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HomeMy WebLinkAboutPermit D2000-015 - MCI WORLDCOM - SWITCHING FACILITY (Only Plans)MCI I/I/ORLDCOM TUKWILA SWITCHING FACILITY TENANT IMPROVEMENT 12682 GATEWAY DRIVE TUKWILA, WASHINGTON 98168 DESIGN BUILD TEAM OWNER DESIGN BUILDER ARCHITECTURE CIVIL AND STRUCTURAL ENGINEERING MECHANICAL /ELECTRICAL /PLUMBING ABBREVIATIONS AB AC ADJ AFF ALT ALUM ANOD APPROX ARCH B/ BD BTWN BLDG BLK BLKG BM BOTT BRG CB CI CJ G CLR CMP CMU CO COL CONC CONN CONST CONT CORR COP CN TR DBL DF DIA DIM DL DN DR DS DWG EIFS ELEV ELECT CO EXIST EXP JT EX ANCHOR BOLT ASPHALTIC CONCRETE ADJACENT ABOVE FINISH FLOOR ALTERNATE ALUMINUM ANODIZED APPROXIMATE ARCHITECT(ORAL) BOTTOM OF BOARD BETWEEN BUILDING BLOCK BLOCKING BENCH MARK BOTTOM BEARING PLATE CATCH BASIN CAST IRON CONTROL JOINT CENTER LINE CEILING CLEAR CORRUCA TED METAL PIPE CONCRETE MASONRY UNIT CLEAN OUT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CORRUGATED(ION) CONCRETE SEWER PIPE CENTER DOUBLE DRINKING FOUNTAIN DIAMETER DIMENSION DEAD LOAD DOWN DOOR DOWNSPOUT DRAWING EXTERIOR INSULATION FINISH SYS7E, ELEVATION ELECTRiCA'_ EQUAL EXISTING EXPANSION JOINT EXTERIOR 2„ u FACE /STUD FACE OF STUD 0/A FD FLOOR DRAIN OC FDC FIRE DEPARTMENT CONNECTION OD FIN FLR FINISH FLOOR FIN GR FLR FOC END FOIL FOS FOW FT FTG GA GAL GEN GR GYP BD HB HC HDR HD HM HOR1Z HTG H VAC ID IE INSUL IN JOT JN T LL MA TL MAX MECH MED MRG MGR MH MIN MISC MK MO NIC N0. /$ NOM N TS FINISH GRADE FLOOR FACE OF CONCRETE FOUNDATION FURNISH BY OWNER INSTALL BY CONTRACTOR FACE OF STUD FACE OF WALL FEET /FOOT FOOTING GAUGE GALVANIZED GENERAL GRADE GYPSUM BOARD HOSE BIBB HOLLOW CORE HEADER HARDWARE HOLLOW METAL HORIZONTAL HEATING HEATING, VENTILATION AND AIR CONDITIONING INSIDE DIMENSION INVERT ELEVATION INSULATION INTERIOR JOIST JOINT LIVE LOAD MATERIAL MAXIMUM MECHANICAL MANUFACTURED MANUFACTURING MANUFACTURER MAN HOLE MINIMUM MISCELLANEOUS MARK MASONRY OPENING NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OHD OPNG OPP 0/S PLAIN PLYWD PVC PVMT PT R RAD RD REF RE1NF REQ REV RM RO ROW SHTG SIM SPEC SQ SS STA PT STD SUSP 0/ THK TS ru TYP UL U/S VER T VEST W/ WC WD W/0 WP WR WWM WH 0(5 OVERALL ON CENTER OUTSIDE DIAMETER OVER HEAD DOOR OPENING OPPOSITE OUTSIDE PLATE PLASTIC LAMINATE PLYWOOD POLY VINYL CHLORIDE PAVEMENT PRESSURE TREATED RADIUS RADIAL ROOF DRAIN RERERENCE REINFORCING REQUIRED REVISION ROOM ROUGH OPENING RIGHT OF WAY SHEATHING SIMILAR SPECIFICATION SQUARE STAINLESS STEEL STATION POINT STANDARD SUSPENDED TOP OF THICK(NESS) TUBE STEEL TILT -UP TYPICAL UNDER WRITERS LABORATORIES UNDERSIDE VERTICAL VESTIBULE WITH WATER CLOSET WOOD WITH OUT WATER PROOF WATER RESISTANT WELDED WIRE MESH WATER HEATER MCIWORLDCOM TELECOMMUNICATIONS CORPORATION HOFFMAN CONSTRUCTION CO. GROUP MACKENZIE INC. GROUP MACKENZIE ENGINEERING INC. GLUMAC INTERNATIONAL INC. CODE ANALYSIS DRAWING CRITERIA BASED ON 1998 STATE OF WASHINGTON EDITION, UNIFORM BUILDING CODE 1997 OCCUPANCY: B BUILDING AREA (EXISTING): TENANT IMPROVEMENT AREA: ACONSTRUCTION TYPE ALLOWABLE FLOOR AREA AREA INCREASES TOTAL ALLOWABLE FLOOR AREA: BUILDING HEIGHT (TABLE 5 -B) - ALLOWABLE - PROVIDED 70,775 SQ. FT. 30,825 SQ. FT. TYPE V -N 8,000 SQ FT (TABLE 5 -B) SPRINKLED - 100% 60' SEPARATION ON 4 SIDES - 100% UNLIMITED PER SECTION 505.2 40' -0" 2- STORIES) 31' -6" EXISTING) *THE BUILDING IS PROVIDED WITH AN AUTOMATIC FIRE PROTECTION SYSTEM AND AUTOMATIC SMOKE DETECTION THROUGHOUT FIRE RESISTIVE REQUIREMENTS EXTERIOR NON- BEARING WALLS INTERIOR BEARING WALLS STRUCTURAL FRAME FLOORS ROOF SHAFTS STAIR ENCLOSURES (UBC TABLE 10A) NON -RATED NON -RATED NON -RATED NON -RATED NON -RATED NON -RATED NON -RATED OCCUPANT AREA LOAD LOAD FACTOR FIRST FLOOR OFFICE FIRST FLOOR EQUIPMENT FIRST FLOOR MECHANICAL TOTAL 1ST FLOOR OCC. LOAD MEZZANINE LEVEL OFFICE TOTAL MEZZANINE OCC. LOAD TOTAL OCCUPANCY LOAD 1,560 100 15.6 26,300 500 52.6 340 300 1.2 = 69.44 2,625 100 26.25 = 26.25 TOTAL WIDTH OF EXITS IN INCHES (UBC SECTION 1003.2): OCCUPANT LOAD (69.44) x 0.2 = 13.89 INCHES = 95.69 ALL DRAWINGS ARE IDENTIFIED BY TWO DIGITS AS FOLLOWS: A. CATEGORY LITTER REFERRING TO THE DISCIPLINE OR MAJOR DIVISION. T. TITLE SHEET C. CIVIL - SITE DEVELOPMENT L. A. S. P. M. E_ LANDSCAPE ARCHITECTURAL STRUCTURAL PLUMBING MECHANICAL ELECTRICAL B. SUB - CATEGORY f•;1MBER REFERRING TO TYPE OF DRAWING OR GROUPING. I_ GENERAL 2. PLANS 3. EXTERIOR ELEVATIONS /BUILDING SECTIONS 4. WALL SECTIONS 5. INTERIOR ELEVATIONS 6. REFLECTED CEILING PLANS 7. STAIR SECTIONS. PLANS, AND DETAILS 8. DETAILS 9. SCHEDULES SYMBOLS AND REFERENCES BUILDING SECTION KEY MARKS SECTION KEY MARKS ELEVATION KEY MARKS DETAIL REFERENCE MARKS ROOM /SPACE IDENTIFICATION DOOR SYMBOL NUMBER WINDOW TYPE SHEET y SUB - CATEGORY CATEGORY DETAIL# OFFICE I 101 I Fl SUB - CATEGORY CATEGORY ROOM NAME FINISH GROUP ROOM J/ ISSUED FOR: SITE /DEMO /STL & FDN INDEX OF DRAWINGS T1.1 COVER SHEET/ INDEX OF DRAWINGS. CIVIL SITE C1.0 SITE UTILITY. PLAN SITE C2.0 ENLARGED GRADING AND UTILITY PLAN ARCHITECTURAL REFERENCE A1.0 EGRESS PLAN DEMO A2.0 DEMOLITION PLAN REFERENCE A2.1 REFERENCE FLOOR PLAN REFERENCE A3.1 REFERENCE A3.2 REFERENCE A3.3 REFERENCE A6.1 REFERENCE A6.2 ELEVATIONS BUILDING SECTIONS BUILDING SECTIONS 'I' ..,� P.O. Box 69039 -I of ourtland, 0. _gon 97201 -0039 Plans IJEJ I.C_ Y Phone: (503)224-9560 ado t - . .aorc e; , c. : d o` co' FAX: (SG 28 -128= tractor's copy of approved Puns acknowledged. Builder HOFFMAN CONSTRUCTION COMPANY of Qregon 11oS S.W. Sixtr A :eHUe P Box 1355! Portland, Oregor 97207 Phone: (503)221 -9811 FAS: (503)22: -8934 Arh i tec t /Civil /S tru ctu raI GROUP MACKENZIE OARS S.W. BancFUI St. FIRST FLOOR REFLECTED CEILING PLAN SECOND FLOOR REFLECTED CEILING PLAN EXPIRED STRUCTURAL STL & FDN S1.0 STL & FDN S1.1 0... STL & FDN S2.1 STL & FDN 52.2 STL & FDN 52.3 STL & FDN 55.1 STL & FDN S8.1 ,4 STL & FDN 58.2 �/ STL & FDN 58.3 STL & FON 58.4 REFERENCE REFERENCE REFERENCE REFERENCE REFERENCE REFERENCE REFERENCE REFERENCE REFERENCE GENERAL STRUCTURAL NOTES TYPICAL STRUCTURAL DETAILS FOUNDATION PLAN MEZZANINE FRAMING PLAN MEZZANINE FRAMING PLAN FRAME ELEVATIONS DETAILS DETAILS DETAILS DETAILS MECHANICAL M.02 MECHANICAL LEGEND M1.1 MECHANICAL SITE / REFERENCE PLAN M2.1 FIRST FLOOR MECHANICAL PLAN - -ZONE 1 M2.2 FIRST FLOOR MECHANICAL PLAN - -ZONE 2 M2.3 FIRST FLOOR MECHANICAL PLAN - -ZONE 3 ELECTRICAL COSY G{ 0,101 D 0,1,F (VIED .IvsoN SEPARATE PERMIT R5OUIRED FOR: IE 'MECHANICAL [ELECTRICAL ❑ PLUMBING ❑ GAS PIPING CITY OF TUKWILA BUILDING DIVISION E0.2 ELECTRICAL LEGEND AND ABBREVIATIONS E2.1 FIRST FLOOR POWER, SIGNAL AND SECURITY PLAN - -ZONE 1 E2.2 FIRST FLOOR POWER, SIGNAL AND SECURITY PLAN - -ZONE 2 E2.3 FIRST FLOOR POWER, SIGNAL AND SECURITY PLAN - -ZONE 3 PLUMBING REFERENCE P1.1 PLUMBING UNDERGROUND FLOOR PLAN Mechanical /Electrical GLUMAC INTERNATIONAL 925 S.W. 3rd Suite 105 Portland, Oregon 97204 -2420 ?'none: (503)227 -5200 FA'O: (503)274 -7974 SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 CI 2000 AMLL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO 8E USED OR REPRODUCED IN ANY MANNER, WITHOUT PROR WRITTEN PERMISSION Revisions: REVISION EDITION CLOSING DATE ECEIVED ---- - -CITV R OF TUKWILA PERM, CENTER ■ Sheet Title TITLE SHEET & INDEX OF DRAWINGS DATE: 1/20/2000 DRAWN BY: MET CHECKED BY: DMW SHEET Tip 706 NO. 990346 CONTRACTOR TO VERIFY LOCATION OF EXISTING STORM LINE PR10K 1 U CONSTRUCTION. NOTIFY ENGINEER OF ANY DESCREPENCIES. PROPOSED ELECTRICAL - TRANSFORMER VAULT (8'x18') UNDERGROUND EXISTING ELECTRICAL VAULT GENERAL NOTES CONTRACTOR TO COORDINATE NUMBER AND SIZE OF CONDUIT WITH ELECTRICAL PLANS. 1. ALL WORK SHALL CONFORM TO THE LATEST STANDARDS AND PRACTICES OF CITY OF TUKWILA OR THE RESPECTIVE UTILITY OR AGENCY. 2. IT SHALL BE THE CONTRACT ORS RESPONSIBILITY TO LOCATE AND VERIFY SIZE AND DEPTH OF UTILITY LINES PRIOR TO CONSTRUCTION. NOTIFY ENGINEER OF ANY DISCREPANCIES. 3. CONTRACTOR TO COORDINATE RELOCATION OF GAS LINE WITH UTILITY PROVIDER AND ADJACENT TENANTS. \ —_— (n_._ GAS GAS STORM DRAIN NOTES 1. CONTRACTOR SHALL POTHOLE AND VERIFY LOCATION, SIZE, ELEVA T ION, AND MATERIAL OF EXISTING STORM LINE PRIOR TO CONSTRUCTION. ALL ELEVATIONS ARE BASED ON ORIGINAL CONSTRUCTION DRAWINGS. 2. CONTRACTOR SHALL MATCH EXISTING STORM PIPE MATERIALS, PROVIDING THEY ARE ACCEPTABLE TO LOCAL JURISDICTION AND ARE COMPLIANT WITH THE UPC. 3. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE TO CATCH BASINS IN REDEVELOPED AREA. 4. ALL PROPOSED CATCH BASINS SHALL BE W.S.D.O.T. TYPE. STD. DETAIL B -1. SEE SHEET C2.0 FOR ENLARGED PLAN 1► PROJECT TRUE NORTH NORTH 30 0 15 30 60 MIll �. NI MI - MINN ( IN FEET ) 1 inch = 30 ft. 120 EXPI RED APPR D MAR 152000 BUILDING DIVISION SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder' HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue. P.O. Box '300 Po; tland, Cregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arhitect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 O MCI 2000 IGH ALL RTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: REVISION EDITION CLOSING DATE RECEIVED Sheet Title SITE GRADING AND UTILITY PLAN DATE: DRAWN BY: CHECKED BY: SHEET c1.0 OF 303 NO. 990346 CONNECT TO EXISTING STORM LINE / IE =9.351 T PROPOSED ELECTRICAL _ _ _ _ _ _ PROPOSED ELECTRICAL ACCOUSTICAL BLOCK I SOUND WALL - SEE cP., ARCH. DRAWINGS I 113.00 CATCH BASIN RIM= 12.80± IE= 10.30 (8 ") ` S GAS GAS GAS I ' � TO PROVIDE WEEP HOLES THROUGH WALL, SEE ARCHITECTURAL PLANS LEGEND PROPOSED CHILLER UNITS ON RACKS PROPOSED CONTOUR 15 EXISTING CONTROUR PROPOSED STORM EMU PROPOSED GAS LINE —GAS PROPOSED ELECTRICAL — — • — CONTRACTOR TO ENSURE CONTRACTOR TO REMOVE AND POSITIVE DRAINAGE TO \ % REPLACE EXISTING AC. MATCH CATCH BASIN \ EXISTING AC SECTION "_- _ ---- — ; —_ - -� — _--- ____ --- � / �— — 16 / 5.5% i ■ AC SAWCUT LINE IE= 11.50(6') 15 (Jl'( ✓,II I 1 / (31 I li`, 0111 l (J' i la'_c ' REMOVE EXIST - `EXIST. RETAINING RETAINING WALL WALL TO REMAIN 11.5% DOUBLE WALLED CONCRETE ENCASED FUEL TANKS -SEE MECHANICAL PLANS 115.15 i '-CONTRACTOR TO MOVE CB GA GAS GAS CATCH BASIN RIM =14.75 IE= 12.5(6 ") FUTURE CHILLER I UNITS ON RACKS 6" ® MIN CONNECT TO EXISTING STORMLINE AS .GAS\ GAS MI sa 6'x8' PRECAST CONCRETE PAD FOR ELECTRICAL TRANSFORMERS GAS GAS C � A 2% STRM ®n oil. D20 CA A