',: RENOVATE ADMIN BLDG 678 PROJECT NUMBER: PNQS , W/ I I, I ., J - \ " ..!N(;><Ao\ e , I!,, =-' - - Ji!

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1 1 K!. :s :!! l 1;=,,,--, : " fuscm.oosa \. PROJECT LOCATION: MAXWELL AFB MONTGOMERY, ALABAMA PROJECT TJTLE; ',: RENOVATE ADMIN BLDG 678 PROJECT NUMBER: PNQS , W/ I "WSTSVJCCC i '-"<; I, I GD9 I, '\_- -..!N(;><Ao\ -, e - \ ",, r: ;:-c1 1f 1-11;,:-e,-l - ill 'r t - 1 Jr :: - -1 J k1,,, '---' l,, "I - t'.!z?'-""' J '" "'-"'t ---') r.-; 1: \, ;; r "' '.: i:r\;rl. u -- l 11'1 ( "":. '\ u; I I If Y l '1 I l'l f ' ' V- --." jli!i '.1 n ilhi;f l-so,1-111_ "{"' f-<i _ \\\ ;;);< - 1? --\ r 1, tc J, -,,,-,,,-?I F1,'",, i -: ds--;:'_::--" r,llr i'1----j1-,f Tu _-._;,.!, \ '--P' \ 'l, a;\ 1 \.l-f 9 ''. fa, l( l,----1 \.- [) IL '!. ' r, id LL, , )..,;:-_--_._---- :./'/ i -- i ::i-., J :::-.J l_j_ cc-c-_c J: ;:c_- --:- :;:s -rt;-;;;:; (r [,,._:--=l-=cj L ' o l' { "'& 69 I 1-1,r ,- - 1 I!,, =-' - - Ji!,;._,' -.. -"' - M.,,10= "'--,""" t"!ri MAXWB.l. AFB,- \,_ ,> _;!" ; I /"'1 I 1-1; ',,,',, i\_ '- 11,,,. r9f<b 1 -o '1- I' I :,.'I,,,'j is--'' -,),,- 'ffe\ \''o-j I\ Ji-"'' -\'\ I,<'1\ G = ',,.:.: \., _., ll'p;-' ".,, I I.,,,., v" o,.,!)l ('Q.:i'Q-...1" -\ I 'i lih It V,...,,_.... \ '_, '.W' \} 1p ',, I ' \' t o m flefffl; "'""""'' "' i- tj,\fd "jv"ji,.: as I.I "ll,15' I[ _, ;z.r,..j µ --!... ' t, -,...,, 1: /. 1, ' ',.... : { " >- t : ',._ ;:"::. Bldgs 678 and 903 contain LBP and asbestos. -,, II PBiJ" arcl1itects inc.,m- "" """"""'"'"...,_,,..<t.:,o,;,.,! i [, ',.I 1 il'i l I ' I 11! i w I!'1.,,.,,; s,1g It: " ;::!i.3 ;::;g ""'""" - '" i:::.:.. Tt.O i' 1

2 architects inc.

3 GENERAL DEMOLITION NOTES: NPROJECT BASEMENT DEMOLITION PLAN architects inc.

4 NPROJECT GENERAL DEMOLITION NOTES: FIRST FLOOR DEMOLITION PLAN architects inc.

5 GENERAL DEMOLITION NOTES: NPROJECT SECOND FLOOR DEMOLITION PLAN architects inc.

6 GENERAL DEMOLITION NOTES: NPROJECT ATTIC FLOOR DEMOLITION PLAN architects inc.

7 GENERAL DEMOLITION NOTES: SOUTH ELEVATION - DEMOLITION NORTH ELEVATION - DEMOLITION architects inc.

8 GENERAL DEMOLITION NOTES: EAST COURTYARD ELEVATION - DEMOLITION EAST ELEVATION - DEMOLITION WEST COURTYARD ELEVATION - DEMOLITION WEST ELEVATION - DEMOLITION architects inc.

