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Permit D2000-010 - MUSTANG LLC (Only Plans)
14 (10i 14 1/L 12, 2000 14,52 FLR LINE 4 PRODUCTION STAIRS TO ROOF IN llyS !AREA TRAINING E L OFFICE STAIR MEN _ bIRDER AT STORA6E 1 1 WOMEN OFF i i OFFICE 24,0' A SECTION THROUGH MEZZANINE (7 (10) TOP OF AREA SEPARATION WALL4 +29'-4' AFF STAIRS TO ROOF IN THI5 AREA II IF=71 —1-1E _ II It O=jl 2 II =y1 -IICF= 17' STAIRS TO ROOF N THIS AREA OSECTION THROUGHPRODUCTION B /8 = 1'-0" (4 2' 16' OSECTION @ AREA SEPARATION WALL - EAST of GRIDLINE "F" I/8' = 1'-0" 2DOOD/C KEY NOTES OI EXPAN610N JOINT 1 COL. ®PR0900T10N SIDE O STRUCTURAL X ' BRACE R PRODUCTION SIDE O4 EXIST 10 PF 45 COL. O5 MA5 K0 AT 6R1D F O SAFETY 6LAZIN6 O NO INSULATION ON THIS AREA 08 TYPE 4A R-II BLANKET INSULATION ATTACH TO WALL MU SPINDLE TYPE ANCHOR O9 TYPE 4A R-II BLANKET INSULATION MIL STUD 4 8b° HIGH 900 WAINSCOT .C> WASH FOUNTAIN II EF1EmecY EYE WASH FILE COPY ! i;,derila ntt that the Plan Check approvals are iitiect to onors and omissions and approval of tios dogs 1Lri authoze the violation of any :wort code or ordinance. Receipt J(dppr�l pti ^;!edyed. Fv l���f'4j✓_''. Derma No )2.000- C' GRID LINE/ TAG LEGEND - — EXIST BLDG. 6RIDLII0 ID. N6N 6RIDLINE ID. REVISIONNU_ DZ,cm-ono ARCHI TECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects FATIGUE TECHNOLOGY INC. 401 ANDOVER PARK EAST TUKWILA, WASHINGTON 0925146 REVISION AT A T/14/GO SECTION'C' PERMIT SUBMITTAL No. Date Item 7/7/00 Revisions Pro'. No. 1137.00 Date 9/1/09 Drawn By GMF Tide BU L.DING SECTI- so CRY OF 'NKWILA Sheet No. PERMIT CENiEF A4.5 7-19-2000 GENERAL REQUIREMENTS GOVERNING CODE: The "Uniform Building Code", 1997 Edition, as adopted and modified by the City of Tukwila shot govern design and construction. REFERENCE STANDARDS: Reference to ASTM and other standards incorporate these standards into the contract as though included in their entirety. Reference to a specific section does not relieve the contractor from compliance with the entire standard_ The latest edition of the standard shall be used unless a specific date is indicated. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Archrte. -e e Architect and the "Prepared by a Specialty Structural Engmeed. - Prepared by orunder the direct supervision of a Specialty Structural Engineer (SSE) with a civd license issued by the S2teof Washington. Submittals shall be stamped and si•ned by the SSE. "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or constriction_ NOTE PRIORITIES. Notes on the individual drawings govern over notes on this sheet. SPECIFICATIONS: Refer is the specifications for information in addition to that contained in these notes and the structural drawings. STRUCTURAL DETAILS The structural drawings are intended to show the general character and extent of the project. They are not intended to show all details of the work. ARCHITECTURAL DRAWINGS: Refer to the architectural drawings for information including but not limited to: dimensions, elevations slopes. door and window openings, non -bearing walls, curtain walls, stairs, elevators, curbs. Grains, depressions, railings, waterproofing, finishes and other nonstructural items. STRUCTURAL RESPONSIBILITIES. The structural engineer is responsible for the strength antl stability of the primary structure in its completed forth CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and al job related safety standards. He is responsible for the strength and stability of the structure during construction. He shall prod. temporary shoring, bracing antl other elements required to maintain stabil" until the structure is complete. it is the contractors responsibility to be familiar with the work required in the construction documents and the requirements for executing it property. The contractor shall at his discretion employ a Washington State registered structural engineer for design of temporary bracing and shoring_ DISCREPANCIES' In rase of discrepancies between the specifications. reference standards and the governing code tbe Architect/Engineer will determine which shall govern. Discrepancies shall be brought to the attention of the Architect' Engineer before proceeding with the work. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the dawings and actual site conditions shot, be brought to the attention of the Architect/Engineer before proceeding with the work. CONSTRUCTION LOADS Loads on the structure during construction shall not exceed the design loads as noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction. ADJACENT UTILITIES. The contractor shall determine the location of all adjacent underground utilities prior to excavation. My utility information shown on the drawings and details are approximate and not necessarily complete. ALTERNATES: Alternates for specified items may be submitted to the ArchitecbEr:gineerfor review. SUBMITTALS SUBMITTALS' Submttals for shop drawings, mill tests, product Cate, etc for items designed by the Engineer of Record shall be made to the Architect/Engineer prior to construction. The contractor shall review the submittal before forwarding to the Architect_ Submittals shall be made in time to provide a two week review period for the Architect/Engineer. Submittals required for each section cf these notes are sp.ified in that section. SHOP DRAWINGREVIEW' Review by the Architect/Engineer is for general comp'ancewth the design concept and the contract documents. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications. nor departures therefrom The contractor re.ma ns responsible fordeta Is and acourecy; for confrmng and correlating all quantities and dimensions for selecting fabrication pm.. for techniques of assembly, and for performing work in a secure manner. When shop drawings differ from or add to the requirements of the structural drawings they shall be designed antl samped by a Spec airy Structural Engineer (SSE) Refer to DESIGN BY OTHERS below. TESTS AND INSPECTIONS INSPECTIONS: All construction is subject [obi nspection by the Building Official in, accordance with UBC Sec. 108. The ontractor shall coordinate all required ons with the Buildin SPECIAL INSPECTIONS: In addition to the inspections required by UBC Sec. i08, the owner will employ specia inspectors in accordance with UBC Sec. 17015 to inspect the following stmct'Jral work. All ins Mons are to be periodic. unless ranted otherwise. _ ,_„ n n A .. - .•. _ ..-J Concrete During the taking of concrete test specimens. During the placing of reinforced concrete. Prior to and during placement of concrete around bolts. Steel During the welding of any member or connexion except as noted in UB^. Sec.1701.55_ Structural Mason, Masonry inspections as specified in REINFORCED UNIT MASONRY Soils & Foundations. During earthwork excavation, grading, pre -loading and filling operations to satisfy requirements of UBC Chapter 18 and Appendix Ch.33. A)I prepared soil bearing surfaces shall be inspected by the soils engineer prior to placing reinforcing steel. Wood Diaphragms and Shear Waits Anchor bolts tie -downs concrete or masonry ties tip diaphragm, drag strut connections, nailing size 8 spacing Special Cases During grouting of epoxy -grouted anchors antl reinforcing bars. INSPECTION SUBMITTALS' Submit copies of all inspection reports to the Archit.UEngineerfor review. DESIGN LIVE LOADS: Roof (snow) WIND DESIGN: Basic Wind Speed =80 MP SEISMIC DESIGN: Seismic Zone DEFLECTION : Total Load Deflexion Limit L /240 Live load Deflection Limit L060 DESIGN REQUIREMENTS 25 PSF Exposure C, I = t.0.