REMOVE EXISTING CONTRACTOR TO REGRADE AND CONCRETE PA_ PROVIDE WEEP HOLE THROUGH ELECTRICAL GENERATOR CATCH BASIN WALL AS AS REQUIRED TO PROVIDE POSITIVE DRAINAGE TO RELOCATED SEE ' .ECHANICAL AND ANC STRUCTURAL PLANS CATCH BASIN -. BASIN 'Ol 5 EX PIRED REMOVE CURB AND CONCRETE [WILL, RECONSTRUCT CURB AND REPLACE CONCRETE, PROJECT TRUE NORTH NORTH 5 10 20 ( IN FEET inch = 10 SEE ON -SITE ELECTRICAL PLANS FOR ELECTRICAL CONDUIT RUNS CONTRACTOR SHALL COORDINATE 0;,./ LINE RELOCATION WITH SERVICE PROVIDER , ft. SITE /DEMOLI"C ION /FOUNDATION + STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 0.0l. Sixth .Avenue 0 0. Bo 1303 Portland, Oregon 97207 Phone: (503)221 -8811 FAA: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 - 9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 C MCI 200 U ALL RIG RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: bm oP ruKwlu -� PER64 T CCNTCD Sheet Title ENLARGED GRADING AND UTILITY PLAN DATE: o DRAWN BY: S CHECKED BY: SHEET JOB NO. REVISION EDITION CLOSING DATE C2.0 OF 990346 I ACCESSIBLE A\ EXIT I I 11 I II' RECEIVING/ 11071 112 I Ov UP , ir' T , I I 'L ACCESSIBLE I ;1 E EXIT < i 1 ,---' ENTRY 1 Io11 T 1 MEM O, BATTERY MEN 2,875 SF /500 = 5.75 ( <30) = EXIT COOPoD OO R Los =115018 °TocH ROOM I1oaI f 17,650 SF /500 = 35.3 = 2 EXITS 0, I EQU I ACCESSIBLE N1✓ EXIT BUILDING EXIT DISTANCE = 192' 200' -0" , FIRST FLOOR EGRESS PLAN 110 I/16 " =1' —O" PMENT YARD El ACCESSIBLE I EXIT SF /500 = (<30) = 1 EXIT E EC1SC 5o' -0" f 25' -0" 25' -0" fi ACCE SSIBLE 2 ■ • — LIMITS OF WORK KEY PLAN No Scale LEGEND m E PATH OF EGRESS EXISTING WALL 2,625 SF < 3,000 SF = NO ELEVATOR NEW 2 —HR WALL SEE DETAIL P1/A1.1 NEW 2 —HR RATED WALL ADJACENT TO EXISTING WALL SEE DETAIL P3/A1.1 EXISTING EXTERIOR CONCRETE WALL W/ NEW FURRING PER DETAIL P2/A1.1 NEW INFILL WALL SEE DETAIL F'5/A1.1 l 5 EXPIRED MEZZANINE FLOOR EGRESS PLAN CITY OF TUKWILA APPROVED MAR 1 5 2000 BUILDING DIVISION ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder ' HOFFMAN CONSTRUCTION • COMPANY of Oregon 1300 S.V, Sixth Avenue P.O. Sc, ; 1300 PortionJ, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 P'none: (503)227 -5280 FAX: (503)274 -7674 O MCI 2000 C ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTf OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: Sheet Title EGRESS PLANS DATE: 1/20/2000 DRAWN BY: ARS CHECKED 8Y: DMW SHEET JOB N0. REVISION EDITION CLOSING DATE cm oP ruKWILa A1 .0 990346 I 'I • L 25' -0" 25' -0" r - 1-- L J— TYP r —i I I L _ J 10 TYP 50' -0" 6 II : : ; , . . . _ . L j.___ -" — IH' - - -- � LI_I� II I I I [Ir I I r — L I ' L J TYP TYP FIRST FLOOR DEMO PLAN TYP I r - - J I 1 I I L�_J r — - - -- r -1 _ I I I I L _ J m rr--I r I I J L —J 50' -0" 25' -0" 25 -0" LEGEND KEYNOTES WALL TO BE DEMOLISHED EXISTING WALL .. LIMITS OF WORK NEW FLOOR DRAIN L.J NEW FOOTING (REFER TO KEYNOTE 2) EXISTING FLUORESCENT LIGHTING EXISTING PACKAGE UNIT HEATER EXISTING FAN EXISTING H.I.D. LIGHTING c o/5 EXPIRED —4 1. EXISTING OHD /HM MAN DOOR TO BE DEMOLISHED 2. AREA OF SLAB TO BE SAW CUT FOR NEW FOOTINGS, REFER TO STRUCT DRAWING FOR DEPTH & SIZES 3. AREA OF SLAB TO BE SAW CUT FOR NEW FLOOR DRAINS AND PIPING, SEE MECHANICAL DWGS FOR LOCATIONS 4. EXISTING SANITARY LINE TO REMAIN 5. EXISTING ELECTRICAL PANELS TO BE DEMOLISHED 6. EXISTING FIRE HOSE LOCATION 7. EXISTING EYE WASH LOCATION TO BE DEMOLISHED 8. EXISTING SINK PLUMBING TO BE DEMOLISHED 9. EXISTING H.I.D. LIGHTING TO BE DISCONNECTED, CLEANED AND STORED ON SITE FOR FUTURE USE BY OWNER 10. EXISTING FAN AT ROOF TO BE DEMOLISHED 11. EXISTING PACKAGE UNIT HEATER AT ROOF TO BE DEMOLISHED. PATCH ROOF PENETRATION 12. EXISTING FLUORESCENT LIGHT TO BE DEMOLIS;-IED ABOVE 73. NOT USED 14. EXIST CONCRETE RETAINING WALL TO BE DEMOLISHED SEE CIVIL DWGS 15. EXISTING FLOOR TO REMAIN 16. REMOVE FLOOR AND MEZZANINE STRUCTURE GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS B. REFER TO PLUMBING DRAWINGS FOR SAW CUTTING AND PATCHING FOR NEW PLUMBING WORK AS REQUIRED IN EXISTING WALLS AND FLOORS. C. EXISTING INSULATION AT UNDERSIDE OF ROOF TO BE REMOVED D. SEE. FOUNDATION PLAN FOR LOCATIONS AND SIZES OF NEW FOOTINGS E. REFER TO CIVIL DRAWINGS FOR EXTENT OF ASPHALT REMOVAL & GRADE CHANGES HI MEZZANINE DEMO PLAN 1/16 ° =1' -D" SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder. HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Sc x 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX. (503)22 -8934 Ar h i t ec t/C i vi I /S t ru ctu ra l GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 9 7201 -00 39 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 ts Revisions: REGISTERED ARCHITECT WIG71ARCl J. CH LL STATE Oi WAMNIWITIk5 © MCI I VN ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OP. REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION ow REVISION EDITION CLOSING DATE HO CITY O 7UIM'ILA 2 Sheet Title DEMOLITION PLAN DATE: 1/20/2000 DRAWN BY: ARS /BEB`'' CHECKED BY: OMW /TF SHEET A2.0 OF JOB NO. 990346 SEE SHEET A2.4 1 4.1 IFaa -- 6_— .- - - --. f . 25 -0" 25' -0" EXISTING ADJACENT PROPOSED MCIW TENANT SPACE 50' -0" 200' -0" < FIRST FLOOR REFERENCE PLAN 25' -0" PROPOSED MCIW EXISTING ADJACENT SPACE TENANT LEGEND EXISTING WALL NEW 2 —HR WALL SEE DETAIL P1/A1.1 NEW 2 —HR RATED WALL ADJACENT TO EXISTING WALL SEE DETAIL P3/A1.1 EXISTING EXTERIOR CONCRETE WALL W/ NEW FURRING PER DETAIL P2/A1.1 NEW INEILL WALL SEE DETAIL P5/A1.1 LIMITS OF WORK EXTERIOR CMU ACCOUSTICAL WALL, 9' -0" HIGH NEW WALL INFILL TO MATCH EXISTING CONDITONS r1 EXISTING DOOR (1 NEW DOOR EXISTING ADJACENT TENANT EXPIRED PROPOSED MCIW SPACE 0(5 KEYNOTES 1. REFER TO STRUCTURAL DRAWINGS FOR EQUIPMENT PADS AT SUPPORT STRUCTURE (TYP.) 2. ACCESS FLOOR (TYP.) GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS B. REFER TO PLUMBING DRAWINGS FOR SAW CUTTING AND PATCHING FOR NEW PLUMBING WORK AS REQUIRED IN EXISTING WALLS AND FLOORS C. SPILL KIT TO NEUTRALIZE ELECTROLYTE AND SPILL CONTROL BARRIER SHALL BE PROVIDED BY THE BATTERY SYSTEM INSTALLER IN BATTERY ROOM D. ALL BATTERY SYSTEM AND RACKS SHALL BE SEISMICALLY BRACED BY THE SYSTEM INSTALLER E. PROVIDE SIGNS APPROVED BY ,THE FIRE MARSHALL ON ALL BATTERY ROOM DOORS F. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR VENTILATION AND SMOKE DETENTION SYSTEMS G. SEE DOOR SCHEDULE FOR DOOR TYPES AND SIZES AND FINISHES H. SEE FINISH SCHEDULE FOR GENERAL FINISHES I. FIRE SEAL ALL PENETRATIONS INTO SWITCH AND BATTERY ROOMS TO MEET 2 —HR RATED WALL REQUIREMENTS J. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS PER EQUIPMENT LAYOUT KEY PLAN No Scale MEZZANINE FLOOR PLAN 1/16 " =1' -0" SITE /DEMOLITION /FOUNDATION -I- STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of, Oregon 1300 S.W. Sixth Avenue P.O: Box 1300 Portland, Oregon 97207 Phcne: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZiE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228-1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 TAX: (503)274 -7674 © MCI 2000 ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: 0m rjil REVISION EDITION >� CLOSING DATE Sheet Title SHEET JOB NO ISSUED FOR REFERENCE ONLY RECEIVED CRY OF TUKWILA rt n REFERENCE FLOOR PLANS DATE: DRAWN BY: ARS CHECKED 8Y: DMW A2.1 990346 NORTH ELEVATION EQUIPMENT YARD NORTH ELEVATION BUILDING LJ 4.5 KEYNOTES (NFILL WALL PER DETAIL X /XX AT PREVIOUS HM MAN DOOR /OHD LOCATION 2. NEW CHAINLINK FENCE. TOP OF FENCE ® 8 -0" AFF W /WOOD SLATS. 3. NEW ACOUSTICAL WALL. TOP OF WALL © 9' -0" AFF. 4. EXISTING GRADE 5. PROPOSED GRADE GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS B. SEE CIVIL FOR GRADING ADJACENT TO BUILDING. C. SEE CIVIL FOR CONCRETE HOUSEKEEPING PAD AND CONCRETE CURB LOCATIONS. l 2 OcxDo EXPIRED APPROVE MAR 1 5 2000 Bl nOING ONIS■0,' ISSUED FOR REFERENCE ONLY SITE /DEMOLITIONr - OUNDATION + STEEL 01/20/2000 Builder.. HOFFMAN CONSTRUCTION'' COMPANY of Oregon 1300 S.W. Sixth .Avenue P.O. 'Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 C M2 2000 ALL. RIGHTS RESERVED • THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION CENT Sheet Title PERMIT ELEVATIONS DATE: 1/20/2000 DRAWN BY:. MET CHECKED BY: DMW;- i;,.;:' SHEET JOB N0. Dm RECEIVED o w�valu -- A3.1 OF 990346 I' I II _ t >.,: L Li � I I L I ' 1 A I < T 1 1 1 1 1 1 T I 1 y of 7 z ! 0---'J D I 0 i \J. //� / \. I r _ I I — -- T /WALL = 27 -6" AFF FIELD VERIFY L SECTION AS.G fief"- o" SECTION GENERAL NOTES KEYNOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS I. EXIST ROOF STRUCTURE 2. EXIST FLOOR SLAB 3. PARAPET BEYOND 4. EXIST COLUMN 5. EXIST FOOTING 6. NEW SUPERSTRUCTURE FOOTING, SEE STRUCT 7. NEW SUPERSTRUCTURE, SEE STRUCT 8. NEW ACCESS FLOOR ® 26" AFF 9. NEW INSULATION AND VAPOR BARRIER, TIP UNDERSIDE OF ROOF iccc �a IS ISSUED FOR REFERENCE ONLY SITE /DEMOLITIuN /FOUNDATION + STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon ' 1300 S.W. Sixth Avenue P.O. Sox 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 A rh i to c t /Ci vi I /S t ru c t u ro l GROUP MACKENZIE 069G S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone:. (503)224 -9560 FAX: (503)228 -1285 Mechcn ical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 EXPIRE Portland, Oregon 97204 -2420 X I T T 'hone: (503)227 -5280 R ft . ■AX: (503)274 -7674 MCI RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE US. OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: REVISION EDITION CLOSING DATE RECEIVED CITY OF TUKWILA PERMIT CENTER Sheet Title BUILDING SECTIONS DATE: 1 /20/2050 DRAWN BY: ARS /BEB CHECKED BY: DMW /BEB SHEET JOB NO. A3.2 OF 990346 -- - ^/ — --/ I I I J I t I I I— 1 C � I L L I ( 1 I L 1 j L 1 O � 1 z o g C 2 -_L ! L1_ I I I III I I I I I I I I I I l -1_ \ I 7 ;I t; LL _�LI A3.3 SECTION 1 /$ °1 ' — D ° SECTION 1/8 " =1' -0" GENERAL NOTES KEYNOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS D cy_JyLYcf5 EXPIRED 1. EXIST ROOF STRUCTURE 2. EXIST FLOOR SLAB 3. PARAPET BEYOND 4. EXIST COLUMN 5. EXIST FOOTING 6. NEW SUPERSTRUCTURE FOOTING, SEE STRUCT 7. NEW SUPERSTRUCTURE, SEE STRUCT 8. NEW ACCESS FLOOR @ 26" AFF 9. NEW INSULATON AND VAPOR BARRIER, TIP UNDERSIDE OF ROOF LL ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P O. Box 1300 PortIcnd, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh i tect /Civi I/S tru ctu raI GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 