9 PIPE RAIL NEW RAMP SCALE: NOT TO SCALE NPROJECT PARTIAL RAMP/PORCH PLAN ADA RAMP ELEVATION HANDICAPPED RAMP SECTION METAL GUARDRAILS / HANDRAILS (HORIZONTAL OR ANGLED SURFACES) architects inc.

10 PORCH RAMP SECTION PORCH RAMP SECTION MECHANICAL EQUIPMENT PAD DETAIL PIPE RAIL EXIST. PORCH & STEPS EXISTING NEW WALL BASE FLASHING SCALE: N.T.S. architects inc.

11 BASEMENT FLOOR PLAN N PROJECT PLAN LEGEND: architects inc. OPTION S FOR STAIR AND RAILING CHANGES 10/24/17 WEN

12 PLAN LEGEND: PROJECT N FIRST FLOOR PLAN architects inc.

13 NPROJECT PLAN LEGEND: SECOND FLOOR PLAN architects inc.

14 PROJECT N PLAN LEGEND: ATTIC FLOOR PLAN architects inc.

15 9'-7"± A.F.F. 8'-10" A.F.F. or 9'-7" A.F.F. 9'-7" A.F.F. 9'-7" A.F.F. STOREFRONT TYPES FLOOR LEVEL DOOR TYPES FLOOR LEVEL IG IG IG SF-1 *BLAST-RESISTANT METAL STOREFRONT. DOOR TO BE SIMULATED WOOD. HM-1 *1 3/4" HOLLOW METAL DOOR DOOR #9 BLAST-RESISTANT. SIMULATED WOOD. PAIR 2'-10"±x7'-0"± DOORS. BOTTOM STILE 10". COORDINATE HEAD STILE WITH CLOSER REQUIREMENTS. SEE PLAN FOR SWING. 10" AT RATED DOORS GLASS LITE (SCHEDULE SIZE INDICATES SIZE OF VISIBLE GLASS OPENING) SEE PLAN FOR SWING HM-2 *PAIR 1 3/4" HOLLOW METAL DOORS BLAST-RESISTANT SIMULATED WOOD 10" AT RATED DOORS GLASS LITE (SCHEDULE SIZE INDICATES SIZE OF VISIBLE GLASS OPENING) SEE PLAN FOR SWING IG IG IG IG SF-3 3'-0"x7'-0" DOOR. BOTTOM STILE 10". COORDINATE HEAD STILE WITH CLOSER REQUIREMENTS. SEE PLAN FOR SWING. *BLAST-RESISTANT METAL STOREFRONT. DOOR TO BE SIMULATED WOOD. WD-1 1 3/4" SOLID CORE WOOD DOOR 10" AT RATED DOORS GLASS LITE (SCHEDULE SIZE INDICATES SIZE OF VISIBLE GLASS OPENING) SEE PLAN FOR SWING IG IG IG IG SF-4 4'-0"x7'-0" DOOR. BOTTOM STILE 10". COORDINATE HEAD STILE WITH CLOSER REQUIREMENTS. SEE PLAN FOR SWING. *BLAST-RESISTANT METAL STOREFRONT. DOOR TO BE SIMULATED WOOD. WD-2 PAIR 1 3/4" SOLID CORE WOOD DOOR IG IG SF-5 2'-9"x7'-0" DOOR. BOTTOM STILE 10". COORDINATE HEAD STILE WITH CLOSER REQUIREMENTS. SEE PLAN FOR SWING. *BLAST-RESISTANT METAL STOREFRONT. DOOR TO BE SIMULATED WOOD. FRAME TYPES OPTION S FOR STAIR AND RAILING CHANGES 10/24/17 WEN FLOOR LEVEL HM-A2 HOLLOW METAL FRAME HM-A4 HOLLOW METAL FRAME HM-B HOLLOW METAL FRAME DOOR SCHEDULE SCALE: 1/4" = 1'-0" (SEE DOOR DETAILS FOR DOOR RELATED DETAILS NOT COVERED HERE) HM-C HOLLOW METAL FRAME SILL LEVEL SILL LEVEL SILL LEVEL SILL LEVEL PORCH FLOOR LEVEL ALUMINUM WINDOW ALUMINUM WINDOW IN EXISTING OPENING IN EXISTING OPENING OBSCURE GLAZING IN CLEAR GLAZING 156, 161, 164, 166,256, 261, 264, 266 ALL OTHER IS CLEAR GLAZING WINDOW SCHEDULE ALUMINUM WINDOW IN EXISTING OPENING CLEAR GLAZING ALUMINUM WINDOW IN EXISTING OPENING CLEAR GLAZING ALUMINUM LOUVER IN EXISTING OPENING LOUVER SCHEDULE ALUMINUM LOUVER IN EXISTING OPENING with MOCK WINDOW MEMBERS TO MATCH THE WINDOWS SPECIFIED HEREIN. ALUMINUM LOUVER IN EXISTING ROOF DORMER OPENING architects inc. SCALE: 1 4" = 1'-0" SCALE: 1 4" = 1'-0"