{ 0, R=45 SOILS ANC FOUNDATIONS REFERENCE STANDARDS: Conform to UBC Chapter 18 "Foundations & Retaining Walls:' N 5 REPORT: Recommendations contained in'Geotechnical Engineering Senrices Proposed Building Expansion Mustang -.i Projex", dated October 27, 1999, by Gee Engineers were used for design. SOILS INSPECTION: The Soils Engineer shall inspect all prepared soil bearing surfaces prior to placement of concrete and reinforcing steel and verify that soils are adequate 6 souport the "Allowable Foundation Pressure" shown below. DESIGN SOIL VALUES. Allowable Foundation Pressure Exterior... Allowable Foundation Pressure Interior. 2500 PSF 3000 PSF FOOTING DEPTH: Exterior perimeter footings shall bear not less than 18 inches below finish grade, or by the geotechnical engineer and the builtlino official. Intenorfootingsstrall bear not less tl�.an 12 inches below finish floor. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to. (1) ACI 301-96"Standard Specifications for Structural Concrete", (2) UBC Chapter 19. FIELD REFERENCE: Keep in contractors field office a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References". CONCRETE MIXTURES: Conform to ACI 301 Sec. 4 "Concrete Mixtures". MATERIALS: Conform to ACI 301 Sec. 4,2.1 "Materials" for requirements for cementitious materials, aggregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Sec. 4.1.2. Submit mix designs for each mix in the table below. TABLE OF MIX DESIGN REQUIREMENTS Member Type/Location Strength Test Max Max Air (psi) Age Aggi. WIC Cont. (Days) (Inch) Ratio MI Foundations 3000 28 1 - Slabs -on -Grade Interior 3000 28 0.50 Mix Design Notes: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shorn in the table above are controlled by strength requirements. (2) Cementitious Content: a) The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Sec 4.2 2.8.b (3) Slump: Conform to ACI 301 Sec4.2.2.2. Slump shall be determined at point 2"placement. (4) Chloride Content: Conform to ACI 301 Sec 4.2.2.6, FORMWORK Conform to ACI 301 Sec. 2 "Formwork and Form Accessories". Removal of Forms shall conform to Sec. 2.3.2 except strength indicated in Sec. 2.3.2.5 shall be 0 75 f' c. Restoring shall conform to Sec. 2.3.3. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec. 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 S..5. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural ace norr structural embedded items before placing in concrete. Contractor shall refer to mechanical, electrical, plumbing. architectural drawings and coordinate for other embedded items. GROUT: Use6000 psi non -shrink grout for column base plates. SHRINKAGE: Concrete slabs will continue to shrink after initial placement of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate tolerance for expected sbuaual fame shrinkage and shall include, but not belimited to: curtain wall, dryvit, storefront, skylight and ceiling suppliers. Corday Engineerfor expected range pf shrinkage. TESTING AND ACCEPTANCE: Tsting: Obtain samples and conduct tests in accordance with ACI 301 Sec. 1.6.4.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. Mold and cure 3 cylinders for. day test age. Test one at 7 days and 2 al 28 days. Acceatance. Strength is satisfactory if. (1) The averages of all sets of 3 consecutive tests equal or MeeLd the specbed strength. (2) No individual test falls below the spexf d strength by more than 500 Psi. A "lest" for acceptance is the average strength of the two cylinders tested at the specified test age. REFERENCE STANDARDS: Conform to: (t) (4) (5) (6) CONCRETE REINFORCEMENT ACI 301-96 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Supports". ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement". CRSI MSP-1 "Manual of Standard Practice'. ANSUAWS D1.4 "Structural Welding Code - Reinforcing Steel". UBC Chapter 19, Concrete. ACI 318-85 and ACI 318R-95_ SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, data and drawings'. Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars Smooth Welded Wire Fabric Deformed Welded Wire Fabric Bar Supports ASTM A615, Grade 60, deformed bars. ASTM A185 ASTM A497 CRSI MSP-1, Chapter3 "Bar Supports". �.5 aaae or heavier. Nark aMealtsrJ•.� FABRICATION. Conform to ACI 301, Sec 3.2.2. "Fabnotion' entl7lCl SP-66 "ACI Detailing Manual". WELDING: Bars shall not pre welded unless Guth and provide ASTM A706, grade 60 reinforoemen( PLACING, Conform to ACI 30,, Sec. 3.3.2 "Placement'_ Plating tolerances shall conform to Sec, 3.3.2.1'Tolerances." CONCRETE COVER: Conform to the following covet requirements from ACI 301, Table 3 3.2.3: Cwmcre0 fast against earth'. 3" Concrete exposed [o earth or weather 2" Bars in slabs and walls 3/4" SPLICES Corrtorm to AC 391 Sec 3.327 Referto'LapSplce Sched5e.°ted.D Jorrypcalsphces Splcesshown on ndividual sheets control oyerthe schedule Use Class B spices unless noted. Mecharncal conneaons trey be used when approved by the Engineer. FIELD BENDING: Cordorm to ACI 301 Sec, 3.3.2.8. "Field Bending or Straightening'. Bar sizes #3 through #5 may be field bent cod the first time provided reinforcing bar temperature. is above 32 degrees FahrenheitOther bars require preheating. Do not twist bars REINFORCED UNIT MASONRY REFERENCE STANDARDS: Conform to: (1) UBC Charger 21 "Masonry". (2) ACI 530.1-95/ASCE 6-95/TMS 602-95 "Specification for Masonry Structures". SUBMITTALS: Conform to ACI 530.1 Sec. 1.5. Submit for review shop drawings including: (1) Masonry reinforcement, size, layout, and grade in accordance with ACI 530.1 Sec. 1.5.8.E and certificates of compliance in accordance with ACI 530.1 Sec 15.13.7., (2) Test reports for masonry prisms; block, mortar and grout STRENGTH: The assumed strength of the masonry assemblage fin is 1500 psi based on UBC Table 21-D and UBC Sec. 2105.3. "Unit Strength Method", using full allowable stresses for design. QUALITY ASSURANCE. Conform to UBC Sec_ 2105 "Quality Assurance' and Chaplet 35 "UBC Standards". (1) Masonry Prisms: During construction build and test sets of three prisms in accord.. with UBC Standard 21 17'Test Method for Compressi. Strength of Masonry Prisms". Build or.. underobservation f the special inspector pp ri agency and test by an approved agenty Test a set of prisms for e. 5000 SF of wall area,. rn to te p Tto c4TSWcllon ate-49556mr 5" (2) Mortar Test in acordance with UBC Standard 21 16 'Field Tests Specimens for Mortar. The number and frequency of tests shall be coordinated with the Engineer. (3) Grout: Test in accordance with UBC Standard 21-18 "Method of Sampling and Testing Grout". Provide tests for each grout lift. Block: Units shall be tested prior d antl during construction in accordance with UBC section 2105.3 MATERIALS. Concrete Masonry Units: Conform to ASTM C 90, Grade N-1, medium weight'(approx. 