MCI RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: BUILDING SECTION JOB NO. REVISION EDITION CLOSING DATE • CITY OF TUKWILA 1 0 2 ) Sheet Title o DATE: 1/20/2000 DRAWN BY: BEB CHECKED BY: DMW /BEB SHEET A3.3 OF 990346 C I t I 1 \ I 7 ! cr Z MI L, 1r ..Ia I •VIII I C \ ;I t; LL _�LI A3.3 SECTION 1 /$ °1 ' — D ° SECTION 1/8 " =1' -0" GENERAL NOTES KEYNOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS D cy_JyLYcf5 EXPIRED 1. EXIST ROOF STRUCTURE 2. EXIST FLOOR SLAB 3. PARAPET BEYOND 4. EXIST COLUMN 5. EXIST FOOTING 6. NEW SUPERSTRUCTURE FOOTING, SEE STRUCT 7. NEW SUPERSTRUCTURE, SEE STRUCT 8. NEW ACCESS FLOOR @ 26" AFF 9. NEW INSULATON AND VAPOR BARRIER, TIP UNDERSIDE OF ROOF LL ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P O. Box 1300 PortIcnd, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh i tect /Civi I/S tru ctu raI GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 MCI RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: BUILDING SECTION JOB NO. REVISION EDITION CLOSING DATE • CITY OF TUKWILA 1 0 2 ) Sheet Title o DATE: 1/20/2000 DRAWN BY: BEB CHECKED BY: DMW /BEB SHEET A3.3 OF 990346 FIRST FLOOR REFLECTED CEILING PLAN 0 KEYNOTES 7. NEW CABLE TRAY SUPERSTRUCTURE 2. EXPOSED TO STRUCTURE ABOVE 3. EXISTING CEILING GRID W/ NEW ACOUSTICAL TILES 4. OPEN TO ABOVE GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS B. SEE A6.2 FOR CEILING PLAN INFORMATION FOR THE MEZZANINE AND THE EXISTING ROOF STRUCTURE LEVEL. C. ALL SUSPENDED ACOUSTICAL TILE CEILINGS TO MATCH EXISTING, FIELD VERIFY D. ALL GYP BD CEILINGS TO MATCH EXISTING, FIELD VERIFY E. EXISTING ROOF STRUCTURE SHOWN HALFTONE FOR REFERENCE F. SEE ELECT DINGS FOR LIGHTING LAYOUT G. SEE MECH DWGS FOR GRILLE AND VENT LAYOUT LEGEND EXISTING WALL NEW 2 —HR WALL SEE DETAIL P1/A1.1 NEW 2 —HR RATED WALL ADJACENT TO EXISTING WALL SEE DETAIL P3 /A1.1 EXISTING EXTERIOR CONCRETE WALL W/ NEW FURRING PER DETAIL P2/A1.1 NEW INFILL WALL SEE DETAIL P5/A1.1 LIMITS OF WORK EXTERIOR CMU ACOUSTICAL WALL, 9' -0" HIGH NEW WALL INFILL TO MATCH EXISTING CONDITIONS EXIT SIGN EXISTING 2x4 SUSPENDED ACOUSTICAL CEILING GRID W/ NEW TILES EXISTING GYP BD CEILING EXP IRED Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structurol GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201- -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 O MCI 2000 C ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION D LS Revi sions: �m REVISION EDITION CLOSING DATE w� z oz RECEIVED KEYPLAN ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Sheet Title FIRST FLOOR REFLECTED CEILING m PLAN - DATE: DRAWN BY: ARS CHECKED BY: DMW SHEET PERMIT CENTER A6.1 OF JOB NO. 990346 I I 1 I _ I 9 2 O _ i t v .z G I 2 o I 2 2 o 1 ® I I I 3 © © ® E3 © fl fl E3 e Bi III n Oi I Ili 1 11111101 1 1 1 611 1 offi3 , e_mommuma I E mit im I i � i , 1 13 II j E3 'i iN. I --- . 3 ii ,I I. =maim I E3 ! N IM MI 1111111MINI MIMI 25'-0" 0 25' -0" 50' -0 A6.3 50' -0" 25' -0 ' 25' -0" I 200' -0" ^ n t I FIRST FLOOR REFLECTED CEILING PLAN 0 KEYNOTES 7. NEW CABLE TRAY SUPERSTRUCTURE 2. EXPOSED TO STRUCTURE ABOVE 3. EXISTING CEILING GRID W/ NEW ACOUSTICAL TILES 4. OPEN TO ABOVE GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS B. SEE A6.2 FOR CEILING PLAN INFORMATION FOR THE MEZZANINE AND THE EXISTING ROOF STRUCTURE LEVEL. C. ALL SUSPENDED ACOUSTICAL TILE CEILINGS TO MATCH EXISTING, FIELD VERIFY D. ALL GYP BD CEILINGS TO MATCH EXISTING, FIELD VERIFY E. EXISTING ROOF STRUCTURE SHOWN HALFTONE FOR REFERENCE F. SEE ELECT DINGS FOR LIGHTING LAYOUT G. SEE MECH DWGS FOR GRILLE AND VENT LAYOUT LEGEND EXISTING WALL NEW 2 —HR WALL SEE DETAIL P1/A1.1 NEW 2 —HR RATED WALL ADJACENT TO EXISTING WALL SEE DETAIL P3 /A1.1 EXISTING EXTERIOR CONCRETE WALL W/ NEW FURRING PER DETAIL P2/A1.1 NEW INFILL WALL SEE DETAIL P5/A1.1 LIMITS OF WORK EXTERIOR CMU ACOUSTICAL WALL, 9' -0" HIGH NEW WALL INFILL TO MATCH EXISTING CONDITIONS EXIT SIGN EXISTING 2x4 SUSPENDED ACOUSTICAL CEILING GRID W/ NEW TILES EXISTING GYP BD CEILING EXP IRED Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structurol GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201- -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 O MCI 2000 C ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION D LS Revi sions: �m REVISION EDITION CLOSING DATE w� z oz RECEIVED KEYPLAN ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Sheet Title FIRST FLOOR REFLECTED CEILING m PLAN - DATE: DRAWN BY: ARS CHECKED BY: DMW SHEET PERMIT CENTER A6.1 OF JOB NO. 990346 MEZZANINE FLOOR REFLECTED CEILING PLAN KEYNOTES 1. EXISTING CEILING EXPOSED TO STRUCTURE. DEMOLISH EXISTING INSULATION AND REPLACE WITH NEW INSULATION AND VAPOR BARRIER PER DETAIL X /XX & SPECS. 2. EXISTING SKYLIGHT LOCATIONS TO BE MODIFIED. SECURE EXISTING OPENING PER DETAIL X /XX GENERAL NOTES A. DIMENSIONS BASED ON EXISTING INFORMATION. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS 8. SEE A6.1 FOR CEILING PLAN INFORMATION FOR THE FIRST FLOOR AND THE NEW CABLE TRAY STRUCTURE LEVEL C. ALL SUSPENDED ACOUSTICAL TILE CEILINGS TO MATCH EXISTING, FIELD VERIFY D. ALL GYP BD CEILINGS TO MATCH EXISTING, FIELD VERIFY E. EXISTING ROOF STRUCTURE SHOWN HALFTONE FOR REFERENCE F. SEE ELECT DWGS FOR LIGHTING LAYOUT G. SEE MECH DWGS FOR GRILLE AND VENT LAYOUT LEGEND � 2&OO(5 KEYPLAN EXISTING WALL NEW 2 —HR WALL SEE DETAIL P1/A1.1 NEW 2 —HR RATED WALL ADJACENT TO EXISTING WALL SEE DETAIL P3 /A1.1 EXISTING EXTERIOR CONCRETE WALL W/ NEW FURRING PER DETAIL P2 /A1.1 NEW INFILL WALL SEE DETAIL P5 /A1.1 LIMITS OF WORK EXTERIOR CMU ACOUSTICAL WALL, 9' -0 HIGH NEW WALL INFILL TO MATCH EXISTING CONDITIONS EXIT SIGN EXISTING 2x4 SUSPENDED ACOUSTICAL CEILING GRID W/ NEW TILES EXISTING GYP BD CEILING EXPIRED ISSUED FOR REFERENCE ONLY SITE /DEMOLITION /FOUNDATION + STEEL 01/20/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 13u0 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: ,'503)221 -8811 FAX: (533)221 -8934 Arhitect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical/Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 © MCI 2000 ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: ow rtE.; REVISION EDITION CLOSING DATE CITY OF�TUKWILA Sheet Title MEZZANINE & ROOF LEVEL REFLECTED CEILING PLAN DATE: 1/20/2000 DRAWN BY: 8E9 CHECKED BY: DMW /BED SHEET JOB NO. A6.2 OF 990346 DBL C8 TS 4x4 P 3/8x10x0' -10" 61/ 4 -3/4" DIA EXP BOLTS 3 1/4" MIN EMBE 2 BOLTS D8L C8 X 3/16 Y EXIST PARTITION WALL IE 3/4x3x0' -8" 0 3' -0" OC (2 MIN /BM) W/ 2 -3/4" DIA BOLTS 13' -8" C8 12' -4 1/2" r C . I RACK (PLAN TS 4x4, SLOT TUBE 0 R! 3/4" C8 L_ I 8' -0" 1 4 0 08 8 C8 R 3 TYP /4" CB I I t 2,000-0/ O COLUMN ELEVATION O SECTION @ COLUMN O BEAM TO BEAM CONN GENERAL STRUCTURAL NOTES THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: UNIFORM BUILDING CODE, 1997 EDTION. DESIGN LIVE LOADS: EQUIP WEIGHT PER MANUFACTURER SEISMIC = ZONE 4, Z = 0.4, STRUCTURAL STEEL• ALL STEEL ASTM A5728, Fy = 50 KSI. SPECIAL INSPECTION REQUIRED. FABRICATION AND ERECTION PER AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS. WELDING PER AWS D1.1. MINIMUM SIZE WELDS 3/16" CONTINUOUS FILLET. WELDERS CERTIFIED PER WABO FOR ROD AND POSITION. HIGH — STRENGTH BOLTS PER ASTM 8325 —SC. TYPICAL BOLTED CONNECTIONS — SUP CRRICAL TYPE. TENSION HIGH — STRENGTH BOLTS BY DIRECT TENSION INDICATOR METHOD USING LOAD INDICATOR WASHERS INSTALLED PER MANUFACTURER'S INSTRUCTIONS. APPLY ONE COAT OF SHOP PAINT TO ALL STEEL EXCEPT FOR CONTACT SURFACES IN BOLTED PARTS, SURFACES EMBEDDED IN CONCRETE, AREAS TO BE FIELD WELDED OR SURFACES WITH SPRAY —ON FIREPROOFING. Ip = 1.5, Co = 0.44, F = 0.22 RW4 = 3.0, P GROUT: GROUT — 5000 PSI MINIMUM 7 —DAY CUBE STRENGTH PER ASTM C109. GROUT TO BE PREMIXED, NON— SHRINK "MASTERFLOW" BY MASTER BUILDERS OR "CONCRESIVE" BY ADHESIVE ENGINEERING OR APPROVED EQUAL. ICBO CERTIFICATION REQUIRED. USE SPECIFIC GROUT MIX RECOMMENDED BY MANUFACTURER FOR EACH GROUT APPLICATION AND FOLLOW MANUFACTURER'S INSTRUCTIONS. DRILL-IN EXPANSION BOLTS: "KWIK -BOLT II" BY HILTI FASTENING SYSTEMS, "RED HEAD WEDGE ANCHOR BY ITT PHILLIPS OR APPROVED EQUAL. ICBO CERTIFICATION REQUIRED. SPECIAL INSPECTION REQUIRED. SPECIAL INSPECTION: SPECIAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH UBC 1701 AND 1703 BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER FOR THE FOLLOWING: STRUCTURAL STEEL FABRICATION AND ERECTION STRUCTURAL WELDING HIGH STRENGTH BOLTING DRILLED—IN EXPANSION ANCHORS GENERAL: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES. CONTRACTOR TO REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR AND WALL OPENINGS, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN: REFER TO CIVIL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF DUCT OPENINGS, PIPING, CONDUITS, ETC, NOT SHOWN. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED PRIOR TO FABRICATION. CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. PERMIT CENTER under. th<-tthe Plan Check approvals are rettrfact to eirC, > and cmissicns and apprc : sl of re doe, rpit su'frorize thew tion of any adopted code or ordinance. Receipt of pen - _.,icfs c CT?' of approved plans acknowledged. ReCE a clrr o,- -uK�n ^,, NOV 2000 .. t2)1- o + tL ltslut'. CIII � J , _v ! 'VIUION N0, P2000-oI5 e e Builder HOPFAAAN COMPANY of CN T1ON 1300 S.W. Sixth Avenue P.O.: Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 ANDERSEN BJORNBTAD K ANE JACOBB • INC CONSULTING ENGINEERS ROO FIFTH AVENUE SUITE 3600 SEATTLE, WASHINGTON 06104 - 3122 TEL: 340 -2266 FAX: 340 -2266 A Q 0 O MCI 2000 C ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT. TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: SHEET S i 5, REVISION EDITION ya CLOSING DATE Sheet TItle BATTERY ROOM RACK DATE: 10 -31 -00 DRAWN BY: TDW CHECKED BY: MAB OF ABU JOB NO. 00189.01 ITEM PER CHAPTER 17 ITEM DESCRIPTION 1. FOUNDATION - REINFORCING STEEL ITEM PER CHAPTER 17 DESCRIPTION TYPE -- ,t, S H ET P.ov RA •SH, , v 5 ) ,pA_.g204<eo 1. CONCRETE - STRUCTURAL CONCRETE PERIODIC 2. BOLTS INSTALLED IN CONCRETE - WEDGE ANCHOR INSTALLATION WHERE INDICATED ON DRAWINGS - ALL EPDXY ANCHORS CONTINUOUS 3. REINFORCING STEEL - REINFORCING STEEL PLACEMENT IN FOUNDATION PERIODIC EXPIRES: 12/6/00 I 4. WELDING - ALL FIELD WELDING - ALL SHOP WELDING PER UBC CH 17 © MCI 2000 ALL R RESERVED THESE DRAWINGS GS ARE ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION 5. HIGH- STRENGTH BOLTS - STRUCTURAL STEEL BOLTED CONNECTIONS PER UBC CHAPTER 22, DIVISION IV PERIODIC Revisions: 6. MASONRY - REINFORCING, GROUT PLACEMENT PERIODIC GENERAL STRUCTURAL NOTES DESIGN CRITERIA 1. GOVERNING BUILDING CODE: 1997 UNIFORM BUILDING CODE, WITH AMENDMENTS. 