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Home My WebLink AboutAA 1 -S1 GENERAL NOTES - STRUCTURAL STEEL SCALE: NONE I. STEEL ROOF DECK SHALL BE 1 1/2" STANDARD WIDE RIB DECK (WR22), GALVANIZED ACCORDANCE WITH 22 GAGE CONFORMING TO THE STEEL DECK INSTITUTE AND FACTORY MUTUAL STANDARDS. DESIGNATION (TWO OR MORE SPAN LOADING CONDITIONS). TYPICAL ALL ROOF AREAS UNLESS )MAX) OTHERWISE NOTED. 2. STEEL FLOOR DECK SHALL BE 9/16" DEEP GALVANIZED RIBBED STEEL DECKING, 26 3/4 "0 BOLTS GAGE CONFORMING TO THE STEEL DECK INSTITUTE AND FACTORY MUTUAL STANDARDS SPI (TWO OR MORE SPAN LOADING CONDITIONS). TYPICAL ALL FLOOR AREAS UNLESS 2 OTHERWISE NOTED. W6 3. THE STEEL FLOOR DECK IS THE FORM FOR A 2 1/2" CONCRETE DECK WITH 6x6- W1.4xW1.4 PSF WELDED WIRE FABRIC, PLACED I" BELOW THE TOP SURFACE, UNLESS OTHERWISE NOTED, 12 EA 4. STEEL JOISTS AND JOIST GIRDERS SHALL CONFORM TO THE STEEL JOIST INSTITUTE W8 a WIO SPECIFICATIONS. - NAILABLE 5. ALL SLOPED ROOF JOIST BEARINGS TO BE 5" DEEP UNLESS OTHERWISE NOTED. PSF ALL FLOOR JOIST BEARINGS TO BE 2 112" DEEP UNLESS OTHERWISE NOTED. 28 6. CAMBER ALL JOISTS IN ACCORDANCE WITH S.J.I. SPECIFICATIONS. TYP 7. EXTEND ALL BOTTOM CHORDS OF JOISTS TO COLUMNS. RE: TYPICAL JOIST CONNECTIONS. 2 8. ALL JOIST EXTENDED ENDS SHALL BE DESIGNED TO CARRY THE ALLOWABLE UNIFORM JOISTS LOAD FOR THAT JOIST, UNLESS OTHERWISE NOTED. PSF 9. FURNISH BRIDGING BETWEEN JOISTS IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE TOTAL DEAD SPECIFICATIONS UNLESS OTHERWISE NOTED. ATTACH BRIDGING TO END MASONRY 10 WALLS. CEILING AND LIGHTS 10. STRUCTURAL STEEL SHALL BE AS FOLLOWS EXCEPT AS OTHERWISE NOTED: PSF STRUCTURAL SHAPES - ASTM A36 IFy = 36KS1) JOISTS STRUCTURAL PIPE - ASTM A501 (Fy = 36KS1) OR 5 ASTM A53, TYPE E OR S, GRADE B Fy = 36KSII MECHANICAL /ELECTRICAL II. FIELD CONNECTIONS SHALL BE BOLTED WITH 3/4 "0, ASTM A325 BOLTS EXCEPT AS 2 OTHERWISE NOTED AND WHERE WELDING IS INDICATED ON THE DRAWINGS AND IN THE CEILING AND SPECIFICATIONS. 2 12. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE TOTAL DEAD LOAD WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION'S "CODE OF STANDARD PRACTICE PSF FOR STEEL BUILDINGS AND BRIDGES" AND THE SPECIFICATIONS. MECHANICAL 13. FABRICATE AND ERECT ALL STRUCTURAL STEEL WITH RESIDUAL MILL CAMBER UPWARDS. 