HURST @ERW LIGHTING 206.204.3959 \ � 24 24-HOUR FIXTURE W/EMERGENCY BATTERY BACKUP H.E.WILLIAMS:ARCHITECTURAL SLIMLINE SUSPENDED 1 1 Ri R1 R2 l�1 ADA RR 1 LED-4 PRODUCT NUMBER:LLM-8-LED'UT89/840-S-SQ B FIXTURE WITH EMERGENCY BATTERY PACK WI REMOTE TEST SWITCH Op g ,_0„ _ 1. I _ _ R2 LAMPING(1)89W LED MODULE 180 CRI,4000K 113 -— _ \ 2• \ _ 106 CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 DUAL LITE:ARCHITECTURAL LED EGRESS LIGHT(CEILING&WALL MOUNTS) ® PRODUCT NUMBER:EV2 1 O O JUNO:6"IC 900 LUMEN LED DOWNLIGHT ELECTRICIAN TO SPACE FIXTURES APPROPRIATELY TO MEET CODE. ��F\� — — — — '«`« — PRODUCT NUMBER:IC922LEDG3-35K T NUTONE-ULTRA SILENT SERIES EXHAUST FAN#QTXEN110 �J / _ / 9'_0" ,,t _ — Ri TRIM:27HZ-WH CONICAL CONE IN HAZE 1L110 EXHAUST-VENT TO EXTERIOR -1 R _ _ TO LTG @ f WATTS COLOR TEMPURATURE:14.6W 13500K (RESTROOMS) OP 10 -1 / `, 2ND FLR\. CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 T NUTONE-ULTRA SILENT SERIES EXHAUST FAN#QTXEN150 \ 1 3 R3 / 9'_0" \ R3 �._ m \ CONSULT 1L150 EXHAUST-VENT TO EXTERIOR 1147T R '«'`\, i 105 JUNO:6"IC 600 LUMEN LED DOWNLIGHT (STERILIZATION,STAFF LOUNGE,WORK ROOM) / -1 1 \ L PRODUCT NUMBER:IC22LEDG3-35K EXHAUST FAN(VERIFY CFM)ON AUTOMATIC THERMOSTAT SET TO 80'. I ® L {R2} TRIM:271Z-W1 CONICAL CONE IN HAZE EQUIP VERIFY REQUIREMENTS WITH EQUIPMENT SPECIALIST. E « _\ / _ WATTS/COLOR TEMPURATURE:10.5W 13500K (EQUIPMENT ROOM) - \ ( 4 �� — CONTACT:GEORGE HURST @ERW LIGHTING 206.204.3959 150CFM(VFY)EXHAUST FAN ON AUTOMATIC THERMOSTAT SET TO 70'. OP HALL _ / / ,R I- R3 R3 I XF� VERIFY REQUIREMENTS WITH LOW VOLTAGE SPECIALIST. WAC LIGHTING:2"TESLA LED DOWNLIGHT (LAN CLOSET) 115 \ ,�,-� \ --- - / STAIR B PRODUCT NUMBER:HR-2LED-T109F-35-WT 7� PROVIDE EXHAUST FAN FOR MED GAS/N20 CLOSET PER CODE. 1 R3 FINISH:WHITE-WT 1LN20 VERIFY WITH MEDICAL GAS SUPPLIER. I R1 104 WATTS/COLOR TEMPURATURE:11.7W 13500K -1 {`1{) /- (N20 CLOSET) OP 7 \ 9' SUPPLYAPPROPR/ATE HOUSING. ALARM PANEL FOR MED \ 1 \ / CONTACT:BEN KURITZ @ PACIFIC LIGHTING 206.999.9041 ALgRM VERIFY ODE RED&LOCATION ON WITH LEQU EQUIPMENT SPECIALIST. 116 A ® ) \. CHECK-OUT (] JUNO:MINI LED DOWNLIGHT Da.p I I _7 0 _ 1 103 z PRODUCT NUMBER:MDILG2-35K-FL-SN SPRINKLER(BIDDER DESIGN) O LLJ R4 FINISH:SATINNICKEL-SN (N20 CLOSET) — - — — — R1 / ® — R7 — 3 — COLOR TEMPURATURE:3500K D OP 9 1 -} \ / \ U O W WATTS:25W TRANSFORMER MAX X'_X" CEILING HEIGHT FROM FINISHED FLOOR CONTACT:GEORGE HURST @ ERW LIGHTING 206.204.3959 117 / �P2 g'_0" 10'-0" \ CHECK-IN ILL J 5 102 f,�^^ /a, P_X CEILING PAINT FINISH(TBD) -1 I ( / C=-=C C=-=C C=-=C C===� vJ U ® P1:CUSTOM LED PENDANTS TBD ® WATTS:T: MAX 9'_0" O `1 q 10'-0" CONTACT:ELIZABETH @CATCH DESIGN STUDIO 206.322.4323 1 '10" +' S-0"� , OP8 118 1 \ \ DECORATIVE PENDANT(TBD) 2 — _ \ P2 ELEC 6 3 DECORATIVE PENDANT(TBD) 119 / PANG 9'-0" I 11'-0" i I WAITING � 120 I 101 \ i\ Ri R7 STAIR A - m v V Z W MLF 121 ------------ N20 _ F 110 p,. 7 D"T z N B 122 o F Nzo - i F R1 / - O rn .'TO LTG @ L 0- j(E)RESTROOM 1 g'_p" LAN DING \ / W r } > 123 Y z STAFF O O LOUNGE 1 E91 O Q w LO ACT CEILING SOFFIT OVER 124 LI Y N z PER PLAN CENTRAL CABINET 1 - n Q EQUIPMENT 9'-0"AFF ROOM O LED LIGHT 125 �:LEQUIP 91-0„ -�-� DATE: 06/22/2014 REVISIONS BY: Y 8'-0"AFF WALL BEYOND SCALE: 0 2.5 0 AS NOTED This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET OP LIGHT VALANCE DETAIL © FIRST FLOOR RCP prior written consent from the owner. This document is considered as O SCALE:1/2"=1'-0" SCALE:1/4"=1'-0" one unit and shall not be considered complete of whole if documents I D-4.0 are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 CEILING LEGEND T T T T NEW 2X2 GRID CEILING 0 NEW GWB CEILING - - - - - - - - - - v U ASSOCIATE — .2 m OFFICE F a EXISTING GWB SOFFIT 205 1�I NEW GWB SOFFIT @ 8'-0"AFF / C a NEW GWB SUSPENDED SOFFIT @ 8'-0"-8'-5"AFF PRIVATE OFFICE \ \ 1 NEW 4"COVE LIGHTING WITH LED TAPE LIGHT 206 GWB HEADER �- 9,-6„ \ DOOR HEADER \ i (SEE DOOR SCHEDULE FOR HEIGHTS) RCP KEY NOTES INSTALL AUTOMATIC DAYLIGHTING CONTROLS IN THIS ROOM PER 2012 WSEC. 2 OCCUPANCY SENSORS&DAYLIGHT ZONE CONTROLS NOT REQUIRED IN SPACES — — — — — WHERE PATIENT CARE IS DIRECTLY PROVIDED(2012 WSEC#C405.2.2 EXCEPTION#2). �"� — _ MONITORS IN OPS TO BE MOUNTED DIRECTLY ABOVE PATIENT'S HEAD.VERIFY �\ EXACT LOCATION WITH DOCTOR,EQUIPMENT SPECIALIST AND LOW VOLTAGE SPECIALIST.ADJUST GRID PLACEMENT AS NECESSARY. EXISTING BEAM(8'-101/2"TO BOTTOM).LOWER GRID CEILING AS REQUIRED TO MEETING \ STAIR B CLEAR BEAM. ROOM / -3 I� _ I _ I_ _ � I 204 CUSTOM CIRCLE SOFFIT/LIGHTING DETAIL TBD. 207 / ©CUSTOM RECTANGULAR LIGHTING DETAIL TBD. U - - _ - - - - - - - - - LU WtO LTG @ \ 1 ST FLR O z L 3 \ a_ 44 1 06 O EN W \) B O ICE B L -3 STOE 1 O W ]__L& 0 iTUJ (E)RESTROOM 2 R1 F 110 R1 Q LU 1�p �208 \ iID j M LL_ z_ R3 R3 F 150 Q J_ LAN W • 202 N U WORKROOM F1 i GENERAL RCP NOTES 209 % e 1.PROVIDE AND INSTALL NEW 2X2 CEILING GRID WITH ACOUSTICAL PANELS TO BE ARMSTRONG: DUNE TEGULAR,UNLESS NOTED OTHERWISE. R2 Q 2.PROVIDE AND INSTALL EMERGENCY EXIT SIGNS,HORNS,AND EMERGENCY LIGHTING PER - \ ADA RR 2 CODE.VERIFY LOCATIONS WITH DESIGNER. 2 0 = I ► 201 3.CONTRACTOR TO FURNISH AND INSTALL UNDERCABINET LIGHTING AS SHOWN ON RCP.FIELD 110 VERIFY LOCATIONS AND SIZE WITH DESIGNER. _ \ 0 4.DESIGNER IS NOT RESPONSIBLE FOR VENTILATION REQUIREMENTS OF MEDICAL EQUIPMENT. VERIFY VENTILATION REQUIREMENTS WITH DOCTOR AND EQUIPMENT SPECIALIST. 5.SUBMIT LIGHTING SCHEDULE TO DESIGNER FOR APPROVAL. STAIR A 0 Of 6.FIRE REQUIREMENTS UNDER SEPARATE PERMIT.PROVIDE AND INSTALL ALL NECESSARY FIRE m REQUIREMENTS PER CODE(INCLUDING FIRE EXTINGUISHER-VERIFY LOCATION WITH 210 M DESIGNER).USE CEILING MOUNTED WHITE FIRE ALARMS IF POSSIBLE. 6�� •.,.;;., N 7.VERIFY LEAD TIMES FOR LIGHTING AS SOME PRODUCTS MAY HAVE EXTENDED LEAD TIMES. �/ / — O Z_ N 00 8.ELECTRICIAN TO VERIFY DAYLIGHT ZONES AND INSTALL DAYLIGHT CONTROLS AS REQUIRED / 7 = C) BY CODE. i \ 7,_s„ W 0- >Q 9.WHEN APPLICABLE,PROVIDE AND INSTALL OCCUPANCY SENSORS WITH WALL MOUNTED Q W > MANUAL SWITCHES CAPABLE OF AUTOMATICALLY TURNING OFF ALL THE LIGHTS IN AN AREA, / Y Z NO MORE THAN 30 MINUTES AFTER THE AREA HAS BEEN VACATED.SEE RCP FOR OCCUPANCY STORAGE 2 iTQ 2 pp O O O SENSOR LOCATIONS. �^1 10.ALL LIGHTING&CONTROLS TO COMPLY WITH THE 2012 WASHINGTON STATE ENERGY CODE. 211 FIXTURES @ L 3 O LL (n (D STORAGES Q Ln Z 11.CLOTHES DRYER(IF APPLICABLE)TO BE VENTED TO EXTERIOR PER CODE. ABOVE 2ND � � N � STORAGE 3 FLOOR 212 00 W Q \ GENERAL DAYLIGHT ZONE NOTES ti t ST FLR , 1ST LR �\ DATE: 06/22/2014 ALL DAYLIGHTED ZONES AND DAYLIGHT ZONE CONTROLS SHALL COMPLY WITH THE 2012 ( Q - - - - - - - - - - - - A REVISIONS BY: WASHINGTON STATE ENERGY CODE. PRIMARY DAYLIGHT ZONE:EXTERIOR WINDOW HEAD HEIGHT X WINDOW WIDTH,Z ON EITHER SIDE.SECONDARY DAYLIGHT ZONE:AREA EQUAL IN SIZE TO THE PRIMARY ZONE AUTOMATIC DAYLIGHT SENSING CONTROLS SHALL BE CAPABLE OF REDUCING THE LIGHT OUTPUT OF THE CONTROLLED LUMINAIRES WHILE MAINTAINING A UNIFORM LEVEL OF SCALE: ILLUMINANCE BY CONTINUOUS DIMMING TO AT LEAST 20%LIGHT OUTPUT. DAYLIGHT SENSING CONTROLS SHALL CONTROL ONLY LUMINAIRES WITHIN THE 1 O 2 6 O O O O AS NOTED DAYLIGHTED AREA. AUTOMATIC DAYLIGHT SENSING CONTROLS SHALL INCORPORATE TIME-DELAY CIRCUITS C (� This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET TO PREVENT CYCLING OF LIGHT LEVEL CHANGES OF LESS THAN THREE MINUTES. SECOND FLOOR OO p RCP P SECOND R R prior written consent from the owner. This document is considered as EXCEPTIONS:SPACES WHERE PATIENT CARE IS DIRECTLY PROVIDED(2012 WSEC one unit and shall not be considered com lete of whole if documents SECTION C405.2.2 EXCEPTION#2). SCALE:1/4"=1'-0" l� are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 PLAN i CEILING MAIN RUNNER Lj o PROVIDE 3/4"SPACE AT + t t 3/8"MINIMUM CLEAR OPPOSING WALL CROSS OR MAIN TYPICAL 12 GA. CONNECTION DEVICE(100# d M m RUNNER VERTICLE HANGER CAPACITY MINIMUM)-PINNED TO ,w., HORIZONTAL STRUT WIRE SET IN BUILDING CEILING STRUCTURE AND BOLTED A.'� rQ LL (TYP)CONTINUOUS STRUCTURE ABOVE TO VERTICAL COMPRESSION BRACE CONNECTION DEVICE(100#CAPACITY STRUCTURE COMPRESSION STRUT BOTTOM OF STEEL WIRES / 12 GA.VERTICAL TYPICAL CEILING MINIMUM)PINNED TO CEILING STRUCTURE& -1: F'n STRUCTURE ABOVE ABOVE WITH SPRING CLIP TO (4)DIAGONAL AT 45° WIRE MAIN HANGAR BOLTED TO VERTICAL COMPRESSION BRACE CEILING COMPRESSTION STRUT v "°�' o COMPRESSION STRUT (1)VERTICAL ALL WIRE TIES 8"MAX 8"MAX SEE SEISMIC BRACING DETAIL W TO BE(3) TYPICAL 12 GA. H '-0 12'-0" VERTICAL COMPRESSION BRACE VERTICAL TWO 12 GA.CEILING SPLAY FOR SPACING REQUIREMENTS C TIGHT TURNS MADE FROM.055 STEEL TUBING NO SPLICING o. CEILING HANGER HANGER AT 45°PARALLEL ( ) 7' XTO CROSS TEES 12 GA.BRACE WIRES AT 45°IN FOUR TWO 12 GA.CEILING SECTION CEILING DIRECTIONS-W IRES TIED TO GRID SPLAY HANGER AT tW Y COMPRESSION 45°PARALLEL TO STRUTSELF TAPPING DRIVEMAIN TEES5° 4" ACOUSTICAL STABILIZER _� I I SCREW 8"X 1/2" 2" AX 2"MAX. ALL PANEL CEILING BAR = REFER TO CEILING/ SCHEDULED SPRING CLIP.035 LG LOCKING CROSS 2, .... .. .. ANGLE - END WALL DETAIL HEAVY DUTY CEILING SPRING STEEL ° TEE AT 4'-0"ON TYPICAL CEILING SUSPENSION O CEILING CROSS TEE CENTER TYPICAL HANGERA74'-0" SYSTEM CEILING MAIN ATTACHED SYSTEM UNATTACHED / RUNNER f ON CENTER NOTES: WALL WALL SECTION CLIP ON END OF INTERSECTION 1.AREA OF CEILING SUPPORTED NOT TO EXCEED 144 SQ.FT. NOTES: CEILING MAIN RUNNER VERTICAL BRACE STRENGTH LIMITS 2.MAXIMUM BRACE SPACING NOT TO EXCEED 12'-0". 1.TIE ADJACENT WALLS TO CEILING MAIN AND CROSS RUNNER. CEILING GRID FOR SNAPPING& 180#MINIMUM 3.FIRST BRACING POINT WITHIN 4'-0"OF EACH WALL. NOTE:MITRE 2"PERIMETER WALL ANGLE 2.INSTALL CEILING GRID USING NO.12 GA.SPLAY WIRE HANGERS AT 45°WITH RUNNER, LOCKING ON MAIN 4.BRACE POINT ON MAIN RUNNER NOT TO EXCEED 2"DISTANCE FROM CROSS RUNNER. AT INSIDE AND OUTSIDE CORNERS. 90°TO EACH OTHER(4 WIRES)BEGINNING 4'-0"FROM STARTING POINT OF GRID AND TILE RUNNER CEILING MAIN RUNNER LAYOUT AND IN BOTH DIRECTIONS AT 12'-0"THEREAFTER. AT 4'-0"ON CENTER 1 SEISMIC BRACING DETAIL SEISMIC BRACING DETAIL SEISMIC BRACING DETAIL A COMPRESSION STRUT DETAIL COMPRESSION STRUT DETAIL NO SCALE L NO SCALE NO SCALE 4 NO SCALE NO SCALE 16 GA.METAL TRACK ATTACHED AT CONCRETE 1/2"20 GA.METAL STUDS @ 24"O.C. STRUCTURES USING STUB NAILS,POWER- ATTACHED AT CONCRETE STRUCTURES 1-1/2"CHANNEL AT DRIVEN FASTENERS.AT WOOD FRAMING USE USING STUB NAILS,POWER-DRIVEN CARPET/VINYL 1-1/4"TYPE S OVAL HEAD SCREWS OR 8D NAILS, FASTENERS.AT WOOD FRAMING USE 12'-0"O.C.EACH TO ALL SUBSTRATES,SECURE RUNNERS WITH 1-1/4"TYPE S OVAL HEAD SCREWS OR 8D DIRECTION FOR FASTENERS LOCATED 2"FROM EACH END AND NAILS.TO ALL SUBSTRATES,SECURE CEILING SPLAY HANGAR INSTALL SCHLUTER-SCHIENE LATERAL BRACING SPACED A MAXIMUM OF I..O.C. RUNNERS WITH FASTENERS LOCATED 2" LAY-IN LIGHT TRANSITION STRIP BETWEEN FROM ENDS AND SPACED 24"O.C.MAX. FIXTURE TYPICAL 12 GA. CARPET&VINYL.SCHIENE SIZE HEAVY DUTY CEILING HANGERS DETERMINED BY CARPET HEIGHT. BOTTOM OF MAIN RUNNER FINISH:SILVER FLOAT VINYL TO BE FLUSH WITH STRUCTURE ABOVE 8 GA.HANGER CARPET HEIGHT WIRE AT 4'-0"O.C. 4 WAY 45'12 GA.WIRE 45° BRACING AT EACH LATERAL ACOUSTICAL CEILING TILES IN HEAVY DUTY CARPET SUBFLOOR VINYL BRACING CHANNEL SUSPENDED"T"BAR GRID SYSTEM MAIN RUNNER HEAVY DUTY ATTACH FIXTURE HOUSING TO CEILING ? CROSS TEES SYSTEM WITH SELF TAPPING METAL 5/8"TYPE"X"GINS SCREWS ONE AT EACH CORNER CARPET/TILE ATTACHED TO FURRING FURRING CHANNELS SPACED 24"O.C. CHANNELS WITH AT TO CARRYING CHANNELS 2-1/2"20 GA.METAL SEE RCP WITH CLIPS OR TIE WIRES. KICKER BRACE o INSTALL SCHLUTER-SCHIENE DRYWALL SCREWS. CEILING 2 LAYERS 5/8" TRANSITION STRIP BETWEEN 1-1/2"CARRYING CHANNEL AT 4'-0"O.C. TYPE X GWB NOTE: NOTES: EDGE TRIM LATERAL BRACING FOR SUSPENDED CEILING MUST BE PROVIDED PER IBC REQUIREMENTS CARPET 8 TILE.SCHIENE SIZE WHERE LOADS ARE LESS THAN 5#PER FOOT 8 NOT SUPPORTING INTERIOR PARTITIONS. DETERMINED BY TILE THICKNESS. INSTALL TILE PER MFR 1.ALL WORK TO CONFORM WITH THE 2012 IBC SECTION 2210 COLD-FORMED STEEL BEAD FINISH:SILVER RECOMMENDATIONS LIGHT-FRAMED CONSTRUCTION AND 20121BC SECTION 2508 GYPSUM CONSTRUCTION. SEE RCPJ� GA FILE NO.FC-5408-WOOD TRUSSES GWB CEILING BRACING SHALL BE PROVIDED BY FOUR No 12 GAUGE WIRES SECURED TO THE 2.INSTALL 1-112"CHANNELS 4'-0"O.C.WITH NO.8 GA.HANGER WIRE SPACED A MAXIMUM OF BASE:LAYER 5/8"TYPE X GWB AT RIGHT ANGLES TO PARALLEL CHORD WOOD TRUSSES 24" MAIN RUNNER INTERSECTION AND SPLAYED 90'FROM THE PLANE OF THE CEILING AND '^ 4'-0"O.C.ALONG CARRYING CHANNELS.ATTACH FURRING CHANNELS SPACED NOT ON CENTER WITH 1-1/4"TYPE W OR S DRYWALL SCREWS 24"ON CENTER. ONE No 12 GAUGE WIRE VERTICAL CEILING HANGER.THESE HORIZONTAL RESTRAINT V) MORE THAN 24"O.C.PERPENDICULAR TO 1-1/2"C.R.CHANNELS WITH DOUBLE STRAND SC TYPE"X"GWB ATTACHED WITH DRYWALL POINTS SHALL BE IN BOTH DIRECTIONS,WITH THE FIRST POINT WITHIN 6'-0"FROM WALL. J OF SADDLE TIED NO.16 GA.GALVANIZED TIE WIRE,OR 1-1/2"FURRING CHANNEL CLIPS. SCREWS TO 2-1/2"METAL STUDS @ 24"O.C.(TYP) FACE:LAYER DR TYPE X GWB S 2"O APPLIED AT RIGHT ANGLES TO TRUSSES WITH SEE TYPE W OR S DRYWALL SCREWS 12"ON CENTER AT JOINTS AND INTERMEDIATE TRUSSES ATTACHMENT OF THE RESTRAINT WIRES TO THE STRUCTURE ABOVE SHALL BE ADEQUATE 3.APPLY GWB WITH ITS LONG DIMENSION AT RIGHT ANGLES TO THE FURRING CHANNELS. NOTE:CONTRACTOR TO VERIFY EXISTING SITE CONDITIONS. AND 1-1/2"TYPE G DRYWALL SCREWS 12"ON CENTER PLACED 2"BACK ON EITHER SIDE OF FOR THE LOAD IMPOSED.INSTALL TWO ADDITIONAL WIRES AT OPPOSITE CORNERS(MAY CARPET SUBFLOOR TILE LOCATE GWB BUTT JOINTS OVER THE CENTER OF FURRING CHANNELS.ATTACH GWB ALL WORK TO CONFORM WITH THE 2012 IBC SECTION 2210 COLD-FORMED STEEL END JOINTS.JOINTS OFFSET 24"FROM BASE LAYER JOINTS.TRUSSES SUPPORTING 1/2" BE SLACK)OF LIGHT FIXTURE HOUSING AND ATTACHMENT OF CEILING REGISTERS WITHIr— WITH 1"SELF-DRILLING DRYWALL SCREWS 7"O.C.AT ALL SUPPORTS,INCLUDING LIGHT-FRAMED CONSTRUCTION AND 2012 IBC SECTION 2508 GYPSUM CONSTRUCTION. WOOD STRUCTURAL PANELS APPLIED AT RIGHT ANGLES TO JOISTS WITH 8D NAILS. SAME.START OF WIRE TO BE NO LESS THAN 8 INCHES FROM PERIMETER WALLS. LI..I PERIMETER BLOCKING,AND NOT MORE THAN 3/8"FROM THE EDGES AND ENDS OF GWB. Q 6 TYPICAL GYPSUM BOARD CEILING TYPICAL SOFFIT DETAIL TYPICAL 1-HR FLOOR-CEILING SYSTEM LIGHT FIXTURE INSTALLATION 1 0 FLOORING TRANSITION DETAILS NO SCALE NO SCALE NO SCALE NO SCALE NO SCALE _ STRUCTURE ABOVE HARD LID AND WALL: Q ACOUSTICAL SEALANT AT 1-HR CONSTRUCTION. 0 DEFLECTION CHANNEL TO ALLOW 1" GWB PERIMETER MED.GAS TO BE 3-5/8"MTL STUDS @ 16"O.C. TYPICAL DEFLECTION.PROVIDE FIRE INSTALLED 8 W/5/8"TYPE X GWB EACH SIDE Q SPE FASTEN BOTTOM OF STUDS TO AFING BETWEEN DEFLECTION TRACK I NCERTIF�ED�Y AUTOMATIC SPRINKLER &STANDARD TRACK.ATTACH GWB TO FRAMING W/TWO 4 10 GA.SCREWS STUDS AND STANDARD TRACK ONLY. LICENSED '- AT 48"ON CENTER(TYPICAL) PERSON ONLY. INTERIOR WALL Z DIAGONAL BRACING: LLJ ALTERNATE DIRECTION EXISTING BUILDING 1-HR PROTECTED INTAKE/ AT 48"ON CENTER STRUCTURE ABOVE CONT ACOUS SEALANT EXISTING BUILDING STRUCTURE SCHEDULED CEILING. EXHAUST VENT TO OUTSIDE AIR, v ABOVE SEE RCP(TYPICAL) NOT LESS THAN 36 SQ,IN EACH, Q Z M FIRE SPRINKLER HEAD LOCATED WITHIN 6"FROM FLOOR L SECTION (BIDDER DESIGN) AND WITHIN 6"FROM CEILING LL N 2'-tl 0"ROCK WOOL I r _ METAL STUD DEFLECTION T Z 00 TRACK&RUNNER SOUND ATTENUATION TRACK Z = O BLANKET ON EACH SIDE SECURE TANKS TO WALL PER CODE RS W � a >Q SECURE TANKS TO EXISTING 0 W > WALL PER CODE EXTERIOR WALL EXISTING CONC.SLAB FLOOR Y SCHEDULED CEILING. SCHEDULED CEILING. 