16 architects inc.

17 PROJECT N REFLECTED CEILING PLAN LEGEND: BASEMENT FLOOR REFLECTED CEILING PLAN architects inc.

18 WINDOW VALENCE DETAIL SCALE: 1" = 1'-0" BULKHEAD DETAIL SCALE: 1" = 1'-0" PROJECT N REFLECTED CEILING PLAN LEGEND: FIRST FLOOR REFLECTED CEILING PLAN LIGHT COVE DETAIL SCALE: 1" = 1'-0" architects inc.

19 OPERABLE WALL DETAIL SCALE: 1" = 1'-0" PROJECT N REFLECTED CEILING PLAN LEGEND: SECOND FLOOR REFLECTED CEILING PLAN architects inc.

20 SOUTH ELEVATION NORTH ELEVATION architects inc.

21 EAST COURTYARD ELEVATION WEST COURTYARD ELEVATION EAST ELEVATION WEST ELEVATION architects inc. OPTIONS CHANGES 10/24/17 WEN

22 EXTERIOR WALL SECTION TYPICAL INTERIOR WALL SECTION LOBBY DETAIL BIDDING NOTE: SEE SECTION BID SCHEDULE FOR BIDDING CRITERIA. TYPICAL COLUMN FURRING COLUMN FURRING LOBBY DETAIL architects inc. OPTIONS CHANGES 10/24/17 WEN

23 architects inc.

24 architects inc. OPTIONS CHANGES 10/24/17 WEN

25 architects inc.

26 architects inc.

27 architects inc. OPTIONS CHANGES 10/24/17 WEN

28 NPROJECT NPROJECT TYPICAL MOUNTING HEIGHTS PARTIAL SECOND FLOOR - ENLARGED RESTROOM PLANS PARTIAL FIRST FLOOR - ENLARGED RESTROOM PLANS architects inc.

29 architects inc.

30 architects inc.

31 architects inc.

32 3 architects inc.

33 architects inc.