3 14. ALL MASONRY WALLS SHALL BE ANCHORED TO STEEL COLUMNS WITH FLEXIBLE TIES. LIVE LOADS RE: SPECIFICATIONS 15. W12x16 INDICATES LEFT END OF BEAM FRAMES INTO THE SIDE OF TOTAL DEAD 0 (I10' -8 1/2 "I THE COLUMN. INDICATES THAT THE W12x16 BEAM IS LEVEL 20 WITH THE TOP FLANGE AT ELEVATION 110' -8 1/2 ". INDICATES CLASSROOM /RESTROOM THAT THE RIGHT END OF THE BEAM EXTENDS OVER THE PSF /i TOP OF THE COLUMN. o. �O SNOW LOAD �� 20 W12x16 INDICATES THAT THE W12x16 BEAM IS SLOPED WITH THE TOP MECHANICAL MEZZANINE 0 /ice (SLOPED) ❑ OF ITS FLANGE AT ELEVATION 110' -0" AND ELEVATION ", PSF p 110' -10 112 RESPECTIVELY, AT THE CENTERLINE OF THE TWO �o COLUMNS. OFFICE 50 PSF 16. ALL STRUCTURAL ELEVATIONS ARE BASED ON THE TOP SURFACE OF THE FINISHED FLOOR AT THE GROUND FLOOR BEING EL. 100' -0 ". 17. ALL ROOF JOISTS SHALL BE DESIGNED AND BRACED FOR 10 PSF NET UPLIFT. STORAGE 18. SPECIAL JOIST DESIGNS: PSF TOP CHORD LOADING 280 POUNDS PER FOOT PLUS A. 32LH SPI: 2 BOTTOM CHORD LOADS AT 500 LBS VERT AND 500 LBS HORIZ 3 B. 32LH SP3: 3 BOTTOM CHORD LOADS AT 500 LBS VERT AND 500 LBS HORIZ CORRIDOR C. 32LH SP3: I BOTTOM CHORD LOADS AT 500 LBS VERT AND 500 LBS HORIZ PSF LOCATION OF BOTTOM CHORD LOADS AS SHOWN ON ROOF PLAN. JOIST SUPPLIER FURNISH ADDITIONAL BRIDGING OR BRACING TO TRANSMIT HORIZONTAL LOADS TO MASONRY WALL. 1 -S1 GENERAL NOTES - STRUCTURAL STEEL SCALE: NONE 51 531466 3 -S1 DESIGN DATA SCALE: NONE L3 1/2x3 I/2xl/4 1/2" CLR (TYP) I MAX 4 TOTAL 12 EA SIDE) 1 N I/4 TYP J p M 3/4 "0 BOLTS o (TYP) z STL BM Z STL BM STL BM OF CL SPLICE LARGER SIZE = = = = = = ELEVATION DESIGNED IN ACCORDANCE WITH THE INDIANA BUILDING CODE - 1988. DESIGNATION 'N' (NO BOLTS) )MAX) ROOF LOADS 3/4 "0 BOLTS FLOOR AND MECHANICAL MEZZANINE SPI (TYPI 2 SHINGLES W6 3 PSF DEAD LOAD: 12 EA SIDE) W8 a WIO INSULATION - NAILABLE 5 PSF 2 1/2" CONC ON 9/16 DECK 28 PSF TYP 1 112 ", 22 GA., ROOF DECK 2 PSF JOISTS 5 PSF 10 TOTAL DEAD LOAD ON DECK 10 PSF CEILING AND LIGHTS 2 PSF SIDE) JOISTS SP7 5 PSF MECHANICAL /ELECTRICAL 3 PSF SP8 CEILING AND LIGHTS 2 PSF TOTAL DEAD LOAD 38 PSF MECHANICAL /ELECTRICAL 3 PSF LIVE LOADS TOTAL DEAD LOAD ON JOISTS 20 PSF CLASSROOM /RESTROOM 40 PSF SNOW LOAD (BASIC) 20 PSF MECHANICAL MEZZANINE 150 PSF 4 OFFICE 50 PSF STORAGE 125 PSF CORRIDOR 100 PSF PARTITIONS (STUD AND GYP BOARD) 25 PSF WIND LOAD 80 MPH SEISMIC ZONE I 51 531466 3 -S1 DESIGN DATA SCALE: NONE L3 1/2x3 I/2xl/4 1/2" CLR (TYP) I MAX 4 TOTAL 12 EA SIDE) 1 N I/4 TYP J p M 3/4 "0 BOLTS o (TYP) z STL BM Z STL BM STL BM OF CL SPLICE LARGER SIZE = = = = = = ELEVATION 4 -S1 TYPICAL BEAM SPLICE SCALE: NONE COPYRIGHT 1990 BY FANNING /HOWEY ASSOCIATES, INC. B I. ALL CONCRETE MASONRY SHALL BE ASTM C90 HOLLOW LOAD BEARING (HLI WITH F'm = 1500 PSI (ON GROSS SECTIONI. 2. ALL MORTAR AND GROUT SHALL CONFORM TO ASTM C270 AND C476 WITH F'c = 2500 PSI AT 28 DAYS (FOR REINFORCED AND GROUTED CONCRETE MASONRY). 3. ALL REINFORCING SHALL BE Fy = 60,000 PSI. 4. FOR VERTICAL CMU CORES REINFORCED WITH ONE BAR, CENTER BAR IN WALL. 5. ALL VERTICAL REINFORCING STEEL IN MASONRY WALLS SHALL BE ALIGNED AND HELD IN POSITION BY CAGING DEVICES AT 48" C TO C VERTICALLY. (RE: 3 -SMI) 6. THE MINIMUM LENGTH OF LAP FOR VERTICAL REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED SHALL BE AS FOLLOWS: BAR NO LAP #4 14" #5 18" #6 24" 7. HORIZONTAL JOINT REINFORCING IN EXTERIOR WALLS SHALL BE HEAVY DUTY (3/16" LONGITUDINAL RODS AND 9 GA DIAGONAL CROSS RODS) TRUSS TYPE. HORIZONTAL JOINT REINFORCING IN INTERIOR WALLS SHALL BE STANDARD (9 GA LONGITUDINAL RODS AND 9 GA DIAGONAL CROSS RODS) TRUSS TYPE. HORIZONTAL JOINT REINFORCING SHALL BE INSTALLED AT 16 INCH VERTICAL SPACING UNLESS OTHERWISE NOTED OR AT 8 INCH SPACING AT THE FOLLOWING LOCATIONS: A. TWO BED JOINTS ABOVE AND BELOW ALL OPENINGS. B. IN PARAPETS ABOVE THE ROOF LINE. C. IN ALL MASONRY WALLS BELOW FINISH GRADE. 8. ALL BOND BEAMS SHALL BE CONTINUOUS AND SHALL BE FILLED WITH CONCRETE AND REINFORCED WITH 245 BARS CONTINUOUSLY UNLESS OTHERWISE NOTED. PROVIDE DOWELS AT CORNERS TO MAINTAIN CONTINUOUS REINFORCING. 9. GROUT SHALL BE PLACED IN THE VERTICAL CORES OF THE MASONRY UNITS UTILIZING THE HIGH LIFT GROUTING METHOD SET FORTH IN ACI 531.1 -79 (REVISED 1981) AND ITS COMMENTARY ACI 531R -79. A. GROUT SHALL COMPLY WITH ASTM C476. (MORTAR OR CONCRETE SHALL NOT BE USED TO FILL CMU CORES.) RE: SPECIFICATION SECTION 04125 B. CLEANING HOLES SHALL BE PROVIDED AT THE BOTTOM OF ALL CORES CONTAINING REINFORCING AND ALL OTHER CORES TO BE GROUTED. CLEANING HOLES SHALL BE LOCATED ON THE CAVITY FACE OF ALL MASONRY IN CAVITY WALL CONSTRUCTION. ALL MORTAR DROPPINGS AND OTHER DEBRIS SHALL BE REMOVED FROM THE CORES PRIOR TO THE START OF THE GROUTING