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HomeMy WebLinkAboutREVISION (2)DOOR SCHEDULE SIZE TYPE FRAME REMARKS / M.O. ADEPT M.O. PRESS. WIDE HEIGHT THICK I 2 10'-O' 3'-0' 9-0' — 1 3/4' METAL METAL CLAD DOOR --- MTL OVERHEAD GARAGE W/ VENTS MTL THRESHOLD 84 24 40 9/16' X 97 7/8' SEE STRUCTS. SEE STRUCTS. 8'-0' • LEGEND NEW 8' C.B.S. WALL ` OR 2 X4 WOOD STUD WALL SQUARE FOOTAGE GARAGE LEVEL 2,775 SO. FT. TOTAL SO. FT. 2,775 SO. FT. T• N 0 0 Co b 6 10'-6' NOTE, (INSPECTION REPORT > O ALL PROPOSED EXTERIOR DOORS AND WINDOWS ARE PGT B120WA12D COUNTY APPROVED. O TIE DOWNS SHALL BE MAX. 20' O' INTERVALS AS SHOWN ON TEXISTING CORNERS AND THISIDED ON ALL AND SHEET TO COMPLY WITH FBC 3401.8.2.3.1.2 O AFCI OUTLETS SHAD- BE PROVIDED ON ALL PROPOSED AND EXISTING BEDROOMS (SEE SHEET E U O ALL BATHROOMS AND EXTERIOR OUTLETS ARE GFCI AS REQUIRED BY TI-E FBC (SEE SHEET E-1) O ALL PROPOSED SMOKE DETECTORS ARE AS PER REQUIRED BY THE FBC (SEE ELECTRICAL PLAN SHT E-U O ALL BATHTUBS E SHOWERS FLOORS E WALLS SHALL HAVE A NONABSORBENT SURFACE WALL SURFACES SHALL EXTEND TO A MIN. 6'-0' A.F.F. i 10'-6' 41'-0' IT-O' 10'-6' 24'-0' IT-O' 5'-51/2' j, 3'-9' A, 17-71/2' 71, 5'-8' • i • 2'-0' X 4'-0' ALUM. LOUVERED FLOOD VENTS- BOTTOM OF VENT MAX. 1'-0' A.F.F. 64' X 8' CASTCRETE LINTEL MODEL #BF8-IB NESB PLANS AND ALL PROPOSED WORK APE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAYBE NECESSARY IN ORDER TO 2 sue— MMMYNT"M6MFWQAQ®Q0;1>1,, oil ST. LUCIE C TY BUILDI IVISI N DATE PLANS D PE MI .10 MUST B .PT, PT ON JOB OR NO INSP ...N WILL BE MADE GARAGE/STORAGE BREAK -AWAY SLAB AND WALLS ' 2S� 5.53 NAVD/ -13'-8 1/24 B.F.F. GARAGE LEVEL 2'-0' X 4'-O' ALUM. LOUVERED FLOOD VENTS- BOTTOM OF VENT MAX. 1'-0' A.F.F. 64' X 8' OCASTCRETE LINTEL MODEL UBF8-I8 2 ti .. rurrurrrrrrrrr . • 13'-6' GARAGE LEVEL FLOOR PLAN 68'-6' ACCU SYSTEM I b 0 ACCU SYSTE 6,7,8 Zo 4 4T HIGH • RAILING • 7-11 1/2' uno�alan74S MNNVO!� b co REVISION z 39-10' f� CONDENSING ITS - MOUNTED ON RAISED PLATFORMS- SEFE DET. ON M-I BOTTOM OF PL TFORM AT zt 10'-0' NAVD FLOOD ELEVATION 6'-5' A m, V 2' S� LOPE 7-0' X 4'-O' ALUM. LOUVERED ti �— -- FLOOD VENTS- BOTTOM OF VENT MAX. 1'-0' A.F.F. 64' X 8' CASTCRETE LINTEL MODEL uBFo_IB tz 0 Ls EO SCALE, SCALE, 1/4' - 1'-0' 5-8' m J 14 NO. DATE REVISION I 6/9/09 BLDG. DEPT. COMMEI CONTRACTOR SHALL VERIFY DIMENSION AND CONDITIONS AND SHALL NOTIFY TI- ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRA DOCUMENTS BEFORE PROCEEDING WITI- THE WORK. CONSULTANT: PROJECT MR. E MRS. NEGREI RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 SEAL Marina N. Lloren( Architects, P,L. 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33C (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO., 08-15 CHECK SET 4-28-09 BID SET, PERMIT SET, 2-1-09 CONSTRUCTION SET; RESIDENCE PRINCIPAL IN CHARGE' LLORENS PROJECT DIRECTOR, M.N.L. PROJECT MANAGER- M.N.L. DRAWN BY- U.- CHECKED BY- M.NL SHEET TITLE: GARAGE LEVEL PL/ SHEET NO,: AI-0 WINDOW SCHEDULE MARK MODEL NO. OR SIZE TYPE FRAME GLASS M.O AREA SO. FT. PRESSURES WI 25 CASMT. ALUM. GREY 37 7/8' X /8 16.6 SEE STRUCTS. ARCH ABOVE W2 4060 FIXED ALUM. GREY 7/8' X 72 7/ 24A SEE STRUCTS. ELLIPSE ABOVE W3 ) 8X8 GL. BILK. - GREY 24 /4' X 8' I SEE STRUCTS. W4 2 CASMT. ALUM. GREY 37 X 6 7/8' 16.6 SEE STRUCTS. ARCH ABOVE W5 267 CASMT. ALUM. GREY 26 7/ X 7/8" 15.8 SEE STRUCTS. ARCH ABOVE GREY W6 (2) 3 O FIXED ALUM. 72 7/8' 84 7/8' 44.0 SEE STRUCTS. ARCH ABOVE W7 307 FIXED ALUM. GREY 36 7/ X 4 7/8' 22.0 SEE STRUCTS. ARCH ABOVE W8 - 4 60 FIXED ALUM. -GREY 48 /8' X 7 7/8' 24.4 SEE STRUCTS. ARCH ABOVE W9 660 FIXED ALUM. GREY 4 /8' X 72 8' 21.4 SEE STRUCTS. ARCH ABOVE WIO 2040 CASMT. ALUM. GREY 7/8' X 48 7 " 8.1 SEE STRUCTS. I. MANUFACTURER- 5. GLAZING: E CGI OR EQUAL *SEE ELEVATIONS FOR m SINGLE ❑ DOUBLE 2. SERIES;- WINDOW SIZES ❑ TRIPLE ® SINGLE HUNG ❑ STORM WINDOWS 3. WINDOW TYPES- 6. GLASS: ❑ A -ARCHED ❑ DH-DOUBLE HUNG DEMOTES TINTED OR ❑ AW-AWING ® F-FIXED TEMPERED OR CLEAR ® CA -CASEMENT E SH-SINGLE HUNG SPECIALTIES: ❑ CT -COTTAGE M SL-SLIDING GLASS 7• ❑ FC-FIXED CLERESTORY m SCREENS m MUNTINS - AS PER 4. WINDOW SIZ5 ELEVATIONS WINDOW SIZE IS TYPICALLY BASED ON ONE z 'E' ADJACENT TO WINDOW OF THE FOLLOWING UNLESS NOTED OTHERWISE, MARK DENOTES EGRESS ❑ GLASS SIZE m OPERABLE MTL. SHUTTERS ❑ SASH SIZE ❑ BUCK DIMENSION ❑ ROUGH OPENING I® MASONRY OPENING ❑ NOMINAL OPENING NOTE: WINDOWS ARE MFG. BY "PGTWINDGUARD' - E.S.P WHITE FRAMES WINDOW HEIGHT MEASURED FROM TOP OF THE LIP OF THE PRECAST SILL TO UNDERSIDE OF THE TIE BEAM. MASONRY OPENING HEIGHT SIZES DEPICTED ARE USING PRECAST SILLS. PROVIDE GUARDRAIL BAR AT ALL SECOND FLOOR WINDOWS LARGER THAN 56" HIGH BUILDER TO PROVIDE TEMPERED GLASS a TUB/SHOWER WINDOWS & MIRROR AS PER F.B.C. a® �0 00 DOOR TYPE - 8 PANEL DOOR TYPE - FRENCH ARCH AT DINING ROOM ENTRY ARCH ENTRY TO WINE ROOM ARCH AT BUTLER'S ENTRY PROVIDE HIGH HA• TOP OF WALL NICHE AT WINE ROOM Marina N. Llorens Architects , pi- 2500 NIP. 45 STREET L04R40U5E POINT, FL 33064 (954) 778-0403 PHONE STAIR REVISIO1 4/12/10 _ O N O 4 '-5 1/2' 2'-10" 3 0' N EXT. OPEN STAIS W/ 22 RISERS AT 6.88' 21 TREADS AT 10" W/ I' NOSING i w no O Q v O (V LEGEND T1�TTT NEW 8' CB.S. WALL � NEW 3 5/8' MTL. STUD WALL OR 2 X4 WOOD STUD SQUARE FOOTAGE A/C FIRST FLOOR TERRACE PORCH TOTAL SO. FT. 2,883 SO. FT. 459 SO. FT. 132 SO. FT. 3,474 SQ. FT. N DOORSCHEDULE NOTE. (INSPECTION REPORT) O ALL PROPOSED EXTERIOR DOORS AND WINDOWS PGT BRWD. COUNTY APPROVED. I AREA O TYPE FRAME REMARKS SO. FT. PRESS.RE M.O.M� O TIE DOWNS SHALL BE PROVIDED ON ALL EXISTING CORKERS AND WIDE G EET THICK MAX. 2O'-0" INTERVALS AS SHOWN ON THIS PLAN AND SHEET S-1 TO COMPLY WITH FBC 3401.8.23.1.2 1 (2) 3'-0" 8'-0' 1 3/4' METAL CLAD DOOR/ GL. MTL. MTL THRESHOLD 48 SEE STRUCTS. 76 I!2' X 97 7 2 1 3/4" METAL CLAD / GLASS MTL. ELLIPSE WINDOW ABOVE 48 SEE STRUCTS. 76 1/2' X 97 7/8' O AFCI OUTLETS SHALL BE PROVIDED ON ALL PROPOSED AND EXISTING (2) 3'-0' (2) 3' O' 8'-0' 8' O' 1 3/4" METAL CLAD ! GLASS MTL. MTL THRESHOLD_ ELLIPSE WINDOW ABOVE MTL THRESHOLD _ _ SEE STRUCTS. -- 76 I/2' X 97 7/8' BEDROOMS (SEE SHEET E-1) O ALL BATHROOMS AND EXTERIOR OUTLETS ARE GFCI - 3 48 4 Z-10" 8'-0' 1 3/4' WOOD FRENCH DOOR WOOD - - AS REQUIRED BY THE FBC (SEE SHEET E-1) 5 7-10" 81-0" 1 3/4' -_ 8 PNL- SIC -- WOOD INSULATED DOOR --- - O ALL PROPOSED SMOKE DETECTORS ARE AS PER REQUIRED BY THE FBC (SEE ELECTRICAL PLAN SHT E-p 6 2'-0' 7-6' 6'-0" ---- 1 3/4' INVISIBLE DOOR -- - 8 PNL- SIC - -- WOOD TO MATCH WALL - --- - - - --- - O ALL BATHTUBS E SHOWERS FLOORS E WALLS SHALL HAVE A NONABSORBENT SURFACE• 7 8'-0' - WALL SURFACES SHALL EXTEND TO A MIN. 6' O' AFF. a 7-6' 8'-0" 1 3/4' 8 PNL- SIC WOOD - - 9 7-10, 8'-0" - METAL METAL ELEVATOR DR. BY MFT. - - 10 2'-8' 8'-0" 1 3/4' 8 PNL- SIC WOOD - - - 76 1/2' X 97 7/8• 3'-0' 1 3/4' 8 PNL- POCKET WOOD - - 12 8'-0' 14 - - (2) 3'-0' 8'-0' 1 3/4' - METAL CLAD DOOR/ GL. MTL. ARCH WINDOW ABOVE MTL TH12ESHOLD 48 SEE STRUCTS. 15 (2) 3'-O' 8' O' 13/4' METAL CLAD DOOR/ GL MTL MTL THRESHOLD WINDOW ABOVE 48 SEE STRUCTS. 76 I/2' X 97 7/8' 16 3'-0' 8'-0' 13/4' METAL CLAD DOOR/ GL MTL. ARCH WINDOW ABOVEMTL THRESHOLD 24 SEE STRUCTS. 40 9/16' X 97 7/8' 17 2'-6' 3'-0' 8'-0" 8'-0' 1 3/4' 1 314' 8 PNL- METAL CLAD METAL CLAD DOOR/ GL. MTL WOOD MTL THRESHOLD MTL THRESHOLD 20 SEE STRUCTS. SEE STRUCTS, 34 9/16' X 97 7/8' 40 9/16" X 97 7/8' 18 24 74'-6' 6-0' 58'-0' 50'-3' GRILL VENT NI THBss' p,4Ns ARl evo .CT A DAU PRgpCSfD RIQUIRE'DByWIEy IN FT0A0CDRHEC WDR bull NAY/BNI C LDINSpeo CPONS K m?%fWImA4Am INTO T �a 10'-6' 7-9' 1 4'-10' 5'-8' • • ol 77777o 1 1 I'l 101 1 1 1 101• • io • • • • • • - -- • Q 4NI E 7' STEP iv I 15'-O' U I 16'-8' 6 I'-0' 6'-2' T-4' 3'-2' 5'-2' O ELECT. RM 4 N N 18 zb z o _ e'-O" CLG. STO AGE B CoLID R6, I A 13'-O CLG. 9' G. \Q \ 2 S.N. O I LIBRARY c(��PPeE ORR O 12'-0' CLG PROD ,M-1 17 O❑ 0 - \ O S"AN - � Q Sao I o w .. R cn in TSIDE ;T l/4°/FT vz sT I THEATER _ 13'-0" CLG. 0b I CHEN \ \ UTIL 4<XATFIDE '-0' CLG. D KITC �F\Nk4 mob. O \ /1�07­4F.D. 0 I 6' STEPS v O O 6" 3' II' 2' Q' 4'-0' I'-10' SLOPE e II/4 /FT O y� ED 1'-O' 3'-T 1'-O I Q 12'-O' CLG. m m SEE DET. 6 ON SHEET A5-I 8 �y II'-O' CLG w `A 7-5' 3'-O" ° m N \ 4 O 1 II L ( 5 I o 1'-4 1/2' I / - 1'-1 1/2' - - - - - - - - - - - - - - - \ 5I/7S SLOPS o o I/4'/FT) o SIEE SEAI b u Q UP to _ — v COVERED — — TERRACE (v I I I I I I v7 s W-10' I'-4 5 v2 sT zo 15'e" o — LIVING ROOM _ 12' 4' CLG. o FOYER FIN. FLOOR Z o Lo s I I I I I h va /FT OPEN TO ABOVE EL. +O'-O' 2-10' z-71/7 3'-7 7-6 Y-5' 1' 10" 7-7 7-8 1/2' 14 W9 I I I I I I O N 3' O' FF-19.23' NAVD 8' 10' 3'-0' A//��I] 5LV O N 8 ifl N WI • Ray 112• 0 • . - / — V) t0 `Q v F\v E 11'-10" CLG / 17-4' MAX. N p O W7 p O CONCAVE \ tL 4 4'-10'IA io V-4' 10'-6 1/2 CEILING / 6'-01/2 • ip • 7-10• W 6 m ❑ ❑O ARCH ABOVE 10' O' TOP 10 II' MORNING/ 10" CLG. I I ___ 116-7- A• _ _ _ `0 7-0• O IO•-r PWD, AREA I • — — — — — — — — I W-T 0 — — 6'-6' -O 3'-T F. '-6' 9-0 T 4G 7-10' 3'-3 I/2' Q / 13'-O 1/2" I 5'-3 1/2 8' 6'-7 6'-O• r — — I 0 \ 10\ I 1 -N'O r-Io' I�-o b�-6• r-O^ 11-10, (� BUTLER'S F— R. \\,� II'-lo' CL� FA OILY ROOM IZ-4* CLG. j I O W6 Q O I / SLOPE O I ARCH WD ABOVE 0 b \ O I I A i d 9'-O" CLG. ARCH II'-4" CL To Q - \ io ARCH Zv ABOVE e O DRO ° ILo I 4 3. I/2' STE I DINING RM.cc 1 13'-0, W/aD R. N S 9 2 I�R `�G ° M 4'-0 1/2 7-0' 7-7 9' II I/7 1 7-7 CONCAVE CL 2+ 14' 3' I' 6 I i0 p '-10 1/2 I 0 v 5' 3 1/2' 8' I 114'-7 10' 6'-2' 2'-O' d KITCHEN 14'-8' ° m i iv 11'-4" CLG m \ I W6 A w O o- — Ir-3" CLG. PANTRY 12'-O'CLG I---- -0 --- -- 0 ---- -- II'10'CLG. I 10'-9" CLG iv WALL I Uv A P • lIlb�iv I*] W2 a•-o• I 6-0' FIRST LIVING LEVEL FLOOR PLAN 2Z-9 1/7 3'-8 1/7 1— 3'-8' 74'-6' 68'-6' w W3 W5 7'-4' 5'-6' II'-10 1/2' * 5'-8' SCALE: 1/4' = 1'-0' NO. DATE REVISION A6/9/09 BLDG. DEPT. COMMENT 2 11/30/09 OWNER REVISIONS CONTRACTOR SHALL VERIFY DIMENSIONE AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRAC DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. E MRS. NEGRE I P RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 SEAL MNL Marina N. Llorens Architects, P,L., 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 3306 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO.: 08-15 CHECK SET, 4-28-09 BID SET - PERMIT SET: 2-1-09 CONSTRUCTION SET; RESIDENCE PRINCIPAL IN CHARGE, LLORENS PRO..ECT DIRECTOR: M.N.L. PROJECT MANAGER- M.N.L. DRAWN BY: LL. CHECKED BY: M.N.L. SHEET TITLE: FIRST LIVING LEVEL SHEET NO.: Al -I Y WINDOW SCHEDULE MAR MODEL NO, OR SIZE TYPE FRAME GLASS I M.O AREA SO. FT, PRESSURES WI H35 FIXED ALUM. GREY 7 3/8" X 42 7/ 8.3 SEE STRUCTS. ARCH ABOVE W2 2036 FIXED ALUM. GREY 2 7/8' X 367 7.3 SEE STRUCTS. W3 H34 CASMT. ALUM GREY 27 /8' X 51 2 9.6 SEE STRUCTS. W4 25 CASMT. ALUM. GREY 37 3 8' X 6 7/8' 16.6 SEE STRUCTS. W5 3 CASMT. ALUM GREY 27 3/ ' X 9 1/4' 9.5 SEE STRUCTS. W6 2 60 CASMT. ALUM. GREY 24 7/8' 72 7/8' 12.1 SEE STRUCTS. W7 6 (3) 289 FIXED CASMT. FIXED ALUM. ALUM. ALUM. GREY GREY GREY 30 7/8 96 7/8" 72 7/ X 7/8- 32 7 8' X 9 7/8, 20 16.6 20 SEE STRUCTS. SEE STRUCTS. SEE STRUCTS. ACSXEDEABO W8 VJ9 W10 2860 CASMT. ALUM. GREY 28 /8" X 72 8' 12.1 SEE STRUCTS. WII 2060 S.H. ALUM. GREY 7/8' X 72 7/ 12.1 SEE STRUCTS. 7/8' X 72 7/8 W12 4060 FIXED ALUM. GREY 24 SEE STRUCTS. I. MANUFACTURER; *SEE ELEVATIONS FOR 5. GLAZING E SING J_ E CGI OR EQUAL WINDOW SIZES ❑ DOUBLE 2 SERIES TRIPLE ® SINGLE HUNG ❑ STORM WINDOWS 3. WINDOW TYPES, 6. GLASS, ❑ A -ARCHED ❑ DH-DOUBLE HUNG DENOTES TINTED OR ❑ AW-AWING • F-FIXED TEMPERED OR CLEAR E CA -CASEMENT E SH-SINGLE HUNG 7• SPECIALTIES, ❑ CT -COTTAGE E SL-SLIDING GLASS ❑ FC-FIXED CLERESTORY E SCREENS E "TINS - AS PER 4. WINDOW SIZE, ELEVATIONS WINDOW SIZE IS TYPICALLY BASED ON ONE E 'E' ADJACENT TO WINDOW OF THE FOLLOWING UNLESS NOTED OTHERWISE- MARK DENOTES EGRESS ❑ GLASS SIZE E OPERABLE MTL. SHUTTERS ❑ SASH SIZE ❑ BUCK DIMENSION ❑ ROUGH OPENING • MASONRY OPENING ❑ NOMINAL OPENING NOTE, WINDOWS ARE MFG. BY "PGTWINDGUARD' - E.S.P WHITE FRAMES WINDOW HEIGHT MEASURED FROM TOP OF THE LIP OF THE PRECAST SILL TO UNDERSIDE OF THE TIE BEAM, MASONRY OPENING HEIGHT SIZES DEPICTED ARE USING PRECAST SILLS. PROVIDE GUARDRAIL BAR AT ALL SECOND FLOOR WINDOWS LARGER THAN 56" HIGH BUILDER TO PROVIDE TEMPERED GLASS • TUB/SHOWER WINDOWS & MIRROR AS PER F.B.C. NOTE, (INSPECTION REPORT) O ALL PROPOSED EXTERIOR DOORS AND WINDOWS ARE PGT BROWARD COUNTY APPROVED. O TIE DOWNS SHALL BE PROVIDED ON ALL EXISTING CORNERS AND MAX. 20'-0' INTERVALS AS SHOWN ON THIS PLAN AND SHEET S-I TO COMPLY WITH FBC 3401.8.2.3.1.2 O AFCI OUTLETS SHALL BE PROVIDED ON ALL PROPOSED AND EXISTING BEDROOMS (SEE SHEET E-1) O ALL BATHROOMS AND EXTERIOR OUTLETS ARE GFCI AS REQUIRED BY THE FBC (SEE SHEET E-1) O ALL PROPOSED SMOKE DETECTORS ARE AS PER REQUIRED BY THE FBC (SEE ELECTRICAL PLAN SHT E-1) O ALL BATHTUBS E SHOWERS FLOORS E WALLS SHALL HAVE A NONABSORBENT SURFACE. WALL SURFACES SHALL EXTEND TO A MIN. G-O' A.F.F. DOOR SCHEDULE OWIDE TYPE FRAME REMARKS SD FT �j� PISS. M.O. HEIGHT THICK 1 7-10, T-O' 1 3/4' 8 PNL- S/C WOOD 2 (2) 3'-O' 7-6' 7'-O' 7'-0' 1 3/4' 1 3/4' 8 PNL- MIRROR SLIDER 8 PNL- S/C POCKET WOOD WOOD - -- - -- 3 4 7-10, 7-O' 1 3/4' 8 PNL- S/C WOOD 5 7-6" T-O' 1 3/4' 8 PNL- BIFOLD WOOD 6 7-6' 7'-O' 13/4' 8 PNL- S/C POCKET WOOD - - - 7 7-10' T-0' 1 3/4' 8 PNL- S/C WOOD - WOOD 8 7-6' T-0' 1 3/4• 8 PNL- BIFOLD -- - 9 7-6' T-0" 1 3/4' 8 PNL- S/C POCKET WOOD - - -- 10 T-O' 13/4' 8 PNL S/C WOOD - - 7 6' II 9-0' 1 3/4' MTL FRENCH MTL. MARBLE THRESHOLD 20 SEE STRUCTS. 36 1/2' X 97 7/8' 12 7'-0" 1 3/4' 8 PNL- S/C WOOD13/8' r2�' 8' O' __ - MTL FRENCH _--- MTL, MARBLE THRESHOLD13 ARCHABOVE14 40 SEE STRUCTS. 