5/8"QUIETROCK GWB EACH Z 5/8"TYPE"X"GWB EACH SIDE SEE RCP(TYPICAL) ON 3.5"X 25 GA.METAL STUDS SEE RCP(TYP) SIDE ON 3.5"X 25 GA.MTLIr 11 � ^ 0 O AT 24"ON CENTER STUDS AT 24"ON CENTER& - LL � F- ROCK WOOL/SOUND ATTENUATION BLANKET 3.5"METAL STUDS O Q LO Z PLAN VIEW Y N � SCHEDULED BASE SCHEDULED BASE Q' SCHEDULED FLOOR SEALANT SCHEDULED FLOOR SEALANT TYP GA FILE NO.WP 1072 co W Q (TYPICAL) ( ) ONE LAYER 5/8"TYPE X GWB APPLIED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF GA FILE NO.WP-1350:GWB/STEEL STUDS THICKNESS:4-7/8" FINISH(TYPICAL) FINISH(TYPICAL) 3.5"METAL STUDS AT 24"ON CENTER WITH 1"TYPE S DRYWALL SCREWS 8"ON CENTER AT ONE LAYER 5/8"TYPE"X"GYPSUM WALLBOARD OR APPROX.WEIGHT:6 PSF VERTICAL JOINTS AND 12"ON CENTER AT FLOOR AND CEILING RUNNERS AND GYPSUM VENEER BASE APPLIED PARALLEL OR AT FIRE TEST:FM WP-45,6-19-68; METAL STUD FASTEN BOTTOM OF STUDS METAL STUD FASTEN BOTTOM OF STUDS INTERMEDIATE STUDS. RIGHT ANGLES TO EACH SIDE OF 3-5/8"STEEL OSU T-1770,8-61; DATE: 06/22/2014 TRACK(TYPICAL) TO FRAMING W/2#10 GA. TRACK(TYPICAL) TO FRAMING W/2#10 GA. STUDS 24"O.C.WITH 1"TYPE"S"DRYWALL ULC 79T484,79T500, JOINTS STAGGERED 24"ON EACH SIDE AND ON OPPOSITE SIDES.SOUND TESTED WITH REVISIONS BY: SCREWS AT 48"ON CENTER SCREWS AT 48"ON CENTER SCREWS 8"O.C.AT VERTICAL JOINTS AND 12"O.C. 79T497,8-12-81, (TYPICAL) (TYPICAL) 3-1/2"GLASS FIBER FRICTION FIT IN STUD SPACE. AT FLOOR AND CEILING RUNNERS AND ULC DESIGN W415 INTERMEDIATE STUDS.JOINT STAGGERED 24"ON SOUND TEST:NGC 2005004,6-15-05 OPPOSITE SIDES.(NUB) RAL TLO6-114,4-11-06 11 NON-RATED WALL (TYPE A) 1 ^ SOUND/ DEMISING WALL (TYPE B) 1 1-HOUR RATED WALL (TYPE C) 1 A 1-HR MED GAS ROOM ASSEMBLY 1 SCALE: NO SCALE L NO SCALE NO SCALE 4 NO SCALE AS NOTED This set of drawings shall not be copied in whole or in part without SHEET: PERMIT SET prior written consent from the owner. This document is considered as one unit and shall not be considered complete of whole if documents I D-5.0 are separated in any manner. Documents shall not be separated for the purpose of submitting proposals or for separate phases of construction. OF: 8 CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17215 SMOKEY POINT DR Permit#:413 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 00645300000101 DATE OF ISSUANCE. Scope of Work:Dental Office Valuation:435000.00 OWNER APPLICANT CONTRACTOR FIRST AMERICAN TAX VALUATION Carletti Architects D P Inc General Contrators ATTN KEYCORP MGMT CO PO BOX 116 E Fir Street,#A 19936 Ballinger Way NE 560807 DALLAS,TX 65367 Mount Vernon,WA 98273 Seattle,WA 98155 360-424-0394 206-361-2989 LIC: EXP: LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2012 STORIES: 2 CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 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.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. �1 07/03/2014 Applicant Signature Date Building Official Date CONDITIONS In-Premise Isolation for cross-connection control is required. City of Marysville requires additional Sewer fees prior to final occupancy.Adhere to approved plans. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. 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 FEES Date Description Fee Amount 09/11/2026 Building Permit $3,833.01 09/11/2026 State Surcharge-1st DU $4.50 09/11/2026 Building Plan Review $2,491.46 Total Due: $6,328.97 Total Payment: $6,328.97 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail C20.BUILDING FINAL Completed Permit#: 413 Permit Date: 06/23/14 Permit Type: COMMERCIAL ALTERATION Project Name: 8 to 8 Dental Applicant Name: Carletti Architects Applicant Address: 116 E Fir Street, #A Applicant, City, State, Zip: Mount Vernon,WA 98273 Contact: Emmanuel Diaz Phone: 360-424-0394 Email: emmanuel@carlettiarchitects.com Scope of Work: Dental Office Valuation: 435000.00 Square Feet: 0 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 11/03/2014 Permit Expires: Permit Form Type: Civic Plus Number: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00645300000101 17215 SMOKEY POINT FIRST AMERICAN 611 Banking&Bank DR TAX VALUATION Related Functions Contractors Contractor Primary Contact Phone Address Contractor Type License License # Carletti Architects Emmanuel Diaz 360-424-0394 116 E Fir Street,#A AIA/PE D P Inc General Contrators William Dodson 206-361-2989 19936 Ballinger CONSTRUCTION Way NE CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 11/12/2014 C20.BUILDING T.I.-Change of Use 11/12/2014 04/10/2015 z.Christopher Young Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 06/24/2014 COMMERCIAL In-Premise Isolation for cross-connection control is z.Christopher Young ALTERATION required.Ok to issue 06/24/2014 COMMERCIAL No comments,LT pW-ADMIN-GIS ALTERATION Marysville Water&Sewer 06/24/2014 COMMERCIAL City of Marysville Water.Gary PW-WAT-REV ALTERATION Fees Fee Description Notes Amount Building Permit Table 4-1 $3,833.01 State Surcharge- 1st DU Residential- 1st Unit $4.50 Building Plan Review Table 4-2 $2,491.46 Total $6,328.97 Attached Letters Date Letter Description 07/03/2014 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/03/2014 8 to 8 Dental check#1261 Launa Black $6,328.97 Outstanding Balance $0.00 Notes Date Note Created By: 10/29/2014 New contractor appointed.Changed on permit.AR Amy Rusko 06/26/2014 Marysville requires additional fees for sewer.We need proof of fees paid prior to final Launa Black occupancy. 06/24/2014 Plans are in the review room. Launa Black Uploaded Files Date File Name 04/10/2015 1040763-17215 Smoke y Point.doc 12/04/2014 872665-111314 L14561 INS 001.pdf 12/04/2014 872664-111314 L14561 CONCRETE.pdf 11/03/2014 838684-413 Issued Permit.pdf 06/26/2014 Marysville Sewer Fees.pdf 06/23/2014 Lighting NREC.pdf 06/23/2014 Envelope NREC.pdf 06/23/2014 Commercial Remodel Permit Application response Q ...Ddf 06/23/2014 Structural Set.pdf 06/23/2014 Interior SET.pdf 06/23/2014 Architectural Set Part3.pdf 06/23/2014 Architectural Set Partl.pdf 06/23/2014 Architectural Set Part2.pdf 06/23/2014 Structrual Calcs Part3.pdf 06/23/2014 Structrual Calcs Partl.Pdf 06/23/2014 Structrual Calcs Part2.Pdf Date: 09/11/2026 Permit#: 413 Permit Date: 06/23/2014 Review Date: 06/24/2014 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 07/03/2014 Scheduled Time: Completed Date: 07/03/2014 Description: In-Premise Isolation for cross-connection control is required. Ok to issue Review Status: Assigned To: z.Christopher Young Time In: Time Out: Hours: Property Information Parcel#: 00645300000101 FIRST AMERICAN TAX VALUATION FIRST AMERICAN TAX VALUATION ATTN KEYCORP MGMT CO PO BOX 560807 17215 SMOKEY POINT DR DALLAS, TX 65367 Zoning: 611 Banking &Bank Related FunctionsLot: Block: Interior • • Summary LTG-SUQ 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Info Project Address 8 TO 8 DENTAL Date 6/23/2014 Compliance 17215 SMOKEY POINT DRIVE For Building Department Use forms do not require a ARLINGTON,WA 98223 password to Applicant Name: PAIGE LAUER OFFICEWRAPS,INC.)use. ( Instructional and Applicant Address: 570 KIRKLAND WAY,SUITE 101,KIRKLAND WA 98033 calculating cells are write- Applicant Phone: 425-952-5393 Project Description ❑ New Building ❑ Addition ❑� Alteration ❑ Plans Included Lighting Compliance Path O Lighting Power Density Calculations Q Total Building Performance (If Total Building Performance then only LGT-CHK is required.) Lighting Power Allowance O Building Area Method Q Space-By-Space Method Method Selection required to enable LPA forms Interior Lighting System Install new light fixtures to a new 6200SF dental office in an existing building. Description Briefly describe lighting system type and features. Additions and Change of Space Use (C101.4.3 &C101.4.4) ❑ Addition area or Change of Space Use area complies with all applicable provisions as stand alone project ❑ Addition area is combined with existing building lighting systems to demonstrate compliance with all applicable provisions per C101.4.3 Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed and proposed(including existing if applicable)lighting wattage of Addition or Change of Use space. Provide applicable lighting controls per C405.2 and commissioning of lighting controls per C405.13. Alterations, Renovations and Repairs (C101.4.3.1) ❑✓ 60%or more of luminaires in space replaced Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(L TG-INT-SPA CE)Compliance Form.Document maximum allowed wattage within the lighting retrofit space in Maximum Allowed Wattage table and proposed(including existing)lighting wattage in Proposed Wattage table.Retrofit and non-retrofit spaces shall be documented separately using multiple forms. ❑ Less than 60%of luminaires in space replaced Provide a separate Space-By-Space Method(LTG-INT-SPACE)Compliance Form for this retrofit area. Document existing total wattage within the lighting retrofit space in cell provided in the Maximum Allowed Wattage table.Document proposed(including existing)lighting wattage in the Proposed Wattage table. ❑ Lamp and/or ballast replacement within existing luminaires only—existing total interior building wattage not increased ❑ New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable manual lighting controls(C405.2.1), occupancy sensors(C405.2.2.2),daylight zone controls(C405.2.2.3),specific application controls(C405.2.3),and commissioning of lighting controls per C405.13 ❑ New or moved lighting panel Provide all applicable lighting controls as noted for New Wiring, automatic time switch controls(C405.2.2.1),and commissioning of lighting controls per C405.13. ❑ Space is reconfigured-luminaires unchanged or moved only Provide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.13. ❑ No changes are being made to the interior lighting and space use not changed. Interior • • • • Area Method 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Address 8 TO 8 DENTAL Date 6/23/2014 Lighting Alterations, Renovations &Building Additions For Building Department Use C Less than 60% a60%or more G Stand alone G Addition fixtures replaced fixtures bldg.addition combined Notes: a. Lighting fixtures in a building addition may complyas a stand alone project, or they maybe combined with the overall existing bldg lighting to demonstrate compliance.Refer to C101.4.3. b. For retrofits and building additions,provide Building Area types and gross interior areas in the Maximum Allowed Lighting table.If a builidng addition will comply as combined with the overall existing builidng,include all applicable existing Building Area types and gross interior areas. c. Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. If less than 60%of existing fixtures will be replaced, use LTG-INT-SPACE form. Maximum Allowed Lighting Wattage Location(plan#, Building Area* room#,or ALL) Area Description Watts per e Area in if (watts/ft2 x area) Office ALL Dental Office 0.90 6200 5580 Select Table C405.5.2(1)Building Area from drop down menu. Total 6200 Proposed Lighting Wattage Location(plan#, Number of Watts/ Watts Building Area* room#) Fixture Description— Fixtures Fixture Proposed Office ALL LED 2X4,3500 Lumen,53W 21 53 1113 Office ALL LED 2X4,2600 Lumen,36W 20 36 720 Office ALL LED 2X2,2600 Lumen,36W 8 36 288 Office ALL LED 8'Linear,8900 Lumen,89W 1 89 89 Office ALL LED Downlight,900 Lumen,14.6W 43 15 628 Office ALL LED Downlight,600 Lumen,10.5W 6 11 63 Office ALL LED Mini Downlight,455 Lumen,11.7W 10 12 117 Office OP HALLWAY LED Mini Downlight,25W Transformer 2 25 50 Office LOBBY LED Custom Pendant TBD 1 100 100 Office CHECK-IN LED Custom Pendant TBD 1 300 300 Office CONSULT Incandescent Pendant TBD 1 100 100 Office RESTROOMS Low Voltage Bath Bar TBD 3 100 300 Office EQUIP/LAN Fluorescent Wall Sconce TBD 2 13 26 Office STAIRS Fluorescent Wall Sconce TBD 5 26 130 Office OPEN OFFICE Line Volt Track w/240W Current Limiter 1 240 240 Office ALL LED Undercabinet Lighting,12.1W 8 12 97 Office LOBBY LED Tape Light 1 95 95 Office LOBBY LOGO LED Tape Light 1 65 65 Office WAITING LED Tape Light 1 220 220 Office CHECK-IN LED Tape Light 1 50 50 Office CHECK-OUT LED Tape Light 1 35 35 Office OPS LED Tape Light 10 75 750 Office STERILIZATION LED Undercabinet Lighting,12.1 W Exempt per#C405.5.1 Exemption#2.1 Select Table C405.5.2(1)Building Area from drop down menu. " Include existing to remain lighting and exempt lighting equipmentper notes below. Compliance by Building Area Total Allowed Total Proposed Interior Lighting Power Building Area Warnings Watts Watts Allowance Office 5580 5576 COMPLIES Notes: Totall 5580 5576 1. Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Area type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. 2. Proposed fixtures must be listed in the building area in which they occur. Include ALL proposed lighting fixtures. 3. 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. 4. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simplythe lamp wattage) and other criteria as specified in Section C405.5.1. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, UT14-0071 PERMITFOR SEWER SERVICE AGREEMENT TO PAY THEREFORE, AND PROVIDING FOR A LIEN NAME- DrEkapo] Thongin ADDRESS: 1418 164th St SW Lynnwood, WA 98087 To the City of Marysville, Marysville,Washington: I hereby apply for sanitary sewer service and will pay for same,and will be governed in accordance with rules and regulations of the Utilities Department,and according to all stipulations and regulations as to repairs or replacement of mains as per Ordinance No. 559 of the City of Marysville,or other ordinances pertaining to sanitary sewers,now or hereafter in effect. Site Address: 17215 Smokey Point Dr Billing Info: SEW RURAL Plat: Smokey Pt Business Park Lot: 000-001-01 Division: 006453- This application,although signed,shall not be binding upon the City,until approved by the City. The undersigned,as owner or agent,of the above described premises hereby agrees as follows: 1. That the cost of any extension of the sewer service,renewal,replacement or repair to reach and serve the property described shall be borne by myself or assigns as owner or owners of the premises. 2. That all pipes and other connecting equipment outside the property line shall,after their installation,be and become the property of the City of Marysville, subject to all its ordinances pertaining to sewer service. 