OPERATION. CLEANING HOLES SHALL BE COVERED JUST PRIOR TO THE BEGINNING OF THE GROUTING OPERATION. C. THE MAXIMUM HEIGHT OF A GROUT POUR SHALL BE 24 FEET. D. GROUT POURS SHALL BE MADE IN LIFTS NOT EXCEEDING 4 FEET IN HEIGHT. ALLOW 60 MINUTES TO ELAPSE BETWEEN SUCCESSIVE LIFTS. E. STOP GROUT POURS 1 1/2 INCHES BELOW THE UPPERMOST PORTION OF THE CAVITY BEING FILLED TO PROVIDE A KEY FOR THE NEXT LIFT OR POUR. F. CONSOLIDATE GROUT BY PUDDLING OR VIBRATING EACH LIFT PRIOR TO LOSS OF PLASTICITY. G. ALL REINFORCING STEEL SHALL BE INSPECTED IN PLACE BEFORE GROUTING AND THERE SHALL BE CONTINUOUS INSPECTION DURING THE GROUTING OPERATION. 10. IN EXTERIOR WALLS PLACE ONE REINFORCING BAR (SAME SIZE AS IN ADJACENT WALL) IN GROUTED CORE EXTENDING 4 FEET ABOVE AND BELOW THE OPENING FOR ALL WINDOW AND DOOR OPENINGS UP TO 8 FEET WIDE. FOR OPENINGS 8 FEET TO 16 FEET WIDE PLACE TWO REINFORCING BARS IN TWO GROUTED CORES EACH SIDE OF OPENING. II. GROUT CORES 2 COURSES BELOW ALL LINTEL AND BEAM BEARINGS. (UON) 12. MASONRY WALLS SHOWN ON ARCHITECTURAL DRAWINGS BUT NOT ON STRUCTURAL MASONRY PLAN SHALL HAVE HORIZONTAL JOINT REINFORCING AS REQUIRED BY SECTION 04200 OF THE SPECIFICATIONS. 13. ALL MASONRY WALLS (INTERIOR AND EXTERIOR) SHALL BE ANCHORED TO STEEL COLUMNS AND BEAMS WHICH DIRECTLY ABUT THE ENDS OR SIDES OF THE WALL. MASONRY WALLS SHALL ALSO BE ANCHORED TO STEEL LINTELS. (RE: SECTION 04200 OF THE SPECIFICATIONS). 2 -S1 GENERAL NOTES - MASONRY SCALE: NONE A. CONTINUOUS BEAM COLUMN STL BM I12" BRG STIFFENER (ONE EA SIDE OF WEB) TYP 3/4" THK CAP R (TYP) 3/4 "0 BOLT (4 TOTAL) - STL COL 3/16 3" TY MIN C. SIMPLE BEAM (MID COLUMN) 3 I 2" IN 1/2" MAX 3/4 "0 BOLTS (TYPI * -\ STL 1, BM TYP 3/16 3/8" FL' THRU COLUMN * * - STL BM STL COL B. SIMPLE BEAM (TOP COLUMN) L3 1/2x3 1/2x1/4 SPLICE TABLE FOR BEAM SIZES DESIGNATION 'N' (NO BOLTS) )MAX) 3/4 "0 BOLTS SPI (TYPI 2 (ONE EA SIDE) W6 SP2 4 12 EA SIDE) W8 a WIO SP3 6 (3 EA SIDE) W12 a W14 SP4 TYP 8 (4 EA SIDE) W16 SP5 10 15 EA SIDE) W18 SP6 OF 12 16 EA SIDE) W21 SP7 14 (7 EA SIDE) W24 SP8 MIN 16 (8 EA SIDE) W27 STL COL 4 -S1 TYPICAL BEAM SPLICE SCALE: NONE COPYRIGHT 1990 BY FANNING /HOWEY ASSOCIATES, INC. B I. ALL CONCRETE MASONRY SHALL BE ASTM C90 HOLLOW LOAD BEARING (HLI WITH F'm = 1500 PSI (ON GROSS SECTIONI. 