76 I/7 X 97 7/8' T-0" 13/4' 8 PNL- BIFOLD WOOD - - WOOD 15 7-6' 7'-O' - 1 3/4' 8 pt L- S/C - 16 2'-10' T-0' 1 3/4' 8 PNL- S/C WOOD - - 17 7-6' T-0' 1 31W 8 PNL- BIFOLD WOOD - -- 18 7-6' T-O' 1 3/4' 8 PNL- POCKET WOOD - - 19 20 7-10' Z-6' 7-O' 7-O' 1 3/8' 1 3/4' 8 PNL- S/C 8 PNL- POCKET - - - - - ¢ tr WOOD WOOD 21 (2) 3'-0' T-0' 1 3/4" 8 PNL- MIRROR SLIDER WOOD 22 2'-6' T-O' 1 3/4' 8 PN-- S/C WOOD DOOR TYPE - 8 PANEL DOOR TYPE - FRENCH DOOR TYPE - FLUSH LEGEND T NEW 8" C.B.S. WALL NEW 3 5/8' MTL. STUD WALL OR 2 X4 WOOD STUD SQUARE FOOTAGE A/C SECOND FLOOR OPEN TO BELOW TERRACE BALCONY TOTAL SO, FT. 2,768 SO. FT. -440 SO. FT. 272 SQ. FT. 171 SQ. FT. 2,771 SQ. FT. !Kiy RUMMI 54'-0' 5'-9' 5'-5' U-3 1/7 6'-10' W5 W4 E I W4 E W4 E II& E5 4'-9' AA? RE S R 'o 077040S PRCPCS AfOgi fO S yft CORRfC fC FORK 4Yvq W?�A4 #�44q 8 T ��� 919 zR1 IC•]C:v 4'-101/2' 5'-8' .I J ' 10'-O' CLG Q • O S' 13'-O' N 2' 8' ! 4'-0" 6'-II• 7-7' 8' No BTH 3 JD DASH LINE I� DENOTES OU�SIDE WIC 9-O' CLG d W5 • WALL ABOVE 1 op BEDROOM 8'-0" CLG G 2 TEMP. GL. BTH 2 1 II'-O' CLG 9 O SO • W3 O O 8'-O' CLG iv � O 10'O'CLGQ 14'-2" 'ci • BTH I Zb 4 w • b - BEDROOM I 8' o c G T - — - --- �'f T' 1 a - 10'-6' CLG \ / I WII s•-0' CLG O ED12 m 3 W3 CL.--- 1 WIC 6 -S 6 1—� DTL 3 SHT A5-' 61 6 E ( O �^, 12'-6" 7 0• - - 1 'v 2,_0' 6. 3'-O' 3'-7 -� 3•-O' 2'-O' 1 O c`) I 8'-0' CLG O 10'-O' CLG 8'4O' CL CORRIDOR ------ • - L in @'�O' N-6' b 16'-9" 10'-O" CLG 2 10' T- in W2 D STAIRS S ❑ • • c0 • 1 °� I 1 DASH LINE WAALL aBOV SIDE E O❑ I I yy UT1 W9 1 3'-312' 1'-8' 6'-II' 2 10'-51/2'DASH - n LINE DENOTES OUTSIDE in WALL ABOVE -STAIRS SEE SHEET A6-1) CQVE12ED Z4 WI ' \ \ QPEN p Q Q TERRACE �' O I �; Z --- -- UNDER r b w b O STAIRS - N WI • \ `` OPEN TO BEL6V 9 Co FIN. FLOOR N SLOPE 3' TOTAL CD FF-33.56' NAVD CD N N _ _ TILE FLOOR iv III - DN 8'-O' CLG in UP • O 5 I/ ' S 19 8 � 17-9' -2' 8' -T 8' '-0. 3' 6' 12'-0' 8' 9'-6' T-6' p • I OOT • w2 ELEV, ❑ • ; ❑ • • b 12 8 01 10'-0` CLG b, \ - _ - - - - • • • _� • ' ' DASH LINE c WALL ABOVE—�� DENOTES OUTSIDE1110.\ - -• - I06 - - • W7 \ \to \ \ _ - - 19 \ 4' iv 1 in 4' 1 4' 5'-8' 4' 7-6' SEE DTL SHT A5- 13'-' I \ W3 II 10'-0' CLG 21 N -- 11 14 \ / / ❑ � I �I O 16 17 O � ,� O SLO_P'� • 10 WIC WIC W 112, 6 3' TOTAL 18 20 8'- ' CLG 8'-O' CL. 1 Iv O [o I I COVERED O Co— v — 8'-0• cL6 ZO o I BTH 0 BEDROOM 5 8'-o cLG 5 1/2' ST BALCON ' -CID3 - BEDROOM 6 /L %/ " 10'-6" CLG BTH 4 / \ 2' O' 2'-0' 22 7- 81-0' CLG "1 Z-10' 1'-9- �' I• 4' 2'-0' 6'6'O ' O' 1'- ' - 16'167-0' W7 ❑ / • iv W3 Co TEMP. IGL. n �L E SOAP L� NICHE �.� - - b / i0 iv SO 17-0" 10'-O" CLG NICHE 5-I ' (0 11'-4" -I -10' p • 13'-8' 10'- 'CLG 3'-10 1/2'4 I'-O' / -1 1/2' to v ❑ -- ' -- 4 E 4 E5 � E W4 W5 4'-0" 7-T 8'-2" 4•-101/2' 1 8'-81/2' 9'-61/2' A-3 54'-0" 4'-O' 68'-6" SECOND LIVING LEVEL FLOOR PLAN 7-91/2' W6 9'-8' 7-8' 4'-10' SCALE, 1/4" - 1'-0" NO. DATE REV 1 6/9/09 BLDG. DEPT 2 11/30/09 OWNER R CONTRACTOR SHALL VERIFY AND CONDITIONS AND SHALL ARCHITECT IN WRITING ONLY, ERRORS OF OMISSIONS IN TH DOCUMENTS BEFORE PROCEE THE WORK. CONSULTANT: PROJECT: MR. � MRS. NE RES I DEIN SEA OATS L ANASCOSTIA (954) 980- SEAL MNi Marina N. Ll Architects, P 2600 N.E. 45 5- LIGHTHOUSE POINT, (954) 778-0403 (954) 946-6466 MNLDESIGNoBELLSO AA 260009C ARCHITECTL JOB NO., C CHECK SET- 4 BID SET, PERMIT SET, 2 CONSTRUCTION SET: R PRINCIPAL IN CHARGE- LI PROJECT DIRECTOR, N PROJECT MANAGER, Iv DRAWN BY, L CHECKED BYi fv SHEET TITLE: SECOND LIVING SHEET NO.: AI-2 WINDOW SCHEDULE MARK MODEL NO. OR SIZE TYPE FRAME I GLASS M.O L I AREA SO. FT. PRESSURES WI 25 CASMT. ALUM. GREY 7 7/6' X 51 7/8' 16.6 SEE STRUCTS. ARCH ABOVE W2 030 CASMT. ALUM GREY " 3XX7/8' 9 SEE STRUCTS. W3 H3 CASMT. ALUM. GREY 2 7.1 SEE STRUCTS. W4 30' UND FIXED ALUM. GREY 3 4.9 SEE STRUCTS. W5 3 X 9 ' FIXED ALUM. GREY 3 20 SEE STRUCTS. — FRENCH DOOR — W6 — 630 CASMT. ALUM. GREY 3" 7.8 SEE STRUCTS. NOTEt (INSPECTION REPORT) O ALL PROPOSED EXTERIOR DOORS AND WINDOWS ARE PGT BROWARD COUNTY APPROVED. O TIE DOWNS SHALL BE PROVIDED ON ALL EXISTING CORNERS AND MAX. 20'-0' INTERVALS AS SHOWN ON THIS PLAN AND SHEET S-1 TO COMPLY WITH FBC 3401.8.2.3.1.2 O AFCI OUTLETS SHALL BE PROVIDED ON ALL PROPOSED AND EXISTING BEDROOMS (SEE SHEET E-1) O ALL BATHROOMS AND EXTERIOR OUTLETS ARE GFCI AS REQUIRED BY THE FBC (SEE SHEET E-1) O ALL PROPOSED SMOKE DETECTORS ARE AS PER REQUIRED BY THE FBC (SEE ELECTRICAL PLAN SHT E-I) O ALL BATHTUBS ✓: SHOWERS FLOORS ✓; WALLS SHALL HAVE A NONABSORBENT SURFACE. WALL SURFACES SHALL EXTEND TO A MIN. 6-0' A.F.F. NttlP44Ns 41, 4 U RIO SV TOA00088eon O woRK 1, MANUFACTURERt 5. GLAZING l #j#N �*PlfC0lNSp RFCTl00 aoMPc� m YINORO � R NO ® CGI OR EQUAL *g� ELEVATIONS FOR ®SINGIJ= WINDOW SIZES ❑ DOUBLE Z SERIES, ❑ TRIPLE E SINGLE HUNG ❑ STORM WINDOWS 3. WINDOW TYPES: 6. GLASS; ❑ A -ARCHED ❑ DP -DOUBLE HUNG DENOTES TINTED OR ❑ AW-AWING ® F-FIXED TEMPERED OR CLEAR ® CA -CASEMENT E SHtiSINGLE HUNG SPECIALTIES ❑ CT -COTTAGE ® SL-SLIDING GLASS 7• ❑ FC-FIXED CLERESTORY ® SCREENS ® MUNTINS - AS PER 4. WINDOW SIZE, ELEVATIONS WINDOW SIZE IS TYPICALLY BASED ON ONE ® 'E' ADJACENT TO WINDOW OF THE FOLLOWING UsLESS NOTED OTHERWISE- MARK DENOTES EGRESS ❑ GLASS SIZE ® OPERABLE MTL. SHUTTERS ❑ SASH SIZE ❑ BUCK DIMENSION ❑ ROUGH OPENING ® MASONRY OPENING ❑ NOMINAL OPENING NOTE, WINDOWS ARE MFG. BY PGTWINDGUAIRD' - E.S.P WHITE FRAMES WINDOW HEIGHT MEASURED FROM TOP OF THE LIP OF THE PRECAST SILL TO UNDERSIDE OF THE TIE BEAM. MASONRY OPENING HEIGHT SIZES DEPICTED ARE USING PRECAST SILLS. PROVIDE GUARDRAIL BAR AT ALL SECOND FLOOR WINDOWS LARGER THAN 56' HIGH BUILDER TO PROVIDE TEMPERED GLASS o TUB/SHOWER WINDOWS E MIRROR AS PER F.B.C. DOOR SCHEDULE I O SIZE TYPE FRAME REMARKS / M.O. AREA SO. FT. PRESS. WIDE HEIGHT THICK 1 F3 7-10' 8- 13/4" 8 PNL- SC WOOD 2 2'-6' 8' O' 1 3/4' 8 PNL- SC WOOD 6'-0' 8'-O' 1 3/8' MIRROR SLIDER WOOD 4 2'-0' 8'-0' 1 3/4' 8 PNL- SC WOOD 5 7-6 8'-O' 13/4' WD-GLASS PNL WOOD 34 9/16" X 81 7/8' 6 7-6' 8'-0' 1 3/4' 8 PNL- SC WOOD 7 (2) 3'-O' 8' O' 13/4' FIBERGLASS FRENCHT12AVETINE WOOD THRESHOLD 76 1/7 X 81 7/8' 40 SEE STRUCTS. ARCH ABOVE 8 2'-10' 8'-0' 1 3/4' 8 PNL- SC WOOD — 9 2'-6' 8'-0' 13/4' 8 PNL- SC WOOD - - - 10 7-O' 4'-0' 1 3bV FLUSH- SC WOOD ATTIC ACCESS DOOR - - - - II 2 0' - 8'-0" 13/4' 8 PNL- SC POCKET WOOD - 12 - - - - - - 13 - 7-6 8'-0' 1 3/47 8 PNL- Sc WOOD — - 14 2'-0' 4'-O' 13/4' FLUSH- SC WOOD ATTIC ACCESS DOOR -- 15 2'-10' U-0" 1 3/47 8 PNL- SC WOOD --- --- 16 2'-6' 81-0' 13/4' 8 PNL- SC WOOD -- - - - 17 - 7-6' 8'-0' 1 3/4" - STEEL STEEL LATCH E BOLT --- _ 18 7-6' 8'-O' 1 3/4' 8 PNL- Sc WOOD - - 19 2'-6' 8'-0'- 13/4' 8 PNL- SC WOOD -- - 20 7-6 9-0' 1 3/4' FLUSH- SC WOOD - - 21 2'-0' 4'-0' 13/4' FLUSH- SC WOOD ATTIC ACCESS DOOR 22 7-10' &-O' 1 3/4" 8 PNL- SC WOOD 23 7-0' 1 3/4' FLUSH- SC WOOD ATTIC ACCESS DOOR 4'-0' ®® 10111 0 1010 DOOR TYPE - 8 PANEL DOOR TYPE - FRENCH DOOR TYPE - FLUSH LEGEND -TTTTT NEW 8' C.B.S. WALL 7,7777,=77= NEW 3 5/8' MTL. STUD WALL OR 2 X4 WOOD STUD SOUARE FOOTAGE A/C THIRD FLOOR BALCONY TOTAL SO. FT. 1,783 SO. FT. 136 SO. FT. 1,919 SO. FT. a u (o THIRD LIVING LEVEL FLOOR PLAN SCALE I/4" = I'-O" NO. DATE REVISION 6/9/09 BLDG. DEPT. COMMENTS 7/15/09 BLDG. DEPT. COMMENT' 3 II/30/09 OWNER REVISIONS CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. � MRS. NEGREIR RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 SEAL MNL Marina N. Llorens Architects, P.L. 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33061 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GNoBELLS OUTH.NET AA 26000902 ARCHITECTURE JOB NO.- 08-15 CHECK SET, 4-28-09 BID SET - PERMIT SET, 2-1-09 CONSTRUCTION SET, RESIDENCE PRINCIPAL IN CHARGE, LLORENS PROJECT DIRECTOR: MNL. PROJECT MANAGERS M N.L. DRAWN BY: LL. CHECKED BY: MN.L. SHEET TITLE: THIRD LIVING LEVEL SHEET NO.: AI-3 1% L C Ib 78A6 Ll 13'-T KEYNOTES ❑I SPANISH "S" CONC. TILE ROOF 2. PAINTED CEDAR FASCIA 3. 1" X 15" H STUCCO BAND - SMOOTH FINISH 4. LIGHT TEXTURE STUCCO FINISH 5. 1" X 8" H STUCCO BAND- SMOOTH FINISH 6. FOAM BRACKET W/ SMOOTH STUCCO FINISH (SEE DTL.) 7. ALUM. WINDOWS (SEE SCHEDULE) 8. ALUM. CURVED RAILING ANCHORED TO SLAB 9. APPLIED CAST STONE COLUMNS 10. ROUND SPIRAL CAST STONE COLUMNS 11. CAST STONE BAND AROUND WINDOWS 12. CAST STONE BALLUST12ADE AND CAP 13. BREAK AWAY WALLS W/ STUCCO AND PAINTED 14. 6" GALVANIZED GUTTER AND SPOUT 15. 2'-O' X 4'-O' FLOOD LOUVER 16. CONDERSE12 UNIT ON PLATFORM 17. ALUM. RAILING ON TOP OF LOW WALL 18. CAST STONE COLUMN 19. DECORATIVE ROUND LOUVERS AS PER ELEVATION 20. ROUND WINDOW (SEE SCHEDULE ON AI.3 SHEET) 21. I' X 6" H STUCCO BAND- SMOOTH FINISH 22. APPLIED DECORATIVE CAST STONE SPIRAL COLUMN 23. CAST STONE BAND AS PER ELEV. SIZE 24. 2'X4' SKYLIGHT 54.23 NAVD/ +35'-0' AFF. MAX MEAN ROOF HEIGHT : 52.06 NAVD/ +32'-10' AF.F. TOP OF TIE BEAM 4 43.06 NAVD/ +2V-10' A.FF. THIRD LIVING LEVEL 33.56 NAVD/ +14'-4' AF.F SECOND LIVING LEVEL 0 NO. DATE REVISION 2 II/30/09 OWNER REVISIONS CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. � MRS. NEGRE 10 RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 0 SEAL MN1__I Marina N. Llorens Architects, P.L. 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33064 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDESIGN®BELLSOUTN.NET AA 26000902 ARCHITECTURE JOB NO: 08-15 6 �O CHECK SET 4-28-09 Q BID SET Q v_ PERMIT SET 2-I-09 3 � asx5a 36xsa 19(24 IT= 12X24 CONSTRUCTION SET: RESIDENCE 10 \ 4 Q a A - — A I PRINCIPAL IN CHARGE: LLORENS YLFIRST m Q PROJECT DIRECTOR, M.N.L. 19.23' NAVD/ +0'-0' AF.F. LIVING LEVEL PROJECT MANAGER: MN.L 12 DRAWN BYs LL. �V (NECKED BY- M.N.L. OF OWESTBFF. 1-1 STRUCT. MEMBER RIGHT SIDE (SOUTH) ELEVATION 10.0' NAVD/ -9'-2 UT B.F.F. FLOOD LEVEL 5.53 NAVD/ -IV-8 1/T B.F.F. GARAGPLEVEL r8ESE p4NS RE g s DECT To A4 PROPOSEDW, MAY QYPIfID CORRECnDNS �A w SAfiYi0 ?ORSTI�gr N R 70 SHEET TITLE: EXTERIOR ELEVATION SHEET NO.: A2-1 SCALE: 3/16' - 1'-0' NO. DATE REVISION KEYNOTES 6 ❑ SPANISH 'S' CONC. TILE ROOF \ 2 54.23 NAVD/ +35'-0' A.F.F. 2. PAINTED CEDAR FASCIA MAX MEAN ROOF HEIGHT 3. 1" X 15' H STUCCO BAND - SMOOTH FINISH 52.06 NAVD/ +37-10• APP. 4. LIGHT TEXTURE STUCCO FINISH TOP OF TIE BEAM 5. I' X 8' H STUCCO BAND- SMOOTH FINISH 6. FOAM BRACKET W/ SMOOTH STUCCO FINISH (SEE DTL.) I•_6• 6 7. ALUM. WINDOWS (SEE SCHEDULE) =96 roc% Svc% 2 8. ALUM. CURVED RAILING ANCHORED TO SLAB - qa ❑3 9. APPLIED CAST STONE COLUMNS 10. ROUND SPIRAL CAST STONE COLUMNS 51 20 - 7-7 11. CAST STONE BAND AROUND WINDOWS 43.06 NAVD/ +23' lo' A.F.F. 12. CAST STONE BALLUST12ADE AND CAP 21 - - THIRD LIVING LEVEL 13. BREAK AWAY WALLS W/ STUCCO AND PAINTED 8 14. 6" GALVANIZED GUTTER AND SPOUT 15, 2'-0' X 4'-O' FLOOD LOUVER m / S 36X9i 36X% 32X 3D(% 72M 32X96 4X72 6OX7224Xn11 16. CONDE2SE12 UNIT ON PLATFORM 10 4 A 4 3 17. ALUM. RAILING ON TOP OF LOW WALL 4 0 m 9 18. CAST STONE COLUMNI \ 4 19. DECORATIVE ROUND LOUVERS AS PER ELEVATION NR 20. ROUND WINDOW (SEE SCHEDULE ON AI.3 SHEET) SEC NAVD/LIVING LEVEL � SECOND LIVING LEVEL 21. 1' X 6" H STUCCO BAND- SMOOTH FINISH _U 22. APPLIED DECORATIVE CAST STONE SPIRAL COLUMN a 23. CAST STONE BAND AS PER ELEV. SIZE ~ a 2 z 06: fYP. F p 24. 2'X4' SKYLIGHT � 3 v - 36Xq36M3yK 36X93 36X9 36"8 4& O8 - - '• - 4� _ 9 = A 18 v 19.2V NAVD/ +0'-0' AF.F. FIRST LIVING LEVEL 15.73 NNAVD/ -3'-7 1/2' B.F.F. BOTTOM OF LOWEST STRUCT. MEMBER 13 10.0' NAVD/ -9'-2 1/2' BFF. FLO D LEVEL 15 5.53 NAVD/ -13'-8 1/2' B.FF. GARAGE LEVEL 6 REAR (EAST) ELEVATION SCALE1 3/16" = 1'-0' I 54.23 NAVD/ +39-0' AFF. 2 MAX MEAN ROOF HEIGHT 52.06 NAVD/ +37-10' A.FF. - TOP OF TIE BEAM - - - 48�3 qb zom b 2 iv 3'-3• 6 43.06 NAVD/ +2V-10' A.F.F. TYR THIRD LIVING LEVEL 7 I-6 q 26xw 26X60 M 10 D H' 37X60 37X60 I I r $ Q 9 8 00 9 17 X-T r 4 4 33.56 NAVD/ +14'-4' A.F.F - - - SECOND LIVING LEVEL O a r r-6• 6 0.0 TYP. 3 9 x48 a $ 10 b -- 4 'v 19.23' NAVD/ +0•-0' A.F.F. -- FIRST LIVING LEVEL 12 15.7V NAVD/ -3'-7 I/2' BFF.