2. GRAVITY LIVE LOADS: ROOF 25 PSF (SNOW BUILDUP IN ACCORDANCE WITH 1997 UBC APPENDIX CF 16) CABLE TRAY MEZZANINE FLOOR 775 PSF (REDUCIBLE TO 125 PSF AT GIRDERS, COLUMNS AND FOOTINGS) 3. SEISMIC SEISMIC ZONE 4 IMPORTANCE FACTOR I 125 BUILDING TYPE R EXISTING SHELL (CONCRETE SHEARWALL) 4 S NEW MEZZANINE (STEEL SMRF) 8.5 4. WIND BASIC WIND SPEED 80 MPH EXPOSURE B IMPORTANCE FACTOR I 115 GENERAL 1. THE PROJECT SPECIFICATIONS ARE NOT SUPERSEDED BY THE STRUCTURAL NOTES. CONSULT THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION. NOTES AND DETAILS IN, THE DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 3. DO NOT SCALE DRAWINGS; COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 1997 UNIFORM BUILDING CODE WITH AMENDMENTS. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: A. SIZE AND LOCATION OF ALL OPENINGS, EXCEPT AS NOTED. B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NONBEARING PARTITIONS. C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC. 0. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN. E. FLOOR AND ROOF FINISHES. F. STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN. G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. 6. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES. WALL AND SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED. B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS. C. CONCRETE INSERTS FOR FIXTURES. D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR MOTOR MOUNTS. 7. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO (JOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND VISITORS DURING CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT 13E LIMITED TO, BRACING, SHORING FOR CONSTRUCTION LOADS, ETC. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE REVIEW OF THE ABOVE ITEMS. 9. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 10. CONSTRUCTION LOAD (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/ OR BRACING WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. 11. WHEN A DETAIL IS IDENTIFIED, THE CONTRACTOR SHALL APPLY THIS DETAIL IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE. ABBREVIATIONS AB ADD'L AFF ALT APPROX ARCH'L /ARCH B/ BLD /BLDG BLK /BLKG BM BOTT BRG CJ CLR CMU COL CONC CONN ANCHOR BOLT ADDITIONAL ABOVE FINISH FLOOR ALTERNATE APPROXIMATE ARCHITECTURAL AT BOTTOM OF BUILDING BLOCK /BLOCKING BEAM BOTTOM BEARING CONTROL JOINT CENTER LINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONST JT CONT COORD CTR /CNTR DBL DBA DET /DTL DF ' S DIAPH DIM DL DWG D WLS E/ EA EF EIFS 1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT PREPARED BY DAMES & MOTRE, GEOTECHNICAL CONSULTANTS. REPORT DATED DECEMBER 14, 1999. THE CONTRACTOR SHALL PERFORM EXCAVATIONS, FOOTING CONSTRUCTION AND PREPARATION OF THE SUB GRADE UNDER THE SLAB ON GRADE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS_ 2. THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR AN ALLOWABLE SOIL- BEARING PRESSURE OF 2000 PSF. 3. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND /OR GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. 4. CONTRACTOR WILL PROVIDE FOR DE- WATERING OF EXCAVATIONS FROM EITHER SURFACE, GROUND, OR SEEPAGE WATER. 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED. 6. SITE PREPARATION AND OVEREXCAVATION /RECOMPACTION OF SOILS SHALL BE PERFORMED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED IN THE SOILS REPORT REFERENCED ABOVE. 7. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS. CONSTRUCTION JOINT CONTINUOUS COORDINATE CENTER PENNY (NAILS) DOUBLE DEFORMED BAR ANCHOR DETAIL DOUGLAS FIR DIAMETER DIAPHRAGM DIMENSION DEAD LOAD DRA WING DOWELS EDGE OF EACH EACH FACE EXTERIOR INSULATION FINISH SYSTEM FOUNDATION LIGHT GAGE STEEL FRAMING 1. LIGHT-GAGE STEEL SHALL CONFORM TO: A. ASTM A -446 GRADE D (Fy = 5C KS!) FOR 16 -GAGE AND HEAVIER. B ASTM A -446 GRADE A (Fy = 33 KSI) FOR 18 -GAGE AND LIGHTER. 2. ALL FABRICATION, ERECTION, AND IDENTIFICATION OF LIGHT -GAGE STEEL FRAMING SHALL CONFORM TO UBC SECTIONS 2217 AND 2218 AND AISI SPECIFICATIONS. 3. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, ANCHORS, FASTENING DEVICES AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. 4. INSTALL BRIDGING /BLOCKING IN LIGHT -GAGE STEEL STUD WALLS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND AS SHOWN IN THE DRAWINGS. 5. WELD LIGHT-GAGE STEEL FRAMING CONNECTIONS, EXCEPT WHERE SELF - DRILLING SCREWS ARE SPECIFIED. 6. WELDS SHALL CONFORM TO AWS SPECIFICATIONS. WELDERS SHALL BE CERTIFIED FOR LIGHT -GAGE STEEL UNDER AWS SPECIFICATIONS. 7. DESIGNATIONS OF COLD- FORMED, LIGHT -GAGE STEEL SHAPES REFER TO THOSE DESCRIBED IN ICBO EVALUATION REPORT 4943 OF THE METAL STUD MANUFACTURERS' ASSOCIATION. 8. SHEET METAL SCREWS SHALL BE OF THE MAKE SPECIFIED IN THE DRAWINGS OR, WHERE NO SPECIFIC MAKE IS GIVEN, SHALL BE RATED BY THEIR MANUFACTURER AS POSSESSING DESIGN LOAD CAPACITIES IN SHEAR AND TENSION AT LEAST EQUAL TO THOSE PUBLISHED IN ICBO EVALUATION REPORT NO. 4943 OF THE METAL STUD MANUFACTURERS' ASSOCIATION FOR THE SCREW SIZE SPECIFIED. STRUCTURAL DEFERRED SUBMITTALS CONTRACTOR TO SUBMIT DRAWINGS AND CALCULATIONS BEARING THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT TO ARCHTECTURE /ENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND PERMITTING. ELEV ELECT ENGR EQ EW EXIST EXP JT /EJ EXT F/ FB FIN FLR FND FS FT FTG GA GALV GLB GR ELEVATION ELECTRICAL ENGINEER EQUAL EACH WAY EXISTING EXPANSION JOINT EXTERIOR FACE OF FLAT BAR FINISHED FLOOR FOUNDATION FAR SIDE FEET /FOOT FOOTING GAUGE GALVANIZED GLU LAM BEAM GRADE HDR HGR HORIZ /HDR HSB HVAC HWS ID IF INT JST LB LL LLV LONGIT MAS MA IL MAX MB CONCRETE 1. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND REVIEWED BY THE ENGINEER. MINIMUM COARSE AGGREGATE SIZE IS 1/2 INCH. MIX DESIGNS SHALL BE SEALED BY A CIVIL ENGINEER LICENSED IN THE STATE OF THE PROJECT. 2. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C330. PORTLAND CEMENT SHALL BE TYPE I OR TYPE 11 AND SHALL CONFORM TO ASTM C150. 3. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER SEALING THE MIX DESIGN. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT. CALCIUM CHLORIDE SHALL NOT BE USED. 4. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: FOOTINGS AND SLAB ON GRADE 3000 PSI CONCRETE SLUMP SHALL BE 4 INCHES +/- 1 INCH 5. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 304R -85 AND PROJECT SPECIFICATIONS. ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED SHALL BE THOROUGHLY CLEANED. LAITANCE AND STANDING WATER SHALL BE REMOVED. 6. ALL REINFORCING BARS, WELDED WIRE FABRIC, ANCHOR BOLTS, EMBEDDED PLATES AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN CONCRETE PROTECTION SPECIFIED. "PULLING -UP" WELDED WIRE FABRIC WITH HOOKS DURING CONCRETE PLACEMENT IS NOT PERMITTED. 7. CONCRETE 'COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS: (SEE A'C.I. 318 -95 SECTION 7:7 FOR CONDITIONS NOT NOTED.) A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER: . BARS ,I6 AND LARGER 2" BARS #5 AND SMALLER 1 1/2" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS. WALLS, JOISTS - #11 BARS AND SMALLER.. . . . .. . 3/4 "' BEAMS, COLUMNS - TIES, STIRRUPS, SPIRALS . . . .. . . .. 1 1/2" 8. REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 AND SHALL CONFORM TO ASTM A615 OR. A706FOR WELD TYPE REINFORCING STEEL. REINFORCING BARS SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. 9. WELDING REINFORCEMENT BARS, WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD 01.4, LATEST EDITION. E70XX ELECTRODES SHALL BE USED IN WELDING A706 REINFORCING BARS TO A36 STRUCTURAL STEEL. 10. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE RECOMMENDATIONS OF THE A.C.I. DETAILING MANUAL, ACI COMMITTEE 315, 1988. 11. GROUT SHALL BE NON - SHRINKABLE GROUT CONFORMING TO ASTM C827, AND SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE GROUTING OF BASE PLATES WILL NOT BE PERMITTED. 12. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE FOR THE REQUIRED CAMBERS /SLOPES. 13. CONDUIT DR PIPE SELE (OD) SHALL NOT EXCEED 30 PERCENT OF SLAB THICKNESS AND St ;ALL BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATION OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED. 14. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. CORING THROUGH CONCRETE IS NOT PERMITTED EXCEPT WHERE SHOWN, NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 15. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT T ILE FINISH SHALL F N H H BE APPROVED BY THE TILE MANUFACTURER BEFORE USE. STRUCTURAL OBSERVATION NOTIFY ENGINEER OF RECORD AT LEAST 72 HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED. HEADER HANGER HORIZONTAL HIGH STRENGTH BOLT HEATING. VENTILATION AND. AIR CONDITIONING HEADED WELD STUD INSIDE DIMENSION INSIDE FACE INTERIOR JOIST ANGLE LAG BOLT LIVE LOAD LONG LEG VERTICAL LONGITUDINAL MASONRY MATERIAL MAXIMUM MACHINE BOLT MECH MFR MIN MISC NIC NO. /# NOM NS NTE NTS OC OD OF /OSF OH OPNG PJ PLB PLYWD /PLY PNL MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS NOT IN CONTRACT NUMBER NOMINAL NEAR SIDE NOT TO EXCEED NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPPOSITE HAND OPENING PANEL JOINT PLATE PARALLAM BEAM PLYWOOD PANEL STRUCTURAL STEEL 1. ALL W- SECTION SHAPES SHALL CONFORM TO ASTM A992. OTHER STRUCTURAL STEEL ROLLED SHAPES AND PLATES SHALL CONFORM TO ASTM A36. 2. STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B OR ASTM A501. MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR APPROVAL. 3. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B (FY = 46 KSI). 4. ANCHOR BOLTS SHALL CONFORM TO ASTM A307, UNLESS NOTED OTHERWISE. 5. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN," 1989 EDITION, WITH AMENDMENTS, AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES," 1986 EDITION WITH AMENDMEN TS. 6. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.1 LATEST EDITION. ELECTRODES FOR SHOP AND FIELD WELDS SHALL CONFORM TO AWS A5.1 OR AWS A5.5, CLASS E70XX. SUBMIT SPECIFICATIONS OF PROPOSED SUBSTITUTE FILLER METAL FOR APPROVAL. 7. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION TO BE MADE. 8. HEADED CONCRETE ANCHORS SHALL BE NELSON HEADED CONCRETE ANCHORS (OR APPROVED EQUAL), AND SHALL CONFORM TO ASTM 'A108., ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE' STUD WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY. 9. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON DEFORMED BAR ANCHORS (OR APPROVED EQUAL), AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING TO ASTM A496. ANCHORS SHALL BE AUTOMATICALLY END - WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY. 10. WELD FILLER METAL SHALL HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF AT LEAST 20 FT -LB ® 70" F FOR ALL SMRF FRAMES. 11. WELDER DUALIFICATIONS: WELDERS SHALL BE CERTIFIED BY THE AWS AND WABO FOR STRUCTURAL WELDING. 11 RS7 51.0 2/16/00 PS PSF PSI PT REF REINF REQ /REQ'D REV RO SCH /SCHED SHTG SIM SLV SMS SP/ SPA SPEC STAGG STD STIFF TAB SPECIAL INSPECTION IN ACCORDANCE WITH UBC CHAPTER 17, THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTION AND STRUCTURAL OBSERVATION UNDER THE DIRECTION OF THE ENGINEER OF RECORD. SEE THE SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL REQUIREMENTS FOR INSPECTION AND TESTING. EXPIRED POUR STRIP POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED REFERENCE REINFORCING REQUIRED REVISION ROUGH OPENING SCHEDULE SHEATHING SIMILAR SHORT LEG VERTICAL SHEET METAL SCREW SPACE(D)(S) SPECIFICATION STAGGERED STANDARD STIFFENER TOP AND BOTTOM T/ THK TL TN TRANSV TS TYP UON /UNO U/S VERT W/ WD WF W/O WWF C(N a-wo D APPR MAR 1 5 2u09 BUILDING D�t51V1 TOP OF THICK(NESS) TOTAL LOAD TOE NAIL TRANSVERSE TUBE STEEL TYPICAL UNLESS OTHERWISE NOTED UNDERSIDE VERTICAL WITH WOOD WIDE FLANGE BEAM WITHOUT WELDED WIRE FABRIC 1I RS7 51.0 2/16/00 c �; FEB 2 2100 REID MIDDL.ETON RECEIVED. MAR 01 2000 DEVELOPMENT Builder' SHEET JOB NO. SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 eei Title ENERAL TRUCTURAL OTES DATE: /L �� DRAWN BY: t,L CHECKED BY: GY1C S1.0 OF 990346 HOFFMAN CONSTRUCTION COMPANY of Oregon 1 300 S.W. Sixth Avenue P.0 Box '.300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone: (503)224 -9560 FAO: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 ITEM �' si.o 2/2/00 1 . CONCRETE M DESIGN 2. ATTACHMENT OF MECHANICAL UNIT TO SUPPORT GENERAL STRUCTURAL NOTES DESIGN CRITERIA 1. GOVERNING BUILDING CODE: 1997 UNIFORM BUILDING CODE, WITH AMENDMENTS. 2. GRAVITY LIVE LOADS: ROOF 25 PSF (SNOW BUILDUP IN ACCORDANCE WITH 1997 UBC APPENDIX CF 16) CABLE TRAY MEZZANINE FLOOR 775 PSF (REDUCIBLE TO 125 PSF AT GIRDERS, COLUMNS AND FOOTINGS) 3. SEISMIC SEISMIC ZONE 4 IMPORTANCE FACTOR I 125 BUILDING TYPE R EXISTING SHELL (CONCRETE SHEARWALL) 4 S NEW MEZZANINE (STEEL SMRF) 8.5 4. WIND BASIC WIND SPEED 80 MPH EXPOSURE B IMPORTANCE FACTOR I 115 GENERAL 1. THE PROJECT SPECIFICATIONS ARE NOT SUPERSEDED BY THE STRUCTURAL NOTES. CONSULT THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION. NOTES AND DETAILS IN, THE DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 3. DO NOT SCALE DRAWINGS; COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 1997 UNIFORM BUILDING CODE WITH AMENDMENTS. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: A. SIZE AND LOCATION OF ALL OPENINGS, EXCEPT AS NOTED. B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NONBEARING PARTITIONS. C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC. 0. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN. E. FLOOR AND ROOF FINISHES. F. STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN. G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. 6. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES. WALL AND SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED. B. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS. C. CONCRETE INSERTS FOR FIXTURES. D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR MOTOR MOUNTS. 7. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO (JOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND VISITORS DURING CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT 13E LIMITED TO, BRACING, SHORING FOR CONSTRUCTION LOADS, ETC. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE REVIEW OF THE ABOVE ITEMS. 9. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 10. CONSTRUCTION LOAD (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/ OR BRACING WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. 11. WHEN A DETAIL IS IDENTIFIED, THE CONTRACTOR SHALL APPLY THIS DETAIL IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE. ABBREVIATIONS AB ADD'L AFF ALT APPROX ARCH'L /ARCH B/ BLD /BLDG BLK /BLKG BM BOTT BRG CJ CLR CMU COL CONC CONN ANCHOR BOLT ADDITIONAL ABOVE FINISH FLOOR ALTERNATE APPROXIMATE ARCHITECTURAL AT BOTTOM OF BUILDING BLOCK /BLOCKING BEAM BOTTOM BEARING CONTROL JOINT CENTER LINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONST JT CONT COORD CTR /CNTR DBL DBA DET /DTL DF ' S DIAPH DIM DL DWG D WLS E/ EA EF EIFS 1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT PREPARED BY DAMES & MOTRE, GEOTECHNICAL CONSULTANTS. REPORT DATED DECEMBER 14, 1999. THE CONTRACTOR SHALL PERFORM EXCAVATIONS, FOOTING CONSTRUCTION AND PREPARATION OF THE SUB GRADE UNDER THE SLAB ON GRADE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS_ 2. THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR AN ALLOWABLE SOIL- BEARING PRESSURE OF 2000 PSF. 3. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND /OR GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. 4. CONTRACTOR WILL PROVIDE FOR DE- WATERING OF EXCAVATIONS FROM EITHER SURFACE, GROUND, OR SEEPAGE WATER. 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED. 6. SITE PREPARATION AND OVEREXCAVATION /RECOMPACTION OF SOILS SHALL BE PERFORMED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED IN THE SOILS REPORT REFERENCED ABOVE. 7. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS. CONSTRUCTION JOINT CONTINUOUS COORDINATE CENTER PENNY (NAILS) DOUBLE DEFORMED BAR ANCHOR DETAIL DOUGLAS FIR DIAMETER DIAPHRAGM DIMENSION DEAD LOAD DRA WING DOWELS EDGE OF EACH EACH FACE EXTERIOR INSULATION FINISH SYSTEM FOUNDATION LIGHT GAGE STEEL FRAMING 1. LIGHT-GAGE STEEL SHALL CONFORM TO: A. ASTM A -446 GRADE D (Fy = 5C KS!) FOR 16 -GAGE AND HEAVIER. B ASTM A -446 GRADE A (Fy = 33 KSI) FOR 18 -GAGE AND LIGHTER. 2. ALL FABRICATION, ERECTION, AND IDENTIFICATION OF LIGHT -GAGE STEEL FRAMING SHALL CONFORM TO UBC SECTIONS 2217 AND 2218 AND AISI SPECIFICATIONS. 3. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, ANCHORS, FASTENING DEVICES AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. 4. INSTALL BRIDGING /BLOCKING IN LIGHT -GAGE STEEL STUD WALLS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND AS SHOWN IN THE DRAWINGS. 5. WELD LIGHT-GAGE STEEL FRAMING CONNECTIONS, EXCEPT WHERE SELF - DRILLING SCREWS ARE SPECIFIED. 6. WELDS SHALL CONFORM TO AWS SPECIFICATIONS. WELDERS SHALL BE CERTIFIED FOR LIGHT -GAGE STEEL UNDER AWS SPECIFICATIONS. 7. DESIGNATIONS OF COLD- FORMED, LIGHT -GAGE STEEL SHAPES REFER TO THOSE DESCRIBED IN ICBO EVALUATION REPORT 4943 OF THE METAL STUD MANUFACTURERS' ASSOCIATION. 8. SHEET METAL SCREWS SHALL BE OF THE MAKE SPECIFIED IN THE DRAWINGS OR, WHERE NO SPECIFIC MAKE IS GIVEN, SHALL BE RATED BY THEIR MANUFACTURER AS POSSESSING DESIGN LOAD CAPACITIES IN SHEAR AND TENSION AT LEAST EQUAL TO THOSE PUBLISHED IN ICBO EVALUATION REPORT NO. 4943 OF THE METAL STUD MANUFACTURERS' ASSOCIATION FOR THE SCREW SIZE SPECIFIED. STRUCTURAL DEFERRED SUBMITTALS CONTRACTOR TO SUBMIT DRAWINGS AND CALCULATIONS BEARING THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT TO ARCHTECTURE /ENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND PERMITTING. ELEV ELECT ENGR EQ EW EXIST EXP JT /EJ EXT F/ FB FIN FLR FND FS FT FTG GA GALV GLB GR ELEVATION ELECTRICAL ENGINEER EQUAL EACH WAY EXISTING EXPANSION JOINT EXTERIOR FACE OF FLAT BAR FINISHED FLOOR FOUNDATION FAR SIDE FEET /FOOT FOOTING GAUGE GALVANIZED GLU LAM BEAM GRADE HDR HGR HORIZ /HDR HSB HVAC HWS ID IF INT JST LB LL LLV LONGIT MAS MA IL MAX MB CONCRETE 1. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND REVIEWED BY THE ENGINEER. MINIMUM COARSE AGGREGATE SIZE IS 1/2 INCH. MIX DESIGNS SHALL BE SEALED BY A CIVIL ENGINEER LICENSED IN THE STATE OF THE PROJECT. 2. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C330. PORTLAND CEMENT SHALL BE TYPE I OR TYPE 11 AND SHALL CONFORM TO ASTM C150. 3. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER SEALING THE MIX DESIGN. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT. CALCIUM CHLORIDE SHALL NOT BE USED. 4. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: FOOTINGS AND SLAB ON GRADE 3000 PSI CONCRETE SLUMP SHALL BE 4 INCHES +/- 1 INCH 5. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 304R -85 AND PROJECT SPECIFICATIONS. ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED SHALL BE THOROUGHLY CLEANED. LAITANCE AND STANDING WATER SHALL BE REMOVED. 6. ALL REINFORCING BARS, WELDED WIRE FABRIC, ANCHOR BOLTS, EMBEDDED PLATES AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN CONCRETE PROTECTION SPECIFIED. "PULLING -UP" WELDED WIRE FABRIC WITH HOOKS DURING CONCRETE PLACEMENT IS NOT PERMITTED. 7. CONCRETE 'COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS: (SEE A'C.I. 318 -95 SECTION 7:7 FOR CONDITIONS NOT NOTED.) A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER: . BARS ,I6 AND LARGER 2" BARS #5 AND SMALLER 1 1/2" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS. WALLS, JOISTS - #11 BARS AND SMALLER.. . . . .. . 3/4 "' BEAMS, COLUMNS - TIES, STIRRUPS, SPIRALS . . . .. . . .. 1 1/2" 8. REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 AND SHALL CONFORM TO ASTM A615 OR. A706FOR WELD TYPE REINFORCING STEEL. REINFORCING BARS SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. 9. WELDING REINFORCEMENT BARS, WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD 01.4, LATEST EDITION. E70XX ELECTRODES SHALL BE USED IN WELDING A706 REINFORCING BARS TO A36 STRUCTURAL STEEL. 10. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE RECOMMENDATIONS OF THE A.C.I. DETAILING MANUAL, ACI COMMITTEE 315, 1988. 