3. That the City of Marysville,its officers and agents shall have the right of ingress and egress to go upon the premises and property described for the purpose of inspection,connecting,or disconnecting the service or for such other purposes as the service may require. It is also understood,during the time that any of their service mains may be out of service by reason of any improvements authorized by the City of Marysville,in any street or alley or other location in which they may have been laid,the City will not be required to furnish service during the progress of such improvements to any consumer whose supply may thus be cut off,or be liable for any damages for its failure so to do. In consideration of the possible granting of an extension of credit for water service,I do hereby grant a lien on the property above described for delinquent and unpaid charges for water,and hereby wave the four(4)months limitation of such lien as provided in Chapter 135 of the Session Laws,1933, of the State of Washington,and extend said liens until all delinquencies are paid,and further agree to pay all sums due,or to become due,on such account within a reasonable time as may be determined by the Council of said City of Marysville,and that any payments made shall be credited to that portion of said accounts longest delinquent Whenever City is mentioned herein it shall mean the City of Marysville,Snohomish County,Washington,and shall include the Mayor,City Council,the Utilities Department of said City,and the Superintendent thereof. The City shall have the right to change the rates at any time by ordinance,to temporarily discontinue the service to consumers. The City shall not be held liable for damage by sewage or other cause resulting from defective plumbing on the premises supplied with water installed by the owner or occupant of said premises,and the fact that agents of the City have inspected the plumbing shall not be pleaded as a basis for recovery in case of damage as aforesaid. If the sewer service shall fail or be interrupted by reason of accident or other cause whatsoever,the City shall not be held liable for damages nor shall such failure or interruption for any reasonable time be held to constitute a breach of contract on the part of the City or in any way relieve the consumer,whether he be tenant or owner,from performing the obligation of his contract. Sewer service shall be used by applicant only on the premises and services described above. A new application shall be filed should sewer service be desired for other premises although located on land described herein. Dated this day of 12014 Approved:CITY OF MARYSVILLE City of Marysville Representative Authorized Representative 1 Agent of Owner FEES: DESCRIPTION! AMOUNT FILING FEE 20.00 SEWER -COMM 2,075.52 Total Fees: 2,095.52 Davido Consulting Group civil I structural I land use STRUCTURAL CALCULATIONS FOR 8-TO-8 DENTAL ARLINGTON, WA June 11, 2014 ITEM PAGE Calculations....................................................................................................C-1 to C-49 C- SC DF WAS/ij, l 'taI d by itter 2 4. .12 sr�G Pm �� 00' �� cTVRA L-7 �� ASS/ONAL ENG Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive,Suite 211 15029 Bothell Way NE,Suite 600 PO Box 1132 Mount Vernon,WA 98273 Lake Forest Park,WA 98155 Freeland,WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 8to8 Dental_Calcs.docx C-1 C-1 Davido Consulting Group Date: 5/30/20Qz 1 . civil I structural land use Made By: RLT Project: 8 to 8 Dental Description: Design Criteria Design Criteria Code: 2012 International Building Code Seismic: Latitude =48.153 North Longitude =122.185 West Spectral Response Acceleration, Ss&S1 1.088&0.424 Spectral Response Acceleration, Sds &Sd1 0.772&0.446 Soil Site Class, Fa&Fv 1.065& 1.576 Response Modification Factor, R= 6.5 Wind: Exposure=B Basic Wind Speed= 110 mph Topographical Terrain=Flat Kzt=1.00 Live Loads: Roof= 25 psf Floor= 50 psf Dead Loads: Roof=25 psf Floor=15 psf Exterior Wall=10 psf Interior Wall=7 psf Soils: Assumed By Owner Soil Bearing = 2,000 psf Active Soil Pressure =35 pcf Passive Soil Pressure = 250 pcf IBC Soil Site Classification =D Frost Depth = 18 inches C-2 C-2 MUSGS Design Maps Summary Report User-Specified Input Report Title 8 to 8 Dental Fri May 30, 2014 17:58:46 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 48.1530N, 122.185°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 50 5000m © 0Arlington -- Jackson Rd oWarm Beach O 531 N O R T H V . .* 0North Mars% } A M E R I C A 020141 0 MapQuest USGS-Provided Output Sr, = 1.088 g S., = 1.159 g So, = 0.772 g Sl = 0.424 g S.l = 0.669 g So, = 0.446 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRV building code reference document. MCER Response Spectrum Design Response Spectrum 0.69 1.20 0.90 1.06 0.72 0.96 0.64 0.94 0.56 a 0.72 O� 0.48 LA 0.60 y 0.40 -_r\.11., 0.46 0.32 0.36F\\ 0.24 0.24 0.16 0.12 0.06 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Period,T(sec) For PGAM, T,, CRSj and CU values, please view the detailed report. Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. C-3 C-3 I I I I I I I I 0 I I I I I 0 I I I I I I I I I I I I I I I I �---- 1 I I L I / \ m \ m c co Ell x _ == - - m m CN M a0 = —7 LL --IF—Ir--ir--IF II a II u II II II II I -� _JL-JL-JL-JL_J 1 Roof Frorr�inc� NO CHANGE TO FRAMING FOR LOADS ONLY C-4 C-4 ig F 0 T E MEMBER REPORT Roof, Roof. B3.1 PASSED 1 piece(s) 5 1/8" x 13 1/2" 24F-V8 DF Glulam c-5 Overall Length:22'6.50" 0 0 4'5.50" �� 16'10.50" 0 � 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 15437 @ 4'11.75" 18322(5.50") Passed(84%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 7335 @ 6'4.00" 14057 Passed(52%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 19464 @ 15'3.65" 35805 Passed(54%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC Neg Moment(Ft-Ibs) -24208 @ 4'11.75" 35805 Passed(68%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.224 @ 14'5.91" 0.574 1 Passed(L/923) 1.0 D+1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defl.(in) 0.455 @ 14'6.00" 0.861 Passed(L/454) 1.0 D+1.0 S(Alt Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 22'6.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'9.68". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=8'3.03". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports or Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 1.50" -1495 -1923 -3418 Blocking 2-Column Cap-steel 5.50" 5.50" 4.63" 7878 7560 15438 Blocking 3-Stud wall-HF 5.50" 5.50" 2.85" 3013 2898 5911 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Location Width (0.90) (1.15) Comments 1-Uni�(PSF) 0 to 22'6.50" 16'0.00" 25.0 25.0 Roof Member Notes Existing Roof Beam to remain(reactions only) Weyerhaeuser Notes (Lj)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator .lob Notes 5/30/2014 9:39:46 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8to8.4te (206)523-0024 ray@dcgengr.com F 0 T E MEMBER REPORT Roof, Floor:H3.2 PASSED 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 C-6 Overall Length:4'6.00" 0 MAL 0 4•0.00• 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 869 @ 1.50" 2481(1.75") Passed(35%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 624 @ 8.50" 2657 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 914 @ 2'3.00" 1979 Passed(46%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.019 @ 2'3.00" 0.085 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.038 @ 2'3.00" 0.213 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Deflection criteria:LL(L/600)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 4'3.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracinq is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.00" 1.75" 1.50" 460 450 910 1 1/4"Rim Board 2-Stud wall-HF 3.00" 1.75" 1.50" 460 450 910 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. LE Tributary Dead Snow Location Width (0.90) (1.1S) Comments 1-Uniform(PSF) 0 to 4'6.00" 8'0.00" 25.0 25.0 Roof Member Notes Existing Roof Header to remain(reactions only) Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 5/30/2014 9:25:05 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8tO8.4te (206)523-0024 ray@dcgengr.com ig F 0 T E MEMBER REPORT Roof, Roof:B3.3 PASSED 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam C-7 Overall Length: 12'2.00" 0 0 11'7.00" 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 5256 @ 2.00" 7796(3.50") Passed(67%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 4248 @ 1'2.00" 11733 Passed(36%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 15123 @ 6'1.00" 23244 Passed(65%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.196 @ 6'1.00" 0.394 Passed(L/723) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.399 @ 6'1.00" 0.592 Passed(L/356) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12'2.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracinq is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'10.00". 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 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 2.36" 2671 2585 5256 Blocking 2-Stud wall-HF 3.50" 3.50" 2.36" 2671 2585 5256 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.1S) Comments 1-Uniform(PSF) 0 to 12'2.00" 1710.001, 25.0 25.0 Roof Weyerhaeuser Notes ll SUSTAINABLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 5/30/2014 9:25:05 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8to8.4te (206)523-0024 ray@dcgengr.com F 0 T E MEMBER REPORT Roof, Roof:B3.4 PASSED 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam C-8 Overall Length: 19'1.00" 0 0 • 18'2.00" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 8289 @ 4.00" 11416(5.50") Passed(73%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 6805 @ 1'8.50" 15618 Passed(44%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 36831 @ 9'6.50" 43799 Passed(84%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.424 @ 9'6.50" 0.614 Passed(L/521) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.867 @ 9'6.50" 0.921 Passed(L/255) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 19'1.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracinq is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L=18'5.00". 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 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 5.50" 5.50" 3.99" 4234 4055 8289 Blocking 2-Stud wall-HF 5.50" 5.50" 3.99" 4234 4055 8289 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location Width (0.90) (1.1S) Comments 1-Uniform(PSF) 0 to 19'1.00" 1710.001, 25.0 25.0 Roof Weyerhaeuser Notes ll SUSTAINABLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 5/30/2014 9:25:06 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8to8.4te (206)523-0024 ray@dcgengr.com FORTE MEMBER REPORT Roof, Roof:B3.5 PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 C-9 Overall Length: 11'8.00" 0 0 11'1.00" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 3577 @ 2.00" 7796(3.50") Passed(46%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 2913 @ 1'1.00" 6810 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 9845 @ 5'10.00" 10703 Passed(92%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.197 @ 5'10.00" 0.378 Passed(L/691) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.402 @ 5'10.00" 0.567 Passed(L/338) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 11'8.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracinq is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 1.61" 1827 1750 3577 Blocking 2-Stud wall-HF 3.50" 3.50" 1.61" 1827 1750 3577 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 11'8.00" 12'0.00" 25.0 25.0 Snow F ember Notes sting Beam Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 5/30/2014 9:25:06 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8to8.4te (206)523-0024 ray@dcgengr.com ® C O e-?0 ■ E MEMBER REPORT Roof, Roof:B3.6 PASSED rr 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 C Overall Length:8'1.50" 0 0 7'6.50" 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 2491 @ 2.00" 7796(3.50") Passed(32%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1827 @ 1'1.00" 6810 Passed(27%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 4654 @ 4'0.75" 10703 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.044 @ 4'0.75" 0.260 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.090 @ 4'0.75" 0.390 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 8'1.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracinq is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 3.50" 3.50" 1.50" 1273 1219 2492 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 1273 1219 2492 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 8'1.50" 12'0.00" 25.0 25.0 Snow F ember Notes sting Beam Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 5/30/2014 9:25:06 AM Raymond Tennal Forte v4.5,Design Engine:V6.1.1.5 DCG 8tO8.4te (206)523-0024 ray@dcgengr.com C-11 C-11 FURR OUT WALL AT WINDOWS STERILIZAT N tl WORKSTATIO t� 1 y Tz / OP2 / A tY OP1 M_ 1 LOGO WALL I � N PANG �21 .I 2 (�Z 2 EXISTING RESTROOM 8 �D p -� I �PPS Floe,� 12 Page Project:8to8 C- JJanicki C-1 / Location:awning b1 Davido Consulting Group Multi-Span Roof Beam 15029 Bothell Way NE Suite 600 of International Building Code(AISC 13th Ed ASD)] Lake Forest Park,WA 98155 A36 C10x15.3 x 12.5 FT Section Adequate By: 1288.8% StruCalc Version 8.0.113.0 6/11/2014 5:23:08 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/9476 Dead Load 0.01 in Total Load 0.03 IN U5062 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 352 lb 352 lb Dead Load 307 lb 307 lb Total Load 658 lb 658 lb Bearing Length 1.00 in 1.00 in BEAM DATA Center Span Length 12.5 ft 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Roof Pitch 0 :12 ROOF LOADING Center STEEL PROPERTIES Roof Live Load RLL= 25 psf C10x15.3-A36 Roof Dead Load RDL= 15 psf Properties: Roof Tributary Width Side One TW1 = 2.3 ft = Roof Tributary Width Side Two TW2= 0 ft Yield Stress: Fy 36 ksi 0 plf Modulus of Elasticity: E= 29000 ksi Wall Load WALL= Depth: d= 10 in BEAM LOADING Center Web Thickness: tw= 0.24 in Total Live Load 56 plf Flange Width: bf= 2.6 in Total Dead Load(Adjusted for Roof Pitch) 34 plf Flange Thickness: tf= 0.44 in Beam Self Weight 15 plf Distance to Web Toe of Fillet: k= 1 in Total Load 105 plf Moment of Inertia About X-X Axis: Ix= 67.3 in4 Section Modulus About X-X Axis: Sx= 13.5 in3 Plastic Section Modulus About X-X Axis: Zx= 15.9 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 2.98 Allowable Flange Buckling Ratio: AFBR= 10.79 Web Buckling Ratio: WBR= 33.33 Allowable Web Buckling Ratio: AWBR= 106.72 Controlling Unbraced Length: Lb= 0 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 2.96 ft Nominal Flexural Strength w/safety factor: Mn= 28563 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 33.33 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 63.58 Cv Factor: Cv= 1 Controlling Equation: G2-3 Nominal Shear Strength w/safety factor: Vn= 31042 lb Controlling Moment: 2057 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 658 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia(deflection): 2.39 in4 67.3 in4 Moment: 2057 ft-lb 28563 ft-lb Shear: 658 lb 31042lb Project:8to8 C-13 JJanicki C-1 page Location:awning b2 Davido Consulting Group Beam Roof Multi-Span p ��' 15029 Bothell Way NE Suite 600 of International Building Code(AISC 13th Ed ASD)] Lake Forest Park,WA 98155 H53 4 x 2 x 3/16 x 12.5 FT /ASTM A500-GR.B-46 Section Adequate By:66.2% StruCalc Version 8.0.113.0 6/11/2014 5:23:33 PM Controlling Factor: Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.29 IN U515 Dead Load 0.21 in Total Load 0.50 IN U299 Live Load Deflection Criteria:U240 Total Load Deflection Criteria: L/180 REACTIONS A B . Live Load 352 lb 352 lb Dead Load 254 lb 254 lb Total Load 606 lb 606 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center Span Length 12.5 ft iz.s ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Roof Pitch 0 :12 STEEL PROPERTIES ROOF LOADING Center = HSS 4 x 2 x 3/16-A500-GR.B-46 Roof Live Load RLL 25 psfRoof Dead Load RDL= 15 psf Properties: Roof Tributary Width Side One TW1 = 2.3 ft Steel Yield Strength: Fy= 46 ksi Roof Tributary Width Side Two TW2= 0 ft Modulus of Elasticity: E= 29000 ksi Wall Load WALL= 0 plf Tube Steel Section(X Axis): dx= 4 in BEAM LOADING Center Tube Steel Section(Y Axis): dy= 2 in Total Live Load 56 plf Tube Steel Wall Thickness: t= 0.174 in Total Dead Load(Adjusted for Roof Pitch) 34 plf Area: A= 1.89 in2 Beam Self Weight 7 plf Moment of Inertia(X Axis): Ix= 3.66 in4 Total Load 97 plf Section Modulus(X Axis): Sx= 1.83 in3 Plastic Section Modulus(X Axis): Zx= 2.34 in3 Plastic Section Modulus(Y Axis): Zy= 1.43 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 8.49 Allowable Flange Buckling Ratio: AFBR= 28.12 Allowable Flange Buckling Ratio non-compact:AFBR_NC= 35.15 Web Buckling Ratio: WBR= 19.99 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR= 60.76 Nominal Flexural Strength w/Safety Factor: Mn= 5371 ft-lb Controlling Equation: F7-1 Web height to thickness ratio: h/tw= 19.99 lb Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 56.24 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 22270 Controlling Moment: 1893 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 606 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia(deflection): 2.2 in4 3.66 in4 Moment: 1893 ft-lb 5371 ft-lb Shear: 606 lb 22270lb _1" �� �- MEMBER REPORT Upper Level, Floor:82.1 PASSED 1a 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam c-14 Overall Length:5'6.50" )((� tQ( L, D D 0 ' 4'11.50" Fil All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF_ Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2656 @ 5'3.00" 4997(1.50") Passed(53%) 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 1741 @ 4'4.50" 9507 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 3375 @ 2'8.50" 18834 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC Live Load Defl.