115 PCF). Provide 1900 psi. compressive strength to achieve masonry assembly strength indicated above under STRENGTH. Mortar Conform to ASTM C270, Type S, and UBC Sec. 2103 "Mortar and Grout". Proportions maybe based on laboratory or field experience or UBC Table 21-A Minimum ul0mate compressive strength shall be 1500 psi when test. in accordance with UBC Standard 21,6. Grout, Conform to ASTM C476 and UBC Sec. 2103. Proportions maybe based on laboratory or field experience or UBC Table 21-B. Minimum compressive strength shall be 2000 psi when tested in accordance with UBC Standard 21-18. Use fine grout except coarse grout tray be used where permitted by UBC Table 21-C. Reinforxno Bars, Conform to ASTM A615, Grade 60, deformed bars unless pored. Lap bars 48 diameters a[ splices. Place in accordance with UBC Sec. 2104.5. ANCHORS: Consult architectural drawings for masonry anchors not included on the structural drawings. CONSTRUCTION: Masonry shall be constructed in accordance with UBC Sec. 21. "Construction", and ACI 530.1 Part 3 "Execution." BLOCK PATTERN: Use running bond unless noted_ For stack bond, follow design requirements in UBC Sec. 2106.1.4, Sec_ 2106.1. 12.4.2.4 and Sec 2107.3.14 CONTINUOUS SPECIAL INSPECTION: Special inspection is required in accordance with UBC Sec. 1701.572. Provide inspection during preparation and taking of any rereed prisms or test specimens, at the start of laying units, after the placement of reinforcing steel, grout space prior to each grouting operation and during all grouting J MASONRY REINFORCING STEEL : Reinforcing shall conform to UBC Section 2102.2.10. Deformed bars shall be unless other.. noted, and shall be securely placed In accordance with UBC Sechons 2104.0, 2106.3, and Reinforcing shall be as follows: Verticals #5 @ 16" o.c. each face Horizontals #5 @ 48" o.c. Grout Spacing Fully Grouted Bond beams with horizontal bar or bars shall be provided at 48 inches on center antl at all floor and roof lines and at the tap of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2'-0" pest the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and inersectons. Dowels to masonry walls shall be embedded a minimum of 1' 6" or hooked into the supporting structure antl be of the same sizeand spacing as wall reinforcing. Reinforcing steel shall be as specified under "Masonry Reinforcing Steer. Provide comer bars to match the horizontal wall reinforcing at wag intersections. Lap al bars 48 diameters, 1'6" minimum unless noted on the plans. GROUTED CELLS : Fill cells containing reinforcing bars with grout at maximum 5'-0" lifts, unless noted otherwise. Reference UBC 2104.6 for masonry grouting procedures. STRUCTURAL STEEL REFERENCE STANDARDS: Conform to: (1) AISC "Manual of Steel Construction - Allowable Stress Design" (2) AISC "Code of Standard Practice for Steel Buildings 8 Bridges". (3) RCSC "Specification for Structural Joints using ASTM A326 or A490 Bobs". (4) AWS D1.1 "Structural Welding Code - Steel". SUBMITTALS: Submit shop drawings in accordance with AISC Specification Sec. M1 "Shop Drawings". Submit welders certificates verifying qualification within past 12 months. MATERIALS: Conform to: Wide Flange Beams Bars & Plates Structural Tubing Bogs Anchor Bolts (Headed) Anchor Bolts (J-type) Welding Electrodes Epoxy 8 Expansion Anchors Grout ASTM A500, Grade B ASTM A307 ASTM A307 ASTM A36 E70XX Hilti or equivalent Embeco or equivalent WELDING: Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 ekectrodes of type required far materials to be welded. BOLTING: ASTM A307 bolts shag be installed "snug tight" per AISC, Section RCSC 8(c). ASTM A325 bobs shall cordomh to the RCSC Specification Seaton 8 44. HEADED SHEAR STUDS: AD sheer studs shall be 3/4"diameter unless noted otherwise. Nominal surd lengths shall be asshownondrawing. Headedsteel5Wdsshag688118edinarzordarrcewith AWSD1.1 Chapter?"Stud Wekin•". ANCHORS: Expansion and epoxy anchors shag be 4ilti or equivalent. Epoxy adhesive used shall be Hiti HY-150 or equivalent AP epoxy and expansion anchors shah be ICBO approved. Install In accordance with manufacturers instructions. Embedment lengths shag be as shown on drawings. FABRICATION: Conform to AISC Specification Sec. 142 "Fabrication' and AISC Code See. 6 "Fabrication and Delivery". Perform work on p1179ses of a fabricator cuffed by the "RISC Quality Certifice8on Program". GALVANIZING: All exposed steel outside the building envelope shall be hot -dipped galvanized. Apply field touch-ups per spedfcations. ERECTION: Cor.rm to AISC Specification Sec. M4 "Erection" antl AISC Code Sec.7 "Erection". Steel work shall be carried up true and plumb within the 8mbs defined in AISC Code Sec. 7.11. WOOD FRAMING REFERENCE STANDARDS: Comoml to: (1) UBC Chapter 23 "WOOD" (2) NDS - 1991 and NDS Supplement -1991 "National Design Specification for Wood Construction" IDENTIFICATION. All sawn lumber and pre -manufactured wood products shag be identified by the grade mark or a certif te of inspection issued `y the certifying agency. MATERIALS Sawn Lumber. Conform to grading rules M W WPA WCLIB or NLGA. Member Lie Light Franung Beams & Sthrgers Size 2x4, 4x4 4. -.12 Species DouyFir Larch Doug -Fir Larch Grade Standard No. 2 Timber Connectors: Shan be "Strong Tie" by Simpson Company as specified in their catalog No. C-98 and shall be raged out by leder and number. Alternate connectors by other manufacturers may be substituted provided they have ICBO approval for equivalent or greeter load capacities. Connectors shall be installed per the manufacturers instructions. Where connector sloops connect.. members, place one -hag of the nails or bolts in each member. Provide washers under the heads a-d nuts of al bolts and lag screws bearing on wood. Unless noted otherwise al nails shall be mmmont Wood Structural Panels: Wood stmcturai panels include: all veneer plywood, oriented strand board, waferboard, particleboard, and composites of veneer and wood based material. Conform to UBC Standard 23-2 "Construction and Indusbfal Plywood" based on Product Standard PS 1-83 of the U.S. Dept of Commerce, and UBC Standard 2. "Performance Standard for Wood -Baal Structural -Use Panels" based on Product Standard PS 2-92 of the U.S. Dept of Commerce and the American Plywood Association (APA). Location Thickness Roof 15/32" Roof 19/32" Minimum APA Rating Span Rating Panel Grade 32/16 C-D 4020'.. GD Exposure t Unless noted otherwise on drawings, ins ell panels with long dimension across sup,. and with panel continuous over two or more spans. End pints shag occur over supports. Wood Fasteners: Conform m UBC Sec 2318 "Rm.Conne,ons and Fasteners" Unless noted otherwise al nails shall be common Nall SIRS specified on the drawingsare based on the follow rig specifications Size Length: Diameter 6d 2" 0.113" 8d 2-12" 0.131" 10d 3" 0.148" 12d 3-1/4" 0,148" 16d 3-12" 0.162" Abemate nails maybe used subject ra review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sh • is subject tin review by the structural engineer priorto construction. Bolts: Conform to ASTM A307 and UBC Sec 23 NAILING REQUIREMENTS: Provide minimum nailing in accordance with. UBC Table 23-11-B-1 "Nailing Schedule" except as noted on the drawings. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing. REVIEWED This pfanwasreviewed5yenemltioMmmm'. -aTiawin 'ore ofthe UrifomlP ie .Code 51-30V.-1C) -pC JICI.P'cr>I-11 WAC) REVIEWED TEN pimwnrevieseedNeosela8f8®ur.,..., '.e-•lB81l18 PE -Structural Provisions ofthe8hrifortnP .iw -;,--PrccRcgulmro.. :atncr51-30WAC) ❑ \._,t_. .::.u- ;,_orgy CoJe(Chapuxil-II WAC) ^ -^ -•-- --I is responsible faeonrnnmrfcwidi m, :nu rcquiromncnls subject to We requimnxu, rewewdo. not relieve the v rob. ,J s°mph:re design m umxdamz.vidrthc I, tain of Washington. L.A r Middle/in. Inc- . R.. RMConciliate D 0(0 DRAWING LEGEND AND ABBREVIATIONS MARK DESCRIPTION MARK DESCRIPTION A F(REOOTINGFER SYSPRMBOLFOOTING SCHEDULE) EAD I INDICATES WIDE FIANGE COLUMN PRECAST CONCRETE WALL CONNECTION SYMBOL (REFER CONNECTION DETAIL) a INDICATES TUBE STEEL COLUMN SHEFER WL SYMBOL (REFER'WALL SHEARWALL SCHEDULE) o INDICATES WOOD POST/COLUMN ,L1 REVISION TRI-ANGLE o INDICATES STEEL PIPE COLUMN D PRECAST CONCRETE WALL PANEL NUMBER (REFER WALL ELEVATIONS) 0 INDICATES CONCRETE COLUMN O MASONRY WALL REINFORCING SYMBOL (REFER CI MASONRY WALL REINFORCING SCHEDULE) INDICATES MOMENT FRAME CONNECTION ® DRAG STRUT WELD LENGTH (REFER TO TYPICAL DETAIL) INDICATES WOOD OR METAL STUD WALL $ SR INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO STUD RAIL SCHEDULE OR DETAILS) f $ INDICATES MASONRY WALL O ROOF/FLOOR DIA IT NAILING SYMBOL (REFER TO DIAPRAGM NAILING SCHEDULE) Z'- f INDICATES CONCRETE/PRECAST CONCRETE WALL T/SLAB ELEVATION SYMBOL (T/ REFERS TO COMPONENT THAT THE REVAP.ON REFEftS TO) INDICATES WOOD/CONCRETE SHFARWALL JV-O" I f 0-0 STP BUBBLE (INDICATES NUMBER OF STUDS REQUIRED Th NUMBER EXCEEDS (2)) $ INDICATES BEARING WALL BELOW ---Q INDICATES STEP IN FOOTING (REF -ER TO IYPICAL STEP IN FOOTING DETAIL) IllS POST -TENSION DEAOEND (PLAN) X/SX,X DEEA.ILS OR SECTION CUT (DETAIL NUMBER/SHEET NUMBER) ?-4.POST-TENSION STRESSING END (PI-.) , DETAILS OP, SECTION CUT INPLAN VIEW (DETAIL NUMBER/SHEET NUMBER) POST -TENSION PROHLE (PI/IN) - LX/SXXJ '-_,---- SHEARWPLLS RBBRACEDCONCRETE FRAME ELEVATIONS INTERMEDIATE STRESSING (PLAN) SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER STRUCTURAL COMPONENTS) INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS AB Anchor Bolt FL Floor PERP Perpendicular ADDL Additional FS Far Side PL Property Line ALT Alternate FT FEet PLWD Plywood ARCH Architectural FTG Footing PP : Partial ASPH Asphaif F/ .Face of Pen trot on B/ Bottom Of GA Gage PREFAB Prefabricated BTWN BetweenGALV Galvanized PRL Parallel BLDG Building' GL Glue Laminated. PSF Pounds per Square BLKG Blacking Timber " Foot BM Beam GR Grade PSI Pounds Per Square BOT Bottom C. Gypsum Wall Board Inch C Camber GYP Gypsum PSL Parallel Strand CIP Cost in Place HEIR Header Lumber CJ Construction or HF Hem -Fir P-T Post -Tensioned t Control JoinHGR. Hanger PT Pressure Treated CL or Centerline HDN Holddown R Radius F. HNDRL Handrail RD Roof Drain CLG Ceiling HORIZ Horizontal REF Refer/ CLKG Caulking or H Reference CLR Clear HP High Point REINF "Reinforcing CMU Concrete Masonry ID Inside Diameter RECD Requi red Unit IE Invert Elevation RTN Return COL Col amp IF Inside Face RET Retaining CONC IN Inch SCHEDSchedu,e CONN Connect eon INT. Inferior SECT Sec ion CONST Construction JST Joist SHT Sheet CONT Continuous KSF Kips Per Sg.Ft SHTHG Sheathing CP Complete LATL Lateral SIM Similar Penetration LBR Lumber SP Space CTC Center to Center LD Load SPEC Specification C'BORE Counterbore LDG Landing SO Squore C'SINK Countersink LF Lineal Foot SF Square Foot DET Detail LIN Lineal SST Stainless Steel OBL Doubic LL Live Load STD Standard OEV Development LLH Long Leg STIFF Stiffener OF Douglas Fir Hor izantol STIR Stirrup DIA or Diameter LLV Long Leg Vertical STL Steel DIAL Diagonal LP Low Point STRUCT Structural DK Deck LSL Laminated strand SWNJ Sol id Web Wood DKG Decking Lumber Joist OL Dead Load LVL Laminated Veneer S. Symme tr icaI DN Down Lumber T Top DO Ditto MAX Maximum i/ top Ot DP Depth MECH Meehan i col TAB Top 8 Bottom DWG Drawing MEZZ Mezzanine TAG Tongue 8 Groove DWL Dowel MFRD Manufactured THK Thick EA Each MFR Manufacturer TIM Timber EF Each Face MIN Minimum TOS Top Of Steel EL Elevation MISC M stet Igneous TRANSV Transverse ELECT Electrical MO Masonry Opening TYP Typical ELEV Elevator MAS Masonry UBC Uniform Bu.(ding ENCL Enclosure MU Mechanical Units Code EOL Equal NIG Not In Contract UH Unit Heaters EQUIP Equipment No 'Number UNO Unless Noted EDUIV Equivalent NOM Nominal Otherwise EW Each Way NS Near Side VERT Vertical EXP Expansion NTS Not To Scale or V EXP JT Expansion Joint OC On Center W/ With EXIST Existing OD Outside Diameter W/0 Without EXT Exterior OF Outside Face WD Wood FD Floor Drain OPNG Opening WHSS Welded Headed FDN Foundntion OPP Opposite Shear Stud FIN Fin.isn 01,J Open Web Steel WP Working Point FLG Flenoe Joist MTh Welded Wire Fabric FL Floor a Plate Plus or Minus FIN Finish PARTL Partial FLG Flange PEN Penetration SEPi2XIS 1 REID MIDDLETON. INC. RECEIVED RU6 17 210 REID MIDDLETON ARCHITECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, ALA Principal Architects D C I D. AMATO CONVERSANO INC. 2821 NORTHUP WAY - SUITE 200 BELLEVUE, WA 98004 PHONE: (425) 827-2238 - FAX (425) 827-8986 WEB31TE: dd-engineers,com MUSTANG L.L.C. 401 ANDOVER PA.P,K EAST TUKWILA, WASHINGTON RIEVIIEWEIN,2� SEP RE D MIDDLETON, INC. 8/I6/00 PERMIT COMMENTS RESPONSE 7/14/00 DEMO PERMIT UPDATE 1/14/00 DEMOLITION PERMIT N. Date Item Revisions EXPIRES 10/2/01 Project No. Date Drawn By 99224 8/16/00 MWS STRUCTURAL GENERAL NOTES, LEGEND, ABBREVIATIONS Title AND DETAILS Sheet No. S D 1.1 COL �--F/CMU WALL 12.-6" (3) EQUAL SPACES BUM SPACING 60-0" FIELD VERITY 36"50x12"DP I 1 CONC FOOTING ."--EXiSTING BALER PIT CMU INFlLL� FOUNDATION PLAN EXISTING SLAB ON GRADE ///---EXISTING - i CONCRETE PANELS 60"SQx14"DP CONC FOOTING, TYP `36" WIOE x 3'-0° LONG x 24" D CONC WALL FTG CENTERED UNDER WALL 18"Wx12"DP CONT CONC FOOTING W/ (3) 15 c0NT & DOWELS TG MATCH CMU VERTS REINT 140'-0"IFIELD VERIFY --EXISTING CONCRETE PANELS i TYP COORDINATE ALL OPENING, '?// ARCH DRAWINGS & 20/SD2.3 NORTH/SOUTH LOCATION OF FTC &Ts COLS CL® GRID F.1 SHALL MATCH OL OF EXISTING ROOF GLULAM GIRDERS (ABOVE) (11) PLACES ry. R4C T FOOTING TYP ®FIREWA THIS SIDE TYP LINO 15/SD2.1 TYP 8" SOLID GROUTED MASONRY WALL FOR REINFORCING, REF20/SD2.3 20/SD2.1 TYP TS COLUMNS 36" WIDE x 6'-6° LONG x 4" DP CONC WALL FTG CENTERED UNDER WALL .EXISTING SLAB ON GRADE CMU (INFILL CMU IN. -ELL FOUNDATION AND SLAB PLAN NOTES: 1. REFER.. 