11. GROUT SHALL BE NON - SHRINKABLE GROUT CONFORMING TO ASTM C827, AND SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE GROUTING OF BASE PLATES WILL NOT BE PERMITTED. 12. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE FOR THE REQUIRED CAMBERS /SLOPES. 13. CONDUIT DR PIPE SELE (OD) SHALL NOT EXCEED 30 PERCENT OF SLAB THICKNESS AND St ;ALL BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATION OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED. 14. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. CORING THROUGH CONCRETE IS NOT PERMITTED EXCEPT WHERE SHOWN, NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 15. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT T ILE FINISH SHALL F N H H BE APPROVED BY THE TILE MANUFACTURER BEFORE USE. STRUCTURAL OBSERVATION NOTIFY ENGINEER OF RECORD AT LEAST 72 HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED. HEADER HANGER HORIZONTAL HIGH STRENGTH BOLT HEATING. VENTILATION AND. AIR CONDITIONING HEADED WELD STUD INSIDE DIMENSION INSIDE FACE INTERIOR JOIST ANGLE LAG BOLT LIVE LOAD LONG LEG VERTICAL LONGITUDINAL MASONRY MATERIAL MAXIMUM MACHINE BOLT MECH MFR MIN MISC NIC NO. /# NOM NS NTE NTS OC OD OF /OSF OH OPNG PJ PLB PLYWD /PLY PNL MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS NOT IN CONTRACT NUMBER NOMINAL NEAR SIDE NOT TO EXCEED NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPPOSITE HAND OPENING PANEL JOINT PLATE PARALLAM BEAM PLYWOOD PANEL STRUCTURAL STEEL 1. ALL W- SECTION SHAPES SHALL CONFORM TO ASTM A992. OTHER STRUCTURAL STEEL ROLLED SHAPES AND PLATES SHALL CONFORM TO ASTM A36. 2. STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B OR ASTM A501. MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR APPROVAL. 3. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B (FY = 46 KSI). 4. ANCHOR BOLTS SHALL CONFORM TO ASTM A307, UNLESS NOTED OTHERWISE. 5. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN," 1989 EDITION, WITH AMENDMENTS, AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES," 1986 EDITION WITH AMENDMEN TS. 6. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.1 LATEST EDITION. ELECTRODES FOR SHOP AND FIELD WELDS SHALL CONFORM TO AWS A5.1 OR AWS A5.5, CLASS E70XX. SUBMIT SPECIFICATIONS OF PROPOSED SUBSTITUTE FILLER METAL FOR APPROVAL. 7. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION TO BE MADE. 8. HEADED CONCRETE ANCHORS SHALL BE NELSON HEADED CONCRETE ANCHORS (OR APPROVED EQUAL), AND SHALL CONFORM TO ASTM 'A108., ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE' STUD WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY. 9. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON DEFORMED BAR ANCHORS (OR APPROVED EQUAL), AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING TO ASTM A496. ANCHORS SHALL BE AUTOMATICALLY END - WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY. 10. WELD FILLER METAL SHALL HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF AT LEAST 20 FT -LB ® 70" F FOR ALL SMRF FRAMES. 11. WELDER DUALIFICATIONS: WELDERS SHALL BE CERTIFIED BY THE AWS AND WABO FOR STRUCTURAL WELDING. 11 RS7 51.0 2/16/00 PS PSF PSI PT REF REINF REQ /REQ'D REV RO SCH /SCHED SHTG SIM SLV SMS SP/ SPA SPEC STAGG STD STIFF TAB SPECIAL INSPECTION IN ACCORDANCE WITH UBC CHAPTER 17, THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTION AND STRUCTURAL OBSERVATION UNDER THE DIRECTION OF THE ENGINEER OF RECORD. SEE THE SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL REQUIREMENTS FOR INSPECTION AND TESTING. EXPIRED POUR STRIP POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED REFERENCE REINFORCING REQUIRED REVISION ROUGH OPENING SCHEDULE SHEATHING SIMILAR SHORT LEG VERTICAL SHEET METAL SCREW SPACE(D)(S) SPECIFICATION STAGGERED STANDARD STIFFENER TOP AND BOTTOM T/ THK TL TN TRANSV TS TYP UON /UNO U/S VERT W/ WD WF W/O WWF C(N a-wo D APPR MAR 1 5 2u09 BUILDING D�t51V1 TOP OF THICK(NESS) TOTAL LOAD TOE NAIL TRANSVERSE TUBE STEEL TYPICAL UNLESS OTHERWISE NOTED UNDERSIDE VERTICAL WITH WOOD WIDE FLANGE BEAM WITHOUT WELDED WIRE FABRIC 1I RS7 51.0 2/16/00 c �; FEB 2 2100 REID MIDDL.ETON RECEIVED. MAR 01 2000 DEVELOPMENT Builder' SHEET JOB NO. SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 eei Title ENERAL TRUCTURAL OTES DATE: /L �� DRAWN BY: t,L CHECKED BY: GY1C S1.0 OF 990346 HOFFMAN CONSTRUCTION COMPANY of Oregon 1 300 S.W. Sixth Avenue P.0 Box '.300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone: (503)224 -9560 FAO: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 BAR LENGTH (VON) IN INCHES F'c =3000 PSI F'c =4000 PSI Fc =5000 PSI #3 28 24 22 #4 37 32 29 #5 46 40 36 #6 55 48 48 #7 81 70 63 # 93 80 72 #9 104 90 81 #10 118 102 91 #11 13: 713 101 BARS MINIMUM WEIR SIZES LENGTH NCHES OF FULL S[ZE" IN I WELD # ' S TYPE A (E) =0_4S TYPE B (E) =0.65 TYPE A TYPE B 3 3/16 3/32 1/8 2 1 1/2 4 1/4 1/8 5/32 2 1/2 1 1/2 5 5/16 1/8 3/16 3 1 1/2 6 3/8 5/32 1/4 3 1/2 2 7 7/16 3/16 9/32 4 2 8 1/2 7/32 5/16 4 1/2 2 1/2 9 9/16 1/4 11/32 5 2 1/2 10 5/8 1/4 3/8 5 1/2 3 to via o� = a N! ppW O 90 DEGREE BENDS 1-D 4d OR 2 1/2" MIN 64 OR 3" MIN O 180 AND 135 DEGREE BENDS IF e 1' -6" MIN" C 45 DEGREE BENDS 1 TYPICAL REINFORCING BAR BENDS 1 NO SCALE o, 4 ° 0 MIN PIPE SLEEVE. PIPE TO CLEAR SLEEVE BY 1/2" ALL AROUND TYP GRADE BEAM THIS CONC SHALL BE 5/ FTG SAME WIDTH AS FTG GRADE BEAMS AND PIPING AT FOOTINGS NOTE: D = 6d FOR #3THRU # D = 8d FOR #9. #10 & #11 D= 10d FOR #14 & #18 D = 4d FOR TIES, #3, # & #5 1� � 2 PIPE PARALLEL TO FTG T OFFSET NOTE: PIPES SHALL NOT PASS THROUGH COL, COL FTG OR UNDER COL FTG - DIGGING FOR PIPE TRENCH PARALLEL TO FTG SHALL NOT EXTEND BELOW THIS LINE 9" MIN NO SCALE O PERIMETER COLUMN INTERIOR COLUMN AT COLUMN PENETRATIONS 4 x 6' -6" ADDITIONAL REINFORCING NOTES: 1. SLOPE TO BE 1 VERT (MAX) TO 2 HORIZ UON 2. LOCATE STEPS AS REQ'D (1) #4 x 6' -6" EA FACE, CENTERED AT COL REINF SAME SIZE &- SPACING AS FTG REINF NO SCALE o TYPICAL STEP IN WALL FOOTING I NO SCALE MASONRY S(E) II STEEL BAR, PLATE OR ANGLE TYPE A FLARE BEVEL GROOVE WELD ® TYPE B B FLARE V GROOVE WELD WELDING OF REINFORCING STEEL NO SCALE o NOTE WHEN TWO BAR SIZES ARE SPLICED, USE LAP LENGTH OF SMALLER BAR TYPICAL LAP SPLICE NOTES: 1 USE E70XX ELECTRODES FOR GRADE 40 STEEL 2 USE E90XX ELECTRODES FOR GRADE 60 STEEL 3. PERIODIC INSPECTIONS REQ'D FOR #5 BARS AND LESS ONLY 4. MATERIALS. QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE TO BE VERIFIED BY THE SPECIAL INSPECTOR PRIOR TO THE START OF WORK. 1. MASONRY UNITS SHALL BE GRADE N HOLLOW CONCRETE UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90. ALL MASONRY ASSEMBLY SHALL DEVELOP A MINIMUM 28 -DAY COMPRESSIVE STRENGTH FM' OF 1500 PSI. MASONRY UNITS SHALL HAVE THE STRENGTHS SPECIFIED IN TABLE 21 -D AND SHALL NOT BE INSTALLED PRIOR TO ATTAINING THE REQUIRED 28 -DAY STRENGTH. WALL THICKNESS SHALL BE AS SHOWN ON PLANS. 2. MORTAR FOR REINFORCED MASONRY SHALL CONFORM TO ASTM C161 AND ASTM C270. MORTAR SHALL BE TYPE S. 3. MORTAR SHALL BE MIXED BY MECHANICAL MEANS AND PROPORTIONED BY ACCURATE MEASUREMENT ACCORDING TO UBC TABLE NO. 21 -A. SHOVEL MEASUREMENT WILL NOT BE ALLOWED. 4. AGGREGATE FOR MASONRY MORTAR SHALL CONFORM TO ASTM C144. 5. GROUT FOR REINFORCED MASONRY SHALL CONFORM TO ASTM C476 -83, WITH A 28 -DAY COMPRESSIVE STRENGTH PER TABLE 21 -D. 6. AGGREGATE FOR GROUT FOR MASONRY SHALL CONFORM TO ASTM C404. 7. SPECIAL INSPECTION OF MASONRY WILL BE PAID FOR AND PROVIDED BY THE OWNER FOR THIS STRUCTURE. 8. COMPLY WITH UBC SECTIONS 2104 AND 2105 - CONSTRUCTION REQUIREMENTS AND QUALITY CONTROL FOR MASONRY. 9. ALL REINFORCING FOR MASONRY WALLS SHALL BE GRADE 60 CONFORMING TO ALL PROVISIONS OF CONCRETE REINFORCING SECTION ABOVE. TO. PROVIDE HORIZONTAL BOND BEAMS AT 4' -0" O.C. WITH (2) #5 CONTINUOUS, UNLESS NOTED OTHERWISE ON THE DRAWINGS. 11. REINFORCEMENT PLACED IN BOND BEAMS SHALL BE LAPPED A MINIMUM OF (40) BAR DIAMETERS AT SPLICES. PROVIDE CORNER BARS OF EQUIVALENT SIZE LAPPED (36) BAR DIAMETERS AT CORNERS AND INTERSECTIONS OF WALLS, UNLESS NOTED OTHERWISE ON DRAWINGS. 12. EXCEPT AS OTHERWISE SHOWN, REINFORCE AROUND ALL OPENINGS WITH: - (2) #5 x OPENING WIDTH PLUS 4' -0" AT HEAD - (I) #5 x OPENING HEIGHT PLUS 4' -0" AT EACH JAMB 13. IN CONCRETE ELEMENTS SUPPORTING MASONRY WALLS, EMBED DOWELS TO MATCH SIZE AND LOCATION OF VERTICAL MASONRY REINFORCEMENT. LAP DOWELS AND VERTICAL REINFORCEMENT (48) BAR DIAMETERS. 14. PROVIDE BAR POSITIONERS FOR ALL VERTICAL REINFORCING. 15. PROTECT ALL MASONRY UNITS, STORED AND ERECTED AT JOB SITE, FROM THE ELEMENTS. t 1/2" = 1' - o I STD LAP PER OTT 7/51.1 2 TIP VERT BAR (AT WALLS) OPTIONS STD LAP PER STD HOOK PER DET 7/S1.7 DET 1/51.1 (DONE LAYER REINF 4 EXTRA TYP VERT BARS (AT 'WALLS) (4) TYP VERT BARS (AT WALLS) OPTIONS B TWO LAYERS REINF REINF AT CONCRETE WALL AND FOOTING INTERSECTIONS IONS NO SCALE R ft ft R R ft LL ] 'ONI'NO131001W 01 I r• I 000Z 6 Z 033 t M 3 1 : 21 d U l I U EXPIRED II RS8 I 12/57.1 STD HOOK PER DET 1/51.1 0 TYP BAR LOCK MBT MECHANICAL COUPLER BARSPLICE PRODUCTS BAR - GRIP COUPLER (COLD - SWAGED MECHANICAL SPLICE) ERICO LENTON TAPERED THREAD COUPLER NOTES: 1. EITHER THE BARSPLICE PRODUCTS BAR -GRIP COUPLER, THE ERICO LENTON TAPERED THREAD COUPLER OR THE BAR -LOCK MBT COUPLER MAY BE USED TO SPLICE REBAR. COMPLY W/ ICBO REPORTS NO. 3848, 3967 OR 5064 RESPECTIVELY. FOLLOW MANUFACTURER'S. RECOMMENDATIONS. 2. AT THE CONTRACTOR'S OPTION POSITION COUPLERS MAY BE USED EXCEPT THAT THE ERICO LENTON P8 COUPLER MAY USED ONLY IN COMPRESSION SPLICES W /APPROVAL OF THE ENGINEER. 3. SPLICES MUST HAVE STRENGTH IN EXCESS OF 125% OF THE SPECIFIED YIELD STRENGTH OF ASTM A615 GR. 60 REINFORCING BAR. 4. SPECIAL INSPECTION COMPLYING WITH THE FINDINGS OF THE ICBO REPORTS IS REQUIRED. 5. IN GRADE BEAMS, SPLICE TOP BARS AT MID -SPAN AND SPLICE BOTTOM BARS OVER SUPPORTS. 