(in) 0.013 @ 2'8.50" 0.169 Passed(L/999+) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.018 @ 2'8.50" 0.254 Passed(L/999+) 1.0 D+1.0 L(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 5'3.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=5'1.00". The effects of positive or negative camber have not been accounted for when calculating defection. 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 2005 methodology. Bearing Loads to Supports(Ibs) Supports - Total Available Required Dead Floor Total Accessories Live 1-Stud wall-HF 3.50" 3.50" 1.50" 680 2150 2830 Blocking 2-Hanger on 10 1/2"HF beam 3.50" Hanger' 1.50" 708 2248 2956 See note •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger HGUS5.25/10 4.00" N/A 46-16d common 16-16d double shear Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 5 6.49" 15'10.50" 15.0 50.0 Floor Member Notes _ Existing Beam(cut back) Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:43:01 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DGG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com Project:8to8 C-15 C-1 Page JJanicki Location: Floor:62.2 Davido Consulting Group Multi-Loaded Multi-Span Beam 15029 Bothell Way NE Suite 600 of International Building Code(AISC 13th Ed ASD)] Lake Forest Park,WA 98155 A992-50 W12x50 x 18.17 FT Section Adequate By: 12.9% StruCalc Version 8.0.113.0 6/11/2014 5:25:47 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.29 IN L/762 Dead Load 0.25 in Total Load 0.54 IN L/406 Live Load Deflection Criteria:L/600 Total Load Deflection Criteria:L/360 REACTIONS A B 3 Live Load 12727 lb 9558 lb Dead Load 9209 lb 9248 lb 4 2 J, Total Load 21936 lb 18806 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center - - Span Length 18.17 ft 18.17 ft - Unbraced Length-Top 0 ft Unbraced Length-Bottom 18.17 ft STEEL PROPERTIES UNIFORM LOADS Center W12x50-A992-50 Uniform Live Load 0 plf Uniform Dead Load 0 plf Properties: Yield Stress: Fy= 50 ksi Beam Self Weight 50 plf Total Uniform Load 50 plf Modulus of Elasticity: E= 29000 ksi Depth: d= 12.2 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.37 in Load Number One Two Three Four Flange Width: bf= 8.08 in Live Load 2250 lb 1495 Ito 7880 lb 1575 lb Flange Thickness: tf= 0.64 in Dead Load 710 lb 1923 Ito 7560 lb 4630 lb Distance to Web Toe of Fillet: k= 1.14 in Location 0 ft 3.25 ft 8 ft 14.75 ft Moment of Inertia About X-X Axis: Ix= 391 in4 TRAPEZOIDAL LOADS-CENTER SPAN Section Modulus About X-X Axis: Sx= 64.2 in3 Load Number One Plastic Section Modulus About X-X Axis: Zx= 71.9 in3 Left Live Load 500 pif Design Properties per AISC 13th Edition Steel Manual: Left Dead Load 150 plf Flange Buckling Ratio: FBR= 6.31 Right Live Load 500 pif Allowable Flange Buckling Ratio: AFBR= 9.15 Right Dead Load 150 pif Web Buckling Ratio: WBR= 26.81 Load Start 0 ft Allowable Web Buckling Ratio: AWBR= 90.55 Load End 18.17 ft Controlling Unbraced Length: Lb= 0 ft Load Length 18.17 ft Limiting Unbraced Length- for lateral-torsional buckling: Lp= 6.92 ft Nominal Flexural Strength w/safety factor: Mn= 179391 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 26.81 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 90280 lb Controlling Moment: 113121 ft-lb 7.99 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 18976 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia(deflection): 346.35 in4 391 in4 Moment: 113121 ft-lb 179391 ft-lb Shear: 18976lb 90280lb Project:8to8 C-16 C-16 Le rtennal Location: C2.2(1) DCG Column StruCalc Version 8.0.112.0 5/30/2014 9:32:29 AM [2009 International Building Code(AISC 13th Ed ASD)] LOADING DIAGRAM HSS 3 x 3 x 1/4 x 10.167 FT/ASTM A500-GR.B-46 Section Adequate By:45.3% VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 10272 lb B Dead Load: Vert-DL-Rxn= 6051 lb Total Load: Vert-TL-Rxn= 16323 lb COLUMN DATA Total Column Length: 10.17 ft Unbraced Length(X-Axis)Lx: 10.17 ft Unbraced Length(Y-Axis)Ly: 10.17 ft Column End Condtion-K(e): 1 COLUMN PROPERTIES HSS 3 x 3 x 1/4-Square Steel Yield Strength: Fy 46 ksi 10.17 Modulus of Elasticity: E 29 ksi Column Section: dx 3 in dy 3 in Column Wall Thickness: t 0.233 in Area: A 2.44 in Moment of Inertia(deflection): Ix 3.02 in4 ly 3.02 in4 Section Modulus: Sx 2.01 in3 Sy 2.01 in3 Plastic Section Modulus: Zx 2.48 in3 Zy 0 in3 Rad.of Gyration: rx 1.11 in ry 1.11 in Column Compression Calculations: KL/r Ratio: KLx/rx 109.91 KLy/ry 109.91 Controlling Direction for Compr.Calcs: (Y-Y Axis) A Flexural Buckling Stress: Fcr 20.41 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc 30 kip AXIAL LOADING Combined Stress Calculations: Live Load: PL= 10272 lb H1-1a Controls:0.55 Dead Load: PD = 5960 lb Controlling Combined Stress Factor:0.55 Column Self Weight: CSW= 91 lb Total Load: PT= 16323 lb J{ = MEMBER REPORT Upper Level,Floor.B2.3 C-17 PASSE D 11 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam Overall Length:6'10.00" ., ,:'t 0 - 6'3.00" �I in a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Re9tl�ts "Actual @ LocalYonAilowed Result LDF. Load;Combination{Patin) w, System:Floor Member Reaction(Ibs) 3331 @ 3.50" 4997(1.50") Passed(67%) - 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 2416 @ 1'2.00" 9507 Passed(25%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 5308 @ 3'2.25" 18834 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.033 @ T 5.75" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.044 @ 3'5.75" 0.319 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 6'6.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=6'4.50". 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 2005 methodology. .. Bearing Length Loads to supports SOp01tS 11 Floor Totat,r `Agailabte Required, ,�..Dead =Total -Accessories 1-Hanger on 10 1/2"HF beam 3.50" Hanger' 1.50" 870 2762 3632 See note' 2-Stud wall-HF 3.50" 3.50" 1.69" 843 2662 3505 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. con'n6d r:Sim l son Strong4ie Connectors ... SeatLength =, `_TepNails face Na ds ,MemberNails Accessories .� 1-Face Mount Hanger HGUS5.25/10 4.00" N/A 46-16d common 16-16d double shear Tributary' Dead r Floor Lure. - Loads Location wtiiti,' fo:9oj {t.00) . Comments 1-Uniform(PSF) 0 to 6'10.00" 15'10.50" 15.0 50.0 Floor McMhb Notes Existing Beam 1Neyerhaetiser Notes _: , ;,x;'' :`. ! ..- = SUSTAINABLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:51:38 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com � l OUT MEMBER REPORT Upper Level,Floor:B2.4 c-18PASSED 1 1 piece(s) 6 3/4" x 15" 24F-V4 DF Glulam Overall Length: 18'8,98" 0 0 4ale- C0V111.-t 13'8.00" 4'3.48" Fil 2 - N 6 L.) A--r .q(sl All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 9011 @ 2.00" 9568(3.50") Passed(94%) -- 1.0 D+1.0 L(Alt Spans) Member Type:Drop Beam Shear(Ibs) 8129 @ 12'8.50" 17888 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 29757 @ 6'11.21" 50326 Passed(59%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Neg Moment(Ft-Ibs) -13394 @ 14'2.50" 39023 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.218 @ 7 2.25" 0.468 Passed(L/774) I - 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.304 @ 7'1.14" 0.702 Passed(1-/555) 1.0 D+1.0 L(Alt Spans) Deflection criteria:LL(L/360)and TL(L/240). Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 18'8.98"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L=13'6.41". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=6'0.09". •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 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-HF 3.50" 3.50" 3.30" 2902 6624/ 9012/-624 Blocking 2-Column Cap-steel 6.00" 6.00" 3.64" 5528 10451 15979 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 18,8.98" 17'0.00" 25.0 50.0 Floor Member Notes Existing Beam Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:57:22 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com t (� MEMBER REPORT Upper Level, Floor:B2.5 PASSED F 0 Eal9T E ` 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 C-19 Overall Length:5'7.50" � 0 0 5'0.e0" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location -Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2170 @ 2.00" 7796(3.50") Passed(28%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 1334 @ 1'1.00" 5922 Passed(23%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2701 @ 2'9.75" 6032 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Cade:IBC Live Load Defl.(in) 0.020 @ 2'9.75" 0.176 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.027 @ 2'9.75" 0.265 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 5'7.50"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. - Bearing - - Loads to Supports(Ibs) - Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-HF 3.50" 3.50" 1.50" 529 1641 2170 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 529 1641 2170 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 5'7.50" 1118.001, 15.0 50.0 Floor Member Notes Existing Beam Weyerhaeuser Notes (Z1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:43:02 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com r�' MEMBER REPORT Upper Level, Floor:82.6 PASSED 0 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 C-20 Overall Length:6'10.00" ���°j l ( v���o✓✓t I1 0 0 6'3.00" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2932 @ 2.00" 7796(3.50") Passed(38%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 2003 @ 1'1.00" 5922 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 4533 @ 3'5.00" 6032 Passed(75%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.051 @ T 5.00" 0.217 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:Aso Total Load Defl.(in) 0.067 @ T 5.00" 0.325 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 6'10.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-HF 3.50" 3.50" 1.50" 711 2221 2932 Blocking 2-Stud wall-HF 3.50" 3.50" 1.50" 711 2221 2932 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 6'10.00" 13'0.00" 15.0 50.0 Deck Member Notes Existing Beam f Weyerhaeuser Notes _ l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 6:43:02 PM Jordan Janlcki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com �s MEMBER REPORT Upper Level,Floor:B2.7 PASSED ' 1 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam C-21 Overall Length: 12'7.00" �15T 0 0 12'0.00" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2499 @ 2.00" 4430(3.50") Passed(56%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1986 @ 1'3.50" 7619 Passed(26%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 7451 @ 6'3.50" 17250 Passed(43%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.065 @ 6'3.50" 0.408 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:Aso Total Load Defl.(in) 0.248 @ 6'3.50" 0.613 Passed(L/592) 1.0 D+0.75 L+0.75 S(All Spans) Deflection criteria:LL(L/360)and TL(1./240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12'7.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3.00". 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 2005 methodology. Bearing Loads to Supports(Ibs) ` Supports Total Available Required Dead Floor Snow Total Accessories-- Live 1-Stud wall-HF 3.50" 3.50" 1.97" 1850 315 551 2716 Blocking 2-Stud wall-HF 3.50" 3.50" 1.97" 1850 315 551 2716 Blocking "Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 12'7.00" 2'6.00" 50.0 - 25.0 Lower Roof w/Titles 2-Uniform(PSF) 0 to 12'7.00" 110.001, 15.0 50.0 - Floor 3-Uniform(PSF) 0 to 12'7.00" 1010.001, 12.0 - - Wall 4-Uniform(PSF) 0 to 12'7.00" 1 1'0.00" 25.0 25.0 Upper Roof Member Notes New Beam Weyerhaeuser Notes (Ij)SUSTAINABLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:43:03 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com j MEMBER REPORT Upper Level,Roof:R2.10 PASSE® t 2 1 piece(s) 2 x 12 Hem-Fir No. 2@ 24" OC c-22 Overall Sloped Length:10'2.97" 0 0 - - 3 12 I 3 12[ I i' 6'0.00" 1 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Draw!ng is Conceptual DESl9tt Results` Actual @ Location` Allowed -. Result: LDE- i.oad.Combination{Pattern), System:Roof Member Reaction(Ibs) 630 @ 2.50" 2126(3.50") Passed(30%) 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 447 @ 11.45" 1941 Passed(23%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 910 @ T 3.50" 2964 Passed(31%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.014 @ T 3.50" 0.291 Passed(U999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.054 @ 3'3.50" 0.436 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Member Pitch:12/12 Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 9'3.72"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15%increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Bearing ""Loads to Supports fibs) supports Total:"' Available `Aequlred Dead ,'Snow' Total Accessories 1-Beveled Plate-HF 3.50" 3.50" 1.50" 466 165 631 Blocking 2-Beveled Plate-HF 3.50" 3.50" 1.50" 466 165 631 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow' LOadS Location, Spacing (0.90j {1.15) Comments 1-Uniform(PSF) 0 to 6'7.00" 24 50.0 25.0 Roof Weyerhaeuser tVOteS _ SUSTAhWBLE FORESTRY INITIATIVE 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.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 5:43:04 PM Jordan Janicki Forte v4.5, Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com MEMBER REPORT Upper Level, Floor:B2.11 PASSED � 3( 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam c-23 Overall Length 12'7 00" ` '2 0 0 12'0.00" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2172 @ 2.00" 4430(3.50") Passed(49%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1653 @ 1'0.50" 4969 Passed(33%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 5903 @ 6'3.50" 8438 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.158 @ 6'3.50" 0.408 Passed(L/928) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.536 @ 6'3.50" 0.613 Passed(L/274) 1.0 D+0.75 L+0.75 S(All Spans) Deflection criteria:LL(L/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12'7.