$ BOTTOM OF LOWEST STRUCT. MEMBER 13 rNES NS 10A' NAVD/ -9'-2 1/2• BI ARE SUSJECT ANDALL pRopp 10 SED FLOOD LEVEL � REQUI ANY WO MAYBE ED BY LD INSP RREC RK 15 °0MA'kyW h',� p Eop ADNAT opp�r 5.53 NAVD/ -13'-8 1/7 B.F.F. '4I too$$, GARAGE LEVEL �! LEFT SIDE (NORTH) ELEVATION SCALE, 3/16' - 1'-0" 2 II/30/09 OWNER REVISION CONTRACTOR SHALL VERIFY DIMENSIO AND CONDITIONS AND SHALL NOTIFY T ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTR/ DOCUMENTS BEFORE PROCEEDING WIT THE WORK CONSULTANT: PROJECT: MR. E MRS. NEGRE RESIDENCE SEA OATS LOT z ANASCOSTIA WAY (954) 980-1515 SEAL MNL Marina N. Llorm Architects, P.L, 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33( (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GN®BELLSOUTN.NET AA 26000902 ARCHITECTURE JOB NO., 08-15 CHECK SET, 4-28-09 BID SET, PERMIT SETt 2-1-09 CONSTRUCTION SET- RESIDENCI PRINCIPAL IN CHARGE, LLORENS PROJECT DIRECTOR: M.N.L. PROJECT MANAGER, M.N.L. DRAWN BY: LL. CHECKED BY, M.N.L. SHEET TITLE: EXTERIOR ELEVATII SHEET NO.; A2-2 NO. DATE REVISION 7/12/10 OWNER REVISIONS BUILDING SECTION THRU FOYER AND LIVING ROOM SCALE, 1/4' - 1'-0' ARESUg/fCP ANDA� pR0 REQUIRED TOA�yYCORRPoSEDWORK MAYgENE0ES8�LD �NSpECTOR80NS MR6YW1711 ORDER CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT PROJECT: MR. Z MRS. NEGRE I RO RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 SEAL MNL Marina N. Llorens Architects, P.L, 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL, 33064 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO., 08-15 CHECK SET: 4-28-09 BID SET - PERMIT SET, 2-1-09 CONSTRUCTION SET- RESIDENCE PRINCIPAL IN CHARGE LLORENS PROJECT DIRECTOR, M.N.L. PROJECT MANAGER, MN.L. DRAWN BY- ILL. CI-ECI® BY, M.N.L. SHEET TITLE: BUILDING SECTION SHEET NO.: A3-1 A "S" ROOF TILE OVER I LAYER OF POLYSTICK TU ASPHALT MEMBRANE OVER POLYSTICK MTS ASPHALT MEMB. TIN TAGGED OVER I' CDX PLYWOOD SHEATHII• W/ 8D NAILS o 6" O.C. AT DIAPHRAM BOUNDRIES PLACE NAILS o 4' O.C. ICYNENE LD-C-50 SHALL BE PROVIDED ON ALL TOP CHORD TRUSS MEMBERS 2 X 4 WOOD BLOCKING BETWEEN TRUSSES FASTENED W/(2) 16D NAILS E.E. 6' HEIGHT o TRUSS EDGE MIN. 5/8' STUCCO (2) COATS OVER 8' MASONRY BLOCK W/ STD. = 8 LADDER TYPE HORIZ. REINF. o EVERY OTHER COARSE (16" O.C. VERTICAL) EXT PLASTER TO COMPLY W/ FBC SECTION 12703.6 +14'-4' (33.56' NAVD) SECOND FLOOR MIN. 8" X 16' CONCRETE TIE BEAM W/ (4) zs 5 CONTINUOUS WINDOW ROLL UP SHUTTER (SEE DET. I ON SHEET 5) OL +0'-O" (19.23' NAVD) FIRST FLOOR BREAK AWAY WALL W/ MIN. 5/8" STUCCO NOTE: WHERE MASONRY OR REINFORCED CONCRETE EXTENDS ABOVE WOOD MEMBERS (JOIST,BEAMS,GIRDERS) JOIST SHALL BE FIRE CUT SO THE TOP EDGE DOES NOT ENTER THE MASONRY OR REINFORCED CONCRETE MORE THAN ONE INCH OR SHALL BE PROVIDED WITH WALL PLATE BOXES OF SELF RELEASING TYPE OR APPROVED HANGERS NOTE PROVIDE FOAM IN PLACE BLOCK INSULATION THROUGHOUT THE HOUSE ON THE SOUTH AND WEST WALLS, R-II IN ASSEMBLY WITH BLOCK. NORTH AND EAST WALLS SHALL HAVE 124.2 INSULATION ON THE INTERIOR SURFACE OF WALL ICYNENE LD-C-50 TOP CHORD TRUSS MEMBERS PROVIDE R-19 ON GARAGE CEILING 12 4.1 Ee73019m WALL SECTION AT HIP ROOF SCALE, 3/8' - -0' A2 ,i ICYNENE LD-C-50 SHALL BE PROVIDED ON ALL TOP CHORD TRUSS MEMBERS - "S' ROOF TILE OVER I LAYER OF POLYSTICK TU ASPHALT MEMBRANE OVER POLYSTICK MTS ASPHALT MEMB. TIN TAGGED OVER I" CDX PLYWOOD SHEATHING W/ 8D NAILS o 6" O.C. AT DIAPHRAM BOUNDRIES PLACE NAILS o 4' O.C. �M +32'-10" (52.06' NAVD) BOTTOM OF TRUSS GALV. METAL DRIP CAP ON I X 2 P.T. WOOD CONSTRUCTION GRADE ROUGH SAWN CEDAR 2 X 8 WOOD FASCIA FASTENED TO END OF TRUSS WITH (2) 16D NAILS GABLE END TRUSS MIN. 5/8' STUCCO (2) COATS OVER - 8' MASONRY BLOCK W/ STD. u 8 LADDER TYPE HORIZ. REINF, o EVERY OTHER COARSE (16' O.C. VERTICAL) EXT. PLASTER TO COMPLY W/ FBC SECTION R703.6 +23'-10" (43.06' NAVD) THIRD FLOOR MIN. 8" X 16" CONCRETE TIE BEAM W/ (4) u 5 CONTINUOUS TOP OF BEAM AT PORCH OIL +O'-O" (19.23' NAVD) FINISH FLOOR BREAK AWAY WALL W/ MIN. 5/8" STUCCO 12 4 PRE-ENGINEERED WOOD TRUSSES o 24" O.C. MAX. SPACING (VERIFY W/ TRUSS MFGR. LAYOUT DRAWING FOR TRUSS CONFIGURATION POLYURETHANE FOAM INSULATION SPRAY (R-30 MIN.) 2' X 4" TRUSS BRACING ATTACHED TO TOP OF BOTTOM CHORDS 5/8' GYPSUM WALLBOARD OVER I X 3 FURRING STRIPS OR MTL. CHAN. o 16" O.C. TYP. R-5 INSULATION (MIN.) I X 4 P.T. FIRESTOP I X 4 P,T. FIRESTOP o MIDHEIGHT NOT TO EXCEED 8' HEIGHT WINDOW (SEE SCHEDULES AND ELEVATIONS) CONCRETE TIE BEAM (SEE STRUCTURAL DRAWINGS FOR SPECIFICATIONS) WINDOW ROLL UP SHUTTER (SEE DET. I ON SHEET 5) WOOD BASE 6" CONC. POURED SLAB (SEE STRUCTURAL DRAWINGS FOR SPECIFICATIONS) POURED CONC. BEAM (SEE STRUCTURALS FOR SPECIFICATIONS) 6" CONC. POURED SLAB (SEE STRUCTURAL DRAWINGS FOR SPECIFICATIONS) PILE CAP AND PILES (SEE STRUCTURALS FOR SPECIFICATIONS) THESEP AB ESUaJZCT A COROPOSED WORK NEcQUIREDbyF1E(D/NSPE� ECnONS 0944wr�A�I'M ORDER TO RS THAT WALL SECTION AT GABLE ROOF SCALE 3/V -1'-0' NO. DATE REVISION 6/9/09 BLDG. DEPT. COMMENTS 6/19/09 BLDG. DEPT. COMMENTS CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. � MRS. NEGRE I RO RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 u SEAL MNL Marina N. Llorens Architects, P,L, 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33064 (954) 778-0403 PHONE (954) 946-6466 FAX VINLDESIGN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO., 08-15 CHECK SET- 4-28-09 BID SET, PERMIT SET, 2-1-09 CONSTRUCTION SET- RESIDENCE PRINCIPAL IN CHARGE, LLORENS PROJECT DIRECTOR: M.N.L. PROJECT MANAGER, M.N.L. DRAWN BY, U-. CHECKED BY, M.N.L. SHEET TITLE: BUILDING SECTION SHEET NO.: A4-1 I� NO. DATE REVISION I 6/9/09 BLDG. DEPT. COMMENTS lm� PARTIAL BUILDING SECTION AND POOL DECK 4. SCALE- 1/4' - 1'-0' POOL THESE PANS ARESU&, CT TO 0Alj PROPOSED REQUIRED syp' 0 A CORREC WORK MAY SE NE'CE'89 I NSPECTORSONS aaMr�rw,ra,�,ww!!uo�,� c THAT CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. Z MRS. NEGRE I R RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 0 SEAL MNL Marina N. Llorens Architects, P.L. 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33064 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDESIGN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO., 08-15 CHECK SET, 4-28-09 BID SET' PERMIT SET- 2-1-09 CONSTRUCTION SET, RESIDENCE PRINCIPAL IN CHARGE, LLORENS PROJECT DIRECTOR, M.N.L. PROJECT MANAGER, M.N.L. DRAWN BYk LL. CHECKED BY, M.N.L. SHEET TITLE: BUILDING SECTION AND POOL SHEET NO.: A4-2 30' MIN. LAP 3/4' SMOOTH TEXT. STUCCO GYPSUM WALLBOARD BOND ON SELF -FURRING METAL 4.. < BEAM LATH AND ASPHALT SATR. FELT ON 1/7 EXT. GRADE LINE OF BOTTOM — D12CP CEILING TAPE AND FLOAT JOINT • , `y ' :: a CONC. TIE BEAM (SEE STRUCTS.) PLYWOOD OF CONC. SLAB (WHERE APPLICABLE) BETWEEN ACCESS PANEL •`, 1 1 FRAME AND GYPSUM BD. <' 3/4' THICK EXTERIOR GRADE •° GROUTED BLOCK FULLYREINFORCED STUCCO STOP OVER MTL. FLASHING AND COUNTER • •• '. SHEATHING CUSTOM SHOP FABRICATED ` REINFORCED BLOCK CELL EACH SIDE OF WALL FLASHING - MILLWORK FRAME TO RECEIVE ACCESS PANEL P.T. IXI2 AT SHUTTER HOUSING OPENING W/ 1 45 WINDOW VERTICAL R.O. SPANISH'S' TILE OVER (TO BE REMOVED MULTIPLE TIMES CUSTOM SHOP FABRICATED PRIOR TO EXT. FINISH APPLICATION 90U SLATE HOT MOPPED TO 30tt FELT TIN TAGGED TO 25 GA - 3 5/8' GALV. METAL TAPE AND JOINT STUDS o 24" O.C. FOR SHUTTER INSTALLATION REMOVABLE MILLWORK PURPOSES) f I' CDX PLYWOOD COMPOUND PANEL FOR SERVICE ACESS REMOVABLE I' THICK RIGID - BATT INSULATION FOAM INSULATION BOARD 8" FOUR SIDED HOUSING (ALL SIZES 3/4' P.T. WD. BUCK ARE BASED ON WINDOW HEIGHTS. AROUND PERIMETER _ f Z - 25 GA - 3 5/8' GALV. METAL CUT HOUSING BOTTOM/FRONT CONSULT SALES REP FOR HOUSING OF OPENING. _ f TRACK W/ 3/4" FAST TRACK NAILS AT 24' O.C. PANEL ABOVE CORNER TO a SIZES) ALLOW REMOVAL OF PANEL • b L 1/2' GYPSUM - FOR SERVICE ACCESS.------"•'' 2 MqX, 6 WALLBOARD -ACOUSTICAL 3/4' THICK STUCCO FINISH SEALANT (BOTH SIDES) CUSTOM FABRICATED, - SET IN SEE SCHEDULE / SEE SCHEDULE WATERTIGHT, CONT. MTL. 1/4" X 2 3/4' TAPCONS ON 16 CENTERS PAN FLASHING PRECAST SILL MORTAR FOR FINISH FOR FINISH WATER OUT OF WALL I/ / CAVITY. MINI TYPE SLATS WD LEDGER FLOOR SLAB RIP 7/8' OFF TYP. 2XIO TO LINO DENOTES OUTERMOST PROJECTION OF WINDOW TRIM AT LET IN SHUTTER E SIDE RAILS JAMB BEYOND BUCK ANCHORS, 3/16' DIA. X 2' TAP -CON MIN. 11/4' EMBEDMENT INTO MASONRY OR CONC. LIMITS HGT. 14'-0' FRAME ROUGH OPENING W/ 2X6 LUMBER FOR ATTACHMENT OF WINDOWS W/NAILING FINS. NOTE: SEE STRUCTURAL SHEETS FOR THIS STRUCTURAL TAP CONS. TO BE W O.C. SPACING MAX. PT. BUCK TO BE I' X 3' MIN. (WINDOW MUST BE SET FAR DETAIL. CONTRACTOR TO VERIFY EXACT DIMENSIONS DOOR FRAME TO BE ANCHORED TO WOOD BUCK AS PER MANUF. SPECS. ONE LAYER OF 1/2" GYPSUM BOARD ON EACH SIDE OF 3 5/8• ENOUGH INOT WALL FOR ALL WITH SHUTTER MANUFACTURER PRIOR TO POURING WINDOWS TO BE ANCHORED TO WOOD BUCK AS PER WINDOW MANUFACTURERS SPECIFICATIONS. GALV. METAL STUDS AT 24" O.C. (NO FIRE RATING) 7� NOTE• PROVIDE ROUNDED CORNER BEADS ON ALL OUTSIDE EDGES PROJECTING TRIM TO BE CLEAR BEAM. BEAM SIZE MAY FLUCTUATE IN SIZE DEPENDING OF SHUTTER SLATS E SIDE RAILS.) ON HEIGHT OF DOOR OR WINDOW. AS PER SPB.C. SECTION 3508.0 -*THE SHUTTERS ARE ONLY FOR THE IST FLOOR AND AND USED STRICTLY FOR SECURITY PURPOSES WINDOW BUCK DETAIL O WALL DETA I L ROOF T 4 TYP. SOUND NON RATED PARTITION I WINDOW OR DOOR SHUTTER HEAD 10 7 SCALE N.T.S. I 3DTL. SCALE: TO RESEMBLE WOOD SF'°G4iVS SPANISH 'S' TILE OVER FOAM STUCCO FINISH OUTLOOKE12S (SEE ELEVATIONS �FS(J *,0 ��p 30" MIN. 30# FELTETINOT MOPPED TAGGED TOO FOR SPACING) Rfq�jp f0�rrl0 r cDx PLYWOOD 0 pROpOSFQ LAP 0"�jYwlfj S§ ApY/Np 70A80NSORlf r BOND BEAM SOLID FULL/q%� VALLEY ++k 11 11 11 11 BLOCK WALL 1 1 1 1 FLASHING AS FULLY GROUTED REINFORCED BLOCK 26 GA. FLASHING W/ I' NIGH ON RIDGE v CELL EACH SIDE OF AT CENTER _ OPENING W/ 1 tt5 `n CONK. COL. MIN. 8'XIT VERTICAL o STUCCO WITH (4) - tt5V, tt3 T o 12'O.C. REDHEAD PER DATA C. BELOW. 2X P,T. WD. BUCK y AROUND PERIMETER X-10MCA-k OF OPENING. s• 2"X6" P.T. WD. JAMB PLATE ANCHORED TO MASONRY W/ 1/2' RD. REDHEAD WEDGE WOOD DOOR ANCHORS 3-3/4' LONG, TRIM (PT) WS 3836, MIN. EMBD. 2-1/4" INTO RETE. 4100 PULLOUOT, UBS. 8' SI EARL 5000 LBS. FIRST ANCHOR 6' ABV. F.F. MAX MAX SPACING BETWEEN 2 5/8" 4 1/2' 4 3/4' 2 1/8• ANCHORS 24' OR PER 3• PRODUCT APPOVAL. BUCK ANCHORS, 3/16" DIA. X 2' TAP -CON MIN. 11/4' EMBEDMENT 1•_2• INTO MASONRY OR CONC. FRONT VIEW SIDE VIEW DOOR BUCK DETAIL OUTLOOKER DETAIL GARAGE DOOR JAMB DETAIL 1U g VALLEY FLASHING SCALE: I" = I'-O° 5 SCALE: I" = 1'-0" 2 SCALE N.T.S. MIN. NOTE1 FIELD VERIFY DIMENSIONS 3 1.30' PRIOR TO CONSTRUCTION LAP INSIDE THEATER SPECIFIED INSULATION OVER ALL BOND BEAM -- TO REJECT PASSAGE OF A 4" DIAMETER SPHERE 2' X 2" ALUM. TOP RAIL LIVING AREAS ENGINEERED TRUSSES AT 24' O.C. BLOCK WALL (TYPICAL ) - I' X I" ALUM. QUIET12OCK 545 OVER 5/8" TYPE X ON ONE SIDE FULLY GROUTED O.C. f REINFORCED BLO X. M HORIZONTAL 2X4 WOOD STUDS SPACED AT 24' O.C., I' MIN. AIR GAP WITH 3 I/2' BATT INSULATION I/2' GYPSUM WALL BOARD ON I X 3 CELL EACH SIDE OF FURRING AT 16. O.C. TYPICAL WITH OPENING I tt5 zo SPECIFIED 'R" FACTOR INSULATION VERTICAL \ BONE. DOOR R.O. Lo cn 2' X 2' ALUM, o 48' O.C. MAX. 2X4 WOOD STUD TOP PLATE BELLY SHAPED U) MAX. AROLND Q PERIMETER.KO.C. OF OPENING. a w DOOR TRAC TO BE f ANCHORED A R MFG. SPECIFIC A IONS zo co I' X I• ALUM. POST R-1•-4 5 PICKETS BELLY SHAPED w 2X4 WOOD STUDS AT (t 24' O.C. WITH (1) FULL LENGTH LAYER j OF I/2' GYPSUM WALLBOARD. 0 2X4 WOOD STUD BOTTOM PLATE MAX. I" X I• BOTT. RAIL \1 CONCRETE FLOOR SLAB 2 LAYERS OF 5/8' TYPE X ON THE OTHER SIDE NOTE: SECTION SHOWN WITH WALLS BUCK ANCHORS, 3/16" DIA. X 2' TAP -CON MIN. I I/4• EMBEDMENT N PA12AELE CWALLS SECTIONESIMILAR GROUT OUTSIDE THEATER NOTE: ONE LAYER 1/2' GYPSUM WALLBOARD APPLIED PARALLEL TO EACH SIDE OF 2 X 4 WOOD STUDS SPACED AT 24" O.C. WITH 6D COATED NAILS 17/8' LONG. 0.0915' SHANK, 1/4• HEADS. SCORED STUCCO DRIP (TYPICAL) 12 SLIDING GLASS DOOR BUCK DETAIL 9 TYPICAL BELLY ALUM. RAILING DETAIL WALL TYPE AT THEATER ROOM 3 NON -BEARING WALL DETAIL 6 SCALE, N.T.S. SCALE - 3" - 1'-0" SCALE- 314% FV NO. DATE REVISION 6/9/09 BLDG. DEPT. COMMENT 2 6/24/09 BLDG. DEPT. COMMEN 3 12/14/09 OWNER REVISIONS CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONT12ACI DOCUMENTS BEFORE PROCEEDING WITH THE WORK. CONSULTANT: PROJECT: MR. E MRS. NEGREIR RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 SEAL M]`]L Marina N. Llorens Architects, P,L, 2600 N.E. 45 STREET LIGHTHOUSE POINT, FL. 33064 (954) 778-0403 PHONE (954) 946-6466 FAX MNLDES I GN®BELLSOUTH.NET AA 26000902 ARCHITECTURE JOB NO.- 08-15 CHECK SET, 4-26-09 BID SETS PERMIT SET- 2-1-09 CONSTRUCTION SET- RESIDENCE PRINCIPAL IN CHARGE LLORENS PROJECT DIRECTOR M.N.L. PROJECT MANAGER, , M.N.L. DRAWN BY, LL. CI-ECKED BY: M.N.L. SHEET TITLE: DETAILS SHEET NO.! A5- 0 VELUX ECL STEP FLAS SPANISH "S" TILE OVER 90a SLATE HOT MOPPED TO 30# FELT TIN TAGGE TO I" CDX PLYWOOD VENTILA' INSULA VAPOR BARRIER - FINISH MATERIAL R zi� VELUX STEP f FINISH RAW EDGE OF FINISH MATERIAL PROVIDE A MOISTURE BARRIER UTILIZIN SEALING TAPE AND/OR ADHESIVE SEAL 1/4' MAX. UNDERLAYMENT BASIS OF DESIGN MOUNTED SKYOLIGHT %. CURB FINISH MATER FASTEN TO CURB W/ SCREWS FURNISHED WITH SKYLIGHT UNDERLAYMENT BLOCKING AS REQUIRED I. UNDERLAYMENT TO BE FOLDED UP AGAINST ALL SIDES OF CURB. 2. VAPOR BARRIER SHOULD BE USED TO AVOID MOISTURE. SKYLIGHT DETAIL �_ a3AT18'EF �J 2u4TOPI A I A �. d m d e e d 41 o CC5 COL o CC5 COL n n n ^^ ° — a d m ° e v s PROVIDE MTL. 2 a 4 BOTTOM STRAPS FASTENED `. TO PLYWOOD 2a4EASIDE 4 PLASTIC STUCCO J-BED TO PLYWOOD EDGE COVER ELEVATION AT 8'-0' _ FRONT DOOR WORSE CASE III 17r— `DASH LINE DEVOTES NOTCH IN CONCRETE SHUTTER DETAIL— ELEVATION, HEAD AND JAMB 11W SCAUE- 1 1/2" - 1'-0' 2X4 BLOCKING P.T. 8"X 16" CONC. TIE BEAM (SEE STRUCTS,) 2X4 BLOCKING P.T. 2XIO P.T. 10" X 10' SHUTTER CASING (WORSE CASE SCENARIO) CUSTOM SHOP FABRICATED REMOVABLE MILLWORK PANEL FOR SERVICE ACESS 2X4 BLOCKING P.T. 5/8" GYPSUM WALLBOARD 6"XI2" CONC. TIE BEAM (SEE STRUCTSJ I' EXTERIOR PLYWOOD 3/4' STUCCO OVER PAPER BACKED WIRE LATH CONIC. ARCH AROUND WINDOW 2X4 BLOCKING WINDOW PROVIDE I" X 1/2' NOTCH ALL ALONG CAST IN PLACE BEAM TO ACCOMODATE FOR SHUTTER MULLION 1 1/4' OF THE CONC. EDGE 5/8" GYPSUM WALLBOARD 2X4 BLOCKING 2XI0 P.T. CORNER BEAD (TYP.) 6 5/8' SOFFIT DETAIL AT LIBRARY AS PER S.F.B.C. SECTION 3508.0 LINE OF EXISTING STRUCTURE - 15/8 MTL STUD W/ 1/2' GYP. BD. SHALLOW RECESSED FIXTURE (SEE ELECT.) CENTERED ON SOFFIT 1/2' GYP. BD. WOOD COVE MOLDING 2-3 7/16 SCALE: 1 1/2'- 1'-0' 20 GA. TRACK TO SOT. OF SLAB W/2 ROWS .145 0 PAP e 12'O.C. INDIRECT CONT. LIGHTING 19 A NO. DATE REVISION 6/9/09 BLDG. DEPT. COMMENTS 2 11/30/09 OWNER REVISIONS 3 7/28/10 BLDG, DEPT. COMMENTS CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AND SHALL NOTIFY THE ARCHITECT IN WRITING ONLY, OF ANY ERRORS OF OMISSIONS IN THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THE WORK CONSULTANT: PROJECT: MR. � MRS. NEGRE I RO RESIDENCE SEA OATS LOT 4 ANASCOSTIA WAY (954) 980-1515 CONCAVE CEILING ° THIS SIDE ONLY A VI-RT. 3 5/S 20 GA. STUD SEAL • 4' O.C. W (2) NO. 12 T K SCREWE i TO TRACK R(PUNDED CORNER BEAD�� 7-0' 6 ( P. ALL CORNERS) Marina N. Llorens 1/2" GYP. BD. ON SEE PLAN FOR DIMENSIONS Architects, P.L. 1 5/8" - 25 GA. MTL. STUD FINISH AS REQUIRED 2600 N.E. 45 STREET 3' SHALLOW RECESSED LIGHTHOUSE POINT, FL. 33064 FIXTURE (SEE PLAN) CENTERED ON SOFFIT (954) 778-0403 PHONE (954) 946-6466 FAX L3CEILING DETAIL AT BEDROOM 3 AND 4 (MASTER BEDROOM SIMILAR) MNLDESIGN®BELLSOUTH.NET @CELL+ 1 1/21 � i'-' AA 26000902 ARCHITECTURE 20 GA. TRACK TO BOT. OF SLAB W/2 ROWS .145 0 PAF o 12'O.C. INDIRECT CONT. LIGHTING OVAL CONCAVE CEILING ALL SIDES A £u 4lejejcrs 4 0444 PRopo -- A00 e, OP14D ooRREo SED { ORK 40 £S /NSP$0 noNS VERT. 3 5/8' 20 GA. STUD M�6YW� �'/NQRD, O8 N4i Mpya to a 24" O.C. W/ (2) NO. 12 TEK SCREWS TO TRACK A 1/2' GYP. BD. ON 1 5/8' - 25 GA. MTL. STUD FINISH AS REQUIRED 3" SHALLOW RECESSED SEE PLAN FOR DIMENSIONS FIXTURE (SEE PLAN ) CENTERED ON SOFFIT 5) CEILING DETAIL AT THEATER ROOM SCALE 1 I/2' - i'-O' JOB NO! 08-15 CHECK SET, 4-28-09 BID SET - PERMIT SET, 2-1-09 CONSTRUCTION SET- RESIDENCE PRINCIPAL IN CHARGE: LLORENS PROJECT DIRECTOIZ M.N.L. PROJECT MANAGER, MN.L. DRAWN BY, LL CHECKED BY- MNL. SHEET TITLE: DETAILS SHEET NO.: A5-2 SCALE, 1 1/2' - 1'-0' PILE NOTES 1. CONCRETE: 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. MAXIMUM WATER - CEMENT RATIO 0.50 2. SLUMP = 5" +/- 1" 3. REINFORCING STEEL: DIAMETER 44 FY 60 KSI DIAMETER <#3 FY 40 KSI 4. DETAILING, FABRICATION AND PLACING OF REINFORCING BARS IN ACCORDANCE WITH A.C.I. 318.03 CODE. 5. REINF. COVERAGE: GRADE BEAMS...................2" COLUMNS/BEAMS ...... .1 1/2" SLAB: A) BOTTOM.....................3" B)TOP.................................3/4" (INTERIOR) 1 1/2" (EXTERIOR) 6. REINF. PLACEMENT MUST BE INSPECTED BY ENGINEER OF RECORD PRIOR TO CONCRETE PLACEMENT. 