34 PROJECT N BASEMENT FLOOR FURNITURE PLAN FOR INFORMATION ONLY FURNITURE BY OTHERS architects inc.

35 PROJECT N FOR INFORMATION ONLY FURNITURE BY OTHERS FIRST FLOOR FURNITURE PLAN architects inc.

36 NPROJECT SECOND FLOOR FURNITURE PLAN FOR INFORMATION ONLY FURNITURE BY OTHERS architects inc.

37 LEGEND PROJECT N BASEMENT FLOOR PATTERN PLAN architects inc.

38 LEGEND PROJECT N FIRST FLOOR PATTERN PLAN architects inc.

39 LEGEND PROJECT N SECOND FLOOR PATTERN PLAN architects inc.

40 WOOD FORMED KEYED JOINT TYPICAL SLAB CONSTRUCTION JOINT DETAIL-(C.J.) NOTE: IF SAWED JOINTS ARE USED, JOINTS MUST BE SAWED SAME DAY AS SLAB POUR. 4" 4" " W.W.F. 3 4 "Øx4" HEADED STUD 12"O.C., TYP. 6" 6" EXISTING FLOOR OPENING 6x6x3/8 (4)SIDES OF OPENING. 5 8 W.W.F. SAW CUT 1 8"x1" DEEP SAWED JOINT. FILL JOINT W/ SEALANT ALTERNATE SLAB CONSTRUCTION JOINT DETAIL (SAWED JOINT) "Ø EXP. BOLTS 6" FROM EA. END 16"O.C. USE HILTI KWIK BOLT II OR APPROVED EQUAL, TYP. TYPICAL FLOOR CLOSURE EXISTING FRAMED FLOOR OPENINGS PROVIDE 1"Ø HOLES IN BEAM WEB FOR PASSAGE OF U-BLOCK REINF. DO NOT WELD REBAR TO BEAM CONT. U-BLOCK W/ #5 TOP & BOT. EA. SIDE FILL (2)CELLS MIN. (16") FULL HT. W/ CONC. & REINF. W/ 1-BAR SAME SIZE AS WALL REINF. EA. CELL. 8" SCALE:1 1/2"=1'-0" PROVIDE 2" LONG SLOTTED HOLES IN BEAM FLANGE. FINGER TIGHTEN NUTS & UPSET THREADS. SEE PLAN FOR BEAM SIZE SCHEDULED BEARING PLATE & ANCHOR BOLTS ON 1"± GROUT NOTE: FILL ADD'L. CELL(S) FULL HT. AS REQ'D. TO ACHIEVE SOLID BEARING BELOW ENTIRE LENGTH OF BEARING, TYP. TYPICAL BEAM BEARING ON C.M.U. WALL DETAIL (PERPENDICULAR) 8"O.C., EA. WAY, 3 4 " CLEAR BOTTOM 6" 4" EMBEDMENT, TYPICAL EXISTING CONC. FLOOR BEAM EXISTING CONC. FLOOR BEAM "± ANCHORAGE BY OPERABLE WALL MFR. DETAIL 3/4"=1'-0" NEW 6x6x3/8x0'-9" EA. SIDE OF BEAM WEB W/ (4) 5 8 "Øx6" HILTI KWIK BOLT 3 EXPANSION ANCHORS W/ 4" MINIMUM EMBEDMENT A S0.1 NEW W12x30 FOR SUPPORT OF NEW OPERABLE WALL NEW 6x6x3/8x0'-9" EA. SIDE OF BEAM WEB W/ (4) 5 8 "Øx6" HILTI KWIK BOLT 3 EXPANSION ANCHORS W/ 4" MINIMUM EMBEDMENT NEW W12x30 GENERAL NOTES FOUNDATION: 1. THE BEARING STRATA OF ALL FOOTINGS AND GRADE BEAMS SHALL BE INSPECTED AND APPROVED BY THE SOILS TESTING LABORATORY PRIOR TO PLACING THE REINFORCING STEEL AND CONCRETE. 2. ALL FOOTINGS SHALL BEAR ON AN UNDISTURBED SOIL STRATA OR COMPACTED FILL CAPABLE OF SUSTAINING THE LOADS. 3. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING OF P = 2000 PSF. 4. ELEVATIONS SHOWN ON PLAN ARE TOP OF FOOTINGS AND ARE MINIMUM DEPTH. DIFFERENT OR UNUSUAL CONDITIONS SHALL BE REPORTED TO THE ARCHITECT AND/OR ENGINEER. 5. ALL FOOTING REINFORCEMENT SHALL BE HELD SECURELY FROM THE GROUND. CONCRETE BLOCK AND BROKEN TILE SHALL NOT BE USED. CONCRETE OR CLAY BRICK MAY BE USED. 6. DOWEL ALL FOOTINGS AND WALLS WHERE THEY ABUT WITH SAME STEEL AS VERTICAL. 