2. ALL MORTAR AND GROUT SHALL CONFORM TO ASTM C270 AND C476 WITH F'c = 2500 PSI AT 28 DAYS (FOR REINFORCED AND GROUTED CONCRETE MASONRY). 3. ALL REINFORCING SHALL BE Fy = 60,000 PSI. 4. FOR VERTICAL CMU CORES REINFORCED WITH ONE BAR, CENTER BAR IN WALL. 5. ALL VERTICAL REINFORCING STEEL IN MASONRY WALLS SHALL BE ALIGNED AND HELD IN POSITION BY CAGING DEVICES AT 48" C TO C VERTICALLY. (RE: 3 -SMI) 6. THE MINIMUM LENGTH OF LAP FOR VERTICAL REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED SHALL BE AS FOLLOWS: BAR NO LAP #4 14" #5 18" #6 24" 7. HORIZONTAL JOINT REINFORCING IN EXTERIOR WALLS SHALL BE HEAVY DUTY (3/16" LONGITUDINAL RODS AND 9 GA DIAGONAL CROSS RODS) TRUSS TYPE. HORIZONTAL JOINT REINFORCING IN INTERIOR WALLS SHALL BE STANDARD (9 GA LONGITUDINAL RODS AND 9 GA DIAGONAL CROSS RODS) TRUSS TYPE. HORIZONTAL JOINT REINFORCING SHALL BE INSTALLED AT 16 INCH VERTICAL SPACING UNLESS OTHERWISE NOTED OR AT 8 INCH SPACING AT THE FOLLOWING LOCATIONS: A. TWO BED JOINTS ABOVE AND BELOW ALL OPENINGS. B. IN PARAPETS ABOVE THE ROOF LINE. C. IN ALL MASONRY WALLS BELOW FINISH GRADE. 8. ALL BOND BEAMS SHALL BE CONTINUOUS AND SHALL BE FILLED WITH CONCRETE AND REINFORCED WITH 245 BARS CONTINUOUSLY UNLESS OTHERWISE NOTED. PROVIDE DOWELS AT CORNERS TO MAINTAIN CONTINUOUS REINFORCING. 9. GROUT SHALL BE PLACED IN THE VERTICAL CORES OF THE MASONRY UNITS UTILIZING THE HIGH LIFT GROUTING METHOD SET FORTH IN ACI 531.1 -79 (REVISED 1981) AND ITS COMMENTARY ACI 531R -79. A. GROUT SHALL COMPLY WITH ASTM C476. (MORTAR OR CONCRETE SHALL NOT BE USED TO FILL CMU CORES.) RE: SPECIFICATION SECTION 04125 B. CLEANING HOLES SHALL BE PROVIDED AT THE BOTTOM OF ALL CORES CONTAINING REINFORCING AND ALL OTHER CORES TO BE GROUTED. CLEANING HOLES SHALL BE LOCATED ON THE CAVITY FACE OF ALL MASONRY IN CAVITY WALL CONSTRUCTION. ALL MORTAR DROPPINGS AND OTHER DEBRIS SHALL BE REMOVED FROM THE CORES PRIOR TO THE START OF THE GROUTING OPERATION. CLEANING HOLES SHALL BE COVERED JUST PRIOR TO THE BEGINNING OF THE GROUTING OPERATION. C. THE MAXIMUM HEIGHT OF A GROUT POUR SHALL BE 24 FEET. D. GROUT POURS SHALL BE MADE IN LIFTS NOT EXCEEDING 4 FEET IN HEIGHT. ALLOW 60 MINUTES TO ELAPSE BETWEEN SUCCESSIVE LIFTS. E. STOP GROUT POURS 1 1/2 INCHES BELOW THE UPPERMOST PORTION OF THE CAVITY BEING FILLED TO PROVIDE A KEY FOR THE NEXT LIFT OR POUR. F. CONSOLIDATE GROUT BY PUDDLING OR VIBRATING EACH LIFT PRIOR TO LOSS OF PLASTICITY. G. ALL REINFORCING STEEL SHALL BE INSPECTED IN PLACE BEFORE GROUTING AND THERE SHALL BE CONTINUOUS INSPECTION DURING THE GROUTING OPERATION. 