7. PILE FOUNDATION RECOMMENDATION IN ACCORDANCE WITH SOIL INVESTIGATION REPORT. 8. 16-INCH DIAMETER, AUGERED, CAST -IN -PLACE PILES WILL ATTAIN CAPACITIES OF 40 TONS IF INSTALLED TO A DEPTH OF 3 FEET MINIMUM INTO DENSE SOIL. 9. ANY FILL MATERIAL NEEDED TO RAISE THE LEVEL OF THE SITE TO THE REQUIRED GROUND FLOOR ELEVATION BE PLACED AND COMPACTED AS SOON AS POSSIBLE PRIOR TO THE PILE INSTALLATIONS IN ORDER TO REDUCE ANY DRAG -DOWN EFFECTS THE UNDERLYING ORGANIC SOILS MAY INDUCE ON THE PILES. 10. ANY SWIMMING POOLS AND DECK ARE AS THAT ARE PROPOSED FOR THE SITES BY DEMUCKED AND BACKFILLED WITH WELL -COMPACTED SANDY SOILS. OTHERWISE, THEY SHOULD BE SUPPORTED ON PILES FOUNDATIONS. 11. CARE SHOULD BE TAKEN TO MAINTAIN THE VERTICAL AND HORIZONTAL AUGMENT OF THE PILES. WE RECOMMENDED THAT THE CONCRETE GROUT USED TO FORM THE PILES ATTAIN A COMPRESSIVE STRENGHT OF AT LEAST 4,000 PSI IN 28 DAYS OR LESS. A MINIMUM PUMPING PRESSURE OF 350 PSI SHOULD BE MAINTAINED IN THE AUGER SHAFT DURING CONCRETE PUMPING, AND THE LOWER FIVE FEET OF PILE BOREHOLES SHOULD BE DOUBLE -REAMED AND DOUBLE -PUMPED, THAT IS ONCE THE AUGER REACHES THE SPECIFIED DEPTHS, THE GROUT PUMPING SHOULD BE COMMENCE, AND THE AUGER BE RETRIVED A DISTANCE OF FIVE FEET AND THEN REINSERTED TO THE BOTTOM OF THE PILE WHILE THE GROUT IS BEING PUMPED. ONCE THE AUGER IS REINSERTED TO THE BOTTOM OF THE PILE, REGULAR FORMATION OF THE PILE MAY COMMENCE AT A SLOW RATE. THE VOLUME OF CONCRETE GROUT PER LINEAR FOOT OF PILE SHOULD BE AT LEAST 10 PERCENT LARGER THAN THAT OF THENEAT EXCAVATION VOLUME. IF GROUT PUMPING AND/ OR AUGER RETRIEVAL OPERATIONS ARE STOPPED AT ANY TIME DURING THE FORMATIONS OF A GIVEN PILE, THE BOREHOLE IS TO BE REAUGERED AND THE PILE FORMED ANEW, EACH PILE SHOULD BE AUGERED AND GROUTED IN AN UNINTERRUPTED SEQUENCE. ADJACENT PILES ARE NOT TO BE DISTURBED. PILES SHOULD NOT BE INSTALLED WITHIN 6 DIAMETERS OF A PILE FILLED WITH CONCRETE LESS THAN 24 HOURS OLD. IF THE CONCRETE LEVEL IN ANY COMPLETED PILE DROPS, THE PILE SHALL BE REJECTED AND REPLACED. IF THERE IS DIFFICULTY IN PLACING THE REINFORCEMENT STEEL IN ANY PILE, THE PILE SHALL BE REDRILLED. ALL REINFORCEMENT STEEL SHOULD BE FITTED WITH A SPACER AT ITS LOWER TIP TO ALLOW EASIER INSTALLATION INTO THE PILES. THE PILE SUBCONTRACTOR SHOULD SUBMIT EQUIPMENT SPECIFICATIONS TO THE GEOTECHNICAL ENGINEER FOR REVIEW PRIOR TO COMMENCING ANY PILE INSTALLATION. A PILE LOAD TEST WOULD NOT BE REQUIERD IF THE LOADING CAPACITY OF THE PILES IS LIMITED TO 35 TONS. MASONRY GENERAL NOTES 1. Masonry walls are to be of the sizes and in the locations shown on the plans shall be constructed in accordance with the provisions of ACI 530. The contractor is to be responsible for the location of reinforcing, openings, chases, beams, lintels etc., regardless of whether they are shown on the plans or not. The contractor is to coordinate the masonry work with the other trades involved in the project. 2. Hollow Load Bearing Units: ASTM C90 made with lightweight or normal weight aggregates. Grade N-I units shall be provided for exterior and foundation walls. Grade N-I or S-1 units shall be provided for other load bearing walls or partitions. 3. Concrete building brick: ASTM C55 made with lightweight or normal weight aggregates, Grade N-I or S-1 except that brick exposed to weather shall be N-I. 4. Special Shapes: Closures, header units, jamb units and the like shall be provided as necessary to complete the work and shall conform to the applicable portions of the specifications for the units with which they are use. 5. Mortar: ASTM C270-95, Type S prepackaged mortar mix which shall not contain any noncementitious fillers combined with not more than three parts sand per one part mix. 6. Reinforcing Steel: ASTM A615 Grade 60 steel deformed bars where indicated on the plans. Where reinforcing bars are installed in the cells of concrete masonry units, they shall be secured with Wire ties at intervals not exceeding 24" c/c to maintain the bars location in the cell. 7. Horizontal Joint Reinforcement: ASTI A82 fabricated from cold drawn steel wire and hot di zinc coated ASTM A153 . It shall consist P ( ) of two or more parallel, longitudinal wires .1875" dia. with weld connected cross wires .1483 dia. at minimum 16' c/c. Joint reinforcement is to be installed in every other course and in the first two courses at the bottom and top of wall openings and shall extend not less than 24 in. post the opening. Splices shall overlap not less than 12'. 8. Execution: Masonry units shall be laid in a running bond pattern unless noted otherwise. The walls shall be carried up level and plumb within the tolerances specified in ACI 530.1-88, Section 2.3.3.2. If nonstandard dimensions are encountered, block shall be cut with a masonry saw to fit, not by stretching or shrinking joints. Unfinished work shall be stepped back for joining with new work. Toothing will not be permitted except where specifically approved. Damaged units are to be cut out and new units set in place. 9. The filled cells and bond beam blocks of reinforced masonry walls are to be filled with ASTM C476-91, Grout for Masonry with minimum compressive stress of 2000 psi, and slump range 8"-11". The outside face of the bottom block of each cell is to be broken out for inspection of reinforcing and cleanout of mortar droppings in cell. The grout is to be pumped into the cell in maximum five foot lifts and immediately vibrated to minimize any voiding of the grout. Reconsolidate each lit by vibrating several inches into the preceding lift before plasticity is lost. Reconsolidate the top lift and fill with grout any space left by settlement shrinkage. 10. Contractor to verify that all masonry openings match final door and window selection prior to layout of pilasters and shall notify Engineer of Record if piloster(s) need to be adjusted by more than 6" from location(s) shown on plans. CONCRETE GENERAL NOTES EXCEPT WHETS OTHERWISE NOTED, CAST IN PUCE CONCRETE SWILL HAVE THE 1 FOLLOWING PROPERTIES. LOCATION MINIMUM COMPRESSIVE STRENGTH MAXIMUM W/C RATIO FOOTINGS: 4000PSI 0.48 SLAB ON GRADE: 4000PS1 0.48 GRADE BEAMS: 4000PSI 0.48 BEAMS E DECK: COLUMNS: 4000PS1 0.45 SECOND FLOOR SLAB: 40DOPSI 0.40 REINFORCED WADS: 40DOPSI 0.45 BOND BEAM/UNTEL I 350OPS1 1 0.48 FOR ALL CONCRETE, THE PROPORTIONS OF CEMENT, AGGREGATE, AND WATER TO ATTAIN REQUIRED PLASTICITY AND COMPRESSIVE STRENGTH SHALL BE IN ACCORDANCE WITH ACI 318 CODE CONCRETE SHALL CONTAIN SIX PERCENT, PLUS OR MINUS ONE, (6X+/-1) ENTRAINED AIR THROUGH THE USE OF AIR ENTRAINED CONCRETE OR AN AIR ENTRAINING ADMIXTURE CONFORMING TO ASTM C20. SLUMPS FOR VARIOUS KINDS OF CONSTRUCTION SHALL BE AS FOLLOWS: LOCATION MAXIMUM MINIMUM FOOTINGS 3" 2' COLUMNS, BEAMS, & DECKS 4" 3" WALLS 4" 3" BOND BEAM/UNTEL 4" 3" 2 . CONCRETE EXPOSED TO AIRBORNE SALTS CONCRETE EXPOSED TO AIRBORNE SALTS SHALL HAVE MAXIMUM WATER/CEMENT RATIO OF 0.40. 0 AS AN ALTERNATE TO THE .40 W/C RATIO, THE CONCRETE EXPOSED TO AIR OR WATER BORNE SALTS IS TO BE TREATED WITH A NON -ORGANIC FORMULATION OF CHEMICALLY REACTIVE SILICATES. THIS FORMULATION IS TO BE PHYSICALLY INJECTED INTO THE SLAB USING PRESSURE TO PROVIDE CORROSION INHIBITION, BUFFER PH, REDUCE POROSITY AND IMPROVE MECHANICAL. PROPERTIES. AT ENGINEER'S OPTION, FORMULATION MAY INCLUDE SURFACTANTS TO ALLOW TOPICAL APPLICATION AND MIGRATION. HIGH RANGE WATER REDUCING (HRWR) ADMIXTURE SUCH AS ADVA" BY W.R. GRACE & CO. SHALL BE USED FOR WORKABILITY, SLUMP RANGE AFTER ADDITION OF HRWR SHALL BE 5-8 INCHES. NO WATER MAY BE ADDED ON SITE. 3. EXCEPT AS SPECIFIED OTHERWISE, CONCRETE SHALL BE READY MIXED AND DELIVERED TO THE PROJECT IN ACCORDANCE WITH ASTM C94. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS TRW ONCE FOR EACH 150YD3 OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000FTz OF SURFACE AREA FOR SLABS OR WALLS. ON A GIVEN PROJECT, IF TOTAL VOLUME OF CONCRETE IS SUCH THAT FREQUENCY OF TESTING REQUIRED AS NOTED ABOVE WOULD PROVIDE LESS THAN FIVE STRENGTH TEST FOR A GIVEN CLASS OF CONCRETE, TESTS SHALL BE MADE FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE BATCHES ARE USED. 4. BEFORE PLACID CONCRETE, ALL DEBRIS, WATER AND OTHER DELETERIOUS MATERIAL SHALL BE REMOVED FROM THE PLACES M BE OCCUPIED BY THE CONCRETE. THE PLACING OF ALL CONCRETE SHUT BE IN ACCORDANCE WITH ACI 318 AND ASIM C94 REQUIREMENTS. PUMPING OF CONCRETE WILL BE PERMRIED ONLY WITH THE ENGINEER OF RECORD'S APPROVAL OF PROPOSED CONCRETE MIX AND METHOD BE PUMPING. CONCRETE SHALL BE RAPIDLY HANDLED FROM MIXER TO FORMS AND DEPOSITED AS NEARLY AS POSSIBLE TO ITS FINAL POSITION TO AVOID SEGREGATION DUE TO REHANDLING, CONCRETE TO BE SPADED AND WORKED BY HAND AND VIBRATED TO ASSURE CLOSE CONTACT WITH ALL SURFACES OF FORMS AND REINFORCING STEEL AND LEVELED OFF AT PROPER GRADE TO RECEIVE FINISH. ALL CONCRETE SHALL BE PLACED UPON CLEAN, DAMP SURFACES. VIBRATION SHALL BE APPLIED DIRECTLY TO THE CONCRETE AND SHALL BE SUFFICIENT TO CAUSE FLOW OF SETTLEMENT BUT NOT LONG ENOUGH TO CAUSE SEGREGATION OF THE MIX. F OPERATION 0 THE VIBRATOR SHALL BE SOLE RESPONSIBILITY OF ONE MAD! DURING THE PLACING OF CONCRETE. CONCRETE MORE THAN 90 MINUTES OLD SHALL NOT BE USED UNLESS PRE -APPROVED RETARDERS HAVE BEEN USED IN DESIGN MIX. 5. CONSTRUCTION JOINTS SHALL BE LOCATED IN ACCORDANCE WITH ACI 301, ALL REINFORCING STEEL SHALL BE CONTINUOUS ACROSS JOINTS. IN SLABS ON GRADE SAW CONTRACTION JOINTS NOT OVER TWENTY FEET CENTER TO CENTER EACH WAY. JOINTS SHALL BE SAWN A MINIMUM DEPTH OF 1/8' AND A MAXIMUM DEPTH OF ONE THIRD OF THE SLAB THICKNESS. SAWING OF THE JOINTS SHALL COMMENCE AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT SAWING WITHOUT EXCESSIVE RAVELING. FILL SAW CUTS WITH APPROVED JOINT FILLER AFTER CONCRETE HAS CURED. 6. CONCRETE, WHEN DEPOSITED, SHALL HAVE A TEMPERATURE NOT BELOW 50 DEGREE F AND NOT ABOVE 90 DEGREE F. THE METHODS AND RECOMMENDED PRACTICES AS DESCRIBED IN ACI 306 SHALL BE FOLLOWED FOR COLD WEATHER CONCRETING AND ACI 305 FOR HOT WEATHER CONCRETING. 7. FRESHLY PLACED CONCRETE SHALL BE PROTECTED FROM PREMATURE DRYING BY ONE OF THE FOLLOWING METHODS: (1) PONDING OR CONTINUOUS SPRINKUNG. (2) ABSORPTIVE MAT OR FABRIC KEPT CONTINUOUSLY WET. (3) WATERPROOF PAPER CONFORMING TO ASTM C171. (4) APPLICATION OF AN APPROVED CHEMICAL CURING COMPOUND. THE CURING SHALT. CONTINUE UNTIL THE CUMULATIVE NUMBER OF DAYS WHEN THE AMBIENT TEMPERATURE ABOVE 50 DEGREE F HAS TOTALED SEVEN. DURING CURING, THE CONCRETE SHALL BE PROTECTED FROM ANY MECHANICAL INJURY, LOAD STRESSES, SHOCK, VIBRATION OF DAMAGE TO FINISHED SURFACES. 8. REINFORCING STEEL BARS SFWl BE DEFORMED IN ACCORDANCE WITH ASTM A305 OR A408 AND FORMED OF ASTM A615-78 GRADE 60 STEEL WELDED WIRE FABRIC REINFORCING TO BE ASTM A185 STEEL WIRE ACCESSORIES SHALL CONFORM TO THE CRSI "MANUAL OF STANDARD PRACTICE". THE FOLLOWING MINIMUM CONCRETE (OVER SHALL BE PROVIDED OVER REINFORCING BARS: EXPOSED TO EARTH; 3' EXPOSED TO WEATHER; 1 1/2" SLABS NOT EXPOSED TO WEATHER; 3/4' BEAMS AND COLUMNS; 1 1/2" 9. SHOP DRAWING ARE REQUIRED FOR THE FOLLOWING ITEMS: CONCRITE MIX; REINFORCING BARS WITH BENDING SCHEDULE; INSERTS AND ATTACHMENTS; FORMWORK, SHORING AND RESHORING (SIGNED AND SEALED BY THE SPECIALTY ENGINEER RESPONSIBLE FOR DESIGN). BUCK INSTALLATION NOTES 1. WINDOW OR DOOR BUCK FASTENING DETAIL PROVIDED AT THE EXPRESS REQUIREMENT OF THE BUILDING OFFICIAL 2. WINDOW BUCKS ARE DESIGNED FOR WIND LOAD COMPLIANCE ONLY, ANY ADDITIONAL FASTENERS OR BUCKING REQUIRED FOR IMPACT RESISTANCE ARE TO BE SPECIFIED BY THE SPECIALTY ENGINEER rOR THE WINDOW MANUFACTURER IN ACCORDANCE WITH FBC 2001 SID„ DADE COUNTY PA 201 OR OTHER LOCAL APPLICABLE CODES. 3. WINDOW BUCKS ARE TO BE 2x4 OR 24 #2 S.Y. PINE, PRESSURE TREATED TO 2.5cca. BUCKS ARE TO BE FULLY BONDED TO MASONRY w/SIKA to CONSTRU TION ADHESIVE. FOR DOUBLE BUCK INSTALLATION, BUCKS ARE TO BE FULLY BONDED TO EACH OTHER. 4. FASTENERS ARE TO BE 1/4.0 TAPCONS WITH MINIMUM PENETRATION OF 1 3/4' INTO MASONRY. USE STAGGERED SPACING BE TAPCONS EQUAL M, OR EXCEEDING REQUIRED FASTENERS SPECIFIED BY MANUFACTURER FOR FRAME TO BUCK INSTALLATION. 5. THIS DETAIL AND NOTE FOR NON -IMPACT DOORS AND WINDOWS ONLY. FOR IMPACT RATED ASSEMBLIES, BUCKS TO BE INSTALLED AS TESTED AND PER MANUFACTURER'S SPECIFICATIONS. 