6. IN BEAMS, OPTIONALLY, IN LIEU OF LAP SPLICES, SPLICE TOP BARS AT MIDSRAN AND SPLICE BOTTOM. BARS OVER SUPPORTS USING MECH REBAR COUPLERS 7. IN SHEAR WALL BOUNDARY ELEMENTS, OPTIONALLY, IN LIEU OF LAP SPLICES SPLICE VERTICAL BARS WHERE CONVENIENT. STAGGER 50% OF SPLICES AT LEAST 24" 8. IN COLUMNS, OPTIONALLY, IN LIEU OF LAP SPLICES, SPLICE VERTICAL BARS WITHIN THE CENTER HALF OF A COLUMN'S HEIGHT. STAGGER 50% OF SPLICES AT LEAST 24 ". MECHANICAL REBAR COUPLERS 2/16/00 15 8l)I1O TIG nMSII'N' RECEIVED MAR 01 2000 COMI T Y DEVELOPM ISSUED FOR CONSTRUCTION 2/25/2000 0 NO SCALE o Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP'MACKENZE 0690 S.W. Bancroft St. P.O. Sox 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 IEXPIRES: 12/6/00 - I O MCI UGH 9 1S FLL RIG HTS RESEP.VED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: erc ,n 30 o"' REVISION EDITION cN CLOSING DATE "4 V �� Sheet Title TYPICAL STRUCTURAL DETAILS AND STRUCTURAL NOTES DATE: J. DRAWN BY: i. - CHECKED BY: SW/ SHEET s1.1 OF JOB NO. SUBMITTEP FOR PLAN CHECK REVIEW 2/23/2000 990346 FOOTING SCHEDULE r STEEL REINFORCING - BOTTOM MARK WIDTH LENGTH DEPTH TRANSVERSE LONGITUDINAL REMARKS Fl 6' -0" 6' -0" 2' -6" #7 0 12" OC #7 ®12" OC F2 7' - 0" 7' -0" 2' -6" #7 ®12" OC #7 ® 12" OC F3 8' -0" 8' -0" 2' -6 #7 ® 12" OC #7 ® 12" OC F4 9' -r" •' -r 2-6 , 7 ® 12" OC #7 ®12" r 5 _ __ 0 - •- 5' -0" 5 -0'' 2' -6" #7 @ 12" OC #7 ® 12 OC F7 • - #5 @ 12" OC SEE DETAIL 9 S8.1 F8 r r #6 ® 12 " OC #6 ®12" OC F9 11' -0" 11' -0" 1' -6" #6 0 12" OC #6 0 12" OC F10 9' -0" 14' -0" 2' -6" #7 0 12 OC #7 0 12" OC TIP TYP 6'- LEGEND f 22' -7" I 22' -7" 25' -0" 25 -0" 4, FOUNDATION PLAN 1/16 " =1' -0" COLUMN TYPE PER 1/59.3 "x" DENOTES FRAME COLUMN, SEE 55.1. FOOTING TYPE PER SCHEDULE - - -- NEW FOOTING - EXISTING FOOTING EXISTING CONCRETE WALL NEW INTERIOR BEARING WALL 25' -0" 25' -0" 50' -0" 200' -0" KEYNOTES RS7 S2.1 2/16/00 PLAN NOTES 25' -0" • SEE ARCHITECTURAL DRAWINGS FOR CONTROL ELEVATIONS • SEE SHEET S5.1 FOR FRAME ELEVATIONS • SEE 1/58.3 FOR COLUMN SIZE, BASE I?, AND ANCHOR BOLT INFO • LOCATE CENTERLINE OF FOOTINGS AT CENTERLINE OF COLUMNS AND /OR WALLS UNO. • REPLACE REMOVED SLAB W/ 5" SLAB W/ #4 ® 2' -0" OC EA WAY DOWELED INTO EXISTING PER DETAIL 10/58.1. 1. EXISTING 5" CONCRETE SLAB 2. EXISTING TS COLUMN 3. COLUMN BLOCKOUT, SEE 2/58.1. FILL WITH CONCRETE. 4. REMOVE EXISTING FOOTING AS REVD FOR NEW FOOTING. 5. GRADE BEAM, SEE 5/58.1. 6. EXTERIOR CMU WALL 7. CONCRETE EQUIPMENT PAD, SEE 10 & 11/58.5 RS3 S2.1 2/2/00 -Q EXPIRED 25' -0" 25' - j, 13' -5" , 2 Oecs 00 15 50' —D° 25' -0" 25' - 0" 7.5 11 LS '... W 0 LS W LS FEB 2 9 2000 REID MIDDLETON, INC. Sy n nl aln !RECEWED ow 1 z �z a z SHEET MAR 01 2000 COMMUNITY DEVELOPMENT JOB NO. SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh i tect /Ci vi I /S tru ctu raI GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Me chanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 IEXPIRES: 12/6/00 I MC I 2000 © ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Sheet Title FOUNDATION PLAN DATE: ,,// DRAWN BY:/�- CHECKED BY: SN(, REVISION EDITION CLOSING DATE S2 .1 OF 990346 1I RS7 S2.2 2/16/00 2/16/00 (3) EQ SP W24x76 FRAME 8 I (3) EQ SP 16x26 (4) EQUAL SPACE: UON RS4 52.2 2/2/00 25' - 0" 1 RS9 0 8 S2.2 S5.1 2/16/00 FT1 2/16/00 (4) EQUAL SPACES UON W24x76 c =1" 5' -6" .I ' X l 25' -0" 50' -0" 1 657 S2.2 2/16/00 RS9 52.2 2/16/00 25' -0" TYP AT PANEL JOINT W24x55 8 S8.4 ABOVE / 25' -0" 50' -0" 2/2/00 ff M W24o761c =1 I g I W24x76 c =1" 5240761 c=1" I y4 W24x76 =1 " W24x76 c =1" E a'. W24x76 c =1 finizza W2dv641 , =1" 1 2/16/00 W24rA4t c =I" W24x76 c= (3) EQ SP (3) EQ SP (3) EQ SP 3 s W2 FRAAifE 10 . 1 WMx12 u, x' � 3 W �[�' 0 � IW24o68 Atru1 a - � . MMUS (3) EQ OP m 4x68 1%424x68 /IW24x68 I I WW4x68 IW24x68 I W24x841c =1" IW4x68 I W24x76 c =1" 3 I IW24x68 ( .. W24x68 c =1 1W4^4x55 W24x76 c =1" IW4x84 IL W24x84 c =1" W24x7 c =1" I I W24x62I W24x62 � I ro � I . I I CW24x55I t F 3 RAM 9 AMEI99 W12 x49 W10x12 RS3 S2, 2/2/00 1 RS4 522 2/2/00 TYP 6'- LEGEND 22' -7" 25' -0" W21 x44 c.= I/2" �� -- CAMBER FRAMING PLAN 1/16 " =1' -O" EXISTING CONCRETE WALL NEW INTERIOR BEARING WALL BEAM SIZE 2/16/00 4, 200' -0 PLAN NOTES ABOVE • SEE ARCHITECTURAL DRAWINGS FOR CONTROL ELEVATIONS • SEE SHEET S5.1 FOR FRAME ELEVATIONS • • INDICATES. CANTILEVER MOMENT CONN CTION 100% UT INSPECTION REQUIRED, • INDICATES MOMENT CONNECT O . 8/58.3 • SEE 52.3 FOR DIAPHRAGM BRACING /S8.2 S2.2 MEM ABOVE (4) EQUAL SPACES UON (4) EQUAL SPACES VON Aft 25' -0" 13' -5" 0() ( 5 25' -0" 25' -0" 7.5 c 8, KEYNOTES 1. NOT USED 2. (2) C6x8.2 SUPPORTS FOR CABLE TRAYS ® 4' -0" OC THROUGHOUT MEZZANINE. SEE 7/S8.2 3. NOT USED 4. W10x12 BEAM BRACING IS V LS W LS I 1 I FEB 2 9 2000 REID MIDDLETON, INC. EXPIRED RECEIVED MAR 0 1 2000 COMMUNITY DEVELOPMENT Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. S•th Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 !EXPIRES 12/6/00 I © MCI 2000 ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: ow Rf Sheet Title FRAMING PLAN DATE: ��// DRAWN BY:/G CHECKED BY:c, -1L REVISION EDITION CLOSING DATE SHEET S2.2 OF JOB NO. 990346 SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 25' -0" 22' -7" 22' -7" 25' -0" 0 52.3 DIAPHRAGM BRACING PLAN 1/16 "= 11' -O" PLAN NOTES • SEE S2 2 FOR REMAINING FRAMING INFORMATION _\ I I ice, 1 S m IEEEMOI 5 25' -0" 25' -0" 50 -0" 200' -0 2. W10x22 25' -0" KEYNOTES 0 7.5 2 DIAPHRAGM CROSS BRACING 13' -5" , (; 25 -0" 02 E XPIRED n FEB 2 9 2000 REID MIDDLETON, INC. ots B p RECEIVED MAR 01 2000 COMMUNITY DEVELOPMENT SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 Builder ',.. HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sirth Avenue P -0. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 EXPIRES: 12/6/oo MCI 000 © ALL RIGHTS RESERVED THESE DRAWINGS AFC THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Sheet Title DIAPHRAGM BRACING PLAN DATE: DRAWN BY: CHECKED BY: C JOB N0. SHEET S2.3 OF 990346 FRAME 1 1/8" = 1' - "'. FRAME 5 1 / 8 " = 1 - 8" W24x84 W24x84 FRAME 8 1/8" = 1' -0" W24x84 W24x84 W24x84 1/8 = 1' -0" W24x76 FRAME 9 W24x84 FRAMES 2 AND 4 1 = 1 S5.1 � \ 11 FRAME 6 1/8" - 1' 0" W24x76 W24x76 W24x76 S5.1 3 8 W24x84 FRAME 3 1 / = 1' - 0" W24x76 FRAME 7 1/8" = 1• -0" 8 W24x76 12000-0 W24x76 io= FRAME 10 SS5.1 1/8" = IR RVNEWE � FEB 2 9 2000 REID MIDDLETON, INC. PLAN NOTES • SEE ARCHITECTURAL DRAWINGS FOR CONTROL ELEVATIONS • SEE 4/58.1 FOR BASE PLATE INFORMATION W24x76 W24x84 ,Exp -ED RECENV Eo, MOP 01 2000 COMMUNITY DEVELOPMENT JOB N0. SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 Z ✓ . N J a;C' u_ '' 0. Z g 2 c8 U 3 a i ) 1•1‘") ¢ co m W Y � i 2E O N aUi � Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh i t ec t /C i vi I /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201-0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7E74 !EXPIRES: 12/6/00 I © MCI 2000 ALL RIGRTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: REVISION EDITION CLOSING DATE Sheet Title FRAME ELEVATIONS DATE: DRAWN BY:11 CHECKED BY: SW SHEET S5.1 OF 990346 o TYPE 'A' 3/4 "0 A36 BOLT W/ HEAVY HEX NUT & HARDENED WASHER C 881 i)ANCHOR BOLTS -STEEL COL. L1 /2 STANDARD HOOKS L1 SCHEDULED 1 1/2 ° 0 A193, GR 87 ANCHOR BOLT W/ (3) HEAVY HEX NUTS, (1) A36 ( WASHER 3/8 "x 3 "x3" & (1) A36 e WASHER 1/2 "x4 "x4" LAP SPLICE LONGITUDINAL REINFORCEMENT. SEE DETAILS 7 & 8/58.1. o TYPE 'B' L1 /2 3" = 1 -0" z NOTE: SEE 7 & 8/58.1 FOR ADDITIONAL INFO 4 L2 71 5/58.1 2/2/00 CL LAP SPLICE NEW 4LAB REINF PER S2.1 �.� 3" CLR O SECTION COLUMN TO FOOTING STIRRUP ® 6" OC. SEE DETAILS 7 & 8/58.1. MECHANICAL CONNECTORS IN LIEU OF LAP SPLICES. �L 4 -0" O A PLAN VIEW MECHANICAL CONNECTOR OPTION GRADE BEAM REINFORCEMENT DIAGRAMS 1/4" = 1' -0" it CD 9/58.1 2/2/00 11 R511 9/S8.1 2/ (2) #5xCONT METAL WALL STUD PER 6/S 18 GA TRACK W/ 0.145 "0 POWDER DRIVEN ANCHORS @ 2' -0" OC, STAGGERED, W/ 1 1/4" MIN PENETRATION SAWCUT EXIST SLAB AS REQ'D SLAB REINF PER S2.1 NEW MEZZANINE WALL AT SLAB o io NEW TO EXISTING SLAB r" = 1' -0" 1 88.1 6" FTG COL BLOCKOUT WF COL PER PLAN BASE R, SEE 3 & 4/58.1 WF COL CONC SLAB PER PLAN NOTE: CONTRACTOR TO COORD T/ FTG ELEV W/ MECH SHIM SPACE W/ 2" NON- SHRINK GROUT \_SUBGRADE PREP PER GEOTECH FTG & REINF PER PLAN E /FTG, TYP EXISTING SLAB 2/16/00 EMBED INTO EXIST SLAB W/ SIMPSON SET EPDXY W/ SPECIAL INSPECTION I RS5 2/58.1 2/2/00 1/2" - 1' - 0" 1 1/2" = 1' -0" NOTE: SEE 2/58.1 FOR REMAINING INFO 3/58.1 2/2/00 FTC PER SCHED EQ. , EQ MOMENT -FRAME CONDITION PLAN ELEV. T /FOOTING SECTION TYPICAL COLUMN BASE DETAIL NON -FRAME CONDITION 3/4 "- 1' -0" 1 RS5 7/58.1 2/2/00 SCHEDULED NON -FRAME WIDE FLANGE COLUMN EXPIRED SCHEDULED BASE PLATE. SEE COLUMN SCHEDULE ON 1/58.3 4) TYPE A ANCHOR BOLTS. SEE DETAIL 1/58.1. SCHEDULED FOOTING MOMENT -FRAME COLUMN. SEE 55.1. DISCONTINUE SCHED LONGITUDINAL FTG NOTES: 1. SEE 8/58.1 FOR AID TIONAL MOMENT -FRAME BASE PLATE. SEE 4/58.1. SLAB REINF PER PLAN SAWCUT EXIST SLAB AS REQ'D CONSTRUCTION JOINT. SEE 8/58.1 # GRADE BEAM STIRRUPS R RE G IE BM PASSES THROUGH FTG GRADE BEAM THROUGH FOOTING 3/4" = 1 C7 DOO-D15 N 1. COG N.ft FEB 2 9 2000 Li REID MIDDLETON, INC. NOTE: SEE 7/58.1 FOR ADDITIONAL INFORMATION. 2 CLR SECI1ON COLUMN BASE DETAIL 1' -6" SLAB REINFORCEMENT AT GRADE BEAM T/ FTG, •WYmm ••11u■ UM WW! MMM MEMMM UUini Urn i ® IME• I. ... 111111111. MUMME MENEM NOME' MENU II/M®E M iE8:9 mum. MM■ Ems •UU H swells 11111111111 TRIMMI■E 1i111111111 11111111111 e® 111I111111I® a •11111111111 11111111111 U I111I111111 1111O 1 ■••9 WIN 61•••• ■se•• !U• ■ ■ ■e■ •M■ MUM ■MES ■•et OMENT FRAME COLUMN. SEE 55.1. WELD FLANGES TO BASE R WITH FULL- PENETRATION GROOVE WELDS (TC -U4a). BASER 2 "x22 "x2' -10" W/ (4) 2 "0 HOLES AS REQ'D. (8) STIFFENER PLATES xREQ'Dx10" WELDED PLATE WIT ASE CO FLANGES ONTINUOUS FILLET DS H SIDE 2) FITTED STIFFENER PLATES 1/2" X 10 X REQ'D WELDED TO BASE PLATE AND INNER 1 _______SUR:FAR OF COLUMN FLANGES 4/58.1 Wf7 5/16" ONT. FILLET 2/2/00 \ WELDS UTER JUNCTIONS \ ONLY 4) TYPE B ANCHOR BOLTS. SEE DETAIL 1/58.1. SCHEDULED FTG CONSTRUCTION JOINT. SURFACE TO BE CLEAN, FREE OF LAITANCE AND INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE APPROXIMATELY 1/4" 8/58.1 2/2/00 RS11 8/58 2/16/00 #5 BAR x ® 18" OC SAWCUT EXIST SLAB AS REQ'D SLAB REINF PER PLAN GRADE BEAM TOP BARS (6) # 9 CONT, TYP (6) #9 GRADE BEAM BOTTOM. BARS GRADE BM REINF. SEE 5, 7 & 8/58.1 3/4° = 1' -0" ECEN1E.D's MAR 01 2000 GRADE BM INTERSECTION AT FTG 1/4" = 1' -0" Z SUBMITTED '=OR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 Revisions: SHEET JOB NO. Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221-8934 Arh i tect /Ci viI /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 (EXPIRES: 12/6/OOJ 3/4" = 1' -0" o Ma 2000 © ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER., 'WITHOUT PRIOR WRITTEN PERMISSION Sheet Title DETAILS DATE: DRAWN BY: CHECKED BY: 514L S8 .1 OF 990346 BOLT AND PLATE SCHEDULE BEAM 0 —325SC BOLTS ANGLE "t" S... _ _ SEE 8/S8.2 ) 3/40 WI 0 P) 3/4"0 3/8" W12, W14 (3) 3/4 "0 3/8" W16, W18 (4) 3/4 "0 3/8" W21 (5) 3/4 "0 3/8 W24 ( 7/8 " 1/2" BOLT DIA. 'Y 'W' L 3/40 L 3/8 5/16 3/40 , 3/8 3/8 NON MOMENT CONNECTION S8.2 1 1 = 1 ' - 0" r7; NOTE: SEE 2/S8.3 FOR ALTERNATE BM PER PLAN, COPE FLANGE AS REQ'D (3) S1DES> /4 V 5/58.2 2/2/00 CAP f( 3/8 R 3/8x6x0' -8" STIFF IL' 1/4 EA SIDE OF BM 5/58.2 2/16/00 RSI 5/58.2 1/26/00 SHEAR CAP R, SEE 8/S8.3 SMRF BM. SEE 8/S8.3 FOR CONN M SEAT PER /S8.2. NOTCH S REVD AT BOLTS OT REVD AT W24— E CONTINUITY R) 2/2/00 BM FRAMING IN (WHERE OCCURS) SEE 5/S8.2 BM W/ CANTILEVER MOMENT CONN PER 9/58.2 STOP R AT CONT E I NOT REQ'D AT. W24 NOTE: ATTACH BEAM SEAT TO DOUBLER R AS NEEDED BEAM PER PLAN 11/58.2 fL' 1/4x3x11 W/ (2) 5/8 "0 MB 1/2" AT EA END OF CHANNEL & EA SUPPORT BM 7/58.2 2/16/00 2/2/00 OVERSIZE OR SLOTTED HOLE fN E WHERE NO SPLICE OCCURS NOTES: t MAX: EQUIVALENT POINT LOAD 0 (1) DBL CHANNEL P• SHALL NOT EXCEED 4000I. EQUIV 0• A SPAN IS BETWEEN ADJACENT SUPPORT BMS 2_ : A ING OF C : : Y OTHERS. ROOF BM PER PLAN ERECTION BOLT AS REVD BRACING PER PLAN 1 1 /2" = 1' -0 3/4 "0 THREADED ROD W/ WASHER AT TOP & HEX NUT AT TOP & BOTT 11 RS1 7/58.2 1/26/00 NOTE: SEE 8/S8.3 FOR REMAINING INFO 2/2/00 ERECTION BOLTS AS REQ'D P 3/8 DOUBLER R \ --CONTINUITY R 1/26/00 NOTE: SEE 11/S8.2 FOR ADDITIONAL INFO BRACING PER PLAN R 3 /8x8 "xREQ'D W/ (2) 3/4 "0 A325 BOLTS (2 1/2" AT W8) EA SIDE R 1/2 x(bf —t8' x (d -211) 2 5/16 BEAM WHERE OCCURS COLUMN PER PLAN BEAM PER PLAN COLUMN PER PLAN WF COL PER PLAN BEAM PER PLAN F P 7)P 11 RS2 NEW 1/26/05 CANTILEVER MOMENT CONNECTION NO SCALE -tip- -� BM PER PLAN GIRDER PER PLAN CONN AT INTERIOR GIRDER 1 1/2" = 1' -0" v~i (2) CHANNELS PER PLAN 70 CHANNEL >3 /16 D ' UNITSTRUT P5501. MAX POINT LOAD NTE 2000 lbs 1 1/2" = 1'— REID_ II R55 4/58.2 2/2/00 2" RET TOP k BOTT BOLTS PER SCHED L 4x4x "t" (SEE SCHED) LA SIDE TYPICAL BOLTED CONNECTION l2OO&0 BLOCKING CONNECTION EVIIE FEB 2 9 2000 DLETON, INC. 1 1/2" 11 RS11 7/58.2 2/16/00 - NOTE: USE THIS CONNECTION AT WID BLOCKING ONLY BEAM PER PLAN NO SCALE NO SCALE ECEI\IED SHEET Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Bo: 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland. Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 © MCI 2000 0.LL FIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: '11 REVISION EDITION CLOSING DATE n +tip ntvt Sheet Title DETAILS Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 'EXPIRES: 12/6/00 I \ DATE: \ DRAWN BY: \,� \ E / CHECKED BY: COL P VL4, f 2l)OO COMMUNITY DEVELOPMENT 1" = 1' -0" Z JOB NO. SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 990346 ISSUED FOR CONSTRUCTION 2/25/2000 S8. OF BAC�(ER BAR CA CB -- cc x0 t M I N C/ 70 COL 5 /161 > :/2 t R -1/16 D FIN FLOOR T Y1> t D Q/2 CONTINURY R W24x84 0 9.0 tM 16X" 2 A • Vld 351 „9-,tx„atx„i „9-,pcatx„e/t-t BAC�(ER BAR BEAM lillo NOTES o N C/ 70 COL 5 /161 > :/2 t R -1/16 D \ T is - T Y1> t D Q/2 CONTINURY R W24x84 II 16X" 2 A • • TO WEB & FLANGE I/ MOMENT FRAME BEAM CUT BEAM CUT DIMENSIONS NOTES W24x76 4 ;" 15 21" W24x84 5" 16X" 2 A (T COLUMN SCHEDULE 8.3 1/8" = 1 -0" COLUMN PER PLAN BEAM PER PLAN 11 R510 2/16/00 1 1/2" = 1' -0" SHEAR CONN AT EXTERIOR FRAME 1 1/2 "'.= 1' -0" FRAME BM FITTED STIFFENER IE 3/8 1 I R510 2/16/00 SHIM IE AS REO'D SHEAR CONN AT INTERIOR FRAME 1 1/2" = 1' -0" T t R55 8/58.3 2/2/00 ERECTION BOLTS AS REO'D IL' tx4xd -6, GRADE 50. t =BEAM WEB THICKNESS ROUNDED UP TO NEAR 1/8 ". d =BEAM NOM DEPTH, TYP CONTINUITY fE, THICKNESS TO MATCH THICKEST BM FLANGE NO STUDS THIS ZONE RADIUS = 4C +8 8C 1" r A FULL HT STIFF fE PER 3/58.3 w/ (2) 3/4 "0 A325 BOLTS WEB DOUBLER It EXPIRED l EWHEY/dEn FEB 2 9 2000 REID MIDDLETON, INC. .P. TYP FRAME BM PER ELEV FRAME COL PER ELEV -SLOPE CONTINUITY fE WHERE BM DEPTHS VARY O ELEVATION FRAME BEAM PER ELEV CUT FLANGES AS SHOWN NO STUDS THIS ZONE FRAME COL PER ELEV W/ CONTINUITY ES r WEB DOUBLER R. 5/8" THICKNESS. PLUG WELD W/ , (I) 1/2 "0 PUDDLE WELD AT 1 OF COL AT MID HEIGHT OF It NOTES: 1. ALL BACKER BARS & RUN -OFF TABS AT BOTTOM FLANGES SHALL BE REMOVED & WELD BACK GOUGED. FILL GOUGED REGION & FINISH W/ FILLET WELD_ 2. EDGES OF CUT FLANGES SHALL BE GROUND TO HAVE A SURFACE ROUGHNESS VALUE NOT IN EXCESS OF 1000 AS DEFINED IN ANSI/ ASME B46.1. GRIND MARKS SHALL BE PARALLEL TO GIRDER AXIS. 3. CONTINUITY AND DOUBLER PLATES SHALL CONFORM TO A572, GRADE 50. T:2oco 5 11 RS6 NEW 2/2/00 APPRpV t1AR 1 5 2000 1)‘t,1(, nIVISIn .CE VED1 MOO 0 1. 2000 COMMUNITY DEVELOPMENT 0 1" = 1 F SUBMITTED FOR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 Builder HOFFMAN CONSTRUCTION COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd. Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 TYPICAL MOMENT CONNECTION EXPIRES: 1 2/6/ 00 1" = 1' -0" MCI 2000 1n ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Revisions: Sheet Title DETAILS DATE: �/ DRAWN BY: 1L CHECKED BY: SI/If SHEET S8.3 JOB NO. 0 990346 1 I RSIO 2/16/00 KEYNOTES BELOW TYP 1. 3/4" APA RATED SHTG W/ # SCREWS ® 6" OC AT PANEL EDGES, 12" OC AT INTERIOR SUPPORTS 2. 800EJ16 ® 16" OC 3. 6002J16 ® 16" OC 4. 800EJ16 JOIST AT STAIR 5. BOX BM PER 2/58.4 6. LEDGER PER5 /58.4 7. (2) 4001C18 BOX BM HEADER MECHANICAL MEZZANINE 11 RSIO 2/16/00 JOIST PER PLAN C• PA E DO NOT ATTACH SHTG TO ANGLE SHEATHING PER PLAN II RSIO 2/16/00 L 4x3x1/4 (LLV) W/ 1/2 "0 A307 THREADED ROD W/ SIMPSON SET EPDXY W/ 4 1/4" EMBED ® 3' -0" OC & W/ SPECIAL INSPECTION FRAMING PLAN 3 = 1' -0 1 1/2" = 1' -0" METAL JOIST BEAM PER PLAN TOP & BOTT (4) #10 SMS 16 GAx6" CLIP 1 RS10 2/16/00 (2) 800EJ16 18 GA TRACK TOP & BOTT (4) #8 SMS 0 1' -0" OC 18GA TRACK 2/16/00 SHEATHING PER PLAN JOIST PER PLAN 600IC16 ® 16" OC NOTE: 1. JOIST TO BEAR DIRECTLY OVER. WALL STUD 2. SEE 2/S8.5 FOR RAILING ATTACHMENT 1 1/2" = 1' -0" Z /_1 1/2" EXISTING PANEL L 8x4x1/2x1 -0" C3 8 -0" OC W/ (4) 5/8 "0 A307 EPDXY ANCH W/ 4" MIN EMBED EXISTING SLAB 1/26/00 NOTE: SHTG NOT SHOWN FOR CLARITY SHEATHING PER PLAN 16GA CUP W/ (4) # 10 SMS AT EA JOIST JOIST PER PLAN 1 I RS10 METAL JOIST BEAM PER PLAN 11/2" =1' -0" 18GA TRACK SHEATHING PER PLAN JOIST PER PLAN-' 18GA TRACK 600IC18 STUD 16" OC. SEE ARCH FOR CONN AT ROOF 18GA RIM JOIST 600IC16 @ 16" DC WALL STUD. USE (3) STUDS AT BOX BEAM (SIM COND) RSIO NEW 2/16/00 EXISTING 4x16 1A 11 S8.4 (18) 10d SHORTS 2x8 TO 2x4 EXISTING 2x4 BEYOND ADD 2x8 W/ SIMPSON LTT131 STRAP EA.;H EXISTING 2x4 W/ 5/8 "0 A30 SIMPSON SET EPDXY W/ 4" MIN EMBED ae W/ SPECIAL INSPECTION EXISTING PURLINS z 0 0 7" f —PANEL JOINT EXISTING PANEL O 2 0 1 1/2" = l' -0" STRAP PER 8/S8.4 1 1/2" SLOTTED HOLES (1) SIDE MC12x10.6 W/ (4)' "0 A193 B7 SIMPSON SET EPDXY EA SIDE OF JOINT W/ 4" MIN EMBED A W/ SPECIAL INSPECTION RS11 8/S8.4 2/16/00 (2) PHD5 -SDS3 W/ 5/8 "0 A307 SIMPSON SET EPDXY W/ 4" MIN EMBED & W/ SPECIAL INSPECTION EA PURLIN E XPIRED EXISTING / EXISTING 4x16 PANEL 2»Qf5 FEB 2 9 REID MIDDLETON, INC. RECEIVED SHEET NW 01 2000 Builder HOFFMAN CONSTRUCTION COMPANY of 'Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 x 1 1/2 = 1 -O r MCI 2000 © ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER. WITHOUT PRIOR WRITTEN PERMISSION Revisions: 'EXPIRES: 12/6/00 Sheet Title DETAILS DATE: DRAWN BY: ( CHECKED BY: d j)/LC 88.4 COI1 MIJ: :: J�. DEVELOi TAT OF JOB NO. SUBMITTED '=OR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 990346 16GAx2" STRAP CONC SLAB 0 0 CONC TILT PANEL _ (1) #10 SMS TYP J r 1 ' IN'R'r 5/8 "0 THREADED ROD W/ SIMPSON SET EPDXY W/ 5" MIN EMBED & SPECIAL INSPECTION TYP EA END OF WALL THREADED ROD PER 1/58.5 STRAP & CONN PER 1 /58.5 MIN STRAP & CONN PER 1/58.5 JOIST PER PLAN 1 PLYWOOD SHTG PER PLAN I I I 1 EPDXY ANCH PER 1/58.5 CONC TILT PANEL CONC SLAB EA END OF 1/8 I STRAP 2 "0x0' -8" STD PIPE 1/4" = 1' -0" a z CONC SLAB 1/4 — 1 -0" z 1 1/2 "0 STD PIPE RAILING PER ARCH FE 1 /4x7XREQ'D EA SIDE IL 1/4 FG To RDA Z. 3/16 SHEATHING PER PLAN TRACK PER 6/S8.4 RAILING ATTACHMENT 17 3 " CLR METAL JOIST PER PLAN STUD WALL PER 6/S8.4 EQUIP CURB TYPE 'A' GALV ANCH BOLT PER 1/58.1 AT EA CORNER. SEE 11/58.5 FOR ALT #5 @ 12" OC EA WAY NOTE: LOCATE RAIL AT JOIST, 4' -0" OC MAX 1 1/2" = 1' -0" EQUIPMENT PAD SECTION 1 1/2" = 1' -0" Z NOTE: DO NOT PLACE BOTT BOND BM COURSE WHERE DRAINAGE LEAVE OUT BLOCK OCCURS #5 DOWEL x 70 ALT HOOKS IN FTC, SPACE TO MATCH VERT WALL REINF #5 ®18 "OC ( # GALV L 4x4x3/8x0' -9" W/ (2) 1/2 "0 GALV A307 THREADED RODS W/ SIMPSON SET EPDXY B 6" GA W/ SPECIAL INSPECTION_ SPACE W 6' -0" OC MAX AROUND EQUIP PERIMETER 1 1/2 HORIZ BOND BM AT TOP & BOTT 8" CMU WALL W/ # ® 24" OC VERT & (2) #4 ® 48" OC HORIZ. SOLID GROUT CONC SLAB PAD PER 70/58.5 SiT FEB 2 9 1 REID MIDDLETON, INC. 1 1/2" = 1' -0" z I TS 4%4x1/4 / 3/16 TYP / < TS STRONGBACKING WITH CMU INFILL PANEL ELEVATION sememor REINF PER PLAN. GROUT CELLS W/ REINF CMU INFILL PER ELEVATION 3/16 ..D I S EXPIRED EXIST CONC PANEL L 3 1/203 1/2x1/4x0' - 4" W/ 1/2 "0 THREADED ROD W /SIMPSON SET EPDXY W/ 4 7/4" EMBED W/ SPECIAL INSPECT FIN /FLOOR NOTE_ PLACE (2) ANGLE CLIPS AT TOP AND BOTTOM OF TS STRONGBACK O PLAN MAR o COMM DEVELOP NT CMU TO CONCRETE WALL DOWELS TO MATCH TIP REINF W/ SIMPSON SET EPDXY. 5" MIN EMBED INTO CONCRETE RECE VED 7 1/2" I� SECTION J � a NO SCALE EXIST CONCRETE PANEL 6" CMU INFILL W/ #4 ® 48" OC HORIZ & #4 @ 24" OC VERT DOWEL REINF TO CONCRETE PER 12/58.5 1" = 1.-0" U JOB NO. SUBMITTED I =OR PLAN CHECK REVIEW 2/23/2000 ISSUED FOR CONSTRUCTION 2/25/2000 / 2" — 0" U LI'PQ \ E MPR , 5 1000 v p \V1S \O t ` \ Revisions: q\ \11.0 \NC Builder HOFFMAN CONSTRUCTOR COMPANY of Oregon 1300 S.W. Sixth Avenue P.O. Box 1300 Portland, Oregon 97207 Phone: (503)221 -8811 FAX: (503)221 -8934 Arh itect /Civil /Structural GROUP MACKENZIE 0690 S.W. Bancroft St. P.O. Box 69039 Portland, Oregon 97201 -0039 Phone: (503)224 -9560 FAX: (503)228 -1285 Mechanical /Electrical GLUMAC INTERNATIONAL 920 S.W. 3rd Suite 100 Portland, Oregon 97204 -2420 Phone: (503)227 -5280 FAX: (503)274 -7674 'EXPIRES: 12/6/00 I O MC 2000 C ALL I RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF MCI AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION Sheet Title REVISION EDITION CLOSING DATE