501 FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND. 2. DIMENSIONS: VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. COLUMNS AND FOOTINGS ARE CENTERED ON GRID, TYPICAL ALL EXISRNG DIMENSIONS SHALL BE FIELD VERIFIED. ALL DIMENSIONS ARE TO INSIDE FACE OF TILT -UP, FACE OF CONCRETE OR CENTER UNE OF GRID/STEEL CONTINUOUS FOOTINGS ARE CENTERED UNDER TILT-UP/STRUCTURAL PANELS. 3. COLUMNS TO BE CENTERED IN FOOTING, LINO. 4. REFERENCE SOILS REPORT AS NOTED ON SOLI FCR SUBGRADE PREPARATION AND FILL REQUIREMENTS,, AT SLABS AND FOOTINGS. 5. TOP OF SLAB (T/SIAB) ELEVATION ASSUMED 0'-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND ARCHfiECNRAL DRAWINGS. 6. REFERENCE TYPICAL DETAILS AS FOLLOWS: 17/ 502.1 CONCRETE LAP SPLICE AND DEVELOPMENT SCHEDULE. 1D50.1 CMU LAP SPLICE AND DEVELOPMENT SCHEDULE. 5 SD27 TYPICAL CMU WALL RENFORCING. 7. CONCRETE DIMENSIONS: CONTRACTOR SHALL LOCATE ALL DOOR OPENINGS IN EXTERIOR FOUNDATION WALLS AND .RI, WI4 ARCHRECT PRIOR TO POURING CONCRETE. CONTRACTOR IC COORDINATE CURBS. 8. AT ALL GRAVITY COLUMN SASEPLATES, PROVIDE (4) 3/4 0 ANCHOR BOLTS W/ 8" MINIMUM EMBEDMENT. SCALE, '/,6"=1'-0" BAR MISCELLANEOUS BARS TOP BARS (see ote #4) SIZE Ld Glass Class B Ld Class A Class B Pa= 3000psi #3 17 17 23 22 22 29 #4 22 22 29 29 29 38 #5 28 28 37 36 36 47 #6 33 33 43 43 43 56 #7 48 48 63 63 63 82 #8 55 55 72 72 72 94 #9 62 62 8) 81 81 106 #10 70 70 ' 91 91 91 119 #11 78 78 102 101 101 132 NOTES: 1. VALUES FOR. UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR', COVER > db. 2. DEVELOP ALL REINFORCING IN STRUCTURAL SUBS WITH Ld MINIMUM. 3. PROVIDE MINIMUM CUSS B SPLICE IN STRUCTURAL SUBS AND SUBS ON GRADE. 4. TOP BAR = HORIZONTAL BAR WITH .MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS AS i0P 6AR". 5. U.N.O,, ALL LAPS SHALL BE MINIMUM CLASS B 0R CLASS B (TOP BARS) LAP SPLICE & DEVELOPMENT LENGTH SCHEDULE 17 SCALE: NONE DEVELOPMENT OF REINFORCING IN GROUTED MASONRY CONST BAR SIZE TENSION COMPRESSION #4 24° 18" #5 30" 23° #6 36" 27. #7,.. 42" 32" #81 48" 36" 89, 54" 41" 1. TENSION' DEVELOPMENT AND SPLICING SHALL BE USED UNLESS COMPRESSION IS SPECIFICALLY NOTED ON DRAWINGS. 2. BARS, MAY BE CONSIDERED SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS, HOWEVER, EVEN IF IN THE SAME CELL, ANY PME BARS ARE NOT IN CONTACT SPLICE LENGTH SHALL BE INCREASED BY 20%. 3. MAXIMUM GROUT LIFT IS 5 0"IN ACCORDANCE WITH U.B.C. 2104.6.1 REINFORCING SPLICE AND DEVELOPING LENGTH SCHEDULE FOR REINFORCING IN GROUTED MASONRY CONSTRUCTION SCALE: NONE NEW 6" CONCRETE SLAB COORDINATE W/ p)ArylES ZDOO 18 BALER PIT LEDGER ANGLE EVSPNG SLAB ON GRADE XIS7NG CONCRETE BA'.=R WALL, O6VERR 1 /2" IVE'LEMETAL SIAB DECK. EL = 0'-0" LEDGER w W 3 i___� LEDGER ____1 EXISTING CONCRETE WALL)IA NOTE: FOR BALER PR LOCATION, REF FOUNDATION PLAN. BALER FIT PLAN 15 NTE8 RED 12"OC CE SCALE: 1/4"-1'-0" R 1/2x11x13 W/ &4)E EPDXY TH EAD0D HR0D.50EMBE WF BEAM 6" MINIMUM EMBED PER PLAN EXISTING CONCRETE BALER PIT? WALL BALER PIT WF CONNECTION' TYPICAL 11/2" cut CLR CLR1 8" MASONRY, SEE STRUCT/REF ARCH PLANS FOR LOCATION EXISTING SLAB ON GRADE T/SLAB 9 EL PER PLAN (3) .#5 CONT. COMPETENT NATIVE SOIL OR COMPACTED STRUCTORT FILL PER GECTECH REPORT 1'-6" MINIMUM INTERIOR MASONRY WALL FOOTING MASONRY WALL CUT BI_CCK AS REQUIRED TPER PLANS COLUM SCALE: 1°=1'-0° FIORE REINF PER EL 20/SD2.3 VERT REINF PER EL 20/SD2.3 DOWELS TO MATCH VERTICAL REINF SPACING ALTERNATE BENDS 0 #4 x 30°EMBED 6LONG ®" 24°OCMIN ORIEL & ® EXISTING SUB /LEXISTING CONCRETE / PIER, WHERE OCCURS COLUMN ;G GRID' SECTION A MASONRY WALL REINFORCING PER 20/SD2.3 & GEN NOTES TSDWMN, BASE P_ & °0 ANCHOR BOLTS PER PUN #4x 30" LONG 0 24°0C TYPICAL DRILL & EMBED INTO EXISTING SUB (NO SECTION EPDXY REQUIRED) T1'P ®' T/SU NEW FOOTING PER PUN � SUITABLE SUBGRADE PER GEOTECH INTERIOR COLUMN FOOTING 6" I PER PUN A N C ARCHITECTURE 777108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects 1114,4 D C I D' AMATO CONVERSANO INC. 2821 NORTHUP WAY - SUITE 200 BELLEVUE, WA 98004 PHONE: (425) 827-2238 - FAX: (425) 827-8585 W EBSITE: dci-engineers.com MUSTANG L.L.C. 10 401 ANDOVER PARK EAST TUKWILA, WASHINGTON SECTION B E%ISTNG WIDE RANGE COLUMN SECTION A IFEE%(STING CONCRETE � PIER -1-III= III'' (NO EXISTING FOOLING AT SIM). - 1/2" LEVELING GROUT WALL FOOTING REINF PER 15/SD2.1 EXISTING CONCRETE SUB L. N. WALL FOOTING BEYOND (6) #5 AT COLUMN EA /EXISTING FOOTING SCALE: .-O° 20 111 LS1% D E W E V�IJLL\I SEP 1 2 2000 REID MIDDLETON, INC. 8/16/00 PERMIT COMMENTS RESPONSE 7/14/00 DEMO PERMIT UPDATE 1/14/00 DEMOLITION PERMIT No. Date Item Revisions (EXPIRES 10/2/01 Project No. 99224 Date 8/16/00 Drawn By MWS Title STRUCTURAL. FOUNDATION PLAN AND DETAILS Sheet No. S D 2. 1 T/OPENI PER ARCH NG ROOF FRAMING PLAN 60.-0" FlELD; VERIFY J (2) HCiOA ORAC STYPTRAPS PER 78/5022 — �EXSTINTG PLYWOOD SHEATNING PER 18/SD2.2AG SYP PS PHD1OA DRAG STRAPS 18/SD2.2 PER 5I I AL 18/SD2.2 F!P ® ALL EXISTING C.LULAM PURUNS — 1YP EXISTING PANEL — SPLICES ALONG GRID ONE 3.5 ' II I18/SD2.2 TYP ®ALL SPLICES ALONG URID LINE 7.5 CONPCRETE tt 18/S TYP ®.S SPLIALONG GRID' RID Ot'SINE 10.5 G U 10/SD2.2 TYP (11) PLACES 20/S02.2 m SOLID GROUTED MASONRY c, WALL. FOR REINFORCING, ;REF 15/SD2.1 �^ 14C-0", FIELD VERIFY P2F)R H 8/SD2.2G STRPP (2) H 6/S ORAL STRAPS 1 PER 78/SD22 -ttP ��—(2) lioroA la DRac siRAPs PER 78/502>D2.2 —ttP � —EXSDNG PLYWOOD SHEATHING EXISTING.OLUTAM P pURONS TYP ERSTWG 4x SUBPURUNS TYP BETWE N GRIDS LINES C & D WOOD ROOF PLAN NOTES: AIL 19/SD2-2 iYP CORNERCH HOBARS RIZ RE MATINF, TYP T/FLOOR, ROOF EL PER PLAID (2) 85 IN BOND BFAM OPNG MIN (2) 85 VERY CORNERS (22)P ®S VERY OPENING T/SLAB DEL PER PLAN NOTES: (2) X5 1. SEE STRUCTURAL NOTES FOR TYPICAL REINF. 2. SEE TYPICAL SECTIONS FOR INFORMATION NOT SHOWN. FOR WALL SECTIONS 6" SMALLER, PROVIDE (2) 85 VERTICALS MIN MASONRY EXP JOINT LOCATION & WATER— PROOFING PER ARCH 2-0" MIN TYP HOOK IF MIN LENGTH NOT AVAILABLE TYPICAL REINFORCING IN MASONRY WALL CONY BONG BEAM REINF ®FLOR, ROOF LNE THRU EXP JOINTS GRID 4 r/wall PER AR08 S'APP„'.G SIM TO 17/SD2.2 REF BLOCKING REF 20/502.2 SHORING AS REQUIRED PER CONTRACTOR BENT, 6iR %ANTO W/ ()EBOLTS. C.11711 GLLTEAM ---/ CMU SEPARATION WALL AT ROOF 11/2" TYP ROOF EL REFERENCE SD1.1 FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND. DIMENSIONS: VERIFY ALL DaENSIONS AND ELEVATIONS WITH THE ARCHRECVS DRAWINGS. COLUMNS AND FOOP.NGS ARE CENTERED ON GRID. TYPICAL ALL EXISDNG DIMENSIONS SHALL BE FIELD VEERED. ALL DIMENSIONS ARE TO INSIDE FACE OF TILT —UP, FACE OF CONCRETE OR CENTER UNE OF GRID/STEEL CONTINUOUS FOOTINGS ARE CENTERED UNDER TILT —UP/ STRUCTURAL PANES. POSTS, BUNDLED STUDS OR COLUMNS TO BE CENTERED IN FOOTING OR WALL PIER, LINO. EXISTING CONCRETE REFERENCE TYPICAL DETAILS AS FOLLOWS: I PANEL 5/SD2.2 TYPICAL REINFORCING IN MASONRY WALL. 15/SD2.2 OR 16/SD22 NEW PANEL, OPENINGS. SCALE: 1/16"=1'-0" W6x15 ABOVE NEW OPENING SPAN BETWEEN EXIST WF COLS SECTION EXISTING rTILTPANEL R 14" `EXISTING WF COLUMN 0' : 6" T CBENT (1) 1/pp"0x HBIL(I7/HIT ENS) HY-10 ADHESIVE x 4/4" EMBED ®12"0C STAGGERED EACH SIDE OF WEB SECTION N. 1/2 NEW OPENING 1 —O" _ EXIST WF COL NEW PANEL OPENING SECTION (ALTERNATE) FITT22 ®48"0C MAXIMUM W/ 5/0 THREADED ROD. EPDXY W/ HILD HY-150 ADHESIVE. 