6. BUCKS TO BE FASTENED HORIZONTALLY AND VERTICALLY TO CONCRETE BEAMS AND COLUMNS OR CONCRETE FILLED MASONRY. CONTRACTOR TO COORDINATE OPENING DIMENSIONS. - i _ � r WINDOW BUCK ANCHORAGE TIMBER GENERAL NOTES 1. Roof trusses (and floor trusses where specified) are to be designed by fabricator. The fabricator is responsible for the submission of shop 9 9 drawin :: to the Engineer of Record for review and approval. The shop drawings are to include the following minimum information: allowable loads for lumber and plates; stress reduction factor for plates; top and bottom chord design loads in plf; size gauge and exact location by dimension of plates; sizes and locations of top and bottom chord bracing required; lumber species and grade used; manufacturer and model number of framing nections to be used; name and trademark of plate manufacturer and truss fabricator; project name and location; stamp and signature of eciolty Engineer responsible for the design. This review and approval is for general conformance with the design intent and does not relieve the fabricator of any liability for errors or omissions in the fabrication or intallation of these trusses. Trusses fabricated in Palm ^'each County are to be manufactured by in a facility complying with the Building code Advisory Board Policy for Prefabricated Wood Components/Trusses. 2. All common framing lumber is to meet the fallowing minimum specifications at 19% moisture content; 2x4 2x6 2x8 2x10 2 Hem Fir, Fb=1150psi, Ft=675psi, Fc=800psi (parallel) and 245psi (perpendicular), E=1,400,000 202; #2 Southern Yellow Pine, Fb=1350psi, Ft=700psi, Fc=700psi (parallel) and 345psi (perpendicular), E=1,400,000 3. All wood framing is to be in accordance with the specifications of the American Institute fo Timber Construction, American Wood roducts Association, American Plywood Association and U.S.D.A. 4. All wood in contact with concrete is to be P.T. All wood in contact with the ground is to be ground contact approved. 5. Roof sheathing shall be 19/32" thick standard COX plywood, nail to support with 8d common nails 0 6"c/c for edges and 6"c/c for intermediate supports. Eaves and overhangs shall be nailed with 8d common nails 0 4"c/c for edges and 4"c/c for intermediate supports. Form boards shall not be reused on roof diaphragm. Full sheets of plywood shall be used where ever possible. Roofs in the town of Palm Beach must have lumber or solid sheathing of wood boards 3/4" inch thick min. and be fastened with min. 10d common or 10d hot dipped galvanize box nails. 6. Plywood floor sheeting shall be 3/4" thick standard CD interior grade with exterior glue, panel index 24/2 conforming to US PS-1 and stamped with OFPA Grade -Trademark. Plywood shall be nailed to supports with 10d common nails at 6"c/c for edges and at 12"c/c for intermediate supports. 7. Exterior wall sheathing where shown shall be a minimum of 15/32" thick COX plywood. Nail to supports with Bd common nails. Nail spacing shall be in accordance with shear wall schedule where noted on plan. If not schedule, sheathing is to be nailed 6"c/c edges and field. B. In general, the following framing notes shall apply; use double studs under openings less than 4'-0" wide and triple studs under openings 4'-0" wide and larger. Provide ridging consisting of metal cross (Simpson NCNB, or TB), tx wood cross or 2x solid wood blocking at 8'-0" min. for floor Dist spans 10'-0" or larger and at 4'-0" for roof rafter spans 8'-0" and larger. Provide double joist under partitions above which are parallel to joist span. Provide solid blocking (2x dimension lumber) of members in the span. The number of wall studs at the bearing points of multiple beam shall ceed the number of members in the beam by one, and the erline of the beam shall be the centerline of the supporting wall studs. 9. Exterior stud walls shall with plate height of nominal 8'-0" shall be framed with 2x4's or 2x6's at 16"c/c. Exterior stud walls with plate heights greater than 8'-0" but less than 10'-0" shall be framed with 2x6's 0 16"c/c. Exterior stud walls with plate heights 10'-0" or greater shall be framed as shown on the drawings. FOUNDATION NOTES FLOOR $WALL BE V THICK 4000 PSI CONCRETE SLAB WITH 6x6-W1.401.4 WWF OVER 10 MIL VAPOR BARRIER, ON COMPACTED TERMITE TREATED FlU_ FINISHED SUB SHALL BE 0'-0' TOP OF COLUMN AND FOOTING CENTERUNES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. REFERENCE ELEVATION 4-00, SEE SURVEY PLOT FOR NGVD. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE PROVIDE 1/2' FELT PAPER AT THE JOINT. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURERS SPECIFICATIONS. SE ARCHITECTURAL DRAWINGS FOR WALKWAY SUB LAYOUT. INDICATES 15 VERTICAL REINFORCING BAR, U.N.O. IN COB FILLED WITH GROUT ENDS OF 1084RS SHALL BE HOOKED INTO FOUNDATION, BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90 DEG. HOOK. KEBABS SHALL BE PLACED AS SHOWN IN THE PLANS. SEE COLUMN SCHEDULE FOR MORE INFORMATION. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THAN 48 BAR DIAMETERS (#5 = 30'. 17 = 421, AND REINFORCING SHALL BE CONTINUOUS. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE THE STEEL REINFORCING FOR THE FOUNDATION, DESIGNED WAS BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 PSF. REINFORCING FOR FOUNDATION SHALL BE CONTINUOS AROUND CORNERS AND CHANGES OF N WITH THE ADDITION 0 A CORNER BAR 30' ALONG EACH LEG FOR EACH BAR IN DIRECTIO F , FOUNDATION. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT BE AGRICULTURE AND CONSUMER SERVICES, COORDINATE RECESSES FOR FLOORING WITH ARCHITECTURAL STEEL NOTES 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL ITEMS SHALL MEET ASTM A36. ALL. DETAILING, FABRICATION AND ERECTION SHALL MEET ASC SPECIFICATIONS INCLUDING COMMENTARIES AND SUPPLEMENTS. SHOP PAINT IN ACCORDANCE WITH MANUFACTURER'S RECOMENDATIONS EXCEPT WHERE ENCASED IN CONCRETE. 2. BOLTED FIELD CONNECTIONS SHALL BE MADE WITH ASTM A325 BOLTS USING 'TURN -OF -NUT" TIGHTENING METHOD. ANCHOR BOLTS EMBEDDED IN CONCRETE ARE TO BE ASTM A307 WITH STANDARD HOOKS. TOUCH UP BARE OR ABRADED SPOTS AFTER ERECTION WITH SHOP PAINT. ALL WELDS SHALL BE MADE BY OPERATORS WHO ARE CERTIFIED BY A.W.S. TO PERFORM THE TYPE OF WORK REQUIRED. 3. ALL DESIGN, FABRICATION AND ERECTION OF STEEL JOISTS SWILL MEET THE STANDARD OF THE STEEL JOIST INSTITUTE. UPWARD CONVEX CAMBER SHALL BE PROVIDED AT MANUFACTURER'S OPTION IN ACCORDANCE WITH SJ1. ENDS OF JOIST RESTING ON STEEL SUPPORTS SHALL BE CONNECTED THERETO WITH AT LEAST 2" OF 3/16' FILLET WELD EACH SIDE OF BEARING. JOISTS BEARING ON MASONRY OR CONCRETE SHALL BE CONNECTED THERE TO WITH (2)3/4'E EPDXY SET BOUTS EMBED 4 1/2' OR AS OTHERWISE DETAILED ON DRAWINGS. PROVIDE A MINIMUM OF 8" OF SOLID MASONRY UNDER THE ENDS OF JOISTS WHERE APPLICABLE. 4. METAL ROOF DECK SHOWN ON THE DRAWINGS SHALL BE 1 1/2" TYPE B, COATED, 22 GAUGE STEEL DECK UNLESS NOTED OTHERWISE PROVIDE ALL ACCESSORIES REQUIRED FOR A COMPLETE INSTALLATION. DECK SW1 BE ANCHORED BY WELDING THROUGH BOTTOM RIB TO ALL STRUCTURAL SUPPORTS; SPACING OF WELDS NOT TO EXCEED 15'. 5. STRUCTURAL STEEL SUPPLIERS SHALL PROVIDE All HOLES IN BEAMS, PLATES, UNIEIS, Q ETC., AS REQUIRED BY OTHER TRADES. 6. BEAMS AND UNTELS OVER 7'-0" SHALL. BE PROVIDED WITH A MINIMUM OF 16" SOLD MASONRY UNDER SUPPORTED END, WHERE APPUCABLE. BEAMS AND UNTELS UNDER 7'-0" LONG SHALL BE PROVIDED WITH A MINIMUM OF 8" SOLID MASONRY UNDER SUPPORTED END, WHERE APPUCABLE. 7. STRUCTURAL STEEL SUPPLIER SHALL FURNISH ALL FRAMING FOR ROOF OPENINGS AND/OR MECHANICAL EQUIPMENT SUPPORT. B. MASONRY SHOWN ON STEEL DETAILS IN SHOWN ONLY TO CLARIFY STEEL POSITIONS AND IS NOT TO BE CONSTRUED AS CORRECT, REFER TO ARCHITECTURAL SECTIONS AND DETAILS FOR ACTUAL MASONRY TYPES AND LOCATIONS. LIGHT GAUGE METAL STUDS: ALL LIGHT GAUGE METAL STUDS SHALL BE LOCATED AS SHOWN ON ARCH./STRUCT. DRAWINGS. MANUFACTURER AND/OR SUPPLIER MUST SUBMIT SHOP DRAWINGS WITH PHYSICAL PROPERTY TABLES PRIOR TO FABRICATION FOR ARCHITECT/ENGINEER'S APPROVAL. ALL LINTELS OVER DOOR OPENINGS ARE TO BE DESIGNED AND PROVIDED BY STUD MANUFACTURER/SUPPUER. ALL STEEL STUDS, TRACKS, BRIDGING, END CLOSURES AND ACCESSORIES SHALL BE HOT -DIPPED GALVANIZED (G60) PER ASTM A525. STEEL STUDS SHALL BE MANUFACTURED AND INSTALLED IN ACCORDANCE WITH THE LATEST AISI SPECIFICATIONS AND SHALL COMPLY WITH ASTM A446, GRADE A, WITH A MINIMUM YIELD OF 33,000 PSI. MANUFACTURER TO PROVIDE HOLES IN STUDS FOR PASSAGE OF PIPE AND WIRING. TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE AS SHOWN ON PLANS, STUDS SHALL BE PLUMBED, ALIGNED AND SECURELY ATTACHED TO THE FLANGES OR WEBS OF BOTH UPPER AND LOWER TRACKS. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. SPLICES ARE NOT PERMITTED IN VERTICAL STUDS. CONSTRUCTION JOINT (SAS' -CUT) SCHEDULE SLAB SIZE: SAW CUT GRID PATTERN 5" THICK I 5'-0"x5'-0" CONTROL JOINT DETAIL SAW CUT FULL DEPTH FILL SAWCIIT WITH NON -SHRINK GROUT DESIGN LOADS FOR: NEGREIRO RESIDENCE GRAVITY LOADS ROOF FLOOR ADDITIO LIVE 30 psf 40 psf DEAD 25 psf 125 psf TOTAL 55 psf 165 psf JURISDICTION: ST. LUCIE COUNTY BUILDING DEPARTMENT CODE: 2004 FLORIDA BUILDING CODE & ASCE 7-05 BUILDING CLASSIFICATION: CATEGORY II MINIMUM SOIL BEARING PRESSURE: 2500 psf LATERAL LOAD OF TRUSS ANCHORS CONSIDERED: JU SHEAR WALL CONSIDERED: YES CONTINUOUS LOAD PATH PROVIDED: WIND SPEED (3 SECOND GUST): 160 1WH IMPORTANCE FACTOR: L-Q EXPOSURE: CATEGORY C MEAN ROOF HEIGHT: 35'-0" BUILDING DESIGNED AS: ENCLOSED INTERNAL PRESSURE COEFFICIENT: +/-0.18 EXTERNAL PRESSURE COEFFICIENTS FOLLOWS: VERTICAL GCpf: + -1.07 HORIZONTAL GCpf*QMROOF OVERHANG GCpf: *Q BASIC VELOCITY PRESSURE: 29.85 sf FOLLOWING WIND PRESSURES BASED ON Atxib: 10 SF (10 psf DEAD LOAD USED IN CALCULATING UPLIFT) ZONE 1 NET UPLIFT: +30.22 nsf ZONE 2 NET UPLIFT: -40.74 nsf ZONE 3 NET UPLIFT: -28.34 psf ZONE 4 & 5 NET UPLIFT: -28.34 Rsf ZONE 4 WINDOWS AND DOORS: +52.771tsf-57.45nsf ZONE 5 WINDOWS AND DOORS: +52.77nsf-69.01PSF IN G1fJ 1. THE ABOVE LOADINGS ARE IN ACCORDANCE WITH ASCE 7-05, AND ARE TO BE MULTIPLIED BY THE APROPRIATE SHAPE FACTORS. 2. THE ENTIRE BUILDING IS DESIGNED AS AN END ZONE CONDITION IN ACCORDANCE WITH SECTION 6.5 ASCE 7-05. 3. THE BUILDING IS DESIGNED AS AN ENCLOSED STRUCTURE IN ACCORDANCE WITH SECTION 6.5.9 ASCE 7-05. THIS DESIGN ASSUMES THAT THE EXTERIOR GLAZING MEETS THE FBC 2005 SID. 4. CONNECTOR CATALOG NUMBERS ARE BASED UPON SIMPSON ST RONG TIE CORPORATION PRODUCTS. UNLESS NOTED OTHERWISE, FASTENING IS TO BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATION. PRODUCTS AS MANUFACTURED BY HUG HES MFG, INC. OR OTHER APPROVED EQUAL 5, ALL WINDOWS, DOORS, AND OTHER OPENINGS, INCLUDING PROTECTIVE DEVICES ARE TO BE CERTIFIED BY THE SPECIALTY ENGINEER OF THE PRODUCT MANUFACTURER DRAWING LEGEND SYMBOL DESCRIPTION - - CONTINUOUS STEM WALL/THK. FTG. ® SEE FOUNDATION DETAILS. 24 x12- FOOTING THICKNESS FOOTING WIDTH ® CONTINUOUS MONOLITHIC FOOTING SEE FOUNDATION DETAILS. 24"xl '*= FOOTING TYPE FOOTING THICKNESS FOOTING WIDTH F INDIVIDUAL COLUMN FOOTING. SEE I L FOUNDATION DETAILS FOR BASE J PLATE AND REINFORCING. 24 x24'x12 8" CONCRETE MASONRY WALL w/#5 0 MAX. 48" O.C. IN GROUT FILLED CELL VERT. REINF. w/ 2000psi GROUT WHERE INDICATED ON PLANS LOAD BEARING INTERIOR STUD WALL W/ 2"x6" 0 12" O.C. 0 STUD NONBEARING PARTITION - - ROOF TRUSS = ROOF GIRDER HETA20 "SIMPSON" STRONG -TIE FASTENER SECTION DETAIL KEY AAk 03/S 1.3 NUMBER OF SHEET WHERE SECTION CUT SECTION FOUND FLOOR ELEVATION LEGEND OF ELEVATION _OLOCATI�ON ELY EVATION IN NAVD MNL Marna N. Llorens Architects , = -. 2000 L=. 45 Sl Q-ET JGN7NO PC NPC � , __. 330c4 (9 4) 7 7 3-0403 :D-IC`J= MNLARCHITECTS.COM �Hw �ARFSO�ANDAP9p�AZOORe6 OrrOAMSf0MAy8F,V,PI,046 C0AR4677 y0AK0QM4/ 44 yRIRs *7IPOJ87NT 5 THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE, I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. Z a O co 99 UJ UM y UJ .Z NO cry ® cNrl U = Z CU N h "U `- L LL O IL co Q EW N N U ca ED N LU l- y LU U Tn ti C o CD c0 Ll o U N J N M��jy� LU 0 O LL Z W Z Q Z) W O U W W LU O (L Z 0 ( J W F- a U V U~) :D Z Cl) Z �n vJ F- C� C N O J _x w Q o C C 0 Gn o r 0 U u1 J t a o o U w a_ LLI LL Q"o m N // / CO * ui Y a 1 � LL. Of LL 0 oY U io z 0 5 �a 0 JOB NO.: 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: j, cincou CHECKED BY: f. shaffer REV. NO. SHEET NO. S1.00 1141012FLIT11R BEYOND 1-#5 CONT TOP PAVING SEE ARCH. DWG. M I 3 4 5 ( 8 O Clo w- 74'-6" L.P. ELEV. 6'-0" 41'-0" 17'-0" 10'-6" +5.36' NAVD 1'-0' #3 AT 12" C/C TOP 9" 6'-0" 9'-10 1/2" 9'-10 1/2" 9'-10 1/2" 9'-10 1/2" 17'-0" 10'-6" AT DOOR OPNG ONLY " �— 24'-0 LOUVERED FLOOD VENTS SEE ARCH. DWG. vri �I 0 1 1. 1 L 1--L-----------L-----------I _ H oe I DECKING I I SAW CUT FLOOR SLAB - - II 1 -p TO FULL DEPTH INTO r I ( P,T.-2'k10"_FOISTS AT 16" I J 01 GARAGE DOOR SILL DETAIL 5'-D'x5"-0' MAX. PANELS - _ - o I 1 1 TYPICAL I I i W/ HU26 HANER EA. END 3/4"-1'-0" I -I I °0 Ca ro Lo i to 9'-11 1/2" FRANGIBLE CMU WALL 5/8" DIA EXPANSION BOLT AT 18" C/C STAGGERED INTO GROUT FILLED CELLS 4" MIN. EMBEDMENT (W/ LARGE WASHERS) 1%6" L.P. ELEV. E I P.T. 4"x li I 5.36' NAVD 4" I i Bb POST " a L J 7-3 9'-3' I I I 9'-1" 11'-0" 11'-5 1/2" 9'-5 1/2" I I " X. 2 51.01N I 1 MECHANICAL EQUIPMENT LAYOUT !, 0= AND LOCATION TO BE VERIFIED W/MANUFACTURERS RECOMMENDATION 1'-1 1/2 i- , , i j v N I I FASTEN MECHANICAL EQUIPMENT I f I I I i O1 a RAILING TYP r , TO FLOOR DECK IN ACCORDANCE r GRADE BEAM 18"x32" TOP OF BEAM 6" BELOW BOT. OF SLAB ON GRADE I I W/ MANUFACTURERS SPECIFICATIONS. 0 IJ BJ - ®JCO ` III, I _`' H 4„x4„ d I j RAILING J jl I r - — - --------------------� I I POST 2" SLOPE --- '- Lo AUGER CAST L_ PILE ACTUAL LOCATION I L--------}- I M SLOPEFOR REINFORCING SEE SK-101 5" SLAB ON GRADE W/ FIBERMESH P.T. 2"x10" LEDGER I I , , , , Q OVER 10 MIL. VAPOR BARRIER, ON BOLT TO FRANGIBLE i I L I Ce 2 COMPACTED CLEAN TERMITE TREATED WALL ONLY, TY . ___r _,___. X. I i ao -.... _.L... I SUB -SOIL. TYPICAL I I I---_ ---.