10. IN EXTERIOR WALLS PLACE ONE REINFORCING BAR (SAME SIZE AS IN ADJACENT WALL) IN GROUTED CORE EXTENDING 4 FEET ABOVE AND BELOW THE OPENING FOR ALL WINDOW AND DOOR OPENINGS UP TO 8 FEET WIDE. FOR OPENINGS 8 FEET TO 16 FEET WIDE PLACE TWO REINFORCING BARS IN TWO GROUTED CORES EACH SIDE OF OPENING. II. GROUT CORES 2 COURSES BELOW ALL LINTEL AND BEAM BEARINGS. (UON) 12. MASONRY WALLS SHOWN ON ARCHITECTURAL DRAWINGS BUT NOT ON STRUCTURAL MASONRY PLAN SHALL HAVE HORIZONTAL JOINT REINFORCING AS REQUIRED BY SECTION 04200 OF THE SPECIFICATIONS. 13. ALL MASONRY WALLS (INTERIOR AND EXTERIOR) SHALL BE ANCHORED TO STEEL COLUMNS AND BEAMS WHICH DIRECTLY ABUT THE ENDS OR SIDES OF THE WALL. MASONRY WALLS SHALL ALSO BE ANCHORED TO STEEL LINTELS. (RE: SECTION 04200 OF THE SPECIFICATIONS). 2 -S1 GENERAL NOTES - MASONRY SCALE: NONE A. CONTINUOUS BEAM COLUMN STL BM I12" BRG STIFFENER (ONE EA SIDE OF WEB) TYP 3/4" THK CAP R (TYP) 3/4 "0 BOLT (4 TOTAL) - STL COL 3/16 3" TY MIN C. SIMPLE BEAM (MID COLUMN) 3 I 2" IN 1/2" MAX 3/4 "0 BOLTS (TYPI * -\ STL 1, BM TYP 3/16 3/8" FL' THRU COLUMN * * - STL BM STL COL B. SIMPLE BEAM (TOP COLUMN) L3 1/2x3 1/2x1/4 112" (4 TOTAL 2 EA SIDE) )MAX) 3/4 "0 BOLTS (TYPI 112" BRG STIFFENER (ONE EA SIDE OF WEB) TYP STL BM ! TYP STL BM 3/16 3/4 "0 BOLT STL BM OF (4 TOTAL) LARGER SIZE 3/4" THK CAP FE (TYP ) 3" 3/16 MIN TYP STL COL NOTES I. JOIST OMITTED FOR CLARITY. 2. * RE: 4 -SI FOR REQUIRED NUMBER OF BOLTS. 3. * * WT -SHAPE MAY BE SUBSTITUTED FOR THRU -PLATE PROVIDED FLANGE EXTENDS TO WITHIN 1/2" OF THE EDGES OF COLUMN WITH FILLET WELD ALL AROUND. WT MUST HAVE 3/8" WEB. 4. EXTEND DEEPER BEAM OVER TOP OF ALL COLUMNS AND FRAME OTHER MEMBERS INTO IT. 5 -S1 STEEL BEAM CONNECTIONS SCALE: NONE FAMILY LIFE CENTER WOODLAND SPRINGS CHRISTIAN CHURCH EAST 116TH STREET & LAKESHORE DRIVE CARMEL, INDIANA V r� AL D E 1' -8" 3' -7" 12 SPACES AT 6' -0" = 72' -0" 3' -9" 4" 12' -2" 9' -3" 9' -10" 9' -10" ;I - - - - - - - � - - -- - -3 - - - - - - - rT U Zi J I I J J _j IU U U I� -•� i U1 i ) 1-1 z 9 -11 9 -11 9 \ / I - 1 \/ IW wl WI WI - - - - - - F- w w ►- r - -.