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3.00". 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 2005 methodology. Bearing Loads to Supports(Ibs) Supports Floor PP- Total Available Required Dead Snow Total Accessories Live 1-Stud wall-HF 3.50" 3.50" 1.72" 1531 360 495 2386 Blocking 2-Stud wall-HF 3.50" 3.50" 1.72" 1531 360 495 2386 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary_ Dead Floor Live Snow Loads- - Location width - (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 3.50"to 12'3.50" 110.001, 15.0 60.0 - Deck 2-Uniform(PLF) 3.50"to 12'3.50" N/A 233.0 - 82.5 Linked from:Roof: R2.10 Support 2 Member Notes Verify Existing J�� Weyerhaeuser Notes [2S�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `lf Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator ,lob Notes 6/11/2014 5:43:04 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DGG,Inc 8to8.4te (360)899-1110 Jordan@dcgengccom �# ' MEMBER REPORT Upper Level, Copy of Floor.82.12 # 4 1 piece(s) 3 1/8"x 12" 24F-V4 DF Glulam C-24 Overall Length:12'11.00" o o fi ' t ( 12'0.00" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual D@51�11eSt1�iS � .; ,;,Actual @ Lacation Alloiyed.°-: ,Result; ., ,�,<- ,IDF- Load:ComtinaGon(Pattern) System:Floor Member Reaction(Ibs) 3080 @ 4.00" 11172(5.50") Passed(28%) -- 1.0 D-0.7 E(All Spans) Member Type:Drop Beam Shear(Ibs) 2638 @ 11'5.50" 10600 Passed(25%) 1.60 1.0 D-0.7 E(All Spans) Building Use:Residential Pos Moment(Ft-Ibs) 9740 @ 9'8.00" 24000 Passed(41%) 1.60 1.0 D-0.7 E(All Spans) Building Code:IBC Neg Moment(Ft-lbs) -6060 @ 9'8.00" 18500 Passed(33%) 1.60 0.6 D+0.7 E(uplift)(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.081 @ 8'5.77" 0.408 Passed(U999+) -- 1.0 D-0.525 E+0.75 L+0.75 S(All S ans Total Load Defl.(in) 0.178 @ 7'7.56" 0.613 Passed(L/827) 1.0 D-0,525 E+0.75 L+0.75 S(All Spans) Deflection criteria:LL(1-/360)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12'11.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=7'5.58". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=4'10.02". 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 2005 methodology. . ....... ......._._ Bearing Loads to Suppots(Ibs), StippoCES'. Total Available Regwred Dead Snow Seismic "Total Accessories ` 'Floor ;..':Live 1-Column Cap-steel 5.50" 5.50" 1.5Z, 1038 360 157 2917/-2917 4472/-2917 Blocking 2-Column Cap-steel 5.50" 5.50" 1.51" 1019 360 150 2917/-2917 44461-2917 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead. lloorLive, .Snow, Seismic Loans Location Width .(090),:- "(1.00) (1,15) t1.t;0)' Comments 1-Uniform(PSF) 5.50"to 12'5.50" 1'0.0w 15.0 60.0 Deck 2-Uniform(PSF) 5.50"to 12'5.50" 12'0.00" 10.0 - Wall 3-Uniform(PSF) 5.50"to 12'5.50" 110.001, 25.0 25.0 - Upper Roof Holdown from 4-Point(lb) 9.88" N/A - -7625 Shearwall above Holdown from 5-Point(lb) T 0.00" N/A 7625 Shearwall above Holdown from 6-Point(lb) 918.001, N/A -7625 Shearwall above Holdown from 7-Point(lb) 12'2.12" N/A 7625 Shearwall above 8-Uniform(PLF) 5.50" N/A 233.0 82.5 Unked from:Roof: R2.10 Su 2 Member Notes Verify Existing Forte Software Operator Job Notes 6/11/2014 5:43:08 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com I i - MEMBER REPORT Upper Level,Floor.,Joistjl C-25PASSSED 11 1 piece(s) 16" TJI@ 230 @ 16" OC Overall Length: 15'7.00" + + . �; o = o w :»._r..:vim'«^�.35'.v//_,*. �^�✓�^".'_ ^�.a...- .....,.. „w"..'uzNG ..�3....�"h..-._ ,n�x",�v%"3✓� rp«'�i.i'.�s."'a^..fir�s�i' au 1510.001, .�x.zazN✓3.-w. a a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. DeSIQp,ReSUtLS Actual 6`Locahon pllQwed,. .„R¢sult .`_ Lt)F Load:;Combmallon;(Pattern) �''_' System:Floor Member Reaction(Ibs) 650 @ 3.50" 1060(1.75") Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 650 @ 3.50" 2190 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2437 @ T 9.50" 5710 Passed(43%) 1.00 1.0 D+1.0 L(Ail Spans) Building Code:IBC Live Load Defl.(in) 0.117 @ 7 9.50" 0.375 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.152 @ T 9.50" 0.750 Passed(L/999+) 1.0 D+1.0 L(All Spans) TJ-Pro'"'Rating 56 40 Passed Deflection criteria:LL(L/480)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 5'7.24"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge—Panel(24"Span Rating)that is glued and nailed down. Additional considerations for the TJ-Pro" Rating include:None Hearing Length Loads to Supports{Ibs) - Supports T .:Floor Required Dead - Total ' AccessoriLlve 1-Hanger on 16"HF beam Hanger' 1.75" 156 519 675 See note' 2-Hanger on 16"HF beam Hanger' 1.75" 156 519 675 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector;Sim soh'Stron '-Tie Connectors " ;Se tLengtfi' `,rop Nails . :. Eace Nails.:.: Mtemt erNaiis:;'. Acres"sores'=' 1-Face Mount Hanger IUS2.37/16 2.00" N/A 14-10d x 1-1/2 N/A 2-Face Mount Hanger IUS2.37116 2.00" N/A 14-10d x 1-1/2 N/A peak LOa(Is Location: - spacing {5 00). Comments ' 1-Uniform(PSF) 0 to 15'7.00" 16" 15.0 50.0 office 11Ve}/+ rt18eUSer; OteS SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this 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.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 6:05:05 PM Jordan Janicki Forte v4.5,Design Engine:V6.1.1.5 DCG,Inc 8to8.4te (360)899-1110 Jordan@dcgengr.com Page 1 of 1 Project:8to8 C-26 C-26 page rtennal / Location: Footing F2.2(2) DCG Footing StruCalc Version 8.0.112.0 5/30/2014 9:32:29 AM of [2009 International Building Code(2005 NDS)] Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(5)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 3 in Column Depth: n= 3 in Baseplate Width: bsw= 9 in Baseplate Length: bsl = 9 in FOOTING CALCULATIONS Bearing Calculations: k 3 ind Ultimate Bearing Pressure: Qu = 1428 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 9.33 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10 in n n n n n Bearing Required: Bear= 24600 lb Allowable Bearing: Bear-A= 223763 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6882 lb 3.5 ft Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 49 in Live Load: PL= 9023 lb Punching Shear: Vu2= 22507 lb Dead Load: PD = 8469 lb Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Total Load: PT= 17492 lb Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Ultimate Factored Load: Pu= 24600 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Weight to resist uplift w/1.5 F.S.: U.R.= 987 lb Controlling Allowable Punching Shear: vc2= 45938 lb Bending Calculations: Factored Moment: Mu = 94884 in-lb Nominal Moment Strength: Mn = 213014 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 in Steel Required Based on Moment: As(1)= 0.43 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.84 in2 Controlling Reinforcing Steel: As-reqd= 0.84 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Project:8to8 C-27 C-27 page rtennal / Location: Footing F2.8(2) DCG Footing StruCalc Version 8.0.112.0 5/30/2014 9:32:30 AM of [2009 International Building Code(2005 NDS)] Footing Size:2.5 FT x 2.5 FT x 10.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(4)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in �5.5 in� FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4.5 in 3in Column Depth: n= 5.5 in Baseplate Width: bsw= 4.5 in 2.5 ft Baseplate Length: bsl = 5.5 in FOOTING CALCULATIONS �4.5 in� Bearing Calculations: Ultimate Bearing Pressure: Qu = 1380 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 4.6 sf Area Provided: A= 6.25 sf 10 in Baseplate Bearing: P Bearing Required: Bear= 12938 lb 3in Allowable Bearing: Bear-A= 68372 lb —L Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2803 lb 2.5 ft Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 45 in Live Load: PL= 6462 lb Punching Shear: Vu2= 11123 lb Dead Load: PD = 2166 lb Allowable Punching Shear(ACI 11-35): vc2-a= 55611 lb Total Load: PT= 8628 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 12938 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Weight to resist uplift w/1.5 F.S.: U.R.= 503 lb Controlling Allowable Punching Shear: vc2= 42188 lb Bending Calculations: Factored Moment: Mu = 35055 in-lb Nominal Moment Strength: Mn = 169665 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.16 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.60 in2 Controlling Reinforcing Steel: As-reqd= 0.60 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 9.75 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:8to8 C-28 C-28 page rtennal / Location: Footing B2.5(2)&B2.6(1) DCG Footing StruCalc Version 8.0.112.0 5/30/2014 9:32:31 AM of [2009 International Building Code(2005 NDS)] Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM 5.5 in Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft 10 in Depth: Depth= 10 in P n n Effective Depth to Top Layer of Steel: d= 6.25 in T COLUMN AND BASEPLATE SIZE 3 in Column Type: Steel Column Width: m = 3.5 in 2ft Column Depth: n= 5.5 in Baseplate Width: bsw= 3.5 in 3.5 in� Baseplate Length: bsl = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1276 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 2.72 sf 10 in Area Provided: A= 4.00 sf n n n Baseplate Bearing: T Bearing Required: Bear= 7667 lb 3 in Allowable Bearing: Bear-A= 53178 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 1278 lb 2ft Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 43 in Live Load: PL= 3862 lb Punching Shear: Vu2= 6142 lb Dead Load: PD = 1240 lb Allowable Punching Shear(ACI 11-35): vc2-a= 45810 lb Total Load: PT= 5102 lb Allowable Punching Shear(ACI 11-36): vc2-b= 78750 lb Ultimate Factored Load: Pu= 7667 lb Allowable Punching Shear(ACI 11-37): vc2-c= 40313 lb Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Controlling Allowable Punching Shear: vc2= 40313 lb Bending Calculations: Factored Moment: Mu = 16782 in-lb Nominal Moment Strength: Mn = 127575 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.07 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.25 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:8to8 C-29 C-29 page rtennal / Location: Footing F2.4(2) DCG Footing StruCalc Version 8.0.112.0 5/30/2014 9:32:32 AM of [2009 International Building Code(2005 NDS)] Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(5)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 3.5 inj COLUMN AND BASEPLATE SIZE Column Type: Steel T Column Width: m = 4.5 in Column Depth: n= 3.5 in 10 in Baseplate Width: bsw= 6 in _ Baseplate Length: bsl = 6 in 3 in FOOTING CALCULATIONS i 3.5 ft Bearing Calculations: 4.5in� Ultimate Bearing Pressure: Qu = 1578 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 10.31 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10 in Bearing Required: Bear= 28252 lb Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 8324 lb 3.5 ft Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 45 in Live Load: PL= 12642 lb Punching Shear: Vu2= 26226 lb Dead Load: PD = 6687 lb Allowable Punching Shear(ACI 11-35): vc2-a= 59263 lb Total Load: PT= 19329 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 28252 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Weight to resist uplift w/1.5 F.S.: U.R.= 987 lb Controlling Allowable Punching Shear: vc2= 42188 lb Bending Calculations: Factored Moment: Mu = 116669 in-lb Nominal Moment Strength: Mn = 213118 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 in Steel Required Based on Moment: As(1)= 0.53 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.84 in2 Controlling Reinforcing Steel: As-reqd= 0.84 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.63 in Project:8to8 C-30 C-30 page rtennal / Location: Footing F2.14(2) DCG Footing StruCalc Version 8.0.112.0 5/30/2014 9:32:33 AM of [2009 International Building Code(2005 NDS)] Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(5)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: k-4in-1 Ultimate Bearing Pressure: Qu = 1382 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 9.03 sf Area Provided: A= 12.25 sf Baseplate Bearing: 10 in n n n n n Bearing Required: Bear= 22770 lb Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6641 lb 3.5 ft Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo = 45 in Live Load: PL= 6150 lb Punching Shear: Vu2= 21136 lb Dead Load: PD = 10775 lb Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 16925 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 22770 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Weight to resist uplift w/1.5 F.S.: U.R.= 987 lb Controlling Allowable Punching Shear: vc2= 42188 lb Bending Calculations: Factored Moment: Mu = 92774 in-lb Nominal Moment Strength: Mn = 213014 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 in Steel Required Based on Moment: As(1)= 0.42 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.84 in2 Controlling Reinforcing Steel: As-reqd= 0.84 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.5 in Project:8to8 C-31 C-31 Le rtennal Location: C2.4(2) DCG Column StruCalc Version 8.0.112.0 5/30/2014 9:32:34 AM [2009 International Building Code(2005 NDS)] LOADING DIAGRAM 5.5 IN x 7.5 IN x 10.167 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:7.8% VERTICAL REACTIONS B Live Load: Vert-LL-Rxn= 12642 lb Dead Load: Vert-DL-Rxn= 6778 lb Total Load: Vert-TL-Rxn= 19420 lb COLUMN DATA Total Column Length: 10.17 ft Unbraced Length(X-Axis)Lx: 0 ft Unbraced Length(Y-Axis)Ly: 10.17 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch 10.17 Base Values Adjusted Compressive Stress: Fc= 700 psi Fc' = 510 psi Cd=1.00 Cp=0.73 Bending Stress(X-X Axis): Fbx = 750 psi Fbx' = 750 psi Cd=1.00 CF=1.00 Bending Stress(Y-Y Axis): Fby= 750 psi Fby' = 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Column Section(X-X Axis): dx= 7.5 in A Column Section(Y-Y Axis): dy= 5.5 in Area: A= 41.25 in2 Section Modulus(X-X Axis): Sx= 51.56 in3 AXIAL LOADING Section Modulus(Y-Y Axis): Sy= 37.81 in3 Live Load: PL= 12642 lb Slenderness Ratio: Lex/dx= 0 Dead Load: PD = 6687 lb Ley/dy= 22.18 Column Self Weight: CSW= 91 lb Total Load: PT= 19420 lb Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 471 psi Allowable Compressive Stress: Fc' = 510 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx = 0 psi Allowable Bending Stress(X-X Axis): Fbx' = 750 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby' = 750 psi Combined Stress Factor: CSF= 0.92 C-32 C-32 � - LANDING FRAMING (N) 2x� AT 16" O.C. I W/ 3/" FLOOR SHEATHING 0 q-CL (N) 3%x16 LSL I �I i 48 Project:8to8 C-33 C-33 page JJanicki Location: b1 Su4aIC Davido Consulting Group MUlti-Shan Floor Beam �l �+4 15029 Bothell Way NE Suite 600 of International Building Code Lake Forest Park,WA 98155 3.5 IN x 11.875 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/5/2014 4:38:47 PM Section Adequate By: 187.