- I N H.P. ELEV. H.P. ELEV. --- :I 5.53' NAVD i w 1 N---___-__ _.. I I 7 TOP OF SLAB 5.53 NAVD I N I. -: I I I H P. +5.53' NAVD I I I ; T I o L (-13'-8 1/2" BELOW FIRST FLOOR SLAB AT EL 0'-0") - - - WOOD STAIR I - it -} -- L _ LI BY BUILDER :I ;. " I 00 00 I -_ _ - 2-1 JOISTS` -: - AT 16" C/C _ 2' 10" LEDGER N rwur T = 11" i1 I I I I 1 I + R - 7 3/4„1 1 c / 8.5 � 8" CMU ALL CELLS ` cull v FULLY GROUTED I - - - —7 I t - - --------------- T- , r1 1 II;VI .I I �./ C v i 1 CD 1 I I I v\ �♦ rrl, 1 I 5'-2 3/4., 1O SLOPE , \ I I i I 103/ 5.03 v`: - - - i---- 7 I - -- . - A - --1�-- L , ---- - Ec _i44iNnwN - I� - II ,I O -- - ' T Ed \vim. I'_- -----_- J 5'-10 1/2" 3'-3 13/16'j. 7'-9 11/16" 5'-3 1/4" • ®® BOTTOM OF INTERMEDIATE 4"x4" RAILING POSTS) 5" THICK FRANGIBLE CONCRETE SLAB (SLOPED, SEE PLAN) #10 WOOD SCREWS 1 "x6" CONT TYPICAL TOP x x x x x 1"x4" CONT TOP RAILING 2x2 PICKET AT 4" C/ x x x x x x 1"x4" CONT INTERMEDIATE RAILING C -(2) 3/4" DIA. SS TiRlil BOIT$ WITH LARGE WASHERS EACH 4'W P x x x x x x J. B.O. 2"02" BEAM Y +10.0' NAVD PICKET ELEVATION P.T. 4'W WOOD POST SIMPSON POST BASE AB44 W/ 5/8" DIA EXP. BOLT, 4" EMBEDMENT I 02 SECTION - FRANGIBLE EQUIPMENT PLATFORM 1 I 4" 5'-3" 4" 1 13'-11" 5'-11" I I TOP OF FOOTINGS 8" MIN. BELOW o1 s—u01 L. i TYPICALOF FLOOR SLAB EL. 5.36' NAVD I II I �I O O I I i I L.P. ELEV. 2" SLOPE ( 5.36' NAVD 16" DIA. CAST IN CONCRETE COLUMN ONTOP OF 16" DIA. AUGER -CAST PILE. I TYPICAL. SEE ELEVATIONS AND TYPICAL EXPANSION JOINT SECTIONS. I I I. L No ___T___T__ __— _—i------- it 1uil, --- 13'-4" IN FOOTINGS. 5 -0 MAX. SEGMENTS L._____L_---_J L_ ED FLOOD VENTS SEE ARCH. DWG. N 04 5.4 6.3 7.3 8.2 FOUNDATION PILING - GARAGE FLOOR PLAN FOR PILING NOTES SEE DRAWING S1.00 1/4" = 1'-0" H.P. ELEV. 5.69' NAVD 2" SLOPE LOUVERED FLOOD VENTS �I SEE ARCH. DWG. I I I J 8.7 9'-9 1 /4" 9.5 10 MNL Marina N. Llorens _AArchitects CV N.E. 45, STL''. _IGN _O3:> �10:NT, =L !9 4) -'8 C 03 Pk-QI\ MNLARCHITECTS.COM 0 F- Ul N'ip O E 6 � m M Lo N LO F - a N 0 H QU10 ro I gOPoS t lit it � aye/ NSp qq AO�wo, M�E�,w/�9.9 �Y/p�gDFq �S�l qK NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIRCA11ONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THL ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. r ti 0 m r O o I ® N U j- *k Z O gcr) 29 ® N v CY)Q ll3 co_ Cc N cc LL 0 W � rnd �1-- @LL L6 5, om °' = cc to cc Lll Q 4)C a v QN'caF CIO [u-�j W U W ( _a h C o b LLCD O "N 2 IZ J N IZ1�! / J a Lu U ° LL O W O LL 0 D F5 0 rrLl^j LijW 4MV 0 0 W 0 Q V It-_J C0 _z Lu O z z z Q 0 � Q 0 Z od co Q O LL LL � ° � U C U 0 ° w rR a ° z U 0 3: w a UJ lLLl co � Q 0 Lu `1 a: U. Le LL o o & � w U m a tr 1 z o s � 5 5 0 0 U w w V) N JOB NO.: 090DATE: 03/SCALE' 1NOTED AS DRAWN BY: j, CHECKED BY: f. REV. NO. SHEET NO. S1.01 r CONCRETE COLUMN SCHEDULE FROM FIRST TO SECOND FLOOR MARK SIZE VERT. REINF. TIES SPACING TYPE P = CC1 8"02" 4-#6 #3 08. O.C. (( 64.3 k CC2 8"x20" 6-#7 #3 0 8" O.C. 1T 115.2 k CC3 8"x2l" 6-#7 #3 0 8" O.C. 1111 113.3 k CC4 8"08" 6-#7 1 #3 0 8" O.C. 151.2 k CC5 8"x33" 12-#6 #3 08. O.C. 1 182.1 k CC6 NOT USED CC7 SEE DETAIL 12-#7 #3 0 8" O.C. 234.0 k CC8 SEE DETAIL 6-#7 #3 0 8" O.C. 90.4 k CC9 SEE DETAIL 8-#7 #3 0 8" O.C. 140.8 k CC10 8"x2O" 6-#7 #3 0 8" O.C. 11 115.2 k CC11 8"x32" 12-#6 #3 0 8" O.C. I 178.5 k CC12 SEE DETAIL 6-#7 #3 0 8" O.C. 117.8 k 16 8 /q 9 1/2 10 1/4 g 1/8 a 1 1/4 L--i--� 8 8 I` 9 13 3/4- 17 29 7 �� CC7 CC8 B 12 CC9 8.3 `v CC12 8 TYPE I TYPE 1_I TYPE III 12 BARS 4 BARS 6 BARS 5 SETS OF TIES 1 SET OF TIES 2 SET OF TIEi CONCRETE COLUMN TYPES _J 1 _ _. _. BEAM SCHEDULE MARK SIZE BxH TOP OF BEAM ELEV, REINFORCING STIRRUPS BOTT TOP MID 11ES SPACING B-101 8"x20" 0'-0' 2-#8 2-#6 2-#5 #3 AT 6" C/C B-102 18"x24" O'-0" 4-#7 4-#5 2-#5 #3 AT 6' C/C B-103 18"x24" 0'-0" REINFORCING FROM B-102 #3 AT 6" C/C B-104 18"x24" 0'-0" 4-#7 1 4-#5 2-#5 #3 AT 6" C/C B-105 18"x24" O'-0" REINFORCING FROM B-104 #3 AT 6" C/C B-106 18"x16" VARIES 4-#7 4-#5 -- #3 AT 6" C/C B-107 18"x16" 0'-O" 4-#7 4-#5 -- #3 AT 6' C/C B-108 18"x16' 0'-0" REINFORCING FROM B-107 #3 AT 6" C/C B-109 18'x16" 0'-0" 4-#7 4-#5 -- #3 AT 6" C/C B-110 18"x2O" 0'-0" 4-#7 4-#5 3-#5 #3 AT 6" C/C B-111 18"x20" 0'-O" 4-#7 4-#5 3-#5 #3 AT 6" C/C B-112 18"x20' 0'-0" 4-#7 4-#5 3-#5 #3 AT 6" C/C B-113 16"x16" 0'-0" 4-#7 4-#5 -- #3 AT 6" C/C B-114 16"x16" 0'-0" 4-#7 4-#5 -- #3 AT 6' C/C B-115 16"x16" 0'-0" 4-#7 4-#5 -- #3 AAT 8" C/C B-116 16"x24" 0'-0" 8-#8 4-#8 2-#5 #3 B B LAAT IY�O/a B-117 18'x16" O'-O" 4-#7 4-#7 -- #3 AT 6' C/C B-118 18'x16" 0'-O" 4-#7 4-#7 -- #3 AT 6" C/C B-119 18"x16" 0'-0" 4-#7 4-#7 -- #3 AT 6" C/C B-120 160xl6" 0'-O" 4-#7 4-117 -- #3 AT 6' C/C B-121 18"x16" -9 1/2 4-#7 4-#7 -- #3 AT 6" C/C B-122 18"x25 5/8' 0'-0" 4-#7 4-#7 -- #3 AT 6' C/C B-123 18"x24" 0'-0" 4-#7 3-#5 -- #3 AT 6" C/C B-124 18"x24" 0'-0" 4-#7 3-#5 -- #3 AT 6" C/C B-125 18'x25 5/8" 0'-0" 4-#5 4-#5 -- #3 AT 6" C/C 8-126 18"x42" 0'-0" 4-#7 4-#7 4-#5 #3 AT 6" C/C T13-101 B"x24" 0' 0- 2-#5 2-#5 2-#5 #3 AT B' C/C (1 la) REINF. BAR PLACED IN FIRST LAYER (2 la) REINF. BAR PLACED IN SECOND LAYER NOTES : 1. TB TIE -BEAMS INTENDED TO BE CAST ATOP MASONRY WALLS W/ 2-#5 T & B #3 TIES AT 12" C/C TYP. U.N.O. EXTEND AND HOOK WALL REINFORCING INTO TIE -BEAM. 2. ALL TIE BEAMS OVER OPENINGS TO HAVE #3 TIE SPACED AT 4" C/C. U.N.O. 3. FILL ALL MASONRY BLOCK ABOVE THE LINTELS WITH MASONRY GROUT UP TO THE TIE -BEAM ABOVE, TYP. CONTINUE REINF. INTO LINTEL BEAMS. III 1 - -�1 O6/S5.021 _ it I -I STEEL COLUMN SCHEDULE MARK COL SIZE BASE PLATE ANCHOR BOLTS REMARKS CAP PLATE SC1 HSS5x5x3/8 3/4"00"00" 4-3/4"0 SEE 03/S5.02 1"x12"x1'-0" SC2 HSS5x5x3/8 3/4"xB"xO'-10" 4-3/4"0 SEE 03/S5.02 3/4"x8"x1'-O" SC3 HSS5x5x3/8 3/4"00"00" 4-3/4"0 SEE 03/S5.02 3/4"x10"x0'-1O" SC4 HSS5x5x3/8 3/4"00"00" 4-3/4"0 SEE 03/S5.02 1"x12"x1'-0" SC5 HSS4x4x5/16 3/4"x8"xO'-10" 1 4-3/4"0 SEE 03/S5.02 3/4"x8"x0'-10" SC6 HSS5x5x3/8" I 3/4"x10"xO'-10" 4-3/4"0 SEE 03/S5.02 3/4"x10"xO'-10" SC7 I HSS4x4x5/16" 3/4"x8"xO'-B" 1 4-3/4"0 SEE 03/S5.02 3/4"x8"x0'-8" O 7'-3" 04 55.02 5'-8" 4'=0" 01 a a0 I T, a o 5 0 0 0 6'-0' 68'-6" 41'-0" 17'-0" 10'-6" 9"I 9'-10 1/2- 9'-10 1/2" 9'-10 1/2- 9'-10 1/2' 17'-0" 10'-6" o 0 0 PERIMETER BEAM 18"x16" V)) N SEE BEAM ELEVATION THIS SHEET ® TYP. U.N.O. o o • 6" THK SLAB Zj AT 12" TOP 6 AT 12" TOP 6 AT 12" TOP TOP OF B N �II ------- - ---- --- I I N CC1 UP--- a }---------- II #5 AT 12" BOT I - - -T 1�Z� 1�AYp- - (EL. 0'-0') I - m B-101 ----- S-101 SEE S-101 mol # oI I I I a EL 55.02 I �I To}. P OF SLAB I I n m I 6 AT 12" --- TOP N I . ': SC3 UP M ! H- +19.23' NAVD "d- o 11 5/16"f• m I 4I (EL. 0'-0") o 6 AT 12 TOP fD I 4" LEDGE FOR ',.i I or I I I I -- - 07/55.02 SEE S-101 I I FUTURE SLAB CC1 UP ',':;' I r I I I ' I BEARING 06'-0" 9'-1" 11-051/2m I i c co oI G� m 5C' Cil` qh m I N I 6 AT 12" TOP I B-102 I I B-103 B-104 ") 0, B-105 - - - 0 00, 8-123 �I---- -1--\------- L------=a----�"M ~I I I �-. t , i E3 i i C5 , ( X CC4 UP ¢ - - - SC4 UP - -- fib- T------- ---- ----- CC3 UP AT 12" TOP I 6 AT 12 TOP _ N I N I _L5 AT 12_BOT I I _ --- 5AT 12" BOT'- ---- I DO T I }- _� AT 12TTOP 5.50 I I 10/S5.02 DO I � I I I AT 12 TOP I6 AT 12_' TOP SC4 UP I I SEE 5-101 I I 0 r H.P. ELEV. I I I \ N �o 00 % - \ I I +18.77' NAVD 0 LP. ELEV. SC4 UP ,O CC5 UP ' m +18.42' NAVD J I I TOP OF SLAB I "THK SLAB N mI +1r 9.23' NAVD I 08 35.02 SLOPE 1/4'%Fi i * 02 55.02 �I 6-#5 AT 6" BOT I I (EL 0'-0") +1 I I 5a SEE 5-101 m I I ` cw I 0I ¢ -, I- I 04 I I I rA& i 10 DO I l 09/S5.02 \ N I I i I LB-107� I - B-108 m B-109 CC7 UP B-110 CC8 UP m SC4 UP C] ,INN B;f � �11 5/1 6 CC5 UP SC4 UP " I 04 I I I 8" CMU ALL CELLS TB-101 m I I FULLY GROUTED I \ ICC9 UP I. - SC3 UP _C012 UP - - - - DO n N.TM 111 l CC3 UP m m I I N'-\�--- - ` SC4 UP o `A ^ L \� I I ~ r I I B-112 CC10 UP 8-125tn B-123 '�I I I TB-101 I I I n �' O CV B\ ... #6 AT 12" TOP I - 6 AT 12"TOP- - - - - I I CC12 UP L5 AT 12' BOT +0�� I I _ 6 AT 12" TOP I _ _ 4 6 AT 12" TOP CC1 UP -- o--------� I (EL. 0'-0') #5 AT 12" BOT - m to B" SLAB TYP U.N.O. m I !R I I I I I I DO 55.02 ,,,� , II 5-102 I I SEE 5-102 I I SEE 5-102 m I I I I m I I t:�III. 174 g i QQ,2 UP CC1 UP I m l o m 0 I N 01 I 00 MNL Marina N. L lorens Architects , D:L. ,tCC '�.E 4 TPEET MNLARCHITECTS.COM �o O i M nV) " / I - in Aj 0 o GLBLK GL.BLK CC11 UP GL.BLK o CENTERUNE COLUMN f N N I N AND AUGER -CAST PILE �9a STUCCO FINISH SEE ARCH. DINGS. DOWELS #5 AT 48" C/C j LAP WITH VERTICAL BARS 8" CMU 48 BAR DIA. LENGTH "j, TOP OF SLAB - - - EL. +19.23' NAVD FOR REINFORCING SEE PERIMETER BEAM ELEVATION 01 SECTION THRU PERIMETER BEAM SEE ELEVATION THIS SHEET 3i4" = r-0" 13'-4" D FIRST FLOOR FRAMING PLAN 1 /4'" = 11 -011 30 1 DIA IJAP TOP BARS CONT STIRRUPS SEE SCHEDULE 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I IIIII C4 I I 6 ` BOTTOM BARS CONT L BOTTOM BARS CONT 1 1/2" SEE SCHEDULE SEE SCHEDULE CAN SPLICE TOP BARS AT MID SPAN - SPLICE BOTTOM BARS OVER SUPPORTS TYPICAL BEAM BAR PLACING DIAGRAM CC12 UP 9'-81, 10'-1" 8.2 0 O 0 30.BAR DIA 7 CONT TOP TOP BARS AT MID SPAN W, 'I- ( D E �ES@p O0,1f� pqp .9,6077p ' MA�EOy�M /�clpQ8$0 Q0M�yCgK p�F � �8CN34y y0 pay' �Ar TIES AT 6" U.N.O. CORNER BARS TYP L.d \-4-#7 CONT BOT Ltd 2-#7 (2'-6"x2'-6") LAP BOTTOM BARS OVER SUPPORTS TOP AND BOTTOM 18"x16" PERIMETER BEAM BAR PLACING DIAGRAM THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRDTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENICATE AND IS LIMBED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBUTY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. ■ aP - CN W M r` r� E rn o 0 0, U CD j Z 00 L (u -- N O LL W U) LL >;o cuum E W 4 N CON a U N h co U�W W tic Jo LL r: g d SNI���� Lu U UL o z Lu Z LL Q OV W w z J C O ~ I L LL w W * O g 0 U) _J W z Q F- C Q iz � LL c G O o Q o Q0 W � (n o 0 w 0 U W < a 0 O w a I LL I l Q m i N �. ©ui A Of LL IV w LL LL � a o 0 U 'V w o N s � 0 U w w (JI �-4 JOB NO.: 090211 DATE: 03/14/09 SCALE: AS NOTED DRAWN BY: j, cincou CHECKEOBY: f. Shaffer REV. NO. SHEET N0. S1.02 71 4" I I I PL 3/4"x8"xO'-10" I I W/ 4-3/4" DIAx6" NELSON STUDS L I ADDITIONAL I 5-#5x5'-O" OVER STEEL COLUMN I I io I MNL 58'-0" 10'-6" Marina N. Llorens 4'-0' 37'-0" 17'-0" 4'-10 5-8" Architects °.-. 3/4"x8"xO'-10" 0 2 OO \l.E. 4 '-:',T P E E T _lGN hO _ PO Vc', ,064 1 040; aPON N TB 201 TB4202 TB-202 0 TB-202 TOP OF SLAB +33.56' NAVD (EL 14'-4") i I i TYP A i i PL 1"x12"x1'-O" W/ 5-3/4" DIA x7" I I NELSON STUDS HSS5x5x3/8 I J___ I ___ 3/4" DIA NELSON STUD Pt N o o- 3„ 7 2" 01 CONC. BEAM BEARING ON STEEL COLUMN 1 1/T' =1'-0" MARK SIZE BxH TOP OF BEAM ELEV. REINFORCING STIRRUPS BOTT TOP INT TIES SPACING B-201 16"x16" 14'-4" 4-#6 3-#5 -- #3 AT 6" C/C B-202 16%16" 14'-4" REINFORCING FROM B-201 #3 AT 6" C/C B-203 16"x24" 14'-4" 4-#7 4-#5 2-#5 #3 AT 6' C/C B-204 16"x24" 14'-4" REINFORCING FROM B-203 #3 AT 6" C/C B-205 16"x2O" 14'-4" 4-#7 4-#5 2 J5 #3 AT 6" C/C B-206 16"x24" 14'-4" ¢ p k 4-#7 2-#5 #3 AT 6" C/C B-207 16"x24" 14'-4" REINFORCING FROM B-206 #3 AT 6" C/C B-208 16"x24" 14'-4" REINFORCING FROM B-206 #3 AT 6" C/C B-209 12"x29" VARIES 2-#5 2-#5 2-#5 #3 1 AT 6" C/C B-210 12"x29" VARIES 2-#5 2-#5 2-#5 #3 AT 6" C/C B-211 12"x29" 14'-5" 2-#5 2-#5 2-#5 #3 AT 6" C/C B-212 8"xi6" 14'-4" 2-#8 2-#6 -- #3 AT 6' C/C B-213 8"06" 14'-4" 2-#8 2-#6 -- #3 AT 6" C/C B-214 16"x24" 14'-4" 4-#7 4-#5 2-#5 #3 AT 6" C/C B-215 16"x16" 14'-4" 4-#7 4-#5 -- #3 AT 6" C/C B-216 16"06" 14'-4" 4-#6 4-#5 -- #3 AT 6" C/C B-217 16"x24" 14'-4" q l0 4-#7 -- #3 AT 6" C/C B-21 B 16"06" 14'-4" 4-#7 4-#5 -- #3 AT 6" C/C B-219 16"x24" 14'-4" 4-#7 4-#5 -- #3 AT 6" C/C B-220 16"x24" 14'-4" 4-#7 4-#5 2-#5 #3 AT 6" C/C B-221 20"xVAR SEE WALL ELEVATION 02/S5.03 B-222 8"x16" 15'-0" 2-#5 2-#5 -- #3 TB-201 8"x16" IS-4 1/2 2-#5 2-#5 -- #3 AT B' C/C TB-202 8"x16" 14'-4" 2-#5 2-#5 -- #3 AT 8" C/C TB-203 8"xVAR SEE WALL ELEVATION 03/S5.04 TB-204 8%26" IS-4 1/2 2-#5 2-#5 2-#5 #3 AT 8" C/C 2-#5 2-#5 2-#5 #3 AT 8" C TB-206 8"x16" 2-#5 2-#5 2-#5 #3 AT 8" C/C TB-207 8"x16" 2-#5 2-#5 2-#5 1 #3 1 AT 8" C/C (1 la) REINF. BAR PLACED IN FIRST LAYER 0 (2 la) REINF. BAR PLACED IN SECOND LAYER NOTES : 1. TB TIE -BEAMS INTENDED TO BE CAST ATOP MASONRY WALLS W/ 2-#5 T & B #3 TIES AT 12" C/C TYP. U.N.O. EXTEND AND HOOK WALL REINFORCING INTO TIE -BEAM. 2. ALL TIE BEAMS OVER OPENINGS TO HAVE #3 TIE SPACED AT 4" C/C. U.N.O. 3. FILL ALL MASONRY BLOCK ABOVE THE LINTELS WITH MASONRY GROUT UP TO THE TIE -BEAM ABOVE, TYP. CONTINUE REINF. INTO LINTEL BEAMS. ALL LINTELS ABOVE MASONRY WALL OPENINGS TO BE "CAST CRETE" PRECAST CONCRETE OR APPROVED EQUAL TYPE BF8-1B TYPICAL UNLESS SHOWN OTHERWISE. SEE NOTE 3, BELOW BEAM SCHEDULE. I fc I I I PCM � I I I ICI- o--'I", I I I04 CC1I ', m I I I TB-206 - m r---� LPCM --- ---T� CC2 I I q' i SEE 5-201 I I SEE 5-201 1 I = J 1 I 02 S5.04 "t I 0', NE NI I---�—�--�— --- — ".II mH z 0°I ml I, I nw `,,ALI I m l I CC1 p w_ I I I N 6'-0 I I I SEE 5-201 o 1 SLIP I I I -8=201- B-202 SC2 UPI - - - - B_ - L X J - - I - - - B-204 B-224--------- ---r----------J CC4 __ __ r-1_,-_----- L i--I91B--20-5 CC3 • 01 N I ----- --- CC13 UP . oS5.o1 1 4 SC6 UP �-� I I FILLED CELL SEE 5-201 ccs I TOP O�F SLAB L I k I I +3Y� 3,56' NAVD I W/ 1-#5 VERT L - -tnn t;mm -I - I I (EL 14'-4'� I H.P. ELEV. -- 0. o.I I P I 8" SLAB TYP. U.N.O. 00I +33.10' NAVD L.P. ELEV. a l I I N I +32.85' NAVD I _ OPEN TO FL06R BELOW I 1 SEE 5-201 I I " 3" SLOPE CO o m 1 5.5 h" 424- - O 00 I I W 1 ,.. 4 ---- ----�� I I I iv '^ I I -- -- n I ----- t io :r _Lo .