4" EMBED APPLY TO SIDE OF 2x4 PURLIN. CL HTT22 = M OF 2x4 PURUN EXISTING 2x PURUNS SISTER NEW FULL LENGTH 2x4 TO OPPOSITE SIDE OF EXISTING PURUN W/ 12d NlJLS ® fi"OC TOP & BOTTOM. ' (MAINTAIN 1" EDGE CLEARANCE'. FOR NAILS). WEST WALL SUBPURLIN ANCHOR CONNECTION S �IXISRNG PLYWOOD SHEATHING NEW HD10A DRAGS EXISTING PLYWOOD SHEATHING (—EXISTING SPUCE CONNECTOR EXISTING GUA M BEA /M 1 GIRDER DRAG CONNECTION 18' E2Do°O(Q SIMPSON H1T72 TENSION PE r%I�} SIDE OF EXITTMG 4x W/ /s 0 Frr—mo® ROD. EPDXY EMBED. ED. HY-150 OFFSET H x 4" EMBED. TIGHTLY OFFSET HI122 TENSION TIES EACH SIDE TO PREVENT SPLITTING OF EXISTING PURUN EXISTING PLYWOOD SHEATHING EXISTING ANGLE & EMBED CONNECTION —DRILL 1HRU. EXISTING EDGE MEMBER EXISTING 4z PURUNS EXISTING GLULAM BEAM IXISTNG CONCRETE PANEL SUBPURLIN ANCHOR CONNECTION T/OPENING FUTURE OPENING SIZE VARIES COORDINATE W/ ARCHITECT NEW PANEL OPENING 2x4 BLOCKING — 11P EXISTING 2x4 PER PLAN T/$-- SHORING AS REOUIR PER CONTRACTOR 4x LEDGER BEYOND.. SECTION NOTE: FOR INFORMATION. SHOWN BUT, NOT NOTED, REF 10/SD2.2 TYPICAL HANGER DETAIL 7.;;,1 SCALE: NTS SCALE NTS NEW MASONRY WALL tOB LCDOER W/ 3f4`0 ANC4OR BOLTS z 6' EMBED ® 24"OC SIMPSON .5 0 10.0C [(12) 8d x 11// NAILS EACH .5 REFERENCE SIMPSON CATALOG FOR ALL REQUIREMENTS] ARCHITECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects DCI D' AMATO CONVERSANO INC. 2821 NORTHUP WAY - SUITE 200 BELLEVUE, WA 98004 TO 17/SD22 PHONE: (425) 827-2238 - FAX: (425) 827-8986 WEBSITE: dci-engineers.com EXISTING GLUUM BEAM EXISTING WF COLUMN NEW TS COLUMN PER PLAN MUSTANG L.L.C. SCALE: 1"et'-0" 10 401 ANDOVER PARK EAST TUKWILA, WASHINGTON CONCRETE L� V/ R l5 l'1C1 L� D PANEL IIIIIILJII})II SEP 1 2 20flD REID MIDDLETON, INC. SECTION W6x15 EACH 5IDE OF OPENING W/ /2"0 HY-150 0, 24"0C STAGGERED SCALE: 1 NEW MASONRY WALL LEDGER AND CONNECTIONS P. 10/SD2.2 4x PER PLAN 0 SIMPSON LU24 FACE MOUNTED HANGER TYP SCALE 1"=1.-0" 8/16/00 PERMIT COMMENTS RESPONSE 7/14/00 DEMO PERMIT UPDATE 1/14/00 DEMOLITION PERMIT No. Date Item Revisions EXPIRES 10/2/01 Project No. Data Diaivn B4 Title 99224 8/16/00 MWS STRUCTURAL ROOF FRAMING PLAN AND DETAILS Sheet No. V D 2 . 2 20 '" MSESER SCALE: 1=1'-0 SCALE: 1,1.-0" SCALE: 1"--r-0" SCALE 1"=1,-0' `4 4 #5 BOND BEAM ABOVE & BELOW MEZZANINE FLOOR LEVEL C -$ T/MEZZ PER ARCH ROOF LINE PER ARCH ADDRIONAL BOND BEAMS ® ROOF PER DETAILS ROOF LINE PER ARCH / (2) 4C �EA FACE 8" MASONRY, SEE STRUCT/REF ARCH PIANS FOR LOCATION EXTEND TYP WALL REINF (PER PLAN) INTO THiC�:ENED FOOTING EXISTING SLAB ON GRADE $ T/SLAB EL PER PLAN REINF PER 15/SD2.I FIORE REINF PER EL 20/SD2.3 VERT REINF PER EL 20/SD2.3 DOWELS TO MATCH VERTICAL REINF SPACING ALTERNATE BENDS 6" TYP SAWCUT EXISTING SLAB TYPICAL EACH SIDE CSSPRTOOEERRPILUOCcROTTeRUo PATEDRTAELDI I --i11—!-�- 11'1t- =kN=COMPETENT NATIVE PER PLAN INTERIOR MASONRY WALL FOOTING 5 j�4 x 30"EMBEO LONG 6"MIN 4"0C BRILL & EXISTING SiAe j)5 PER 10/SD2.3 14 4. TS COL 31/e" (FROM F/ EXISTING EXISTING 6" TILT -UP x E TTILT-UP TYP) CONCRETE ((424" 4"6) EACH ANCHOR BOLT 15/SD2.3 �T/EXISTING GRADE BEAM 2" CLR SECTION Rh� PER P. (5) #5 x 36" EPDXY GROUTED R INTO EXISTING GRADE BEAM ��DOWELS FOR CMU WALL NOT SHOWN FOR CLARNY T/EXISTING FOOTING A EL -6•-0" WALL FOOTING RDNE PER PLAN — #5 x 2'-6" ® 12"OC (5) #5 SCALE '1/4"=1'-0 T/SLAB EL PER PLAN (F.1 SECTION A SCALE: /4"=1•-0 A N C ARCHITECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects DCI D. AMATO CONVERSANO INC. 2821 NORTHUP WAY - SUITE 200 BELLEVUE, WA 98004 PHONE: (425) 827-2238 - FAX: (425) 827-8986 WEBSRE: dci-engineers.com MUSTANG L.L.C. 10 401 ANDOVER PARK EAST TUKWILA, WASHINGTON (2) 85 EACH FACE (2) #5 EACH FACE \ \J__._ / (1) 15 EACH FACE (2) ((5 EACH FACE ,__ o n ® a (2) #5 EACH FACE EA SIDE w OF CJ 71'i1 44 (3) PLACES i � 2 r' Mr ® a -I- i 2 5 EACH ' () M FACE �'-(2) A5 E4 FACE n .�� ® 11 ___ ----------- _ _______ --_-- -- 2 5 EACH () B FACE #5 0 32"0C EACH FACE (2) E5 EACH FACE `/ �% = (3) -EACH FACE �\ ` e.�-()0 3 5 EACH FACE \ �t c� gy --�- i 5 ® 48"OC HORIZ BOND (2) �5 EACH FACE 2 5 EACH «�()0 FACE o i I E a n ® S 13 FACE � 4 5EACH < x IS NP UNO� :� 41 �5 BORND (COEANY)M HEADE _ I \ �48'0 pRUMI£ i( x ` x i `. HORIZ BOND— BEAMS . i ♦`♦ 4 & HORIZ BOND BEAMS , i i ♦ tlU AS KNOCK -OUT FOR FUNRE, OPENING, TYPICAL REF TYPICAL CMU DETAILS 1 �11' �#5 DOWELS TO MATC( VERTS 58•-0" 55'-4" SCALE: SEE TYPICAL CMU ELEVATION FOR REINFORCING 014 REGIONS ABOVE HRU OPENFUTUREING (SHOWN & FUTURE) qND T �EUoEFAllE SEP 1 2 2000 REID MIDDLETON, INC. A 8/16/00 PERMIT COMMENTS RESPONSE 7/14/00 DEMO PERMIT UPDATE 1/14/00 DEMOLITION PERMIT No. Date Item Revisions LEXPIRES 10/2/01 Project No. 99224 Date 8/16/00 Drawn By MWS CZO-0/0 STRUCTURAL ROOF FRAMING PLAN Title AND DETAILS SECTION AT 8'I CMU — AREA SEPARATION WALL SCALE: r/8"=1•-0" vs Sheet Nog SD 2. 3 FH 9 49 RAILROAD SIDETRACKS TO REMAIN 5T. PAUL & PACIFIC RAILROAD CHICAGO, MILWAUK RAILROAD EASMENT YARD-i SEMI i1 GENERAL DEMOLITION NOTES PERTAINING TO PLAN I. DRAWING TERMS PER1A4NIN6 TO DEMOLITION: A. DEMOLISH: TO DESTROY 0R WRECK, AND REMOVE FROM 517E B. PROTECT (ITEM). A TERM USED ON DRAWINGS TO INDICATE THAT AN ITEM REQUIRES PROTECTION FROM WORK. C. REMOVE (ITEM): A TERM USED ON DRAWINGS TO INDICATE A SPECIFIC ITEM TO BE REMOVED. THE ITEM MAY EITHER BE REFURBISHED OR REJJVINATED, REINSTALLED, RELOCATED, OR TURNED OVER TO THE OWNER 0R THE CONTRACTOR. D. REMOVE AND STORE (ITEM): A TERM USED ON DRAWINGS i0 INDICATE A SPECIFIC ITEM TO BE REMOVED AND PLACED 0R STORED FOR REUSE LATER. E. REINSTALL (ITEM): A TERM USED ON DRAWINGS TO INDICATE AN EXISTING ITEM THAT HAS BEEN REMOVED AND WILL BE REINSTALLED BACK IN ITS EXISTING LOCATION. F. RELOCATED (ITEM): A TERM USED ON DRAWINGS TO INDICATE AN EXISTING ITEM THAT HA5 BEEN REMOVED, TO BE INSTALLED IN A NEW LOCATION. EXISTING BUILDING UY 1 1 I 1 I 6ded' 1 ill 1 1 1 1 1 1 1 1 301'-8" --CONSTRUCT4HR AREA SEPARATION WALL 0 1,1s5'12.32"W FN r 60'-0' O /tfo LDEMOL15H EXIST. OFFICE i NI it I @I O IT r1—r I T—E1 r 1—T r1 r I—T—r7—r—I T r I r 1 I I I 1 1 1 1 I I I I I I I I I I I I I I I. _ I. -'1 I.. I ' 11 I 1 1 11 1 1 1 1 1 1 1 1 )...1 ---1 ' ( 1 1 1 1 1 1 486.50' OSITE PLAN DEMOLITION " = 30,0" KEY NOTES: OI DEMOLISH - EXISTING 1-5TORY OFFICE 81.D6. - REMOVAL TO INCLUDE FLOOR 50.886 FOOTINGS % DEMOLISH - PRECAST PANEL, RETAINING WALL, 6 FOOTINGS 03 DEMOLISH - CONCRETE APRON O4 DEMOLISH - CONCRETE STEPS, SIDEWALKS 6 CURBS 50 DEMOLISH - ASPHALT O REMOVE 6 STORE - CONCRETE BUMPERS ONG DEMOLISH - EXISTING CONCRETE RAMP- PROVIDE TEMP. BARRIER 4 DOOR OPENI O EXISTING SANITARY WASTE LINE TO REMAIN INTACT. CAP LATERAL REMOVE EXISTING FIXTURES 4 CAP ALL PL5MBN6 LINES. PROVIDE PROVIDE FUTURE CONNECTION TO NEW FIXTURES ®2ND FLOOR O CAP EXISTING HOT 6 COLD WATER LINE 8 FACE OF WALL 10 EXISTING 3" WATER LINE TO REMAIN ACTIVE - VERIFY LOCATION II• REMOVE EXISTING STORM DRAIN 6 CAP LINE REMOVE CATCH BASIN 4 GAP LINE B I4 IS I6 IT I8 I9 4 BY COVE IS' BY0 Y ���� Y-1—T—T--rtrttrtrtTTi I 1 1--, 1 1 1 1 1 11 1 I 1 1 1 I I I 1 1 I 1 I I$ 1 1 I I 1 1 I I I 1 I i n 30' 15' C 3060' 5G .