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.09 IN L/1215 Dead Load 0.02 in Total Load 0.11 IN L/1034 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A .6 Live Load 2375 lb 2375 lb Dead Load 418 lb 418 lb Total Load 2793 lb 2793 lb Bearing Length 1.06 in 1.06 in BEAM DATA Center s.s ft Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL 100 psf Notch Depth 0.00 Floor Dead Load FDL 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 5 ft 2.0E Parallam-iLevel Trus Joist Floor Tributary Width Side Two TW2 0 ft Base Values Adjusted Wall Load WALL 0 plf Bending Stress: Fb= 2900 psi Fb'= 2903 psi BEAM LOADING Center Cd=1.00 CF=1.00 Reduced Floor Live Load 100 psf Shear Stress: Fv= 290 psi Fv' = 290 psi Total Live Load 500 plf Cd=1.00 Total Dead Load 75 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Beam Self Weight 13 plf Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Total Load 588 plf Controlling Moment: 6633 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2793 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 27.42 in3 82.26 in3 Area(Shear): 14.45 in2 41.56 in2 Moment of Inertia(deflection): 144.66 in4 488.41 in4 Moment: 6633 ft-lb 19902 ft-lb Shear: 2793 lb 8035lb Project:8to8 C-34 C-34 page JJanicki Location: b2 Su4aIC Davido Consulting Group MUlti-Shan Floor Beam �l �+4 15029 Bothell Way NE Suite 600 of International BuildinP Code Lake Forest Park,WA 98155 3.5INx7.25INx3.0FT #2-Hem-Fir-Dry Use StruCalc Version 8.0.113.0 6/5/2014 4:38:47 PM Section Adequate By: 34.1% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/2327 Dead Load 0.00 in Total Load 0.02 IN L/1905 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A .6 Live Load 1150 lb 1150 lb Dead Load 257 lb 257 lb Total Load 1407 lb 1407 lb Bearing Length 0.99 in 0.99 in BEAM DATA Center 3 ft Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL 40 psf Notch Depth 0.00 Floor Dead Load FDL 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 0 ft #2-Hem-Fir Floor Tributary Width Side Two TW2 0 ft Base Values Adjusted Wall Load WALL 0 plf Bending Stress: Fb= 850 psi Fb' = 1105 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.30 Load Number eP Shear Stress: Fv= 150 psi Fv' = 150 psi Live Load 2300 lb Cd=1.00 Dead Load 500 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.5 ft Min. Mod.of Elasticity: E_min= 470 ksi E_min' = 470 ksi Comp.-L to Grain: Fc--L= 405 psi Fc--L' = 405 psi BEAM LOADING Center Reduced Floor Live Load 40 psf Controlling Moment: 2105 ft-lb Total Live Load 0 plf 1.5 Ft from left support of span 2(Center Span) Total Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Beam Self Weight 5 plf Controlling Shear: -1407 lb Total Load 5 plf At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 22.86 in3 30.66 in3 Area(Shear): 14.07 in2 25.38 in2 Moment of Inertia(deflection): 17.2 in4 111.15 in4 Moment: 2105 ft-lb 2823 ft-lb Shear: -1407 lb 2538lb Project:8to8 C-35 C-35 page JJanicki Location: b3 Su4aIC Davido Consulting Group MUlti-Shan Floor Beam �l �+4 15029 Bothell Way NE Suite 600 of International Building Code Lake Forest Park,WA 98155 3.125INx6.0INx6.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/5/2014 4:38:47 PM Section Adequate By:73.6% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.12 IN L/625 Dead Load 0.02 in Total Load 0.13 IN L/539 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A .6 Live Load 1200 lb 1200 lb Dead Load 192 lb 192 lb Total Load 1392 lb 1392 lb Bearing Length 0.69 in 0.69 in BEAM DATA Center s ft Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL 100 psf Camber Adj. Factor 0 Floor Dead Load FDL 15 psf Camber Required 0 Floor Tributary Width Side One TW1 4 ft Notch Depth 0.00 Floor Tributary Width Side Two TW2 0 ft MATERIAL PROPERTIES Wall Load WALL 0 plf 24F-V4-Visually Graded Western Species BEAM LOADING Center Base Values Adjusted Reduced Floor Live Load 100 psf Bending Stress: Fb= 2400 psi Controlled by: Total Live Load 400 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Total Dead Load 60 plf Cd=1.00 Beam Self Weight 4 plf Shear Stress: Fv= 265 psi Fv' = 265 psi Total Load 464 plf Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-L to Grain: Fc--L= 650 psi Fc-1' = 650 psi Controlling Moment: 2088 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1392 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 10.44 in3 18.75 in3 Area(Shear): 7.88 in2 18.75 in2 Moment of Inertia(deflection): 32.39 in4 56.25 in4 Moment: 2088 ft-lb 3750 ft-lb Shear: -1392 lb 3313lb Project:8to8 C-36 C-36 page JJanicki Location: b4 Su4aIC Davido Consulting Group MUlti-Shan Floor Beam �l �+4 15029 Bothell Way NE Suite 600 of International BuildinP Code Lake Forest Park,WA 98155 3.5INx16.0INx4.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/5/2014 4:38:47 PM Section Adequate By: 1033.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A .6 Live Load 800 lb 800 lb Dead Load 155 lb 155 lb Total Load 955 lb 955 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center a ft Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL 100 psf Notch Depth 0.00 Floor Dead Load FDL 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 4 ft 2.0E Parallam-iLevel Trus Joist Floor Tributary Width Side Two TW2 0 ft Base Values Adjusted Wall Load WALL 0 plf Bending Stress: Fb= 2900 psi Fb'= 2809 psi BEAM LOADING Center Cd=1.00 CF=0.97 Reduced Floor Live Load 100 psf Shear Stress: Fv= 290 psi Fv' = 290 psi Total Live Load 400 plf Cd=1.00 Total Dead Load 60 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Beam Self Weight 18 plf Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Total Load 478 plf Controlling Moment: 955 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 955 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 4.08 in3 149.33 in3 Area(Shear): 4.94 in2 56 in2 Moment of Inertia(deflection): 8.64 in4 1194.67 in4 Moment: 955 ft-lb 34954 ft-lb Shear: 955 lb 10827lb Project:8to8 C-37 C-37 page JJanicki Location: b5 Su4aIC Davido Consulting Group MUlti-Shan Floor Beam �l �+4 15029 Bothell Way NE Suite 600 of International BuildinP Code Lake Forest Park,WA 98155 3.5INx9.5INx16.0FT(8+8) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/5/2014 4:38:47 PM Section Adequate By:69.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Riaht Live Load 0.06 IN L/1483 0.06 IN L/1483 Dead Load 0.02 in 0.02 in Total Load 0.08 IN L/1137 0.08 IN L/1137 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A .6 _Q Live Load 1750 lb 5000 lb 1750 lb Dead Load 781 lb 2604 lb 781 lb Total Load 2531 lb 7604 lb 2531 lb Bearing Length 0.96 in 2.90 in 0.96 in BEAM DATA Center Right 8 ft AV 8 ft IS Span Length 8 ft 8 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 8 ft 8 ft FLOOR LOADING Cente EQW Floor Duration Factor 1.00 Floor Live Load FLL 50 psf 50 psf Notch Depth 0.00 Floor Dead Load FDL 25 psf 25 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 10 ft 10 ft 2.0E Parallam-iLevel Trus Joist Floor Tributary Width Side Two TW2 0 ft 0 ft Base Values Adjusted Wall Load WALL 0 plf 0 plf Bending Stress: Fb= 2900 psi Fb'= 2901 psi BEAM LOADING Cente EQW Cd=1.00 C1=0.97 CF=1.03 Reduced Floor Live Load 50 psf 50 psf Shear Stress: Fv= 290 psi Fv' = 290 psi Total Live Load 500 plf 500 plf Cd=1.00 Total Dead Load 250 plf 250 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Beam Self Weight 10 plf 10 plf Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Total Load 760 plf 760 plf Controlling Moment: -6083 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -3802 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 25.16 in3 52.65 in3 Area(Shear): 19.67 in2 33.25 in2 Moment of Inertia(deflection): 60.7 in4 250.07 in4 Moment: -6083 ft-lb 12728 ft-lb Shear: -3802lb 6428lb Page Project:8to8 C-38 , JJanicki C-38 / Location:Column b5.b ( j Davido Consulting Group Column �l �+4 15029 Bothell Way NE Suite 600 of International Building Code Lake Forest Park,WA 98155 (5)1.5INx3.5INx10.0FT #2-Hem-Fir-Dry Use StruCalc Version 8.0.113.0 6/5/2014 4:38:48 PM Section Adequate By:7.5% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 5000 lb Dead Load: Vert-DL-Rxn= 2649 lb Total Load: Vert-TL-Rxn= 7649 lb COLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Hem-Fir Base Values Adjusted Compressive Stress: Fc= 1300 psi Fc' = 315 psi Cd=1.00 Cf=1.15 Cp=0.21 Bending Stress(X-X Axis): Fbx = 850 psi Fbx'= 1466 psi Cd=1.00 CF=1.50 Cr=-1.15 10 ft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1466 psi Cd=1.00 CF=1.50 Cr=-1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min = 470 ksi E_min' = 470 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 7.5 in Area: A= 26.25 in2 Section Modulus(X-X Axis): Sx= 15.31 in3 Section Modulus(Y-Y Axis): Sy= 6.56 in3 Slenderness Ratio: Lex/dx= 34.29 A Ley/dy= 16 Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 5000 lb Actual Compressive Stress: Fc= 291 psi Dead Load: PD = 2600 lb = Allowable Compressive Stress: Fc' = 315 psi Column Self Weight: CSW 49 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 7649 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1466 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1466 psi Combined Stress Factor: CSF= 0.93 Page Project:8to8 C-39 JJanicki C-39 / Location: Floor Joist stair Su4aIC Davido Consulting Group Floor Joist �l �+4 15029 Bothell Way NE Suite 600 of International BuildinP Code Lake Forest Park,WA 98155 1.5INx5.5INx4.0FT @16O.C. #2-Hem-Fir-Dry Use StruCalc Version 8.0.113.0 6/5/2014 4:38:48 PM Section Adequate By: 161.1% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/1690 Dead Load 0.00 in Total Load 0.03 IN L/1470 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS A .6 Live Load 267 lb 267 lb Dead Load 40 lb 40 lb Total Load 307 lb 307 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center a ft Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft JOIST LOADING Floor sheathing applied to top of joists-top of joists fully braced. Uniform Floor Loading Center Floor Duration Factor 1.00 Live Load LL 100 psf MATERIAL PROPERTIES Dead Load DL 15 psf #2-Hem-Fir Total Load TL 115 psf Base Values Adjusted TL Adj. For Joist Spacing wT 153.3 plf Bending Stress: Fb= 850 psi Fb' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 Shear Stress: Fv= 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min' = 470 ksi Comp.-L to Grain: Fc--L= 405 psi Fc--L' = 405 psi Controlling Moment: 307 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 307 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 2.9 in3 7.56 in3 Area(Shear): 3.07 in2 8.25 in2 Moment of Inertia(deflection): 5.91 in4 20.8 in4 Moment: 307 ft-lb 801 ft-lb Shear: 307 lb 825lb Project:8to8 C-40 C-40 Page JJanicki Location:ftg b5.b ( j Davido Consulting Group Footing �l �+4 15029 Bothell Way NE Suite 600 of International Building Code Lake Forest Park,WA 98155 Footing Size:2.5 FT x 2.5 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 8.0.113.0 6/5/2014 4:38:48 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: 4in� Ultimate Bearing Pressure: Qu= 1216 psf Effective Allowable Soil Bearing Pressure:Qe= 1875 psf Required Footing Area: Areq= 4.05 sf Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 11120 lb 10 in Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): a in Beam Shear: Vu1 = 2595 lb t —L Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): z.s n Critical Perimeter: Bo= 48 in Punching Shear: Vu2= 9341 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 28090 lb Live Load: PL= 5000 lb Bending Calculations: Dead Load: PD= 2600 lb Factored Moment: Mu= 41700 in-lb Total Load: PT= 7600 lb Nominal Moment Strength: Mn= 44000 in-lb Ultimate Factored Load: Pu= 11120 lb Weight to resist uplift w/1.5 F.S.: U.R. = 503 lb T.O.PARAPET 22'-8'AFT C-41 T.O.REVEAL 26-T AFF C 41 REPLACE JIl GLAZING T.O.REVEAL 7'-G'AFF T.O.FF 0'-0' REPLACE GLAZING SOUTH ELEVATION SCALE 1/8'=1'-O' O 0 0 O 0 0 00 O O T.O.PARAPET 28'-6'AFT T.O.PARAPET 26'-6'AFF T.O.PARAPET 22'-8'AFF T.O.REVEAL 26-T AFF REPLACE T.O.REVEAL W-0'AFT GLAZING A A J R, nn T.0 REVEAL 7'-O'AFF GLASS BLOCK WINDOW LLII T.O.FF 0'-0' WEST ELEVATION SCALE:1/8'=1'-0' Q O O O O O T.O.PARAPET 28'-6'AFF 10.PARAPET 26'-6'AFF REPLACE 10.PARAPET 22'-8'AFF GLAZING 10.REVEAL 20'-0'AFF Ila- LO.REVEAL 17'-0'ATE WALL PACKS ON EACH SIDE OF ENTRANCE CLEAN&REPLACE JIl JIl BULBS A J� T.O.REVEAL 7'-0'AFF r OPIA I M FF 0'-O' SECTION OF WALL TO BE REMOVEO FOR NEW DOOR OPENING NORTH ELEVATION PATCH&REPAIR CRACKS AT STUCCO SCALE:1/8' 0 0 00 0 0 0 0 0 0 T.D.PARAPET 28'-6'AFF T.O.PARAPET 26'-6'AFF REPLACE 7RS, GLAZING .LANT T.O.REVEAL 20'-0"AFF LU (FIELD VERIFY) R S,& W �I ILIffD REPLACE GLAZING T.O.REVEAL 7-O'AFF (nELD Vimm T.O.FF 0'-0' C-42 C-42 DAVIDO CONSULTING GROUP, Inc. Made By: RLT Date: 5/30/2014 Civil-Structural-Land Use 15029 Bothell Way NE, Lake Forest Park,WA 98155 (206)523-0024 Fax: (206)523-1015 Description: Allowable Shear for Job Name: 8-to-8 Dental Wood Structural Wall Panels 2006 IBC/2007 CBC Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade Thickness Penetration Nail Size 6"oc 4" oc 3" oc 2" oc 5/16 1.25 6d 180 270 350 450 C-D, C-C 3/82 220 320 410 530 Values for 7/162 1.375 8d 240 350 450 585 Douglas Fir 15/32 260 380 490 640 15/32 1.5 10d 310 460 600 770 19/32* 340 510 665 870 *values from Table 2306.4.1 Stud Species = Hem Fir Specific Gravity 0.43 5/16 1.25 6d 167 251 326 419 C-D, C-C 3/82 205 298 381 493 Plywood 7/162 1.375 8d 223 326 419 544 Values for 15/32 242 353 456 595 Given Species' 15/32 1.5 10d 288 428 558 716 19/32 316 474 618 809 Notes: 1) Allowable shear values in framing members other than douqlas fir-larch shall be calculated by multiplying the shear capacities for nails in DF by 1-(0.5-SG) 2) Values for 3/8 and 7/16 ply may be increased to the values allowed for 15/32, if framing is spaced maximum of 16"o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing or Dbl 2x at abutting panel edges and foundation sill plate 4) Values are allowed to be increased 40%for wind design (Section 2306.4.1) C-43 C-43 DAVIDO CONSULTING GROUP, Inc. Made By: RLT Date: 5/30/2014 Civil-Structural-Land Use 15029 Bothell Way NE,Lake Forest Park,WA 98155 (206)523-0024 Fax:(206)523-1015 Description: Sill Plate Connections Job Name: 8-to-8 Dental Allowable Loads Species = Hem Fir Member Thickness = 1 1/2 16d Box Nails Single Shear Per Nail w/33% Increase = 118 Ibs at 8"oc. = 178 plf at 6"oc. = 237 plf at 4"oc. = 355 plf at 3"oc. = 473 plf at 2"oc. = 710 plf 16d Common Nails Single Shear Per Nail w/33% Increase = 162 Ibs at 8"oc. = 243 plf at 6"oc. = 325 plf at 4"oc. = 487 plf at 3"oc. = 649 plf at 2"oc. = 974 plf Simpson LTP4 or LTP5 Per Plate = 540 Ibs at 24" oc. = 270 plf at 16" oc. = 405 plf at 12" oc. = 540 plf at 8"oc. = 810 plf at 12" oc. Ea Side = 1080 plf at 8" oc. Ea Side = 1620 plf Simpson A35 Per Plate = 450 Ibs at 24" oc. = 225 plf at 16" oc. = 338 plf at 12" oc. = 450 plf at 8"oc. = 675 plf at 12" oc. Ea Side = 900 plf at 8" oc. Ea Side = 1350 plf C-44 C-44 DAVIDO CONSULTING GROUP, Inc. Made By: RLT Date: 5/30/2014 Civil-Structural-Land Use 15029 Bothell Way NE, Lake Forest Park,WA 98155 (206)523-0024 Fax:(206)523-1015 Description: Anchor Bolt Job Name: 8-to-8 Dental Allowable Shear Values Concrete/Bolt Allowable Load Based on: a. f'c= 2500 psi Wood/Bolt Allowable Load Based on: a. tn, = 2ts C. Plate Species = Hem Fir 2x Plate 3x Plate 1/2" Dia. Bolts Wood/Bolt Concrete/Bolt w/33% increase Per Bolt = 1600 Ibs 785 Ibs (a 48"oc.= 400 plf 196 plf (a 32"oc.= 600 plf 294 plf (a 16"oc.= 1200 plf 589 plf (a 8"oc.= 2400 plf 1177 plf 5/8" Dia. Bolts Wood/Bolt Wood/Bolt Concrete/Bolt w/33% increase w/33% increase Per Bolt = 2950 Ibs 1144 Ibs 1423 Ibs @ 48"oc.