�I 8" C 12/S5.03 z DID I I I 5'-5" 3'-9" I I MI o I I m I NI MU ALL CELLS I I I I N �,_ ... _ y .:. / :. TB-207 CC8 N U rLJ DO i FULLY GROUTED I I CC7 �i m 0_ �..LI' (- _ �" • TB-205 N I 1 I I\\���a 110 1 8" SEE 03/S502 N CC55 AT 8" Ttn \ SIMILAR _ o o I 5 AT 8" B I I I I SC6 UP _. — — L I �Cr --. - _- —. - e _ - 1 55.04 I I r.'' N N_ B-206 B-207 �i CC9 B-208 B-209 SC5 UP o -----I--J----- J DO IM O.H. TB-205---------------- I ---I r-----------' ----r - i `C12 I r, _-_r e GC3 B-212 • a0� 02j52.01 I I I I I ai NI �1 ?j0 oO II I I I I -F= C12 I f I I , o ! III — — — —f — #6 AT 12" TOP — _ I 6 AT 12" TOP � L — — — _ I I _ — i �- #5 AT 1 ' T #5 AT 12" T j 1 SC5 U -... —�T I—L----- AT 12TBOT—---i=1---------�-- —� CC1 , w;--I�-------�— I I I I ---L5 AT 12TB- 1I 5.5" L.P. ELEV. -'r- - I SEE 5-201 I I S-201 00 I 1 I SEE 5-201 I i« +32.85' NAV of I 02/S5.04 I I -- O I I I I ( N i 3" SLOPE I N NI I L I I I I I NI m I p.. a_._._..._ I ,� r' I I ml i H.P. ELEV. m l I j' I `j I '� I w I I I I +33.10' NAVD I SC5 U mI I o l l m l I i t i ml J11 Ccl� - IL I I I CC12 I I I I 1 1 II I 04 I a l i I ! ¢ erD aO 0' B-209 SC5 UP 1 d . rl 4 _ f TB 201 TB+202 TB-202 CC11 TB-202 CC12 4'-4 1/8" 5-7 3/4" 12'-0" CONCRETE COLUMN SCHEDULE FROM SECOND TO THIRD FLOOR MARK SIZE VERT. REINF. TIES SPACING TYPE P = CC3 8"x21" 6-#7 #3 0 8" O.C. CC5 8"03" 12-#6 #3 0 8" O.C. 1 CC10 8"x20" 6-#7 #3 0 8" O.C. CC11 8"x12" 4-#6 1 #3 1 0 8" O.C. ll CC13 8"x20" 6-#7 #3 1 0 8" D.C. Tlf CC14 8%12" 4-#6 #3 1 0 8" O.C. ll TYPE I TYPE II TYPE III 12 BARS 4 BARS 6 BARS 5 SETS OF TIES 1 SET OF TIES 2 SET OF TIES CONCRETE COLUMN TYPES (C) 1'-4" �(a) oD I SEE BEAM SCHEDULE FOR REINFORCING BARS LO BOTTOM BAR PLACING SEQUENCE: a) B-217 PLACE 1st la BOTTOM BARS FIRST b) B-206 PLACE 1st la BOTTOM BARS SECOND c)))) B-217 PLACE 2nd la BOTTOM BARS THIRD d B-206 PLACE 2nd LA BOTTOM BARS FOURTH NOTE: EXTEND REINF. BARS B-206 THRU B-207, B-208 TO COLUMN CC10. (NO INTERMEDIATE LAPS) 02 BAR PLACING DIAGRAM - B-206 AND B-217 1"= 1'-0" M SECOND FLOOR FRAMING PLAN 1/4t1 = 11 -011 46 TOP 1-#5 MID EA. FACE -# #3 TIES AT 12" F #3 TIES AT 8" F 1.#3 TIES AT 12" F4--1------ - - - - -� ---� __- r B n�lmml ull t_1 n-si'7� ■FAC 03 B-223 - ARCHED BEAM ELEVATION 3/8" = 11_011 THESEP AR UBJ�T SANDA4 8q0 TOP�v OF M RfQbAF TOAft �S60 ELT .13'-8" MgyQFNQSYPjE40 RR$CPoVSQRK +32.89' NAVD Qaq�g�yW�oEssggyl1 40"" 11AI 401aW4 ro 4-#5 EA° END TYP SPRING LINE EL. 8'-0" +27.23' NAVD rI 4 THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WRH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM -ALL RESPONSIBIITIY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. z - �CD C'4 L0 r Cn Em 0 'a N 2)O co sr 0 LL � W W L6 �,� G1 °�O IL N 0 U 04 Co y hi FLZ ILU �- LIJ U W G 0U. rn o uo pZ EL O N Uo z LL z w Z ❑ ch o z Lu WN 0 2 Cr.J 0� LL 1_I_ O W O U) z z Q VJ O U) C� G 0 ozs 0 0 W 0 O � 0 z U F O w a_ Lu LL LIJ Ya- LL Lu Of LL R1 o � Se U m m¢ z o o s � 0 U w 1n N z z JOB NO.: 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: j, cincou CHECKED BY: f. shaffer REV. NO. SHEET NO. SIM SEAM SCHEDULE MARK SIZE 8xH TOP OF BEAM E EV, REINFORCING STIRRUPS BOTT TOP MID TIES SPACING B-301 16"x16" 23'-10" 4-#7 4-#5 -- #3 AT 6" C/C B-302 WOW' W' 23'-10" 4-#6 3-#5 --• #3 AT 6" C/C B-303 16"46" 23'-10" 4-#7 3-#5 -- #3 AT 6" C/C 8-304 16%16" 23'-10" 4-#7 4-#5 -- #3 AT 6" C/C B-305 16"06" 23'-10" 4-#7 4-#5 -- #3 AT 6" C/C B-306 8"x24" 23'-10" 2-#8 2-#6 2-#5 #3 AT 6" C/C B-307 16'X16" 23'-10" 4-#6 3-#5 -- #3 AT 6" C/C B-308 16"xi6" 23'-10" 4-#7 3-#5 - #3 AT 6" C/C B-309 8"06" 23'-10" 2-#6 2-#5 2-#5 #3 AT 6" C/C B-310 16"x16" 23'-10" 4-0 3-#5 -- #3 AT 6" C/C B-311 16"06" 23'-10" 4-#7 4-#5 -- #3 AT 6" C/C 13-312 8"44" 23'-10" 2-#6 2-#5 2-#5 #3 AT 8" C/C B-313 8"x24" 27'-7" 2-#6 2-#5 2-#5 #3 AT 8" C/C B-314 20"xVAR SEE WALL ELEVATION 02/S5.03 B-315 12"x23" 27'-7" 3-#5 3-#5 2-#5 1 #3 AT 8" C/C B-316 12"x23" 27'-7" 3-0 3-#5 2-#5 #3 AT 8" C/C B-317 12"x23" 27'-7" 3-#5 3-#5 2-#5 #3 AT 8" C/C TB-301 8%16" 27'-7" 2-'#5 2-#5 - #3 AT 8" C/C TB-302 8"x16" 23'-10" 2-#5 2-#5 - #3 AT 8" C/C TB-303 8"x16" 23'-10" 2-#5 2-#5 - #3 AT 8" C/C (TB-304) 8"x24" 28'-5" 2-#5 2-#5 2-#5 #3 AT 8" C/C (TB-305) 8"x24" 28'-5" 2-#5 2-#5 2-#5 #3 AT 8" C/C (TB-306) 8"x24" 28'-5" 2-#5 2-#5 2-#5 #3 AT 8" C/C (1 la) REINF. BAR PLACED IN FIRST LAYER (2 la) REINF. BAR PLACED IN SECOND LAYER NOTES : 1. TIE -BEAMS TB-8"x16" INTENDED TO BE CAST ATOP MASONRY WALLS W/ 2-#5 T & B #3 TIES AT 12" C/C TYP. EXTEND AND HOOK WALL REINFORCING INTO TIE -BEAM. 2. ALL TIE BEAMS OVER OPENINGS TO HAVE #3 TIE SPACED AT 4" C/C. U.N.O. 3. FILL ALL MASONRY BLOCK ABOVE THE LINTELS WITH MASONRY GROUT UP TO THE TIE -BEAM ABOVE, TYP. CONTINUE REINF. INTO LINTEL BEAMS. ALL LINTELS ABOVE MASONRY WALL OPENINGS TO BE "CAST CRETE" PRECAST CONCRETE OR APPROVED EQUAL TYPE 8F8-1B TYPICAL UNLESS SHOWN OTHERWISE. SEE NOTE 3, BELOW BEAM SCHEDULE. CONCRETE COLUMN SCHEDULE FROM THIRD FLOOR TO HIGH ROOF MARK SIZE ART` REINF. TIES SPACING TYPE P = CC31 8%16" 6-#6 #3 ® 8" O.C. Tf CC32 8"x16" 6-#6 #3 ® 8" O.C. TT CC33 8%12" 4-#6 #3 ® 8" O.C. f 0 - TYPE 1 TYPE II 4 BARS 6 BARS 1 SET OF TIES 2 SET OF TIES CONCRETE COLUMN TYPES miE ILo Lo Lopo I # ( " i mI ! I 1 I I uI :i TB301 I TB-302 I B30 T•.I i ' I€ 1 [FOR 'TRUSS TIE DOWN SCHEDULE SEE DRAWING 4.01 I V U = 390# U = 950# `A THIRD FLOOR AND LOW ROOF FRAMING PLAN 1/4" = 1'-0" �(pT U = 2700# ■ tt1 (.0 ~ E a04 go co N p0 I` H- " t c tL 0cu ■ j U,) UmC1 a� W C� N d U Ci CV (0 - Ill Ld1 Lu U uni I C7 la C W -1 U z� tJi L a W z p O C W U � dd C J Q O u W C Q C P� V W 0 Il z z Q Cr = 0 O Ki F d 0 o Q w to o 0 R o U O Z O w R w a rr W. LL U)f !L YL U �L / w rHf3Ep z "Fs1/8�t✓ej )�yE88S �palPpq0q Q R,cj rrA COAA�Sfp yOgRMqF�NECT�ONS0*411 OYQpA�rpro z�H 4Ii 040 m NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTIP ME'NI'S OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOS' TO a LISED ON OTHER PROJECTS OR EXTENSIONS OF TIERS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER, NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR 5FECIFICATIONS ARE TO 3E Mk1E WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEER'NG SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS 'WHICH M)4TAIN IAY SEAL, AND 51ONATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELAT'INO TO THIS PROJECT, JOB NO 09021 DATE 03/14/09 scALE: AS NOTED DRANMBY: j• cincou CHECKED BY: f. Shaffer REV. NO. SHEET NO. S3.01 TB-303 8'-6" SAW CUT EXISTING SLAB 3/4-1 1 DEEP ON THIS LINE, TOP AND BOTTOM FOR A CLEAN JOINT, 16 AT,12"_T� 01-02/S3.02 I 1 ai I I 3,70„ m { I I 5.5 CIA my SLOPELo N IEXISTING REBARS TO REMAIN r 5 y � TLUS28[TYP II '.- 3'-0" 2—#5 AT 5 TOP EACH SIDE DF STAB REMOVE EXISTING BALCONY CONCRETE SLAB AS SHOWN ON DRAWING. METHODS OF CONCRETE REMOVAL: USE LIGHT CHIPPING HAMMER (20 LB MAXIMUM) FOR CONCRETE REMOVAL, DO NOT DAMAGE EXISTING SOUND CONCRETE AROUND PERIMETER. J5 AT 9- C/C DO NOT CUT EXISTING REINFORCING BARS TOP, 1st LAYER ALL EXISTING REBARS TO REMAIN IN PLACE. «I TYPICAL AFTER EXISTING CONCRETE HAS BEEN REMOVED 01-02 S CALL E.O.R. FOR INSPECTION AND APPROVAL PRIOR PLACING NEW REINFORCING, #4 AT 12" TOP 2nd LAYER D ALL NEW REINFORCING BARS BE PLACED -' NEW BALCONY AS SHOWN ON STRUCTURAL DRAWING, EXTENSION NCALL EW CONCRETE. INSPECTION PRIOR TO PLACE " 111 I h THIRD FLOOR PART PLAN - EXISTING BALCONY SLAB EXTENSION 1/4" = 1'-0" 4'-8" DEMOLISH PART OF EXISTING BALCONY DO NOT CUT REINFORCING U.N.O. SAW CUT EXISTING CONCRETE BALCONY /—DEMOLISH UPTURNED BEAM B-314 SLAB 3/4" DEEP TOP AND BOTTOM / MAY CUT TOP BARS AND #3 TIES ONLY �'7K\ CHIP OFF CONCRETE SLAB BETWEEN SAW CUTS .r "i PART OF EXIST. BALCONY TO REMAIN 3/4" DEEP SAW CUT 6—�6 BOTTOM BARS — DO NOT CUT n 01 EXISTING BALCONY SLAB -PARTIAL DEMOLITION SECTION THRU EXISTING BALCONY rp=r•a, 10'-8" BALCONY SLAB WITH NEW EXTENSION #5 AT 9" C/C TOP 1st LAYER #4 AT 12" C/C TOP 2nd LAYER % L VERIFY THICKNESS IN FIELD PART OF EXIST. BALCONY TO REMAIN POUR NEW BALCONY SLAB AFTER REINFORCING PLACING HAS BEEN INSPECTED AND APPROVED 02 EXISTING BALCONY SLAB -WITH NEW EXTENSION TYPICAL SECTION AND REINFORCING P=11.01, MNL Marina N. Llorens Architects MNLARCHIIECTS.COM THfsl? o8 Qulp ARl ba y 0A1&CopR K PoSBp {y0R MAYBBNE 4PIZO/NBpE TO I/ON8 �'A�iA�yMti�y44 lip 70 FIAT W N U CD N E O 0) `; 8 a ® M ..� 00 Z 9 E, 0) F-cm{ LL O LL. Lu U) e Q �i a) NcQ `i u- CL� N t>s� wI w WLL tfJ ..� O) w Lu cy h O ID � \� � a y o SNI?! z o w j (j) z LL u�j W z W n m O 0 m W� W -j L.1f J U) O F— �— z ry y W � O Q Z Q /0/�, V� Q J uo /J / Of d O ❑ J Q 0 o Q Lu n V) o w z o O � K w It W Ir LLI LL LL t0p) Q �O � SN N � ❑W 0. I LL i LL LL w a a se y tt Z JOB NO.: 09021 DATE 03/14/09 SCALE AS NOTED DRAM BY: 1• cincou CNEpCED Bv. f. shoffer REV. NO. SHEET NO. s3.®2 "SIMPSON" TRUSS TIE DOWN (U.N.O.) PROVIDE ADEQUATE ANCHOR STRAP FROM TABLE BELOW AT EACH BEARING POINT FOR EACH WOOD TRUSS AND EACH GIRDER TRUSS TO RESIST UPLIFT AS SPECIFIED ON STRUCTURAL DRAWINGS OR BY THE WOOD TRUSS MANUFACTURER (WHICHEVER IS GREATER). TRUSS/RAFTER TO MASONRY/CONCRETE MARK ANCHOR TYPE NAILS/BOLTS TO TRUSS NAILS/BOLTS TO SEAT - ALLOWABLE UPLIFT SIMPSON USP O FGTR 18 SDS 1/4"x3" 2-1/24 Then HD - 5000 # ® H16S 2-10dx1 1/2 6-1/42 1/4 Titen 1470 # Q MTSM16 7-10d 4-1/42 1/4 Titen - 860 # Q MTSM16 7-10d 4-1/42 1/4 Titen - 860 # T.B. = THRU-BOLT T .& B. = AT TOP AND BOTTOM OF WOOD PLATE U.N.O.= UNLESS NOTED OTHERWISE W.A. = WEDGE ANCHOR OR THREADED ROD W/ EPDXY (6" MIN. EMBED., U.N.O.) T = 3/16"0 TAPCONS W/ 1 1/2" EMBED. (MIN. U.N.O.) PAF = POWER ACTIVATED FASTENERS WITH WASHERS SOS = SELF DRILLING HEX HEAD SCREWS NOTE: 1/3 STRESS INCREASE ON THE STEEL HARDWARE IS NOT ALLOWED. UPLIFT CAPACITIES ABOVE DO NOT INCLUDE 1/3 STRESS INCREASE FOR HARDWARE. BEAM SCHEDULE MARK SIZE BxH TOP OF BEAM ELEV. REINFORCING STIRRUPS BOTT TOP INT TIES SPACING ARB-401 8"xVAR ARCHED BEAM SEE 02/S5.3 RB-402 8%18' 33'-9" 2-#6 2-#5 2-#5 #3 AT 8" C/C ARB-403 12NVAR ARCHED BEAM SEE 02/S5.3 RTB-401 B"x18" 33'-0" 2-#5 2-#5 -- #3 AT 8" C/C RTB-402 B"xl6" 32'-10" 2-#5 2-#5 -- #3 AT 8" C/C RTB-403 B"x19" 33'-9" 2-#5 2-#5 -- #3 AT 8" C/C RTB-404 15"x18" 33'-0" 2-#5 2-#5 -- #3 AT 8" C/C (1 la) REINF. BAR PLACED IN FIRST LAYER (2 la) REINF. BAR PLACED IN SECOND LAYER NOTES : 1. TIE -BEAMS RTB-8"x16" INTENDED TO BE CAST ATOP MASONRY WALLS W/ 2-#5 T & B #3 TIES AT 12" C/C TYP. U.N.O. EXTEND AND HOOK WALL REINFORCING INTO TIE -BEAM. 2. ALL TIE BEAMS OVER OPENINGS TO HAVE #3 TIE SPACED AT 4" C/C. U.N.O. 3. FILL ALL MASONRY BLOCK ABOVE THE LINTELS WITH MASONRY GROUT UP TO THE TIE -BEAM ABOVE, TYP. CONTINUE REINF. INTO LINTEL BEAMS. ALL LINTELS ABOVE MASONRY WALL OPENINGS TO BE "CAST CRETE" PRECAST CONCRETE OR APPROVED EQUAL TYPE 8F8-1B TYPICAL UNLESS SHOWN OTHERWISE. SEE NOTE 3, BELOW BEAM SCHEDULE. RR' —A" V U = 390# HIGH ROOF FRAMING PLAN 1/4" = 1'-0" MNL IINLKW M :ecis , E. 45 STREET PO'N-, FL !" k.:4 0403 PNON_ 1HITECT8.COM 'NESEPI.4N5 ARE9U icr AND ALL PROPosEpWOR REQU/RaGlyl�?8 ANYCCRREC11pN8 K MAYRtlNlop&0YINm #jj ,, pai���,wl�y,,n�►r04* NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTF;R THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER, DISCLAIMER NOTICE: THE ENGINIFRING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBUTY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. NLo O�9 a) ti r Em M o N Z O Co N �O (0 lu !L O W =3 rn I-_ Z) um um f m '= O N N Q U cn sL .c LL y N ~�w W W W ti 45 0 J LL o � per � a a .£i :jS3i _ `0 � Lu ° U Z z Lu J O n- 0 W LL] � z J 0 LL W ¢?r * LL U) V LLJ O z _ Z 0 //�� cfj Q M Of O C H J Q � f2 o Z W Q F w a U O Lu a rr LU LL� LL fD [] lu U� WLL v (f LL LL w r a 0 0 x U m N o N WS K 0 JOB NO.: 090271 DATE: 039 SCALE: AS NOTED DRAWN BY: j, cincou CHECKED BY: f. shoffer REV. NO. SHEET NO. S4.01 z IJ w 1n DOWELS #5 AT 48" C/C LAP WITH VERTICAL BARS 48 BAR DIA. LENGTH — #3 TIES AT 6 toC/C TYP U.N.O. - 6-#6 VERT 1 1 /2" - CENTERLINE COLUMN AND AUGER -CAST PILE lo„ - 8" CMU STUCCO FINISH SEE ARCH. DWGS. OL TOP OF SLAB EL. +19.23' NAVD -FOR BEAM SIZE AND REINFORCING SEE BEAM SCHEDULE, TYP. - 3-#3 TIES AT 4" C/C 3-#6 VERT TYP #3 TIES 03 COLUMNS TO FIRST FLOOR BEAM CONNECTION FROM GARAGE FLOOR TO FIRST FLOOR COL. REINF. 1-=r-0° 'II II' 16» DIA. CONCRETE COLUMN }- IL_ I}- I✓� 8-#3 TIES AT 1�_ 4» C/C m I�_T� I 1}_T�_11_t1 T _T_11_t1 T.O. WALL FOOTING ANC PILE CUT-OFF ELEV. --�-_�_-� +4.69' NAVD 8-#3 TIES AT ---�- I I I: 4" C/C CENTERLINE COLUMN AND AUGER -CAST PILE 19„ STUCCO FINISH SEE ARCH. DWGS. DOWELS #5 AT 48 C/C LAP WITH VERTICAL BARS 8" CMU 48 BAR DIA. LENGTH I REINFORCING IN BEAM NOT SHOWN FOR CLARITY i T - TOP OF SLAB EMBEDMENT PLATE EL. +19.23 NAVD AT 32" C/C TYP. - 1/2" EXP. JOINT .. PL 3/8"x6"x8" W/ (2) „ - `MATERIAL 1/2" DIAx4" NELSON STUDS. j CAULKING ' n Ili I o TYP 8" CMU BOND BEAM -1/4 I W/ 1-#5 CONT. TOP 5/8" DIA. EXPANSION DISCONTINUE BARS BOLT, 4" EMBEDMENT PL 3/8"x6"x8"VERT. GALV. W/ 3/4"x2" VERT SLOTTED HOLE. AT EACH EMBEDMENT PLATE. (32" C/C) 16" DIA. CONCRETE COLUMN 9„ 8" DOWELS TO MATCH VERTICAL BARS SPACING AND SIZE I r AT EXPANSION JOINTS TYPICAL #5 VERTICAL HOOKED BAR INTO CMU BOND BEAM AT 32" C/C TYP 8" CMU FRANGIBLE WALL W/ #5 AT 32" C/C IN FULLY GROUTED CELLS FULL HEIGHT ,� CENTERLINE COLUMN AND AUGER -CAST PILE ��-----ter- - ----------------------------------------------- PERIMETER CONCRETE BEAM SEE PLAN L STUCCOJOINTBY BUIll elf., �I .... Z JI I- I o B" CMU FRANGIBLE WALL I FOR I C I C -IF REINFORCINGE PLAN 'I' -AND- _ w oLL YPCAL WALL SECTION I I oLu �r �r - r L U I LLJ Z o g U Z j Z �N. J11 i— .JI �_-- �_-- MNL Martina N. L.lorens Architects a._. --CC N.E. 4` �T�,'EET L IrI--IOLS� PC NT !�C,'c, MNLARCHITECTS.COM 1 T.O. FIRST FLOOR SLAB EL. 19.23' NAVD EL 0'-0" I F"" ul ip APPROX. EXIST. GRADE EL. +6.5' NGVD EL. +7.0' NAVD - TEL. VALOOR SLAB RIES TOP OF FOOTING 0 EL�4 69 NAVD 5'-0" MAX. SEGMENTS \--TRANSITION LINE -,P—FULL EXPANSION JOINT FOOTING AND CMU WALL BETWEEN AUGER -CAST FOOTING AND CMU WALL _ PILE AND CONCRETE COLUMN ABOVE. TYP. APPROX. SCOURE DEPTH +2.7' 1 8-#3 TIES AT 4" C/C - - --------------------------------- 1/2" EXP. JOINT MATERIAL, TYP. I SLAB ON GRADE 2" CL TO TIES II-I� TOP OF SLAB �I.,:.;' ALL CELLS FULLY 6-#6 VERT. TYP. t j-4 ------ ¢ GROUTED BELOW GRADE _ EL. VARIES �_-'- _ _ �`. m �, , `n a0-�t 16" AUGER -CAST PILE VAPOR BARRIER TOP OF FOOTING I -I EL. +4.69' NAVD #3 TIES AT 6" C/C T rt TOP OF AUGER -CAST PILE C) TYP. U.N.O. AND BOTTOM OF CONC. COL MN _: - " — A- - -Ll BOTTOM OF PILE :...; ...., ....; ... EL. -19.5' 1 ��- EL. -21.0' NAVD 4-# 5 CONT L.W. #4 AT 24" S.W. SEE GEOTECHNICAL EXPLORATION 09-1048 DATED FEBRUARY 18, 2009. 