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Home My WebLink AboutGREFER TO SECTION 41501 FOR REAF NOTES EXTERIOR RIGID INSULATION 5'12„ 10�i27 8" ll - X12 " JOINT FILLER 2" SLAB DEPRESSION AT N.C. SA40WER FIN. FLR. 1 VAPOR BARR IER c� SCALE 1) SECTION 280G8 34-4' -O- JOINT FILLER 4' -6 " 1 -4 8, 1 -u4 x r---I 03 DWLS AT 15 A T DOORS �o REFER TO SECTION 41501 FOR REII\F NOTES EXTERIOR RIGID INSULA T/ON FIN. FLR. 2-04 CONT • • I I • • I O BRICK Sl ELF BEYOND VAPOR BARRIER SCALE: SECTION 280GB -5 /O 9 112" JOINT FILLER '12" JOINT FILLER FIN. FL22, REFER TO SECTION 41501 FOR REAF NOTES VAPOR BARRIER SCALE W SECTION 280GB -6 SCALE, TYP. COL. BLOCK -OUT SLA3OG3 IN BLOCKOUT RETE AFTER >RE ERECTED QED DUARE PLINTH 5 DOWELSxL PE T -2 TIES TOP RE/NF. L OCA TION WHERE REO'D -04 x 3' -6 EW 7P. SCALE SECTION Fr,02 NONE PERMISSIBLE CONCRETE JOINT PLAN A T C0k2NE2 PLAN AT INTERSECTION G2BM SCALE. REINFORCING BAR DETAILS NONE 1 -04 x I-I 40 OWLS ATl5 A T DOORS - REFER TO SECTION 41501 FOR REAP NOTES EX7E2 10R RIGID INSULA T /ON SECTION JOINT FILLER FIN. FLR. _N Lo �o VAPOR BARRIER REFER TO SECTION 41501 FOR REAF NOTES EXTERIOR RIGID INSUL A TION SCALE 280GB -3 FILL WITH CONCRETE QP/ AFTER COLUMN IS ERECTED AND GROUTED JOINT FILLER I I �- FIN. FLR. VAPOR BARRIER c� SCALE: SECTION 28OGB -2 34.,= 51'2- 10 %2,. 8,. 2 -=5 BARS CONT 4 -tt7 BARS CONT V3 TYPE 2 BARAT /8- v3 TYPE Tl STIRRUPS AT 15 EXTERIOR RIGID INSULATION -� 4 -a7 BARS CONT a� SECTION 4�9- JO /NT FILLER FIN. FLi2 VAPOR BARRIER SCALE FOUNDATION FRAMING PLAN AREA nAn -0„ 8 .. GENERAL NOTES 1. DESIGN 1. DESIGN CODES (LATEST EDITION USED UNLESS NOTED OTHERWISE). A. ,IND /ANA STATE BUILDING CODE'; 1988 EDITION, (UBC 1988) B. 'BUILDING CODE 2EQU12EMENTS FOR 2E /NF02CED CONCRETE'; AC/ 318 -89 C. 'LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS', EFFECTIVE SEPTEMBER 1,1986, AMERICAN INSTITUTE OF STEEL CONSTRUCTION. D. 'SPECIFICATIONS AND STANDARD LOAD TABLES FOR K- SERIES STEEL JOISTS'; STEEL JOIST INSTITUTE. E. 'DESIGN MANUAL FOR COMPOSITE DECKS FORM DECKS AND ROOF DECKS', STEEL DECK INSTITUTE. F. 'FIRE RESISTANCE DIRECTORY'; UNDERWRITERS LABORATORIES, 199/ EDITION. G. 'BUILDING CODE REOUI2EMENTS FOR MASONRY STRUCTURES'; AC/ 530 -88. 2. LIVE LOADS A. ROOF - SNOW 20 PSF B. WIND - 26.91 PSF BASIC WIND SPEED 75 MPN C. FLOOR - PATIENT AREAS 60 PSF ENTRANCES 100 PSF D. SEISMIC ZONE I (SEAOC 1988) 3. FOUNDATIONS ARE DESIGNED TO MEET T1-4E RECOMMENDATIONS CONTAINED IN THE GEOTEC14N /CAL INVESTIGATION PREPARED FOR TN /S SITE BY A TEC ASSOCIATES, INC., INDIANAPOLIS INDIANA. 4. FOUNDATIONS ARE DESIGNED FOR 2,000 PSF BEARING CAPACITY A EARTHWORK I. FOUNDATIONS SHALL BE CAST -IN -PLACE REINFORCED STRIP AND SPREAD FOOTINGS FOUNDED AT A MINIMUM DEPTH OF THREE FEET (3' -0') BELOW GRADE, WITH A MINIMUM BEAM DEPTH OF THREE FEET SIX INCHES (Y -6'). MAXIMUM BEARING OF 2,000 PSF BASED ON GEO TECHNICAL INVEST /GA T /ON REPORT NUMBER 21 -13164 DA TED OCTOBER 1, 1 991. 