= 738 plf 286 plf 356 plf @ 32"oc.= 1106 plf 429 plf 534 plf @ 16"oc.= 2213 plf 858 plf 1067 plf @ 12"oc.= 2950 plf 1144 plf 1423 plf @ 8"oc.= 4425 plf 1716 plf 2135 plf 3/4" Dia. Bolts Wood/Bolt Wood/Bolt Concrete/Bolt w/33% increase w/33% increase Per Bolt= 4275 Ibs 1596 Ibs 1862 Ibs (a 48"oc.= 1069 plf 399 plf 466 plf (a 32"oc.= 1603 plf 599 plf 698 plf (a 16"oc.= 3206 plf 1197 plf 1397 plf (a 12"oc.= 802 plf 1596 plf 1862 plf (a 8"oc.= 6413 plf 2394 plf 2793 plf C-45 C-45 DAVIDO CONSULTING GROUP, Inc. Made By: RLT Date: 5/30/2014 Civil-Structural-Land Use 15029 Bothell Way NE, Lake Forest Park,WA 98155 (206)523-0024 Fax:(206)523-1015 Description: Anchor Bolt Job Name: 8-to-8 Dental Allowable Shear Values Stud Species = Hem Fir Floor Straps Values From Simpson Strong Tie C-2011 Strap Design Load Notes MST 37 2.135 --- MST 48 3.425 --- MST 60 4.83 --- CMST14x8 6.49 --- 6" CS 16 1.705 --- CMSTC16 4.585 --- HDU 2 2.215 --- HDU 4 3.285 --- HDU 5 4.065 --- HDU 8 5.02 3 2x Studs Min HDU 11 8.045 5 2x Studs Min HDU 14 10.35 (5)2x Studs Min C-46 C-46 I � , I I I , I 0 I I I � I � I � I � m , I A2.1 I I T I-TT1T J D1.1 L II II II II I II II II II I -� -JL-JL-JL-JL-J I II II'� --J II `\/ I Upper Floor Shommalls NO CHANGE TO SW THIS FLOOR C-47 C-47 I I m m II On 0P10 T I I AR ONO WALL �pU) 0. wINDJW3 I I I ' VMY1 I I I I TER�L�LIJIDN I I I COMPUTER ART NJRKSTATION ���......JJJ O ADA RESTROOM on Lam/ V N, 'RIMERS FRONT DESK _ 0P1 1 C1.1 LOGO WALL D / BEVI BAR OTRICAL ROOM PANOvi ❑ ❑ m< EXISTING CLOSET STROOM SREAK ROON. EQURIPMENT OOM Main Floor Shearwalls of Gq k k k k k q 0000 0 0 LL ® / / / / \ 3 § o 0 0 0 a o ■ n C C C _ $ g � a) = Q 3 0 � c S \ i 0 2 % % % % o C-4 m 1 2 2 2 2 E _ 4- I Q I I I I Ln 2 \ ± \ / \ t CD 0 0 u _ � o ¥ e e 7m 41 w E § 9C? 1�4 1�4 R k 7 & E R 00 m 11 2 •Q 0 2 \ ( 6. \ / / \ \ < 3 � � ( ® Ln00 / \ co ƒ CD \ � kcoC \ / @ 0 \ I \ / « 2 2 a Q E 7� / e o o ■� m . 2 = ® � $ _ / } ~ © / / © ■ » E ( a) a)§ § '/ \ 0 0 0 U U / m § m / / / 2 o \ ± = 3 $ � G ® C C � � � I 00 Q co _ O 2 -02 -® $ co � ƒ 0 i § 7 Co Co 2 / $ 0) bD / 0 t / ) m F \ / / / CO � § � § e § ƒ w s } C � . om •[ � < U E � t t m - ■ & & t & � % 2 w w# Gq k k k k k k k 000000 r r r r r r 2 2 2 t \ og � = Q m \ o / mo > 2 2 2 2 2 E 2pIIIIII e / / $ c e o 0 o c coXX (D77 ) z � / / \ ƒ / 22o ¥ ¥ t ¥ / 2 00 / 0 0 / 0 e _ M 2 6 6 6 v C j k ° E 2 c 2 # 2 � 2 ® 2 \ $ I $ $ / k / ƒ p CDLn Ln 5 � t t t t m co / k co U) co (U s $ _ ■ a / 0 x ' o co _ ¥ ¥ ± _j a Q E 7 C t ¥ 0 m / o _ % m § £ / f § ' % ® 7 7 7 7 7 7 E - » '> 3 ■ � � A -FT » 2 = 0 $ 75 7 2 CL _ _ 2 Ua \ 2 % � o : o 0 0 r\ # o % m ¥ u e ¥ ¥ coo° m = e o co N E Cl)= � _@� ( Qc) ± g - '� u I = o _ « ® o Cl) Q CO00 \ ° N & ^ E 2 \ \ \ \ \ \ IC ^ d / 2 - - - - 4- f = j m 2 \ U / \ \ ■ _ ® 'Q o ° 0 0 0 o n ® E / ° E ■ « = U 2 2 r o@ 9 / ( R / 7 G / % x x x x E & d Q Q 6 a G e § LO d \ \ Lu 0 LL . o CL 2 3 2 \ \ m \ o w 2 2 DESIGN CRITERIA CONCRETE OR MASONRY ANCHORS DIMENSIONAL LUMBER WOOD SHEATHING ABBREVIATIONS: CODE: INTERNATIONAL BUILDING CODE-2012 EDITION 1. MECHANICAL ANCHORS ARE TO BE EITHER HILT)KWIK BOLT-TZ ANCHORS,SIMPSON 1. MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR 1. ROOF SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED PRP-108 A.BOLT ANCHOR BOLT U�' A.F.F. ABOVE FINISH FLOOR ROOF. 25 PSF SNOW STRONG-BOLT OR SIMPSON TITEN HD ANCHORS.ANCHOR SIZE AND EMBEDMENT IS AS SOFTWOOD DIMENSIONAL LUMBER.ALL MEMBERS ARE TO BEAR THE STAMP of THE PERFORMANCE STANDARD,EXP-1 RATING, EDGE SEALED PANELS DESIGNED TO SPAN ALT ALTERNATE FLOORS: SPECIFIED ON THE DRAWINGS OR IN THE FIELD. WWPA.MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19%OR LESS. 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL FOR APPROX APPROXIMATE o o , CORRIDORS/EXITS 100 PSF DRAWING SPECIFIED ROOF LIVE LOAD.PROVIDE MINIMUM%"CLEAR BETWEEN PANELS BM BEAM OFFICE 50 PSF 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE OR SOLID MASONRY IS TO 2. MINIMUM DIMENSIONAL LUMBER GRADES ARE DO BE: TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 INCHES B.0.0. BOTTOM OF OPENING Z o N WIND: BE EITHER HILP Hli-RE 500-SO OR SIMPSON SET-XP. ROD OR REBAR SIZE AND WALL STUDS 2x OF STUD GRADE ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.USE 10d BTM BOTTOM o 2z N BASIC WIND SPEED 85 MPH EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. WALL PLATES 2x OF STANDARD GRADE COMMON NAILS. BRG BEARING > _ BTW BETWEEN w _ EXPOSURE B 2x Pi OF STANDARD GRADE CLR CLEAR TOPOGRAPHICAL FACTOR,Kzt 1.0 3. EPDXY FOR THREADED RODS OR REBAR INTO HOLLOW CELL MASONRY IS TO BE PER PLAN AT CONCRETE 2. FLOOR SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED PRP-108 CMU CONCRETE MASONRY UNIT SEISMIC: EITHER HILTHIT HY 20 WITH SCREEN TUBE, SIMPSON SET WITH OPTI-MESH SCREEN JOISTS 2x OF#2 PERFORMANCE STANDARD,EXP-1 RATING, TONGUE AND GROOVE EDGES CONFORMING CONC CONCRETE U o SPECTRAL RESPONSE ACCELERATION,Ss 1.088 TUBE OR APPROVED ALTERNATE. ROD OR REBAR SIZE AND EMBEDMENT IS AS HEADERS/BEAMS 4x, 6x OF#2 TO INDENTIFICATION INDEX'%o FOR SUPPORTS UP TO 20 INCHES ON CENTER. COND CONDITION SPECTRAL RESPONSE ACCELERATION,S1 0.424 SPECIFIED ON THE DRAWINGS OR IN THE FIELD. POSTS 4x, 6x OF#2 PROVIDE MINIMUM%"CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL AND CONN CONNECTION - - SPECTRAL RESPONSE ACCELERATION,Sds 0.772 GLUE TO SUPPORTS. GLUE ADHESIVE IS TO CONFORM TO APA SPECIFICATION AFG-01. CONST CONSTRUCTION R� w m SPECTRAL RESPONSE ACCELERATION,Sd1 0.446 REINFORCING STEEL 3. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER. NAIL 6 INCHES ON CENTER ALONG EDGES AND 10 INCHES ON CENTER AT CONT CONTINUOUS. - SOIL SITE CLASS. Fa 1.065 NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE INTERMEDIATE SUPPORTS,UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. DIA DIAMETER Is DIM DIMENSION SOIL SITE CLASS, Fv 1.578 1. REFERENCE STANDARDS: ACI"DETAIL MANUAL"AND CRSI MANUAL OF STANDARD HOT DIPPED GALVANIZED. ANCHOR BOLTS ARE NOT REQUIRED i0 BE HOT DIPPED EXTERIOR CONDITIONS ARE TO BE PLYWOOD SHEATHING DL DEAD LOAD ¢ SEISMIC DESIGN CATEGORY D PRACTICE. GALVANIZED. - m x SEISMIC DESIGN: 3. WOOD SHEARWALL SHEATHING. MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB APA EA EACH 2s w _ o_ EF EACH FACE RESPONSE MODIFICATION FACTOR, R 612(BBC WALL/SHEATHED WALLS) 2. MATERIALS: 4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH RATED PRP-108 PERFORMANCE STANDARD, TYPE C-C OR C-D,EXP-1 RATING. ELEV ELEVATION o aao REDUNDANCY FACTOR 1.0 A.REINFORCING STEEL: ASTM A615, 5. 58„0 ANCHOR BOLTS EMBED A MINIMUM 7"OR s/"m MECHANICAL ANCHORS EMBED AS NAILING PER DRAlNGS. EN EDGE NAILING #4 AND SMALLER GRADE 40 SPECIFIED ON DRAWINGS.PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A EQ EQUAL z° - GENERAL CONDITIONS #5 AND LARGER GRADE 60 MAXIMUM OF 9"FROM THE PLATE END.MAXIMUM SPACING OF ANCHORS IS TO BE SHRINKAGE SETTLEMENT EQUIP EQUIPMENT B.WELDED WIRE REINFORCING: ASTM A82 AND A185,Fy= 75 KSI 4'-0".PROVIDE 0229"x3"SQ. WASHERS AT ALL ANCHOR BOLTS. WASHER EDGES ES EACH SIDE U 1. THE CONTRACTOR SHALL VERIFY AND RE <N c E VIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR EXIST EXISTING ` MUST BE WITHIN%"OF WALL SHEATHING. 1. DUE i0 CROSS GRAIN WOOD SHRINKAGE, THIS BUILDING IS EXPECTED TO SETTLE Z FD FLOOR DRAIN TO PROCEEDING WITH THE WORK.NOTIFY THE ENGINEER ARCHITECT IMMEDIATELY WITH 3. LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS,UNLESS NOTED OTHERWISE. 3 N. / APPROXIMATELY/a PER WOOD FRAMED STORY THIS SHRINKAGE WILL OCCUR WITHIN EON FOUNDATION 0. M R ANY DISCREPANCIES. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. PROVIDE CORNER E SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE HILT FASTENERS OR THE WALL PLATES AND NOT ALONG THE LENGTH OF THE STUDS. FG FINISH GRADE 70 6 6 a BARS OR HOOK BARS(90 OR 180 DEGREE)AT THE END OF ALL HORIZONTAL APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: FLFR FLUSH FRAMED d I� aLL 2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE REINFORCEMENT IN WALLS. A615 STEEL IS NOT i0 BE WELDED i0 OTHER STEEL 2. ALL PLUMBING AND MECHANICAL DUCTS SHALL BE DESIGNED WITH FLEXIBLE JOINTS FLR FLOOR V a CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. MEMBERS. OR OTHER MEANS TO ACCOMMODATE THIS NORMAL SETTLEMENT. FT FEET SHOT PIN Z J PLATE EMBED FTC FOOTING THICKNESS MATERIAL FRT FIRE RETARDANT TREATED 3, DIMENSIONS ARE NOT i0 BE SCALED FROM THE PLANS, SECTIONS OR DETAILS WITHIN 4. REINFORCEMENT COVER: SHOP DRAWINGS AND SUBMITTALS FS FAR SIDE -U THE DRAWINGS. FOOTINGS 3 INCHES TO EARTH 2x CONC X-ZF 62 P8 S36 GA GAUGE N 2 2 INCHES TO FORMED SURFACE 3x CONC X-CP 72 P8 S36 1. SUBMIT 3 COPIES OF LAYOUT DRAWINGS FOR REVIEW OF: GALV GALVANIZED z y 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, SLABS 2 INCHES TO EARTH 2x STEEL X-U 52 P8 S36 A. REINFORCING STEEL GLB GLUE LAMINATED BEAM 0 METHODS, TECHNIQUES,SEQUENCE AND PROCEDURES. B. STRUCTURAL STEEL HORIZ HORIZONTAL U FORMED SURFACE: C. PRE-MANUFACTURED ENGINEERED WOOD TRUSSES Hi HEIGHT 0 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED EXTERIOR FACE 1%INCHES,#5 BAR AND SMALLER T BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND I.F. INSIDE FACE BUILDING AND ALL OTHER REGULATING AGENCIES,EXERCISING AUTHORITY OVER ANY 2 INCHES,#6 BAR AND LARGER 4 DIAMETERS FROM THE MEMBER EDGE.PROVIDE STANDARD WASHERS FOR ALL NUTS IN INCH 2. SUBMIT 3 COPIES OF SPECIFICATIONS FOR REVIEW OF: LL LIVE q, n PORTION OF THE WORK. INTERIOR FACE 314 INCHES FOR SLABS AND WALLS BEARING AGAINST WOOD. A. CONCRETE DESIGN MIX MAX MAXIMUMD 1Y INCHES FOR BEAMS AND COLUMNS B. CONCRETE INSERTS MECH MECHANICAL z 3 6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER 8. FASTEN ALL MEMBERS IN ACCORDANCE WITH IBC TABLE 2304.9.1, UNLESS NOTED MIN MINIMUM GENERAL NOTES AND SPECIFICATIONS. 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEEL ELEMENTS. OTHERWISE.PROVIDE MINIMUM V/2"EMBED FOR ALL NAILS.NAIL SIZES ARE AS DEFERRED SUBMITTALS MISC MISCELLANEOUS 3 a (ACI3.5.2) FOLLOWS: NS NEAR SIDE T NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION. NTS NOT TO SCALE m 2 1. PLANS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY MANNER NAIL MIN.SHANK DIA. O.C. ON CENTER FOUNDATION STRUCTURAL STEEL 8d 0131" THAT ALLOWS A MINIMUM OF 10 WORKING DAYS FOR THE ENGINEER PLUS AN O.F. OUTSIDE FACE w ADDITIONAL 30 WORKING DAYS FOR INITIAL PLAN REVIEW FROM THE CITY.ALL PSF POUNDS PER SQUARE FOOT 1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC"CODE OF STANDARD 10d 0.148" COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUST BE ADDRESSED DO THE PSI POUNDS PER SQUARE INCH 1. ASSUMED BY OWNER: PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 16d 0.161" SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVAL OF THE SUBMITTED PT PRESSURE TREATED ITEMS. RAP RAMMED AGGREGATE PIER W C. SDF�. A. IBC SOIL SITE CLASSIFICATION.............D REINF REINFORCING R of A t 2. MATERIALS: 9 2 9. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: REQ'D REQUIRED BOLTS-ASTM A307, UNLESS NOTED OTHERWISE 2. THE DEFERRED SUBMITTAL ITEMS INCLUDE THE FOLLOWING: y at FOOTING BEARING PRESSURE................................2,000 PSF W SHAPES-ASTM A992(Fy=50,000 PSI) L/3 A. PRE-MANUFACTURED ENGINEERED WOOD TRUSSES SECD SCHEDULE itt r B. LATERAL EARTH PRESSURE: TUBE STEEL-ASTM A500,GRADE B(Fy=46,000 PSI) Np HOLES IN THIS ARV SF SQUARE FEET .0 ACTIVE.......................................................35 PCF ALL OTHER STEEL-ASTM A36(Fy=36,000 PSI) ^�z_ SIM SIMILAR A �'iq, iTS ' . • PASSIVE.....................................................350 PCF g SPEC SPECIFICATIONS FSS/ONAL ENG\a . COEFFICIENT OF FRICTION.........................0.35 STRUCTURAL STEEL WELDING M STD STANDARD 0 o STE STEEL z STRUCT STRUCTURAL 2. SUBGRADE PREPARATION,DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL 1. CONFORM i0 THE AWS CODES OFT AND D1.3.USE ONLY STATE CERTIFIED WELDERS. o TOG TOP OF CONCRETE CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. TOF TOP OF FOOTING 2. USE DRY E70 ELECTRODES. T0.0. TOP OF OPENING 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED JOIST BEAM TOS TOP OF STEEL W STRUCTURAL FILL.STRUCTURAL FILL IS DO BE COMPACTED DO 95%DENSITY PER 3. WELDS ARE TO BE Ya INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN TOW TOP OF WALL > ASTM 0-1557. THE DRAWINGS. TS TUBE STEEL CONCRETE TYP TYPICAL COLD FORMED METAL (STEEL STUD) U.N.O. VERTICAL NOTED OTHERWISE W/ WITH I. REFERENCE STANDARDS: ACI-301 AND ACI-318. WITS un __ S WELDED HEADED STUD J 1. REFERENCE STANDARDS: AISI"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED WTS WELDED THREADED STUD W 0 0 2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: STEEL STRUCTURAL MEMBERS". MAX. HOLE DIA. � WEIGHT Z WELDED WIRE REINFORCING � z 0 FOOTINGS 2,500 PSI(5Y SACK MIX) 2. MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN. 40%STUD DEPTH SLAB-ON-GRADE 2,500 PSI 14"FOR 2x4 g„ ) NO MORE THAN z W 0 LANDSCAPE/SITE WORK 2,500 PSI 3. ALL MEMBERS AND ACCESSORIES ARE TO HAVE A YIELD STRESS OF 33 KSI(MIN). FOR 2x6 TO E TWO SUCCESSIVE 0 4. EXTERIOR STUDS ARE i0 HAVE COMPLETE, LEVEL AND UNIFORM BEARING IN THE DOUBLED sTuos SHEET INDEX: 3. THE WATER/CEMENT RATIO SHALL NOT EXCEED: ARE ALLOWED J 0 oc) W FOOTINGS 0.50(BY WEIGHT) BOTTOM TRACK. SI -GENERAL NOTES SLAB-ON-GRADE 0.50(BY WEIGHT) MAX.NOTCH S1.1 -GENERAL NOTES(CONT.) 0 LANDSCAPE/SITE WORK 0.50(BY WEIGHT) WOOD TRUSSES 25%STUD DEPT S2 -MAIN FLOOR PLAN W 0 0 z %"FOR 20 S3 -2ND FLOOR FRAMING PLAN z J 4. THE MAXIMUM AGGREGATE SHALL BE%"PER ASTM C57 OR C33.PORiLAND CEMENT 1. SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED,SIGNED AND DATED BY A 13/"FOR 2x6 S4 -DETAILS W u� SHALL CONFORM TO ASTM C-150, TYPE II.PROVIDE A MINIMUM 25%FLYASH OR SLAG LICENSED ENGINEER IN THE STATE OF THE PROJECT TO THE ENGINEER OF RECORD HOLES ARE NOT 0 0 0 IN ALL CONCRETE MIXTURES. FOR REVIEW. PERMITTED IN Ln SAME SECTION DBL STUD FOR HOLE 5. COMPLY WITH ACI-301 FOR MIXING.DO NOT EXCEED THE AMOUNT OF WATER 2. TRUSS PLATES ARE TO BE ICBO APPROVED. TOP CHORDS ARE TO BE DOUGLAS FIR AS NOTCH DIA. OF UP TO 60% N SPECIFIED IN THE APPROVED MIX.PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE #2 OR BETTER. STUD DEPTH SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT 2Y"FOR 2x4 SEGREGATION OR EXCESSIVE FREE SURFACE WATER. J. INSTALL BRIDGING, WEB AND CHORD BRACING AS REQUIRED BY THE TRUSS STUDS 3%"FOR 2x6 FABRICATOR. 6. COMPLY WITH ACI-301 FOR PLACEMENT.PROVIDE A%INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES,UNLESS INDICATED OTHERWISE IN THE DRAWINGS. 4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE GLU-LAMINATED MEMBERS RESPONSIBILITY OF THE CONTRACTOR. CLIENT: Z MAXIMUM SLUMP TO BE 4"f 1", TYPICAL; 5"f 1"FOR ELEVATED SLABS.DO NOT CARLETTI ARCH. ADD WATER DO THE MIX DO INCREASE SLUMP.GREATER SLUMP,ACCELERATED SET MANUFACTURED LUMBER 1. GLU-LAMINATED WOOD MEMBERS ARE DO BE DO FIR,KILN DRIED AND AITC SPECIFICATION 24F-V4, UNLESS NOTED OTHERWISE.SE.BEAMS ARE HAVE A$000 FT DESIGNED BY: OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. RADIUS CAMBER, UNLESS NOTED OTHERWISE. RT,JJ 1, PARALLEL STRAND LUMBER(PSL)IS TO BE 2.0E PARALLAM MANUFACTURED BY DRAWN BY: 8. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR iLEVEL OR ENGINEER APPROVED EQUAL. 2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR BV PLACEMENT IN COLD WEATHER. THE AITC STAMP. 