7. PROVIDE PREFORMED EXPANSION JOINT WHERE SHOWN. 8. IN FOOTINGS PROVIDE CORNER BARS AT ALL EXTERIOR BUILDING CORNERS. 9. DO NOT BACK FILL BEHIND FOUNDATION WALLS UNTIL TOP AND BOTTOM SLABS HAVE BEEN POURED AND ATTAINED THEIR DESIGN STRENGTHS. 10. BACK FILL BOTH SIDES OF FOUNDATION WALLS AT SAME TIME TO PREVENT OVERTURNING. 11. BACK FILL BEHIND ALL RETAINING WALLS AND BASEMENT WALLS SHALL BE AN APPROVED GRANULAR MATERIAL. CONCRETE: 1. ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH AT 28 DAYS OF F'c = 3000 PSI AND A MAXIMUM WATER-CEMENT RATIO OF ALL CONCRETE FOR EXTERIOR APPLICATIONS SHALL CONTAIN ENTRAINED AIR. SEE SPECS FOR ADDITIONAL INFORMATION. 2. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE WELDED WIRE FABRIC SHALL CONFORM TO ASTM A UNLESS NOTED OTHERWISE PROTECTIVE COVERING OF REINFORCEMENT SHALL BE AS FOLLOWS ( SEE DETAILS ) : FOOTINGS AND GRADE BEAMS 3" CLEAR BOTTOM AND SIDES, 1 1/2" CLEAR TOP. CONCRETE SLABS 3/4" CLEAR. WALLS 1 1/2" CLEAR SIDES. BEAMS 1 1/2" CLEAR TO STIRRUPS. CONCRETE COLUMNS 1 1/2" CLEAR TO TIES. 5. LAP ALL CONTINUOUS BARS WITH CLASS A SPLICES UNLESS OTHERWISE NOTED. 6. PLACING PLANS AND DETAILS SHALL BE IN ACCORDANCE WITH THE LATEST "A.C.I. DETAILING MANUAL". 7. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR THE ARCHITECT AND/OR ENGINEER'S REVIEW. 8. DO NOT RUN CONDUITS, RACEWAYS, OR PIPES IN CONCRETE SLABS, BEAMS, OR COLUMNS WITHOUT SPECIFIC APPROVAL FROM BLACKBURN DANIELS O'BARR. MARK OR LOCATION 8"C.M.U. NOTE: NEEDLE & SHORE WALL AS REQ'D TO INSTALL NEW LINTEL MAX. SPAN 4'-0" 8"± HEAD OF NEW OPNG. TYPE U-BLOCK LINTEL SCHEDULE SIZE 8x16x8 EXISTING WALL TO REMAIN 6x4x 3 8 LINTEL SEE SCHEDULE NEW MASONRY EA. SIDE (2) 6x32 1 x 16 5 L.L.V. - BEAR 8" EA. END. FILL BRNG. SOLID W/ GROUT TO FLOOR BELOW. VERIFY EXIST. WALL WIDTH & TRIM HORIZ. LEGS AS REQ'D. REINFORCEMENT #5 TOP & BOT. MASONRY: 1. PROVIDE MASONRY HORIZONTAL JOINT REINFORCEMENT 16" O.C. VERTICAL IN ALL CONCRETE BLOCK WALLS. REINFORCEMENT SHALL BE FOR TOTAL WIDTH OF CAVITY WALLS. 2. WHERE CONCRETE OR STEEL BEAMS BEAR ON CONCRETE BLOCK WALLS, BLOCK CELLS SHALL BE FILLED WITH CONCRETE 1'-4" WIDE TO FOUNDATION AND REINFORCED WITH A #5 EACH CELL UNLESS NOTED OR DETAILED OTHERWISE. 3. CONCRETE OR GROUT FOR BLOCK FILL SHALL HAVE 3/8 INCH MAXIMUM SIZE COARSE AGGREGATE AND SUFFICIENT WATER SO THE CONCRETE WILL FLOW INTO THE BLOCK CELLS WITHOUT LEAVING VOIDS. HEIGHT OF LIFT WHEN FILLING CELLS SHALL NOT EXCEED 4'-0". 4. CONCRETE OR GROUT FILL FOR C.M.U. SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF F'c = 3000 PSI. ON 16" AND DEEPER U-BLOCKS, FILL CELLS FULL HEIGHT OF LINTEL AT SAME TIME. 5. ANCHOR ALL MASONRY WALLS TO STEEL COLUMNS WITH STRAP ANCHORS AT 16" O.C. VERTICALLY UNLESS SHOWN OTHERWISE. 