2 FLOOR SLABS SHALL BE PLACED ON AN UNDERSLAB MEMBRANE (VAPOR BARRIER) OVER FOUR INCHES (0' -4') OF GRANULAR FILL (WASHED GRAVEL OR CRUSHED STONE) OVER STRUCTURAL FILL TO BR /NG THE BUILDING PAD TO THE REOUIRED SUBG2ADE. FILL SHALL BE COMPACTED TO /00% MAXIMUM DRY DENSITY (ASTM D 698) AND SHALL BE MAINTAINED WITHIN PLUS THREE PERCENT ( +39) OF OPTIMUM MOISTURE CONTENT. 3. STRUCTURAL FILL SHALL BE COMPACTED IN E /GNT -INCH (0' -8') MAXIMUM LIFTS TO AT LEAST 1009 MAXIMUM DRY DENSITY (ASTM D 698) AND SHALL BE MAINTAINED WITHIN PLUS TWO PERCENT ( +2Z) OF OPTIMUM MOISTURE CONTENT. 4. IN EXCAVATED AREAS SCARIFY THE TOP TEN INCHES (0' -/0') AND 2ECOMPACT TO 1009 MAXIMUM DRY DENSITY. N. CONCRETE 1. ALL CONCRETE SHALL BE NORMAL WEIG4T AND HAVE A MINIMUM 28 -DAY COMPRESSIVE CYLINDER STRENGTH OF 3000 PSI. 2 CONCRETE COVERAGE OF REINFORCING STEEL SHALL BE AS FOLLOWS UNLESS DETAILED OTHERWISE A. CAST AGAINST FORMS AND IN CONTACT WITH EARTH. (l) 06 AND LARGER BARS 2 IN (2) 05 AND SMALLER BAR 11,2 /N. B. CAST AGAINST FORMS AND NOT IN CONTACT WITH EARTH. (l) SLABS AND WALLS 34 /N. (2) BEAM STIRRUPS 11,2 /N. C. CAST AGAINST AND IN CONTACT WITH EARTH 3 IN 3. REINFORCING STEEL SHALL BE ASTM A 615 GP 60 EXCEPT TNA T STIRRUPS AND TIES MA Y BE GR 40, REINFORCING SHALL BE DETAILED AND F432ICA TED IN ACCORDANCE WITH THE "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" (AC/ 315 -80) PLACING OF BARS AND BAR SUPP02TS SHALL CONFORM TO TPE CRS/ "MANUAL OF STANDARD PRACTICE" LAP ALL CONTINUOUS BARS (MARKED 'CONT" ON PLANS) 36 BAR DIAMETERS. PROVIDE CORNER BARS AT ALL CORNERS AND BEAM INTERSECTIONS. 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. 5. REFER TO ARCH. DRAWINGS FOR LOCATION OF ALL DRAINS, SLEEVES, RECESSES OR OPENINGS NOT SHOWN ON STRUCTURAL DWLS. IV. REINFORCED MASONRY NOT USED V. STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE A/SC SPECIFICATIONS. STEEL SHAPES SHALL CONFORM TO ASTM A 36. ANCHOR BOL T MA TER/AL SHALL BE HEADED BOLTS OF NOTED LENGTH CONF02MING TO ASTM A 307 TUBE COLUMNS SHALL CONFORM TO ASTM A 500, GRADE B. 2 BEAM AND COLUMN CONNECTIONS SHALL BE AS SHOWN ON PLANS MAJOR CONNECTIONS ARE DETAILED ON PLANS STANDARD CONNECTIONS SHALL BE BY STEEL FABRICATOP. IF END REACTION IS NOT SHOWN ON PLANS, USE ONE -HALF OF TOTAL ALLOWABLE UNIFORM LOAD FOR SPAN AS DETERMINED IN PART 3 OF A /SC MANUAL. 