2. LAMINATED VENEER LUMBER(LVL)IS TO BE 1.9E MICROLLAM MANUFACTURED BY CHECKED BY: 9. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH.ALL EXPOSED CONCRETE iLEVEL OR ENGINEER APPROVED EQUAL. 3. THE GLUE IS TO BE A "WET-USE"ADHESIVE. MS IS TO HAVE A CLASS A FINISH. DATE: 3. LAMINATED STRAND LUMBER(LSL)IS TO BE 1.3E TIMBERSTRAND MANUFACTURED BY WOOD STRUCTURAL CONNECTIONS JUNE 16, 2013 iLEVEL OR ENGINEER APPROVED EQUAL. SHEET NUMBER: 1. ALL FRAMING ANCHORS,POST CAPS,BASES, HANGERS STRAPS, ETC. SHALL BE AS 4. MANUFACTURED I-JOISTS ARE TO BE TA SERIES MEMBERS ARE SPECIFIED IN THE MANUFACTURED BY SIMPSON STRONG-TIE OR ENGINEER APPROVED EQUAL. DRAWINGS MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. STRUCTURAL OBSERVATION JOB SITE SAFETY STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED FOR THIS PROJECT. THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR a ' THE OBSERVATION IS TO OCCUR PRIOR TO CONCRETE PLACEMENT OF CONCRETE SLABS CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR o w AND DURING WOOD CONSTRUCTION. THE OWNER SHALL EMPLOY A REGISTERED DESIGN TO MEANS, METHODS, TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM o o PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS.DEFICIENCIES SHALL BE THE WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL.AT THE CONCLUSION OF CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR z N o THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF THE WORK BY THE CONTRACTOR, z o BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND SUB-CONTRACTOR OR ANY PERSON ON THE SITE. > -IQ N a w IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL z o OBSERVER'S KNOWLEDGE,HAVE NOT BEEN RESOLVED. SPECIAL INSPECTIONS 0 SUB-CONTRACTOR RESPONSIBILITY 1. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENT, JURISDICTIONALLY awo APPROVED AGENCY IN ACCORDANCE WITH SBC SECTION 1701.2 AND PROVIDE THE UNLESS EXEMPTED BY THE BUILDING OFFICIAL EACH SUB-CONTRACTOR RESPONSIBLE FOR DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3. w w THE CONSTRUCTION OF A SPECIFIED LATERAL-FORCE-RESISTING SYSTEM SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND TO THE OWNER 2. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL z w PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM. THE STATEMENT OF RESPONSIBILITY INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON SHALL CONTAIN THE FOLLOWING: COMPLETION OF PROJECT. m¢ A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIFIC ITEMS IN THE o LATERAL-FORCE-RESISTING SYSTEM. 3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A JURISDICTIONAL o B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH INSPECTOR. THE CONTRACT DOCUMENTS. o C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE SUB-CONTRACTOR'S 4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT ARE AS FOLLOWS: z ORGANIZATION. O o'o E D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S)EXERCISING SUCH CONTROL Z o AND THEIR POSITION(S)IN THE ORGANIZATION. D- m O D a LL SUMMARY OF SPECIAL INSPECTION Z ITEM INSPECTION REQUIRED REMARK J Z VERIFY MATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY; PERIODIC Z INSPECTION O - GRADING AND EXCAVATION VERIFY EXCAVATION TO PROPER DEPTH; PERIODIC INSPECTION REFER TO GEOTECHNICAL REPORT U 0 VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING O PLACEMENT AND COMPACTION OF FILL; CONTINUOUS INSPECTION 4 � VERIFY MIX DESIGN SUPPLIED MEETS APPROVED MIX DESIGN; PERIODIC REFER TO STAMPED MIX DESIGN BY DCG w 3 INSPECTION z CONCRETE PLACEMENT OF CONCRETE,INCLUDES VERIFYING SLUMP AND AIR CONTENT REFER TO DRAWINGS; 8 TESTS; CONTINUOUS INSPECTION NOT REQUIRED FOR SITE-WORK CONCRETE o�, m�LL VERIFY ANCHOR BOLTS ARE PLACED AND TIED PROPERLY; CONTINUOUS INSPECTION REFER TO DRAWINGS • °'d =Y VERIFY PLACEMENT, COVER AND BAR SIZE; PERIODIC INSPECTION REFER TO DRAWINGS REINFORCING STEEL VERIFY GRADE; PERIODIC INSPECTION ASTM A615, GRADE 60 EPDXY OR MECHANICAL ANCHORS VERIFY INSTALLATION SIZE AND DEPTH; CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES �,S`2 aF wasp t1, � it Ed WOOD FLOOR/WALL DIAPHRAGMS VERIFY NAIL SIZE,SPACING, SHEATHING TYPE,BLOCKING, ETC.; PERIODIC REFER i0 DRAWINGS a INSPECTION tte 4. 0' SSIONAL EN \L\LJ z o o J z z z o LLJ LLJ n Z ~ o o 00 w z \- CD J o o z Q z J rr, � � W °� Q z Ln w z C CLIENT: CARLETTI ARCH. DESIGNED BY: RT,JJ DRAWN BY: BV CHECKED BY: MS DATE: JUNE 16, 2013 SHEET NUMBER: S1 . 1 Z oo- o _ w -� a�w _ a m FLOOR FRAMING ABOVE o m¢ m m WHERE OCCURS - STRAP HOEDOWN ABOVE WHERE REQ'D BTM SILL NAILING STACK HOLDOWN STUDS �R too HDU4 HOEDOWN I LAP CORNER PLATES PER 18/S4 W/(5)10d NAIL DOUBLE STUDS TOGETHER m o¢ TOP PLATE CONNECTION W/2-ROWS 16d AT 6"O.C. U ¢N E �EXISi FDN OP9 ,° OP10 INTERMEDIATE STUDS PER PLAN---_ ABUTTING PANEL EDGES Z o $ J /\ PANEL EDGE NAILING ALL PANEL EDGES i0 OCCUR AT EA HOLDOWN STUD zw) worn OVER STUDS,PLATES,RIMS, N n q _____ _____ ____ _J MULTIPLE STUDS AT HOEDOWN OR HORIZONTAL BLKG 0 y i PER SPECIFIC HOLDOWN DETAIL d a 11 CONTINUOUS TO TOP PLATE BOTTOM SILL PLATE CONNECTION 54 - ® NAILING OR ANCHOR BOLTS VERIFY EXIST EXIST FDN 4"SQ MAXIMUM PENETRATIONS 8'-0"SPACING MIN Z � 2-0 SQ.x9"DEEP FTG 12 ANCHOR HOLDOWN WHERE RI LARGER PENETRATIONS ARE NOT ALLOWED J Sq PER PLAN WITHOUT ENGINEERS REVIEW. Z -- --� �- --, INTERMEDIATE SUPPORT NAILING N SHEARWALL SHEATHIN AT 12"O.C.MINIMUM Z HORIZONTAL OR VERTICAL lYz"MIN PENETRATION INTO STUD >_ COMPUT R �_ - I� C PANEL ORIENTATION ANEL EDGE NAILING U S+ �I W OUT 11 I it JF2 1Yz"MIN PENETRATION INTO STUD 0 �R '$S WORKSTA iIQfu_________ ___ ______ __________ --..I PROVIDE HGA10 4 sa SW S4 w/'/a"mx3"H FN scRFws TYPICAL WOOD SHEAR WALL FRAMING L TO CONT. THRU WOOD PLATE z 3 (3)LOCATIONS a --- Ili I I ` H004 HOEDOWN `-- -= E -, PER IB/S4f W HIDDEN LINE INDICATES VERIFY EXIST `---- ---JF25 2x4 PONY WALL o y 2'-O"SQ.x9"DEEP FTG con.u�T . STORAGE BELOW ATTACH PER 14/S5 �n 12 SIM S4 4 c I C. s L____ ---------- ,` QF WAS/y� tJ, It2 54 I � att liter O .0 L J ' LANDING FRAMING pTD ' F2 2x6 JOIST AT 16"O.C. �FSSIONAL -NEW \ 12 SIM ON 2x4 PONY WALLS -� PRII TERs I F3.5 S4 � AT 5'-6"O.C. OVER FRAME STAIRS K J .. fl A________ OP VERIFY EXIST SHEATHING w OP3 AND NAILING \\ I� ----------------- ------ --I - ADD NEW AS NEC. _ --- HDU4 HOLDOWN AT INSIDE FACE HDU4 HOLDOWN _ - ------- ---- SIM 18/S4 PER 1//S4 F3.51J 11 --- z ��VERIFY EXIST S4 HE VI BAR Q 2'-0 SQ.x9 DEEP FTG VERIFY EXIST ~ ---- 2'-0"SQ.x9"DEEP FTC J z > ---- -------- ------- ---- HDU4 WN Ilr II i _.i PER 18/54 T z o __ ____c___ ____________... p `----JF2 `- -� .. z w � z 4 m> o 0 54 - 0 o mT 00 w WAITING �v < o EX o o z FOOTING SCHEDULE u MARK SIZE THICKNESS REINFORCING o 0 Q F2 2'-0"SO 12" (3)#4 EA WAY LL Ln N20 CLOSET (� '��, F2.5 2'-6"SO 12" (4)#4 EA WAY F3.5 3'-6"SO 12" (5)#4 EA WAY Ll BREA ROOM (4)#4 LONG 'AK LAB) EL 3'-0"x6'-0" 12 (8)#4 TRANS CLIENT: CARLETTI ARCH. EQUIPMENT DESIGNED B Y: ROOM J PLAN NOTES: RT,JJ DRAWN BY: 1. PROVIDE FOOTING DRAIN AROUND PERIMETER OF BUILDINGS. By 2. FOOTINGS ARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL CHECKED BY: CAPABLE OF SUPPORTING THE ALLOWABLE BEARING PRESSURE OF 2,000 PSF. M S DATE: q J. PROVIDE#4 CORNER FTG BAR FOR EACH HORIZONTAL BAR. LAP 2'-0"MIN. JUNE 16, 2013 MAIN FLOOR PLAN PLAN 4. -INDICATES SHEARWALL WITH 6"SHEATHING WITH 8d AT 6"O.C. SHEET NUMBER REFER TO DETAILS FOR TOP AND BOTTOM CONNECTIONS. A A S2 SCALE 1/4"= V-O" `S 2 Z oo- o _ s oN�a EXISTING LOWER ROOF FRAMING (E)2x12 AT 24"O.C. <¢ W/Yz"ROOF SHEATHING w RE ES _ 8 54 w s a � ADD 2x12 RAFTERS AT 24"O.C. W/Y"ROOF SHEATHING IF SKYLIGHTS ARE REMOVED a,— ES VERIFY ( d - z mo¢ EXIST HEADER O ao'o E 3Yx9 GLB Io Z 8 S4 MIN - — --- - O 12L L 5 CENTER ON SW BELOW OP6 2 (N)5� 2 GLB w 54 HUC46 HGR j 54 EMOVE REPLACE ---- -� _"_ --- EXIS EAM N 2nR A I/ I 15 U) E 3 ® O 1 O Yz LSL NEW 6x6 POST S4 ALIGN UNDER EXIST SW ABOVE S4 REPLACE AS NEC. W/ECC66 CAP ��- -----r ----- 3� (N)3/x6 GLB ' i LANDING FRAMING (N)2x6 AT 16"O.C. O (N)1Y LSL ; 1 - HUC0410 HGR V_--INFILL /Y4"FLOOR SHEATHING o q CENTER ON SW BEYOND S4 a OPENING10 ADD POST W ECCQ66 CAP 17 = 2x STUDS AT 16"O.C. z 3 AT HATCHED AREA S4 / S4 � AND%"SHEATHING A REMOVE EXIST JOIST CUT BEAM Ai WALL ® a., r iele BACK TO BEAM - ------ DROPPED PSL AT z 3� F FR Jy2xIa PSNDIONG W/8d AT 6"O.C. a LANDING HEIGHT STAIR STRINGERS ADD NEW LSL RIM � � PER 19/S5 INFILL FLOOR FRAMING -�� AND NEW FRAMING _ OO TYP ry m Y (N)/16"TJI-210 Ai 16"O.C. 1 - a g7' W %"FLOOR SHEATHING S4 S4 S4 a x ® � w e (N) Vx16 LS IP2 CENTER ON SW BELOW 6 LFR ,S 'aF waspr t1, z s4 z P� itro a d sa oPa VERIFY EXISTING BEAM , at w (N)3Y LSL Q i0 SUPPORT LOW ROOF m itte ALIGN UNDER EXIST SW ABOVE z W POST PLACE NEW BEAM ® m u7 PROVIDE SQUASH BLOCKS 14 O UNDER POST ABOVE `---------- ------------- --- ----" W/CC064 CAP TIGH TO BTM OF JOIST 34 ;' S1pNA ENS (2)3"0 HOLES MAY BE ADDED - IN BEAM 1'-6"MIN - z FROM POINT LOAD FROM ABOVE S4 CS16x5'-O"STRAP (N)4x8 TYPICAL EXISTING SEE MAIN FLOOR PLAN z W (E)16" 4Ai LSLS FOR LANDING FRAMINGW/Y"FL E J -- (N)1Y I LSL N IY,LSL (E)1 P,. -llo -- 0 C BEAM AT 16"O.C. __ ( ,r ALIGN UNDER EXIST SW ABOVE o AT NEW POST BEVI BAR AND WITH NEW SW BEYOND 1 � Z Q E)3�12 GLB ~ Q S4 VERIFY POST SCHEDULE z - A z o ESE ICAO )1Yz LSL MARK SIZE W D Roots m< @A 4x4 0 z CENTER ON SW BELOW T° >- O O 4x6 � LJJ © 6x6 CD WAITING O ExISTINE VERIFY (D 6x8 O O O STAIRP (E)3Ysx9 GLB 1 L DE HSS 3"SBxY4" 0 NOTE: L� u INDICATES EXISTING POST TO BE VERIFIED 00 Q I x xris LC) I© 6 I L-1 I S4 I FLOOR FRAMING NOTES: e C12x20.7 16 1. ALL LVL AND PST BEAMS ARE TO MATCH JOIST DEPTH U.N.O. 16 S4 BREA ROOM 54 AND ARE FLUSH FRAMED. / (AK LAB) -- 2. PROVIDE A35 FROM BEAM TO PLATE AT ALL FLUSH CLIENT- BEAM BEAM BEARING LOCATIONS. CARLETTI ARCH. EQUIPMENT DESIGNED BY: RGOM 3. REFER TO DETAIL 20/S4 FOR TYPICAL HEADER FRAMING. RT,JJ 4. STUD SPACING TO BE 16"O.C. DRAWN BY: BV 5. REFER TO SHEET S2 FOR SHEARWALL REQUIREMENTS CHECKED BY: AND HOLDOWN LOCATIONS. MS 6. Q3 INDICATES NUMBER OF 2x BRG STUDS. DATE: JUNE 16, 2013 7. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW ALL 4X,6X AND SHEET NUMBER UPPER FLOOR FRAMING PLAN MULTI-STUD POSTS THAT DO NOT BEAR ON FLUSH BEAMS /� S3 SCALE 1/4"= 1'-0" S_l EXISTING SHEARWALL PER PLAN EXISTING SHEARWALL EDGE OF NEW a �' WHERE OCCURS OPENING N o w DETAIL PER 5/S4 WHERE EXISTING 10d AT 6"O.C. 10d AT 6"O.C. N � 10dAi6"O.C. oo` z HOLDOWN EXIST 1Od AT 6"O.C. REMOVE EXIST JOIST NEW SHEATHING EXISTING HOEDOWN �z�_o 16d AT 6"O.C. AT NEW STAIR OPENING PER PLAN TO REMAIN z o N w p o FLOORh FLOORh ,LFLOOR I ______ ________ FLOORh FLOORh j E3 PER PLAN - <UFo AI 680 THREADED ROD CCQ CAP o w m NEW 1Y 1Yz"LSL NEW JOIST"DRAG W/3"SQxy"WASHER NEW LTP4 PER AT 16"O.C. ALIGN W/FACE OF SHEATHING NEW DRAG--Ii 11 I RIM OR BLKG AND DBL NUT w 1 -EXISTING SHEARwaLL PER PLAN BELOW PER PLAN TO BE REMOVED A35 AT 16"O.C. ITS HANGERS NEW SHEARWALL IPOST PER - WHERE OCCURS 1Y"LSL LEDGER W/ PLAN w NEW BEAM PER PLAN o (4)16d AT 8"O.C. EXISTING BEAM a PER PLAN o <LLow QS SECTION o SECTION o SECTION o SECTION � SECTION z.SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"=1'-0" z o $ �n 10dAT6"O.C. O EDGE OF EXIST. EXIST. 2x12 LEDGER W/ t/ EXISTING LSL RIM OPENING WALL (3)Y<"0x4Y2"SOS LAG SCREWS Y"END (2)Y"O z EA STUD PLATE BOLTS F- - 10d AT 6"O.C. 10d AT 6"O.C. o J 2 0d AT (2)16d AT (2)16d AT 2x BLKG YPLATDE N 2 EA JOIST EA JOIST ddd��� 6"O.C. O 6 1 FLOOR 1 /"BRG PLATE U o MATCH FLANGE 0 A35 PER SCHEDULE A35 PER SCHEDULE Y"GUSSETS EA END WIDTH > (16"MAX) (16"MAX) H2.5 EA / L6x4x%" 2" i%"TYP 4 RAFTER TYP J// MATCH WF BEAM Q NOTCH RAFTER LTP4 AT W/(6)Y<"0x4Y2" %" z 3 VERIFY EXIS➢NG TO BEAR 24"O.C. SDS LAG SCREWS Y 2x PLATE RIPPED 2x PLATE RIPPED JOIST CONNECTION LSSU HGR ON WALL = a TO WIDTH OF BEAM TO WIDTH OF BEAM W/SHOT PINS W/SHOT PINS AT WALL 5 2 m�U STAGGERED AT 24"O.C. STAGGERED AT 16"O.C. m Y BEAM PER 1Yz"LSL LEDGER W/ BEAM PER rn PLAN (4)16d AT 8"O.C. PLAN o SECTION (7) SECTION o SECTION o SECTION 10 SECTION �� aF Was�ry Ta S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"=1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"=1'-0" r to d at ew mitt r 37Q01 PROVIDE 2x ATTACH TOP OF BRACE TO P P�PURA 7' 0' BRACING AT SOLID BLKG OR SIDE OF JOIST W/ SS/oNAL EN Y,"BASE PLATE 4 16d NAILS 1Y"SLIP TRACK 20 GA o❑ ALIGN BASE IN WALL I I 48"O.C. O ATTACH TO SHEATHING W/ ALTERNATE DIRECTION POST PER (2)#W14"SCREWS AT 16"O.C. PLAN 1Y A34 EA BRACE SHEARWALL PER PLAN COLUMN PER PLAN SHOT PINS 10d AT 6"O.C. w ABU BASE z TYP %"THEN HD W %"0 TITER HO i 2 %"0 TITER HO 2x BRG WALL 01-T,50-33 AT 16"O.C. > / I�O 550SI25-33 PER SCHEDULE i I OR 5505725-33 j z o z z o PT 2x PLATE AT 16"O.C. MATCH STUD WIDTH EXISTING SLAB j Pi 2x4 PLATE EXISTING SLAB w EXISTING SLAB - w j SHOT PINS j EA STUD SCREWS AT 0 CUT FOR NEW FOOTING CUT FOR NEW FOOTING CUT FOR NEW FOOTING " O.C.Ai 16" J 0 0 �� ". .���, .� ..�� ..� : U26 HGR TYP z Ps-. '`'�� 2x6 LEDGER W/ Z O WOOD PARTION WALL MTL STUD PARTION WALL (3)1sd EA STUD °. !� REINF PER of ��i �,( ,x✓ • REINF.PER W 0 2 4 oio `� O# SCHEDULE o SCHEDULE — 0 1'-6" EA WAY i EA WAY o > PER SCHEDULE N PER SCHEDULE STAIR FRAMING PER 19/S4 0 o W 11 SECTION 12 SECTION 13 SECTION 14 SECTION 15 SECTION o o 0 S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"= 1'-0" S4 SCALE 3/4"=1'-0" :�i J Y � 1 (2)NAILS EA JOIST o PLATE o 1�'TYP STAIR STRINGER SCHEDULE FLOOR/ROOF FRAMING o COUNTERBORE 1" PER PLAN Ln AT CLEVIS 3/a"ROUNDED PLATE W/FENDER WASHERS ANCHOR BOLT SCHEDULE STRINGER&SPACING MAXIMUM RUN IY W/CLEVIS FOR TYP FRAMING PER 2xi2 DFJ2 AT 12'O.C. 7 CANE FLOOR, N 1 i"0 ROD o 3/S4 PANEL NAILING END OF BOLT DIA EMBED °'ANCHOR STI 2x12 oFg2 AT 16"o.c. OR R SHEAR WALL 8.5' INTO EA HD STUD LANDING Y"CONE �0 1%"TYP 1 HDU4 %"0 9"MIN (2)2x6 1Y,x1P/LA AT 12"UC. g OR FLOOR r o PLATE Y2"x3"PLATE EXISTING 6x6 POST HDU5 %"0 9"MIN (2)2x6 HDR PER PLAN W/(2)%"0 BOLTS Noon/Lvt AT 16'o.c. LUS28 BEAM PER PLAN CRIPPLE STUDS HDU8 %"0 12"MIN (3)2x6 w/2x6 DBtR 105 HGR MIN DEPTH 12"(NOM.) TIGHT i0 PLATE HSS TO WALL AS RED'D 1ix1A LVL AT 16"S.C. n' HDUi1 1°0 15°MIN (3)2x6 3/y"FLOOR LANDS FUR OUT i0 WALL WIDTH SINGLE TRIMMER TYP 2x INFILL IY4"xia"LVL AT 16"O.0 R`r %"ROUNDED PLATE W/2x8DBLR 14' SHEATHING OR FLOG DBL AT 4x10 CLIENT: 2"TYP KING STUDS AT o i 2 W/CLEVIS FOR 2x BRG A307 ALL THREAD-) HOLDOWN PER SCHEDULE AND LARGER CARLETTI ARCH. GRIND 1"0 ROD WALL DIA PER SCHEDULE STAIR FRAME HEADER DEsicNED BY: HOEDOWN PER PLAN 1^ SMOOTH METAL ROOFING STAIR LANDING W Y,"X3"SQ WASHER STRINGER FLUSH TO PLATE SINGLE TOP SILL RT,JJ Y CONE o / W/LAG SCREWS PER MFR AT STANDARD COND. U.N.O. PER ARCH OUNTERBORE 1" AND DBL NUT PER SCHEDULE PLATE O 2x4 THRUST BLOCK DRAWN Bv: ---------- ---------------- W/FENDER WASHERS DRILL AND EPDXY C TO WALL TYP EMBED 12 AT SIM . FLOOR W/(2)Y"0 EXP. ANCHOR BEAM PER PLAN SINGLE BTM SILL Bv OR(2)16d AT 6"O.C. MIN DEPTH 12"(NOM.) U.N.O. CHECKED BY: EXISTING 6x6 POST AT WOOD FLOOR SECTION MS a OR NEW FLAT 4x6 POST a e - g 2x DBLR W/O - - DATE: GRIND L2x2xY PROVIDE A34 LUS28 HGR 1 1 O SM00 EA SIDE TOP/BTM JOIST BEYOND AT 6' O.C. NOTCH STRINGER JUNE 16, 2013 WHERE NEC. 4-1 NEW HEADER EA POST/BLKG HGR PER PLAN CONCRETE FOR HGR SHEET NUMBER: LANDING BEAM STEM WALL R N 16 SECTION 17 SECTION 18 SECTION 19 SECTION 20 TYPICAL HEADER DETAIL S4 S4 SCALE 3/4"= L-O" S4 SCALE 3/4"=1'-0" S4 SCALE 3/4"= L-O" S4 SCALE 3/4"= L-O" S4 SCALE 3/4"=1'-0"