- _�- - - - - -- Iz zl zl zl (- w w w w U U U U I 1i11ii1ll If I I I i UP- - - - - - - I i II!llilll I I! I L1L1111LL 11 EXTEND JOIST TOP CHORD 1' -6 1/4" BEYOND CENTERLINE BEARING I I ! T9 71A FT 9r I II 1 CENTERLINE � MASONRY 6 I I I DN - 1 1 1. 1�k 1 1 1 J 11 I p JOIST BEARING BEARING wbxld I rh JOIST BEARING EL II9' -8 1/4" r I 1119' -8 I /4 ") (119' -8 I /4 ") I y 1 1 L/ T5 1 )STS 1 1 / "DEP JOIST EARING -SOUTH END I , E I ~ 6 E JOIST WARING - NORTH END RAMP UP EXTEND JOIST TOP CHORD I'- 1/4" BEYOND CENTERLINE BEARING 1/ ' AR JOIST BEING EL 122-8 4" _ - - - - - �t CENTERLINE U JOIST BEARING i I 1 I 8" CMU w/ 04 AT 96" C TO C N TOP BOND BEAM EL 121' -4" AND 122' -8" I,II`1I _- ap II C�PJ ROOF DECK 1 I I it I I I I 2x8 ROOF RAFTERS C w 1�1LJ I I ;. I RV I �I I RV I I I , , I, I _ -:3 I 1 1 1 I r 1 N 3 mr 1 I 1 1 z 1 I ( 15 - ISK3 JOISTS I 1I1 I 1, M I I 6 3/4" EE JOIST BEARING - N RTH END �O 01 1 Ir I I I I { t I I 2x6 RUNNER AT INTERSECTION I - -. _ .... . _ _ � { 1 1 � I � I 1 � 1 OF EXISTING ROOF AND NEW ROOF o , � �T MASONRY I OPENING 999 RE: DWG SLI ( I I I I I 1 I TT I I 1 I I ca: 1 I I I 1 I I N �E (D ' _ _ _. �( _-�_ __ ._. �� I �� I \, 1 I I 2x8 4" C RAFTERS I JOIST BEARING EL_ 133' -4 1/4" I _ - _ i-- -- -__. - _L _L-- -_ __ J�� ( i - i I - i AT 24" C TO C r� i CENTERLINE 8" CMU AND I -� , I i I , , , , I / 2x6 STUD WALL AT 16" C TO C I ! JOIST BEARING AT CENTERLINE EXISTING LAMINATED F°- 1 I I 1 I I ' I 1 I I I I I II 1 ' 1 1 I ARCHES (TYP 4 PLACES) a? 3 v I( I I I I I I I I I I 1 I I I I I I I p = I 8" CMU w/ #4 AT 96" C TO C I I 214 TOP BOND BEAM EL 110' -8 ", 121' -4" AND 133' -4" , I , , I 2x8 ROOF RAFTERS U N AT 24" C TO C 2x6 RUNNER AT INTERSECTION EI I 1 I I I 1 _ H JOISTS I I 1 I I II I I I OF EXISTING ROOF AND NEW ROOF -� 1 0 7 32L I 6 - N . °z NOTE. ! 1 I I I I FILL TOP 8" OF 0 I I/ 2x8 ROOF RAFTERS a i = CMU IN END WALLS 1 1 W6x12 M 1 W6x12 11 ! AT 24" C TO C ! I U WITH GROUT. 'Mp = o _j �I p1, ►� ; w W6x12 _ W6x12 �j II 0 1 I NOTE: M a Q 11 I I 1 I i I I I NII I I I , METAL ROOF DECK EXTENDS OVER WOODEN ROOF FRAMING I I in w 'N 8 -SLI (TYP) r` I I I (TYP) 8 -SLI M ! RE: ATTACHMENT NOTES BELOW I I I I 1 I 1 1 I I 1 II I I 1 1 1 ° < z I I W6x12 I I I I I I I W6x12 co �. I I I I I I i I � � I I•, � �- � �, o -I I 1 ml °-' °-'I 1 I ROOF DECK I ?' m m I I 2x8 R00� RAFTERS AT 24" Q TO C----- - - - - -- I 1 11 �I of of of t o I I I zl zl of I; I I I I I I I zl zl zl I = I I I I I I I I zl I - J L_ .