3. WELDING ELECTRODES SHALL CONFORM TO AWS E70XX. UNLESS NOTED, MINIMUM WELDS SHALL BE 3/16" FILLET 4" LONG. 4. FIELD BOL TING A T STRUCTURAL CONNECTIONS SHALL BE W 1 Tf4 HIGH STRENGTH 3/4'" DIAMETER A325 -N BOL TS. ALL FIELD BOL TS SHALL BE TIGHTENED TO SNUG TIGHT CONDITION EXCEPT AS NOTED FULL Y TENSIONED. FULLY TENSIONED BOLTS SHALL BE TIGHTENED BY TURN -OF -NUT METHOD OR L OAD- IND /CA TOR DEVICES SHALL BE USED. 5. STEEL JOISTS SHALL CONFORM TO SJl SPECIFICA TIONS JOIST SIZES IND/CA TED HA VE BEEN INCREASED BY A RA TIC OF (30/26) FOR MAXIMUM STRESS RATIO OF 26,000 PSI MAXIMUM TENSILE STRESS IN MEMBERS. JOIST FABRICATOR SHALL FURNISH PROPER SIZED BRIDGING AS REOUI2ED IN UL MANUAL FOR JOISTS SHOWN. 6. METAL DECK AT ROOF SHALL BE 1.5 INCH DEEP 22 GAGE GALVANIZED TYPE F DECK WITH THE FOLLOWING P20PE2T1ES; A. MOMENT OF INERTIA ll) 0.120 /N4 1FT. B. SECTION MODULUS (SP) 0.111 IN3 /FT. C SECTION MODULUS (SN) 0.120 /N 3 /FT-. THE ROOF DECK HAS BEEN DESIGNED AS A DIAPHRAGM. THE DECK SHALL BE WELDED TO THE SUPPORTING JOISTS USING WELDING WASHERS. IF BLOW HOLES OCCUR THEY SHALL BE IMMEDIATELY FILLED USING E70XX WELDING MATERIAL. WELD DECK TO SUPPORTING MEMBERS USING 3614 WELDING PA TTERN (A VERAGE 12 IN O. C.). WHERE DECK RUNS PARALLEL TO SUPPORTING MEMBERS, WELD A T 12 /N. C.C. USE 2 -#lO TEKS SIDELAP FASTENER IN EACH DECK SPAN BETWEEN JOISTS. V1. WOOD FRAMING NOT USED Vll. CONSTRUCTION 1. PROVIDE ADEQUATE SHORING OR BRACING DURING CONSTRUCTION TO RESIST FORCES SUCH AS WIND AND UNBALANCED LOADING DUE TO CONSTRUCTION. 2. REPRODUCTION OF THESE DESIGN DRAWINGS BY ANY CONTRACTOR OR SUBCONTRACTOR F02 USE AS SHOP DRAWINGS SHALL BE DEEMED AS ACCEPTANCE BY THAT FIRM THAT ALL INFORMATION SHOWN IS CORRECT AND THAT ANY ADDED JOB EXPENSE, WHET/ -ER REAL OR IMPLIED, DUE TO E2202S THAT MAY BE FOUND, SHALL BE THE RESPONSIBILITY OF THE PARTY USING THESE DOCUMENTS AS SHOP DRAWINGS. 3. VERIFY ALL EXISTING CONDITIONS. IMMEDIATELY NOTIFY ARCHITECT OF ANY DISCREPANCIES FOUND. 4. FRAMING DIMENSIONS AT STEEL SUPPORTING MECHANICAL RTUS ARE BASED ON SCHEDULED EOUIPMENT. ANY SUBSTITUTIONS OF EOUIPMENT MAY CAUSE DIMENSIONAL OR SIZE CHANGES. ALL C00201NATION OF CHANGES IS THE RESPONSIBILITY OF THE CONTRACTOR KEY PLAN W 4 W F- aZ a 113 x 0 z a J wo W W U) ui W p z c Z W W W FE H a am IIX 4 O 0 U t.5 d� O O= Go >. O� co :;3v c c VW Z O �t: rL 0 CL Q Q w STA 40 0 sc.;ax' � SITE SAFETY IS THE CONTRACTOR'S RESPONSIBILITY REFER TO THE SPECIFICATIONS SHEET TITLE STRUCTURAL FOUNDATION FRAMING PLAN AREA "A" W In Z 0 Z d REVISION NUMBER, DATE & CONTENT 0 O DATE DRAWN a 18 NOV 1991 CHECKED BY DGP J DRAWN BY DGP 0 o PROJECT N0. S491280 N CAD FILENAME 1280501 f d w SHEET N0. J 5Q1 u- D d U cc W Z W U z 0 !-Z ~ W Q Q m Q z Q Q z U Q W m z a: O W p Q U d. Q O 0 U t.5 d� O O= Go >. O� co :;3v c c VW Z O �t: rL 0 CL Q Q w STA 40 0 sc.;ax' � SITE SAFETY IS THE CONTRACTOR'S RESPONSIBILITY REFER TO THE SPECIFICATIONS SHEET TITLE STRUCTURAL FOUNDATION FRAMING PLAN AREA "A" W In Z 0 Z d REVISION NUMBER, DATE & CONTENT 0 O DATE DRAWN a 18 NOV 1991 CHECKED BY DGP J DRAWN BY DGP 0 o PROJECT N0. S491280 N CAD FILENAME 1280501 f d w SHEET N0. J 5Q1 u- D d U