-C: I, 50' CAP 1" WATER LINE TO YARD HYDRANTS, LOCATED IN WATER TE18t PIT PROVIDE TEMPORARY CLOSURE ® PLUMBING CHASE DEMOLISH - EXISTING SHIPPING OFFICE REMOVE DOCK DOOR-5 4 DOCK LEVELER, PROVIDE TEMPORARY CLOSURE REMOVE DOCK DOORS, PROVIDE TEMPORARY CLOSURE CUT 5' X 10' OPENING IN EXISTING 6" LK WALL DEMOLISH - EXISTING RESTROOM, CAP EXISTING WATER LINES 6 TEMPORARY PLUG SANITARY. UTILITY LINE TO BE RECONNECTED FOR USE IN NEW R85TROOM5 ® THIS LOCATION <% DEMOLISH - EXISTING DRAFT CERTAIN NOTED A5 6,0 C.AB. ON ORIGIONAL DRAWINGS. DISPOSE IN ACCORDANCE WITH JJR15010TI0N5 HAVING AUTHORITY 21 NOT USED QCUT 12' X 14' OPENING IN EXISTING WALL, PROVIDE OPENING WITH OH COILING DOOR 6 ELECTRIC OPERATOR. SEE STRUCTURAL DWGS FOR DEIGN CRITERIA CUT 12' X 14' OPENING, PROVIDE TEMPORARY CL0918E. SEE STRUCTURAL DW55 FOR DESIGN CRITERIA _J\ v— 4NS_8'62.0584'42"W BUILDING AREA OFFICE (DEMOLISHED) = 16,000 5F WARN: BE = 61,440 SF MEZZANINE = 52415E CUT 8' X 10' 6 6'-4 X 8' OPENINGS, PROVIDE TEMPORARY `'Z CLOSURE, 2 LOCATIONS. SEE STRUCTURAL DWG'S FOR DESIGN CRITERIA © REMOVE - EXISTING FLAG POLE, REFURBISH 6 REINSTALL % PROVIDE CLOSURE OF SCALE 6 BAILER PIT, DESIGN TO 600W L.L. % DEPRESSED 511EETER PIT TO BE FILLED (5-1/2') WTH CONCRETE %CLEAN EXISTING TRENCH DRAIN, CAP 6 PROVIDE STL. PLATE CLOSURE FLUSH W1EXI8T'6 FLOOR Q DEMOLISH - CONCRETE STAIRS 6 LANDING DEMOLISH CANOPY 31 CUT 4 REMOVE EXISTING SLAB FOR NEVI AREA SEPARATION WALL 6 FOOTING. SEE STRUCTURAL DINGS FOR LOCATION OF NEN COLUMNS 4 CONST.. OF NE3N AREA SEPARATION WALL Q2 DISCONNECT FIRE SPRINKLER LINE TO OFFICE AREA 6 CAP LINE MAINTAIN ACTIVE SPIELER SYSTEM IN BLDG. ©. DEMOLISH ALL TREES 6 LANDSCAPING WITHIN PRELOAD AREA, AND IN FRONT OF EXI511N6 OFFICE %. PROTECT EXISTING TREES ALONG ROPE TOTAL EXISTING = 106515F TOTAL TO REMAIN = 64015F % REMOVE - EXISTING MECHANICAL EQUIPMENT ® REMOVE EXI5TIN6 SCALE QREMOVE ALL FLOURESCENT LIGHT FIXTURES 6 SUPPORTING STRUCTURE FROM CEILING. EXIST'G PENDANT FIXTURES TO REMAIN % DEMOLISH 6 REMOVE EXIST'6 OVERHEAD VACUUM SYSTEM OLUNCH ROOM TO REMAIN INTACT, REMOVE VINYL FLOORING DISPOSE IN ACCORDANCE W/.URISDIOTION HAVING AUTHORITY O REMOVE ALL CONC. EQUIPMENT PADS, PATCH FLOOR AS REQ0 41 REMOVE EX15TG KAU-5 TO DECK, PROVIDE NEW 42' H. GUARDRAIL 42 EXIST'6 GUARDRAIL TO REMAIN INTACT D2000- ono NOTE FOR EROSION CONTROL DURING DEMOLITION - SEE SURCHARGE AND TEMPORARY EROSION/ SEDIMENT CONTROL PLANS. SHEETS TI THROUGH T3, BARGHAUSEN CONSULTING ENGINEERS WITH REVISION I, DATED 2-1-2000. VICINITY MAP SURROUNDING AREA MAP LEGAL DESCRIPTION TRACT 5, ANDOVER INDUSTRIAL PARK NO. 5, VOL. 35, P. 22-25 TAX LOT # - 022340-0050-2 DRAWING INDEX ARCHITECTURAL 01.1 DEMOLITION SITE PLAN Date ttio D2.1 .DEMOLITION FLOOR PLANS L,, D23 ROOF DEMOLITION PLANS D4.1 ELEVATION DEMOLITION PLANS STRUCTURAL 5D 1 .1 STRUCTURAL GENERAL NOTES, LEGEND, ABBREVIATIONS, AND DETAILS 50 2.1 STRUCTURAL FOUNDATION PLAN AND DETAIL 5D 22 STRUCTURAL ROOF FRAMING PLAN AND DETAILS CIVIL T.I COVER T2 SURCHARGE 6 TEMPORARY 520510N/5EDEMENTATION CONTROL PLAN T.3 5UR0HARGE 6 TEMPORARY EROSIOW5EDEMENTATION CONTROL NOTES 6 DETAILS 2 5 2555 ARCHITECTURE 777 108th NE 4400 Bellevue WA 98004 425.822.6700 425.828.9116 F. Arlan E. Collins Mark L. Woerman, AIA Principal Architects MUSTANG L.L.C. 401 ANDOVER PARK EAST TUKWILA, WASHINGTON 2/10/00 8894E10Q1YC@48115 I/14/00 DEMOLITION PERMIT No. Date Item Revisions Project No. Date Drawn By Cfi'� pFETL�NWI:A /137.00 12/12/99 IOC CORRECTION LTR# DEMOLITION Title SITE PLAN Sheet No. D1.1 D2000 - 0I0 EXIST. 54,1 LM PIT EXIST. EXIST. BALER SCALE PIT PIT PRODUCTION GENERAL DEMOLITION NOTES PERTAINING TO PLAN I. DRAWING TERMS PERTAINING TO DEMOLITION: A DEMOLISH: TO DESTROY OR WRECK, AND REMOVE FROM 511E B. PROTECT (ITEM: A TERM USED ON DRAWINGS TO INDICATE THAT AN ITEM REQUIRES PROTECTION FROM WORK. C. REMOVE (ITEM): A TERM USED ON DRAWIN65 TO INDICATE A SPECIFIC ITEM TO BE REMOVED. 11S ITEM MAY EI11ER BE REFU015'ED OR REJNINATED, REINSTALLED, 801,0CATED, OR TURNED OVER TO THE ONPER OR THE CONTRACTOR D. REMOVE AND STORE (ITEM): A TERM USED ON DRAWINGS TO INDICATE A SPECIFIC ITEM TO BE REMOVED A10 PLACED 0R STORED FOR RE15E LATER E. REINSTALL (ITEM): A TERM USED ON DRAWINGS TO INDICATE AN EXISTING ITEM THAT HAS BEEN REMOVED AND WILL BE REINSTALLED BACK IN ITS EXISTING LOCATION. F. RELOCATED (ITEM): A TERM USED ON DRAWINGS TO INDICATE AN EXISTING ITEM THAT HAS BEEN REMOVED, TO BE INSTALLED IN A NEIN LOCATION. ) PUMP ROOM WAREHOUSE OFIRST FLOOR DEMOLITION PLAN 1/16" = I'-0" KEY NOTES: OI DEMOLISH - EXISTING 1-5T0RY OFFICE BLDG. - REMOVAL TO INCLUDE FLOOR SLAB 4 FOOTINGS 0 DEMOLISH - PRECAST PANEL, RETAINING WALL, 4 FOOTINGS 0 DEMOLISH - CONCRETE APRON O DEMOLISH - CONCRETE STEPS, SIDEWALKS 4 CURBS 0 DEMOLISH - ASPHALT 0 801405E 4 STORE - CONCRETE BUMPERS /-N DEMOLISH - EXISTING CONCRETE RAMP - PROVIDE TEMP. BARRIER 8 DOOR OPENING O EXISTING SANITARY WASTE LINE TO REMAIN INTACT. CAP LATERAL REMOVE EXISTING FIXTURES 4 GAP ALL PUUMEN6 LINES. PROVIDE PROVIDE FUTURE CONNECTION TO la FIXTURES to 2ND FLOOR O CAP EXISTING HOT 4 COLD WATER LINE B FACE OF WALL JO EXISTING 3" WATER LINE TO REMAIN ACTIVE - VERIFY LOCATION II REMOVE EXISTING STORM DRAIN 4 CAP LINE 12 REMOVE CATCH BASIN 4 CAP LINE EXISTING TRENCH DRAIN B CAP I° WATER LINE TO YARD HYDRANTS, LOCATED IN WATER METER PIT 14 PROVIDE TEMPORARY CLOSURE 8 PLUMBING CHASE 15 DEMOLISH - EXISTING SHIPPING OFFICE 16 REMOVE DOCK DOORS 4 DOCK LEVELER, PROVIDE TEMPORARY CLOSURE IT REMOVE DOCK DOORS, PROVIDE TEMPORARY CLOSURE IB GUT 8' X 10' OPENING IN EXISTING 6' CM WALL DEMOLISH - EXISTING RESTROOM, CAP EXISTING WATER LINES 4 TEMPORARY PLUG SANITARY. UTILITY LINES TO BE RECONNECTED FOR USE IN NEW RE5TROOMS 8 THIS LOCATION QO DEMOLISH - EXISTING DRAFT CURTAIN NOTED A5 6'-0" GAB. ON ORI610NAL DRAWINGS. DISPOSE IN ACCORDANCE WITH J1RI5DIGTI0N5 HAVING AUTHORITY 21 NOT ZED GUT 12' X 14' OPENING IN EXISTING WALL, PROVIDE OPENING WITH OH COILING DOOR 4 ELECTRIC OPERATOR 5EE 5T1RUG1URAL PASS FOR DESIGN CRITERIA GUT 12' X 14' OPENING, PROVIDE TEMPORARY CLOSURE. SEE STRUCTURAL DINGS FOR DESIGN CRITERIA 60'-0" INST LAB LAB 51PP� O EXISTING MEZZANINE 2 sv N II 3 ter- / frja EXIST a / LOCKER TRH1 CUT 8' X 10' 4 6'4 X 8' OPENINGS, PROVIDE TEMPORARY CLOSURE, 2 LOCATIONS. SEE STRUCTURAL DW65 FOR DESIGN CRITERIA REMOVE - EXISTING FLAG POLE, REFLRBISH 4 REINSTALL ® PROVIDE CLOSURE OF SCALE 4 BAILER PIT, DESIGN TO 60014/5F LL. DETRE./X12 %MIERR PIT TO BE FILLED...