6. UNLESS INDICATED OTHERWISE PROVIDE KEYED RUBBER MASONRY CONTROL JOINTS AT A MAXIMUM SPACING OF 28 FEET. JOINT SHALL BE DISCONTINUOUS AT BOND BEAM. 7. PROVIDE REINFORCING BAR SUPPORTS TO CENTER VERTICAL REINFORCING IN MASONRY WALLS. 8. PROVIDE 48 DIAMETER LAP SPLICE IN VERTICAL MASONRY REINFORCING. 9. PROVIDE CORNER BARS IN U-BLOCK BOND BEAMS AT CORNERS, TYPICAL. 10. ALL CMU SHALL BE PLACED IN A RUNNING BOND PATTERN UNLESS NOTED OTHERWISE. 11. VERTICAL REINFORCING SHALL BE CONTINUOUS THROUGH BOND BEAMS AND LINTELS (CUT OUT OR NOTCH BOTTOM OF U-BLOCKS AS REQUIRED -- DO NOT SUBSTITUTE BLOCK WITH KNOCK-OUT WEBS WHERE STANDARD U-BLOCK IS INDICATED). FOR BOND BEAMS AT TOP OF WALL, EXTEND VERTICAL REINFORCING TO 1" CLEAR TOP OF BOND BEAM. STRUCTURAL STEEL: 1. ALL STRUCTURAL STEEL W AND WT SHAPES SHALL CONFORM TO ASTM A992 (GRADE 50). OTHER SHAPES SHALL CONFORM TO ASTM, A36, LATEST EDITION (EXCEPT STEEL JOISTS AND TUBE SECTIONS). 2. STRUCTURAL STEEL TUBE SECTIONS SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46.0 KSI. 3. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR THE ARCHITECT AND/OR ENGINEER'S REVIEW. 4. THE CONTRACTOR SHALL VERIFY ALL SH0P DRAWINGS DIMENSIONS WITH STRUCTURAL AND ARCHITECTURAL PLANS AND DETAILS. 5. BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS CONFORMING TO ASTM A325. USE 3/4 INCH DIAMETER MINIMUM. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE TIGHTENED AS FULLY PRETENSIONED BEARING CONNECTIONS. 6. CONNECTIONS NOT SHOWN ON DRAWINGS SHALL BE DESIGNED BY THE FABRICATOR. WHERE POSSIBLE USE DOUBLE ANGLE CONNECTIONS. USE MAXIMUM NUMBER OF BOLTS FOR DEPTH OF BEAM WITH SINGLE ROW OF BOLTS. WHERE DOUBLE ANGLE CONNECTIONS ARE NOT POSSIBLE, FABRICATOR SHALL DESIGN CONNECTION FOR CAPACITY EQUIVALENT TO DBL-ANGLE CONNECTION WITH MAX NO. BOLTS UNLESS DETAILED OTHERWISE. 7. ANY MEMBER CALLED OUT TO BE BENT TO RADIUS SHALL BE FABRICATED OUT OF PLATE WITH EQUIVALENT SECTION PROPERTIES IF BENDING TO RADIUS IS IMPRACTCAL. CODES: ALL PARTS SHALL BE FURNISHED AND ERECTED ACCORDING TO THE APPLICABLE CODES AND SPECIFICATIONS OF THE FOLLOWING: AMERICAN CONCRETE INSTITUTE (ACI) AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AMERICAN WELDING SOCIETY (AWS) OSHA STEEL ERECTION STANDARD (OSHA) INTERNATIONAL BUILDING CODE (IBC 2009) (ICC) REMARKS 8" HI U-BLOCK ANCHORAGE BY OPERABLE WALL MFR. DETAIL 3/4"=1'-0" NEW W12x30 FOR SUPPORT OF NEW OPERABLE WALL B S0.1 NOTES: 1 - BEAR 8" HIGH U-BLOCKS 8" EACH END. 2 - FILL CELLS W/ CONCRETE FULL U-BLOCK BEARING, FOR ENTIRE LENGTH OF BEARING & REINF. EA. CELL W/ BAR SAME SIZE AS WALL REINFORCING. VERTICAL REINFORCING SHALL BE CONT. THRU BEARING. architects inc.