- - I - I ..1 I yl- - I wtII I - I , I , I 1 �I ail w 11 I I / T n n T II O (L N a FL I I i I I I l (LI _L' v� cn in I cn �n in RV � - /r- �� *0 JI ( / �� 0 3 MI MI M 1 I I t I I rNi) MI 11 ROOF OPEN FRAML� IRE: 10 -SL11 N= I I I I r\ FOR ROOF V T (TYPI \. M co ! I I I I \ RE: DWG M3 R SIZE AND LOCATION II I I I I I 7 1/4" DEEP JOIST BEARING 1 1 I I I II _ \\ �a II UP DIN �� J!� / UP JOIST BEARING EL 122' -4 I /4" -..�_ _ � _ _ - _ - - ._,.__ ____----- __._.___.__ - - � _ _ - _ I I1 I \ � _•- = - - - - -- � � � ( DN !i 1 ! i CENTERLINE JOIST BEARING �_a N Z oLL v� a 0 ' U � z t0 � G � m ao fV FIRST FLOOR PLAN JOIST BEARING EL III'4 L or CENTERLINE JOIST BEARING I 1 1 I 1 I JOIST BEARING EL 108' -8 1/4" 0 ZCENTERLINE JOIST BEARING 1'-8" I. I. 4' -3" . - - - -- _... -.- - - - - t- - - Fr EXTEND JOIST TOP CHORD 1' -5 3/4" BEYOND CENTERLINE BEARING 1 -1- �r - I \ LLL-LI �I _14 / I C 1t -I- I EXTEND JOIST TOP CHORD 1' -2 I /8" BEYOND CENTERLINE BEARING - ALTERNATIVE -1- �- "1 1 r - 1 L - 1 -1�,, � I JL� _ 10" CMU w/ # 4 AT 48" C TO C VERT I I -!- L -- TOP BOND BEAM EL III' -4" AND 122' -4" Ir L - - L L II II II II L - - - - -� I I L - - - - -- I L - _ - _- - - -_ - i L-- - - - - -J 8" CMU w/ #4 AT 96" C TO C VERT TOP BOND BEAM EL III' -4" AND 122' -4" a H J 1 N UP r- / I i I I I I 1 11 r -1- OJ 14 - 10 JOISTS I I i I I i ROOF DECK I I I i 11 I - J I I I I 1 I I I I II - - - - - - - - - - - - EXTEND JOIST TOP CHORD 1' -4 1/8" BEYOND CENTERLINE BEARING I II 8" CMU w/ #4 AT 48" C TO C VERT TOP BOND BEAM EL 108' -8" it SPACES AT 6' -0" = 66' -0" PARTIAL FLOOR PLAN (ALTERNATIVE) 3' -9" 11.4" ATTACHMENT OF METAL DECK TO WOOD RAFTERS I. USE 14 GAGE (.246" DIAMETER SHANK) x 2" LONG HOT- DIPPED GALVANIZED OVAL HEADED WOOD SCREWS WITH 5/8" OD MINIMUM HOT- DIPPED GALVANIZED WASHERS TO CONNECT STEEL DECK TO WOOD RAFTERS. 2. SPACE CONNECTORS AT 12" C TO C AT INTERMEDIATE SUPPORTS AND AT 6" C TO C AT END LAPS. RE: SPECIFICATION SECTION 05300 FOR SIDE LAP FASTENERS. - 3. TIGHTEN SCREWS SNUG BUT DO NOT OVER- TIGHTEN SUCH THAT RAFTERS ARE STRIPPED. SCALE: 1/8" = 1' -0" ROOF FRAMING PLAN DRAWN BY: T.J.H. COMM. NO.: 8971.00 ct 0� CHECKED BY: G.E.K. DATE: APRIL 2, 1990 z z �w U REVISIONS NO. DATE W w 0� si Z J p J O g 1 2 3 14 5