(3-1/2') WITH CONCRETE ®CLEAN EXISTING TRENCH DRAIN, CAP 4 PROVIDE St. PLATE CLOSURE FLUSH INEXIST6 FLOOR ® DEMOLISH - CONCRETE STAIRS 4 LANDING ® DEMOLISH CANOPY 31 CUT 4 REMOVE EXISTING SLAB FOR NEW AREA SEPARATION WALL 4 FOOTING. SEE STRUCTURAL DINGS FOR LOCATION OF NEW COL U1415 4 CONST. OF KW AREA SEPARATION WALL ©DISCONNECT FIRE SPRINKLER LINE TO OFFICE AREA 4 CAP LINE MAINTAIN ACTIVE SPINKLER SYSTEM IN BLDG. ©DEMOLISH ALL TREES 4 LANDSCAPING WITHIN PRELOAD AREA, AND IN FRONT OF EXISTING OFFICE PROTECT EXISTING TREES ALONG RONL 4 WALLS TO REMAIN — 5 EXISTING WAREHOUSE I1 7 7A 8 \\ 9A 10 14 EXISTING MEZZANINE EXISTING MEZZANINE 2 3 4 6 7 7A 9A 10 O MEZZANINE DEMOLITION PLAN 1/16" = 1'-0" O REMOVE - EXISTING MECHANICAL EQUIPMENT ® REMOVE EXISTING: SCALE 41 REMOVE ALL FLOURESCENT LIGHT FIXTURE, 4 SUPPORTING STRUCTURE FROM CEILING. EXISTS PENDANT FIXTURES TO REMAIN DEMOLISH 4 REMOVE EXISTS/ OVERHEAD VACUUM SYSTEM LUNCH ROOM TO REMAIN INTACT, REMOVE VINYL FLOORING, DISPOSE IN ACCORDANCE.W/JURISDICTON HAVING AUTHORITY REMOVE ALL GANG. EQUIPMENT PADS, PATCH FLOOR A5 REDD REMOVE EXIST'6 WALLS TO DECK, PROVIDE NEW 42° H. GUARDRAIL EXIST'6 GUARDRAIL TO REMAIN INTACT Vz0000io ARCIIITECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects MUSTANG L.L.C. 401 ANDOVER PARK EAST 'TUKWILA, WASHINGTON 1/14/00 DEMOLITION PERMIT No. Date Item Revisions CITY OFET E� • REGISTERED • ARCHITECT Project No. Date Drawn By 1137.00 12/12/99 JAC Title DEMOLITION PLAN Sheet No. D2.1 4 7 1C 14 GV EXIST. ROOF STRUGPJRE FLOOD GOAT EXIST. F.1 F i 1 D C v�7 EXIST. ROOF STRUCTURE FLOOD GOAT EXIST. 0 � v NEA 4-HOIR AREA SEPARATION WALL CONTRACTOR O?80N. PROVIDE CRICKET TO EXISTING. DRAIN, OR PROVIDE ADDITIONAL ROOF DRAINS NEAR AREA SEPRATION :. WALL TYR, (3) LOCATIONS i INSTALL NEW COL 4 BEAM TER STRUCTURAL DABS, CUT ROOF FOR /PENETRATION. EXT'BID AREA SEPFRAT10N THRU WALL MIK OF 3'-0' ABOVE EXIST'4 ROOF. PATCH ROOF A5 REWIRED O ROOF DEMOLITION PLAN I/Ib" = ILO" r PROVIDE KEA ACRYLIC. LENS TO ALL DOE SMOKE VENTS. VIE OPENING AS SKYLIGHTS OPERABLE. SMOKE VENTS NO LONG.R MOD. PROVIDE OPEN'G. W5ECURITY GRILLE 8 / \< / \ 1 / \ 1 / \ I L 2 4 6 7 7A DISPOSE OF ROOF INSUL. IN ACCORDANCE i5/.BR1801C7ION HAVING AUTHORITY 9A 10 Dinco -ova ARCHITECTURE 777 108th NE #400 Bellevue WA 98004 425.822.6700 425.828.9116 Fax Arlan E. Collins Mark L. Woerman, AIA Principal Architects MUSTANG L.L.C. 401 ANDOVER PARK EAST TUKWILA, WASHINGTON 11/24/99 CONT. PROP. SET II/9/94 DESIGN REVIEW SET No. Date Item Revisions N' 11EGISTENED APCl/ITECf 1 YI1RR 1. 190EIM11N AiE OFpA91 GT' OFETUMNIIA Protect No. 1137.00 Date 9/1/99 Drawn By JAC Title DEMOLITON ROOF PLAN Sheet No. D2.3 T.0.1'. EL 31'-4" EXIST. s SECOND FLOOR EL 15'-4' TO REM $ FIRST FLOOR EL o'-0" $ T.O.P. EL 3!'-4' $ SECOND FLOOR EL 15'-4" $ FIRST FLOOR EL 0'-0' 1.489 AREA SEPARATION WALL ANOPY *IN ,-. ti EXIST. LOADING DOCK TO REMAIN T.O.P. EL 31'-4' $ SECOND FLOOR EL 15'-4" FIRST FLOOR EL 0'-0' SOUTH ELEVATION 1/16' = 1, 0° NEW AREA SEPARATION WALL L :1- EAST ELEVATION 1/16" = 1'-0" 4774 AREA SEARATION WALL EXIST. CANOPY TO REMAIN GENERAL DEMOLITION NOTES PERTAINING TO PLAN I. DRAWING TERMS PERTAINING TO DEMOLITION: A. DEMOLISH: TO DESTROY OR WRECK, AND REMOVE FROM SITE B. PROTECT (ITEM): A TERM USED ON DRNYIN65 TO INDICATE THAT AN ITEM REQUIRES PROTECTION FROM WORK. C. REMOVE (ITEM): A TERM U5r12 ON DRAWIN55 TO INDICATE A SPECIFIC ITEM TO BE REMOVED. THE ITEM MAY EITHER BE REFURBISHED OR REJNINATED, REINSTALLED, RELOCATED, OR TURNEDOVci2 TO TI-E: OWNER 0R THE CONTRACTOR D. REMOVE AND STORE (ITEM): A TERM USED ON DRAWINGS TO INDICATE A '. SPECIFIC ITEM TO BE REMOVED AND PLACED OR STORED FOR R815E LATER E. REINSTALL (ITEM): A TERM '.USED ON DRAY41N55 TO INDICATE AN EXISTING ITEM THAT HA5 BEEN REMOVED AND WILL BE REINSTALLED BACK IN ITS EXISTING LOCATION F. RELOCATED (ITEM): A TERM USED ON DRAWIN455 TO INDICATE AN EXISTING ITEM THAT HAS BEEN REMOVED, TO BE INSTALLED IN A PEW LOCATION. T.OP. EL 31'74' $ SECOND FLOOR EL 154' $ FIRST FLOOR EL 0'-0' EXIST. CANOPY TO REMAIN NORTH ELEVATION 1/16' = 1'-0° NEW AREA,... SEPARATION WALL 1 I 1 11 KEY NOTES: OI DEMOLISH - EXISTING I -STORY OFFICE BLDG. - REMOVAL TO INCLUDE FLOOR 5LA8 4 FOOTIN65 O2 DEMOLISH - PRECAST PANEL, RETAINING WALL, 4 FOOTINGS O DEMOLISH - CONCRETE APRON O DEMOLISH:- CONCRETE STEPS, SIDEWALKS 4 CRBS:. DEMOLISH - ASPHALT 0. REMOVE 4 STORE - CONCRETE BUMPERS OT DEMOLISH - EXISTING CONCRETE RAMP -. PROVIDE TEMP. BARRIER ® DOOR OPENING OEXISTING SANITARY WASTE LINE TO REMAIN INITACT. GAP LATERAL REMOVE EXISTING FIXTURES 4 GAP ALL RUMENS LINES. PROVIDE PROVIDE FUTURE CONNECTION TO NEW FIXTURES ®2NND FLOOR O CAP EXISTING HOT 4 GOLD WATER LINE ® FACE OF WALL 10 EXI8TIN6 3' WATER LINE TO REMAIN ACTIVE - VERIFY LOCATION' • II REMOVE EXISTING STORM DRAIN 4 GAP LINE. 12 REMOVE CATCH BASIN 4 GAP LIME WEST ELEVATION 1/16" = 1'-0" B > GAP I' WATER LINE TO YARD HYDRANTS, LOCATED IN WATER METER PIT 14 PROVIDE TEMPORARY CLOSURE ® PLUMBING CHASE 15 16 IT 18 19 DEMOLISH - EXISTING SHIPPINS OFFICE REMOVE DOCK DOORS 4 DOCK LEVELER PROVIDE TEMPORARY CLOSURE REMOVE DOCK DOORS, PROVIDE TEMPORARY CLOSURE CUT 6'. X 10 0PE4I115 INEXI5TIN6 6' GMJ WALL', DEMOLISH - EXI5TIN6 RE5TRDOM, GAP EXI5TIN6 WATERLINES $ TEMPORARY PLUG SANITARY. UTILITY LINES TO BE RECONNECTED FOR USE IN NEW RESTR00M5 ®h05 LOCATION DEMOLISH - EXISTING DRAFT CURTAIN NOTED A5 6,-0' GAB. ON ORI610NAL DRAWIN55.,DISPOSE IN ACCORDANCE WITH JJRISDIGTIONS HAVING, AUTHORITY NOT USED CUT 12 X 14 OPENING IN EXISTING, WALL, PROVIDE OPENING WITH OH COILING DOOR 4 ELECTRIC OPERATOR SEE STRUCTURAL OWLS FOR DESIGN CRITERIA: CUT 12' X 14' OPENING, PROVIDE TEMPORARY CLOSURE. SEE 51R1GTI,RAL DINGS FOR DESIGN CRITERIA EXIST. LOADING DOCK TO REMAIN ®GUT 8' X 10' 4. 6'-4 X 8, OPE4IN65, PROVIDE TEMPORARY CLOSURE, LOCATIONS. SEE STRI.42NRAL 04 5 FOR DESIGN CRITERIA ® REMOVE - EXISTING FLAG POLE, REFURBISH 4 REINSTALL ® PROVIDE GLO`a1RE OF SCALE 4 BAILER PIT, DESIGN TO 8004/5F LL. DI7RE.an, 5%EBTER PIT TO BE FILLED (5-1/2') WITH CONCRETE GLEAN EXISTINS TRENCH DRAIN, CAP 4 PROVIDE FL. PLATE CLOSURE HIGH WIEXISTS FLOOR DEMOLISH - CONCRETE STAIRS 4 LANDING DEMOLISH CANOPY 31CUT 4 REMOVE EXISTING/ SLAB FOR NEN AREA SEPARATION WALL 4 FOOTING. SEE STRUGTIRAL DW55 FOR LOCATION OF NN5"l COLUMNS 4 CON45T. OF NEW AREA SEPARATION WALL QDISCONNECT FIRE SPRINKLER LINE TO OFFICE AREA 4.. GAP LINE MAINTAIN ACTIVE SPINKLER SYSTEM IN BIDS. DEMOLISH ALL TREES 4 LANDSCAPING WITHIN PRELOAD AREA, AND IN FRONT OF EXISTING OFFICE ® PROTECT EXISTING TREES AL0N6 RAYL EXIST. LOADING DOCK' TO REMAIN 1)2000 0/0 O REMOVE - EXISTING MECHANICAL EQUIPMENT © REMOVE EXISTIN S SCALE 3T REMOVE ALL FLORESCENT LI6HF FIXTURES 4 SUPPORTING STRUCTURE FROM CEILING. EXIST'6 PENDANT FIXTURES TO REMAIN ® DEMOLISH 4 REMOVE EXISTS OVERHEAD VACUUM SYSTEM ®0.*0H..ROOM TTO REMAIN INTACT, REMOVE VINYL PLOORIN6, DISPOSE IN AG00RDANGE NUJIRISDICTION HAVING, AUTHORITY O REMOVE ALL CONC. EQUIPMENT PADS, PATCH FLOOR A5 REQ'D 41 REMOVE EXIST'6 WALLS TO DECK, PROVIDE NEW 42° H. GUARDRAIL 4Q EXISTS GUARDRAIL TO REMAIN INTACT ARCHITECTURE 777 108th NE #400 Bellevue VA 98004 425.822.6700 425.828.9116 Fes Arian E. Collins Mark L. Woermao, ALA Principal Architects MUSTANG L.L.C. 401 ANDOVER PARK EAST TUKWILA, WASHINGTON 1/14/00 DEMOLITION PERMIT No. Date Item Revisions Project No. Date Drawn By „AVEa �n CttY OF n 1137.00 12/12/99 JAC DEMOLITION EXTERIOR Title ELEVATIONS Sheet No. D4.1