41 NPROJECT NPROJECT NPROJECT NPROJECT 3'-8" 3 S2.1 29'-5" 27'-2" 8" 4'-6" 22'-0" 5'-3" 8" 4'-6" 4'-6" 8" 4'-6" 8" 8" 8" RAMP UP 5'-3" TOP OF NEW SLAB EL.=172.77' TOP OF NEW SLAB EL.=172.82' NEW CONC. TOPPING. SEE ARCH. DWGS. FOR EXTENTS. REINFORCE TOPPING W/ 12"O.C., EACH WAY, 12 1 " CLEAR BOTTOM. RAMP UP 3' " 9'-8" 8" 8" 1 S '-4" 8" S2.1 8" 6'-11" 8" 3' " 8" NEW W12x30 NEW W12x30 NEW W12x30 EXIST. COLUMNS 8" 8" EXIST. COLUMNS A S0.1 TYP. 8'-3" 14' " EXIST. CONC. FLOOR BASEMENT FLOOR PLAN FIRST FLOOR FRAMING PLAN NEW W12x30 CONT. LOW EXIST. CONC. FLOOR BEAMS BELOW 8'-4" 8" 1 S2.1 8" 6'-11" 8" 3' " 8" NEW W12x30 NEW W12x30 B S0.1 NEW W12x30 24"O.C., MAX. 1 S2.1 2 S2.1 8" 8" 9'-8" 3' " EXIST. COLUMNS A S0.1 TYP. 8" 8" 8'-3" EXIST. COLUMNS SECOND FLOOR FRAMING PLAN ATTIC FLOOR FRAMING PLAN architects inc.

42 6x6-W2.1xW2.1 W.W.F. 3x3x16 3 CONT., 4-SIDES CONT. U-BLOCK W/ #5 TOP & BOTTOM, (4)SIDES 1 4 "x7"x7" WELD W/ (2) 2 1 "Øx4" HEADED STUDS EA. END OF EA. C5. CONT. U-BLOCK W/ #5 TOP & BOTTOM, (4)SIDES W8x15 HOIST BEAM. SEE SHT. S0.1 FOR TYPICAL BEAM BEARING DETAIL EA. END. 48 DIA. SPLICE (4)SIDES COORD. W/ ELEV. MFR. TYP. 2"± 3/16 3/16 CUT BLOCK AS REQ'D. EA. CORNER, JAMB, 32"O.C. MAX. FILL CELLS W/ CONC. FULL HEIGHT #5 EXISTING CONC BEAMS & SLAB TO BE REMOVED BY SAW CUTTING AFTER NEW LOWER C.M.U. WALLS ARE IN PLACE & GROUTED TIGHT TO UNDERSIDE OF BEAMS & SLAB. DO NOT CUT UNTIL MORTAR & GROUT HAVE ATTAINED DESIGNED STRENGTH, TYPICAL. STD. GALVANIZED, 28GA. STEEL FORM DECK 24"O.C., MAX. +34' "± BRICK SOLID BETWEEN C5 JOISTS, TYP. EXTEND WALL REINF. TO 1" CL. TOP OF BOND BEAM, 4-SIDES FIN. ATTIC FL. +31'-9"± SCHEDULED LINTEL SEE ARCH. JAMB BEYOND SILL SUPPORT ANGLE W/ 3 4 "Øx5" EXP. BOLT EA. END & 16"O.C. MAX. FIN. 2ND FL. +20'-7"± VARIES W/ RAMP 4" 8" 8" 1" E.J. 8" 4'-6" 8" 4'-6" 8" 4'-6" 8" 8" 8" 2'-0" GUARDRAIL. SEE ARCH. DWGS. 3 8 " PEJ. W/ SEALANT, TYPICAL 4" 4" 8"O.C. EA. WAY, CENTERED VARIES W/ RAMP COMPACTED FILL (2)#5 CONT. TOP & BOT. W/ 24"O.C. 8" 8" 8" 8" 2'-0" 6x6-W1.4xW1.4 W.W.F., TYPICAL. 8"O.C. EA. WAY, CENTERED SEE PLAN FOR EL. 3 4 " CHAMFER, TYPICAL 4" 4" CLASS B SPLICE TYPICAL 1'-0" VARIES W/ RAMP 8" 8" 8" 8" 2'-0" 8" TYP. 4" 4" 8"O.C. EA. WAY, CENTERED (2)#5 CONT. TOP & BOT. W/ #3 16"O.C. 24"O.C. EPOXY GROUTED INTO EXIST. FOOTING (2)#5 CONT. TOP & BOT. W/ 24"O.C. 1'-0" MIN. 1'-4" 4" MIN. (2)#5 CONT. W/ #3 16"O.C. 1'-4" MIN. EXIST. WALL & FTG. TO REMAIN CONT. U-BLOCK W/ #5 TOP & BOTTOM, (4)SIDES CORE DRILL 12 1 "Ø HOLE IN EXIST. CONC. SLAB WHERE REQ'D FOR PASSAGE OF VERT. WALL REINF. GROUT TIGHT. TYPICAL 4-SIDES & ALL LEVELS. 48 DIA. SPLICE (4)SIDES CUT BLOCK AS REQ'D. EA. CORNER, JAMB, 32"O.C. MAX. FILL CELLS W/ CONC. FULL HEIGHT #5 PROVIDE SOLID BRICK MASONRY BETWEEN JOISTS TIGHT TO UNDERSIDE OF EXIST. BEAMS & SLAB EXISTING CONC. BEAM & SLAB TO REMAIN SEE ARCH. SCHEDULED LINTEL JAMB BEYOND FIN. 1ST FL. +9'-0"± 6x6-W2.1x W2.1 W.W.F. C5x6.7 24"O.C., MAX. 2'-0" x 2'-0" SECTION 2 3/4"=1'-0" S2.1 3x3x 3 16, 4-SIDES OF OPENING +34' "± 3" STD. GALVANIZED, 28GA. STEEL FORM DECK SECTION 3 3/4"=1'-0" S2.1 EXISTING CONC. BEAM & SLAB TO REMAIN CONT. U-BLOCK W/ #5 TOP & BOTTOM, (4)SIDES EA. CORNER, JAMB, 32"O.C. MAX. FILL CELLS W/ CONC. FULL HEIGHT #5 SEE ARCH. SCHEDULED LINTEL JAMB BEYOND CONT. HORIZ. MAS- ONRYJOINT 16"O.C., VERT., TYPICAL. 12"O.C., 3 4 " CLEAR TOP, (4)SIDES EXIST. SLAB 5" SILL SUPPORT ANGLE BY ELEV. MFR. ( 4x4x 1 4 MIN.) W/ 3 4 "Ø ANCHOR BOLTS EA. END & 16"O.C., TYP. ALL LEVELS 4" BSMT. FIN. FL. +0'-0" 8" SAW CUT EXIST. SLAB & REPAIR SLAB AS INDICATED AS REQ'D. TO INSTALL NEW PIT WALL & FOOTING. SEE ARCH. FOR WATER PROOFING MEMBRANE 16"O.C., (4)SIDES. FILL ALL CELLS W/ CONC. BELOW FINISH FLOOR 1'-0" 4"4" 48 DIA. SPLICE TYP. COMPACTED GRANULAR FILL 8"O.C., EA. WAY, 3" CLEAR BOT., 2" CLEAR TOP 9" 8" 6'-11" (x8'-4") 8" 9" MIN. MIN. SECTION 1 1/2"=1'-0" S2.1 NOTE: BLOCK OUT AS REQ'D. FOR CYLINDER & SEE PLUMBING FOR SUMP LOCATION. architects inc.

45 FEC

46 FEC

48 Ө

60 FEC

61 FEC

64 FEC

65 FEC

Anchor bolts ASTM F1554, Gr. 36 Wide flange beams ASTM A992, Fy = 50 ksi Misc. structural steel ASTM A36, Fy = 36 ksi

STRUCTURAL NOTES MATERIAL STRENGTHS Structural Steel Reinforcing Steel Concrete Masonry Structural Lumber Anchor bolts ASTM F1554, Gr. 36 Wide flange beams ASTM A992, Fy = 50 ksi Misc. structural steel