16' DIA AUGER -CAST PILE 01 TYPICAL GARAGE WALL ELEVATION EXTERIOR VIEW AT AUGER -CAST PILE 1/2 1'-0" 3'-0" A 02 TYPICAL GARAGE WALL SECTION 1"_ 1._B:: 16" DIA. �_`�,__[ AUGER -CAST ]-- PILE B-tts 16"x24" ' 8$$EP4C ACCPgo S 4-#8 TOP 2-#5 MID �I AAFS�'°�ANSANo 8-#8 BOT RE rr0 Po MAYBE SOBYPIf0I , p RR£Cnp S oqK TIES, 6-#3 AT 6" EA. END i REM. #3 AT 12" 0,9*IP .,E,"ESSARY/N ECroAs 0 �A T A 3 TIES D # 9 - 6-#6 VERT ;, 4-#8 TOP TOP OF SLAB+* B 6 :!!!:.......................... � T EL. +19.23' NAVD iii1� 0, 04 TYPICAL AUGER -CAST PILE REINFORCING 8-#8 BOT 6-#6 HOOK BARS TYPICAL DETAIL AT PILE CUT-OFF ELEVATION "-1' 0" I 05 B-116 BEAM BEARING DETAIL 3/4" - F-0" NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBIUIY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. N L �i F_ a) COD CN CN U z Oc'$r) N 2Q w FL N S V cp W U) `" ¢ LL a a) CC o aCU U y 04 h W � W cn ti 0 J 11 o N O ON 0 UJ CU LL LL z z W z O o � � U L LU U w U) J ' n O U) z 0 J w w O Q z a 0 z IL C ¢ !Y � O 06 0 o W fA o f W U Q Q U d � K Z V O - w a ILL Q m N CA �k p LLl / �.. QI LL l LL LL g� "! F p U se U io �a �o z L] o N S � 0 O U W N N O z JOB NO.: 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: j. Cincou CHECKED BY: f. shaffer REV. NO. SHEET NO. S5001 #5 AT 8` C/C TOP 05 WALL SECTION AT OUTSIDE KITCHEN STEPPED DOWN SLAB 3/4" -1'-0" NOSING BAR 1-44 TYPICAL DOWEL #5 AT 8" FINISH GRADE OR PAVING SEE ARCH. DWGS. � -#4 AT 10` C/C #5 AT 8" C/C BOT 4-#5 TOP fI 4-#5 BOT #3 TIES AT 8" DEVELOPED SECTION AT MIDDLE STAIRWAY 8" CMU BEAM REINFORCING NOT SHOWN FOR CLARITY 16" DIA CONCRETE COLUMN - NOSING BAR 1-#4 TYPICAL #5 AT 10" TOP �7 a SLOPE 1/4"/ft 07 SLAB SECTION AT COVERED TERRACE WITH CMU WALL ABOVE 3/4" - V-0" #5 AT 10" TOP �— #4 AT 10" C/C #5 AT 8" C/C BOT i[ #3 TIE AT 601 � � 4-#5 BOT STAIR AND LANDING SUPPORT CANTILEVER BEAM REINFORCING 1/2" = 1'-0" BEAM REINFORCING NOT SHOWN FOR CLARITY 16" DIA CONCRETE COLUMN III II COLUMN UP ABOVE FLOOR SLAB, SEE COLUMN SCHEDULE SLOPE 1/4"/ft L 08 SLAB SECTION AT COVERED TERRACE WITH STARTING COLUMN ABOVE 34' =1'4' LP. ELEV L.P. +18. +18,42' NAVD POOL DECK SEE DWG. S_6.01 SLOPE 1/4'1 SLOPE 1/4%ft 4" PAVING SEE ARCH. DWGS. - - - ON AT COVERED TERRACE L STILL DETAIL 3/4" = r-0" #3 AT 6" C/C W/ 2-#5 CONT 16" DIA CONCRETE COLUMN - 10 SLAB SECTION AT COVERED TERRACE SLAB EDGE DETAIL 3/4" =1'-0" MNL TOP OF h Ina N. LlOrens Ilk+19.23' J.;I IlteCt8 �.-. LIGF—II OLSF POINT, �[_ 330b-4 !q^4? 0' 03 PHONE MNLARCHITECTS.COM 01 SECTION THROUGH BALCONY SLAB 3/4" =1'-0" T 02 SECTION AT MAIN ENTRANCE, SLAB 3/4" = V-0" ALL ANCHOR BOLTS 3/4" DIA ASTM A307 C) N � o Of CL = I ' U' 1 " NON -SHRINK K GRAUT TYP w m w w 10" E 7o BASE PLATE 3/4" x 10 1,x0'-10" 121,x12%4" RECESS 2nd POUR AFTER COL HAS BEEN INSTALLED I I x TACK WELD TO PLATE BOLT, TYP. deal 4'-0' #5 AT 8" i ` N 10 B-216 I I � fV �i-i-• ���� i _ s s --- __ 03 STEEL COLUMN BASE PLATE DETAIL L to ---------------------- 10" 1'-8" 4'-0" o i r--- (3-#6 TOP AT 3") -•-J B-216 3-#6 HOOK j B-216 #4 AT 8" TOP BARS TOP 11 SECOND FLOOR STAIR SECTION #4 AT 8" C/C 12 IT 8" 3" SECTION THRU STAIR LANDING 3/4" =1'-0" #4 AT 8" C/C #4 AT 8" C/C HOOK BARS TOP 13 SECTION THRU STAIR AND LANDING THESE PLANS AND ALL PROPOSED WORK ARE SLI& r TO AW CORREC17OMS REQUIRED NY FIELD INSPE MAYClOAS THAT poINENICARSAIIIIIN RDER ilt LYyYIYq� To II-- ul 0 s e� NOTES THESE DRAWINGS AND SPEDFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OUTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DECLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RENTING TO THIS PROJECT. 1I (m M I� T O cq U U z O N 0 N m®¢ ¢F ca p N ccW LL Lu rn s � Q �O > ® 60 .� Q 0)N�0 U ILL cu--- COO) N Lu l� ? oY C LiJ U W J 0 LL a o II "I N 110 Lu U o LL cn W z 0 Fn U U Lu U W (A � J `n O U) Z Of 1 0 W ¢?� Z) Q m W O Q z ¢ U z 0- !CY � G O J Q o ¢0 W � U F 0 U n 0 U O W a of L l LL = N 01L Ix LL W Of LL 0 � Y U m � s O o S O U W W t1 N 0 JOB NO.: 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: j. CInCOU CHECKED BY: f. shOffer REV- NO, SHEET NO. S5.02 8'-8" 8'-8" CONT SHAPED RIDGE BOARD 2x6 LADER FRAME OUTLOOKER c,----`-�----�------------------- P.T. 2x6 NAILER RB 402 FOR REINFORCING SEE S5.04 i N ' I I N - I I N 8" CMU WALL 1 8' 6'-8 1/8" n 6'-8 1/8" BEYOND 1'-5" CENTERLINE ARCHED BEAM SC7 SC7 HSS4x4 HSS4x4 TOP OF BEAM j (UPTURNED) o TOP OF SLAB j.k TOP OF SLAB L.P. ui +43.06' NAVD +42.43' NAVE) (BEYOND) oB-14 - I - IC14 co rCEM-------- �— -- ----� lL 1< - II - I, BOTTOM OF SLAB APEX ARCH BEAM +55.77' NAVD T.O. TIE BEAM � o +53.02' NAVD rn I N rn rr I 8" CMU WALL BEYOND 5" TOP OF TIE BEAM THIRD FLOOR +46.81' NAVE) 10? I 7.-2" / -2 I nu �..' CONCRETE jIj COLUMN I II I I \ III g" ---- I I To I HSS5x5 EL. 141 is'-4" HSS5x5 i i u ,I TOP OF SLAB I I +33.56 NAVE) = r__ _ J� TOP OF TIE BEAM I I N I'I SECOND FLOOR I TOP OF SLAB LP. \ +32.65' NAVE) -r = -- +33.56' NAVE) 00 I I — — — - I I 0 0) �7 _i B-221 �r 00 00 CD 0 \ I I 1 6 ^ 1 M N ,n b- M I I In b 12'-7" CONCRETE _ COLUMN------. 11" 13'-6" 13'-6" 1'I 11 I I I III 1 I I 1 I I I 1 I I 1 i `00 I I \ I I M I 1 I 1 1 C" I I III � I I 8" CMU WALL 111SC3 SC3 BEYOND (HSS5x5 HSS5x5 I TOP OF TIE BEAM OIL ' I TOP OF SLAB L.P. FIRST FLOOR +18.42' NAVE) 0 POOL DECK SLAB BEARING +19.23' NAVE) I I l01 i r-------------- 1 _'i _ _ L — — : Li _j I 02 WALL ELAVATION GRID LINE 9 318" = P-0" j DOWELS FOR COLUMN ABOVE DOWELS FOR j COLUMN ABOVE l i I I i t 4—#5 TOP I I I -------------- I I i i 4-#5 TOP — I +Ttt--1�—_ -----�'�-i---------I L IJI 1 1 1 1 1 1 1 I -;—I 4-#6 BOT `� ^� I ..� I� +i -� AT) 44C"UC" BARS -�T��-=t_r� 4-#5 BOT / 4+,� rTr1TT �.r �},-H� � B-221 (REINFORCING)-- -�J- I (1) #5 EA. FACE TYP.� I. I II I I I 1 I I I I I I I I I I I I I I I II I N7 8" REINFORCED CMU. ALL CELL FULLY GROUTED FULL HEIGHT TYP. FOUR SIDES FOR REINFORCING BAR LOCATIONS SEE PLAN 16" DIA. 1'-4• 2" BEARING TYP ELEVATOR HOIST WAY 3 1/2" CONCRETE SLAB W/ #3 AT 10" E.W. ON 1 1/2", 22 GA. GALV. INVERTED "B" METAL DECK. (TOTAL SLAB DEPTH 3 1/2') SAFE ROOM COVER CAP CONCRETE SLAB AND r I i REINFORCING SIMILAR 00 TOP OF SLAB THIRD FLOOR +43.06' NAVE) TOP OF SLAB SECOND FLOOR +33.56' NAVD n ' DOWELS TO s MATCH a VERTICAL BARS m m � W En (ADO NOT COMPLETE I I FRONT WALL OPENING I *0 1 UNTIL AFTER R FRAMES ARE SET._j TOP OF SLAB FIRST FLOOR +19.23' NAVD FOR BEAM REINFORCI SEE BEAM SCHEDULE N M MNL Marina N. LlOrens Architects , 2600 N.=, 45 STREET 330b4 MNLARCHITECTS.COM DOWEL TO MATCH VERTICAL BAR #5 AT 12" E.W. TOP #5 AT 12" E.W. TOP SIZE AND SPACING TOP OF SLAB NESEP -- - ---- o GARAGE LEVEL NAVD RARESU'��r �N®�ppo�5 VAPOR BARRIER VAPOR BARRIER 1-#5 ' ��QUlppnpy�/E C®ppECn� wOpK 00 TOP `� P'QMi 7ybi`PH S PY NUpU pp � Ar U������,� 0 I cN CUB TOFF EIAVATION NAVD 16" DIA #5 AT 8" AUGER -CAST E.W. BOT 4-#5 E.W. 4-#5 E.W. PILE OVER PILES, TYP OVER PILES, TYP % -0 —�b 01 SECTION TIARU ELEVATOR HOIST WAY 3J8"= P-0" 03 ELEVATOR DOOR 3/8" = 1'-O" M NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRTTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBIAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. Z ti 1 Ln r. EcD r�`-i M CN N v :" Z O O O Ca - LL 1p u >+ 0) CIO O 4C,4 U 04 � y 04 HLL-- ��Of v..WU LU Lu -; f` CLLo o r n" U O lli€II17w11. �e' �� N 1'851� LLJ C.)LL z Lu 0 U ° Lu w U W N LL J O ; Z 1 LL Q m Lu O Q z U_ I - Q N L.Lc � C O J o e0 W � U (n o rc w o w � < a 0 z U 7 o w a W IU- LL <O Q <0 Y / U_j W ILL Of � LL � 0 U m Q o � N s � 0 c.� w w N N Lm � JOB NO.; 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: ,, CInCOU CHECKED BY: f, shaffer REV. NO. SHEET NO. S5.03 NEW 8" CMU INFILL W/ 2-#5 VERT. IN FILLED CELLS BOWEL INTO LINT L EAM BELOW N I N DOWELS 2-#5 T & B DRILL 4" AND EPDXY GROUT INTO FILLED CELL DOOR JAMB 9y-o„ 03 WALL ELEVATION GRID LINE 4 MAIN ENTRANCE 3/8' = V-0^ 6'-0" P.T. 2"x8" CONT. LEDGE W/ 1/2" DIA. EXP. BOLTS AT 24" C/C INTO CONCRTE OR FULLY GROUTED CMU P.T. (2) 2"x6" CONT. 3/4" PLYWOOD FASTEN TO CONCRETE SHEATHING W/ 1/2" DIA. EXPANSION BOLTS W/ LARGE WASHERS 2"x6" RAFTER IEAM AT 24" C/C AT 24" C/C - 5" EMBEDMENT, TYP. 1 —\ ✓ • ro TOP OF BEAM - - ------------ EL 13'-8° ✓" ------ A +32.89' NAVD \ Y—� — 2— — 0 — —: C B-223 `� FOR REINFORCING SEE ELEVATION DRAWING S2.01 APEX OF ARCH o L �I ----------------- --- ---- EL 11'-2° +30.39' NAVD 6,. 1 IL M I o i / 2404 — I I SPRING LINE -------------- -- EL 8'-0" I +27.23' NAVD I HSS5x5 I 9n TOPS OF SLAB SECOND FLOOR +33.56' NAVD TOP OF SLAB FIRST FLOOR +19.23' NAVD CONCRETE COLUMN UP TO ROOF - - - j-- ' - --(BOTTOM' OF ROOF II TOP 1 !DECK SHEATHING - -I FA ri \ I to TOP OF BEAM FAR SIDE RECESS HALF THICKNESS OF B-201 FAR SIDE TO CLEAR LOW ROOF PLYWOOD SHEATHING TYPICAL WING WALL REINFORCING: #4 AT 12" HOR AND VERT W/ 8" HOOK MIN. EXTEND ALL HORIZONTAL HOOKED BARS INTO COLUMN. USE #3 "U" BARS AT ARCHES. CONCRETE COLUMN UP TO ROOF 01 SECTION THRU BALCONY ROOFING BEAMS TYPICAL AT FRONT ENTRANCE 3/4" - v-o^ P.T. 2"x8" CONT. LEDGE W/ 1/2" DIA. EXP. BOLTS AT 24' C/C INTO FULLY GROUTED CELLS 4" EMBEDMENT TYP� 4'-0" 3/4" PLYWOOD SHEATHING TYP #5 AT 32" MAX IN FULLY GROUTED CELLS, TYP. s MNL Marina N. Llorens v Architects L500 N.E. 4 T,= - CV P, Lo cr) r- w LIGN FOGSE PO'\ T , =L. 310I r v 954 - - 0405 �NOV- � o CL �* MNLARCHITECTS.COM OCo Cq O -0of ~ D QQ O _ u O CU W cn®@)LL L6 7, � Cc O OL TOP OF SLAB U 3: 'T E a +33.56' NAVD N N U ° p, y �LhW � U W _ cn 0 J `L o �0+ 3 N O ul 1111 nHN� P ; - - TO�h _P OF SLAB SECOND FLOOR iv I• -- -j q co +33.56' NAVD 8-213 i _ I OND (GRID LINE "A") 1 TB-201 BEYOND (GRID LINE "A") - - - - v- FOR CEILING PROFILE N I AND FINISH SEE ARCH. DWG TB-204 i •I — — — — J N I I I I I I 02 SECTION THRU ROOF AT GRID LINE 4 3/4'= p-0" 4" (3) #5x2'-6"x2'-6" T (1) #5 EA. FACE TYP. I I 2-#6 TOP _ - J�4 �� ` (3) #5 TOP 3-#5 CONT T #3 TIES AT 6" I I I I OR TO MATCH ' TOP OF SLAB L.P. _ I I I I CMU COURSING �'G �� �C �I #3 TIES AT 8' LAP 12" MIN. + - - �� T � ` - ++42.43NAVD I I LINTEL B"x12" MIN #3 TIES AT B" B 2" 2 - 2" 1 1 (3) #5 BOT � ti `, y� CHIP CHIP (6) #6 CONT BOT RB-402 (REINFORCING) (4) #4 "U" BARS 04 SECTION THRU B-314 EXIST CMU DOOR OPNG EXIST CMU AT 4" C/C EA. END 3/4"=11-0.1 05 REMEDIAL DETAIL ELEVATOR DOOR LINTEL AT GARAGE LEVEL ONLY 3/4" =1'_0" p Q0 u�BCr r0� pRR I fD M,I�gjNEC F/ElD/NSp� ECn0NS0gK 4apIRS o Apr' 5 THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANCES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIRCATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILRY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT, O_ UJ U ° Z z z Lu 0 U u) ° U Vi ,Lu J 0 0 N Z I Q �) fLLn� V 0 J O U_ z Q I L Q N � r O J ^Cx W O • I g O 0 o F 0 U a U F- W q a LU � LL co '� =N US 3k LL w LL w a 0 0 Z x U m V o d z JOB No.: 09021 DATE: 03/ 14/09 SCALE: AS NOTED DRAWN BY: j, cincou CHECKED BY: f. shoffer REV. NO, SHEET NO. SS•04 18'-7 13/16"t 4" 21'-5 15/16"t 4'-5 1/4"t I CANTILEVER SLAB FRANGIBLE 8" CMU WALL FRANGIBLE 8" CMU WALL _ T ---------- ----- - - t - ---- -�-- ----- - - - --- ------------------ - 6'YYx4"H CURB�G. - -� RAILING BY N I — 5x10-t — -r OWNER i E N I i I fl t AT 8 TOP_ i DOl I H P. +L18.42' I I I I I I I II I I ®SLOPE VARIES�/� T 1-L `�, - I I/ �;� NN /' ;/3"x3" GUTTER \� 4" LEDGER W/ NEOPRENE I 4*W GUTTER SLOPE AND ` I BEARING PAD FOR POOL LOCATION BY OWNER % ! j' H.P. TOP OF SLAB, `\ I o 10 SLAB TYPICAL ( — 1 j \� % UPPER DECK -4'-8" II I DECK BEARING, TYPICAL �,.� I 6 x4"H CURB TOP BAR REINFORCING I 01 /S6.01 — \ FRANGIBLE 8" CMU \\ RA LING OWNEBY OVER COLUMNS 16" DIA, CONC. COLUMN \ WALL BELOW DECK \\ I (5) #5x6'-O" AT 10" TOP W. W/ 6-#6 VERT. #3 TIESI SLAB EDGE AT DO I i MIN. TYP. UNLESS SHOWN AT 6" C/C TYPICAL OTHERWISE. I POOL PERIMETER H.P. EL. +18.42' 1 I � FOR POOL LAYOUT SEE ARCHITECTURAL\ AND POOL SUPPLIER DRAWINGS I I I II II FOR DI ENSIONS SEE DRAWING S6.2 BEACH (FOR R FERENCE ONLY) HAREA.- -- I A& —III I` I \ - I 103/56.01 -- — 1 I � r—— ---r Ii I I I I I IIIII I III II I J SLOPE 1/4"/FT T.O. SLAB SLOPE VARIES \ I o \ I I LP. +18.03' w I JADDITIONAL REINFORCIN' POOL a_N 1'-6" LAP MIN 3—#6x7'-O" TOP AT 8" C/C S�TYP AT DECK EDGE (� PLACES) i DOI I #5 CONT AT 16" C/C BOTTOM TYP. E.W. I I T.O. SLAB IIIII o I IIIII - ,•. ,' �._, ,, , � _'; _ — — I — — 04/S6.02 / I m I H.P. +18.42' DID I I� IIIII ® •\ 24'-10" \ \ �' \\\\ T.O. SLAB B-125 KIP +18.42' W SLOPE VARIES (� IIIII _ _IIIII \ \ TABLE & BENCH i J n T n T ❑ _ �~ i L.P. TOP OF SLAB. I I < I ( I I I I I I I I I \ ` UPPER DECK -5'-7" � L n -� N T.O. SLAB SLAB EDGE AT `\ / 1 3 rE I SLOPE VARIES 1 I I I POOL PERIMETER DOI H.P. +18.42' 0 01/S6.01 H.P. EL. +18.42' 100 -- ��-- --- _----------------- \�� I I i —_ _ T.G. SLAB T m J. I i � II � � I � N I I//ullL. +18.03' I I I I I I I I I I I 5-#5 AT 6" BOTMJ 00 jl SPA m I I ��/ ,-�+ a OPEN TO DECK j ' 10" SLAB TYPICAL — f� — — J� — — -�J,+ ii BELow — H + I I _ —H+H— I + H — S6.f3� I n ji 02/56.01 .0. SLAB T tI�I I1�IT T tI�I _ �I+ P. +18.42' r 11 `�\ _ L __ , ----------------- -#- _-------- - --------------- _------ - - -----=--------------- = --------------------- FRANGIBLE -__ -- 8" CMU WALL FRANGIBLE 8" CMU WALL CANTILEVER SLAB SLOPE 4'-11" POOL DECK FRAMING - UPPER LEVEL CONCRETE: f'c = 4000 psi MAX W/C RATIO OF 0.40 FOR FRANGIBLE WALL FOUNDATIONS SEE DRAWING S6.03 SLOPE 01 TYPICAL SLAB SECTION AT GUTTER LOCATION AND SLOPES BY OWNER 3/811=r4o^ FRANGIBLE WALL FOR UPPER LEVEL PAVING #5x10'-0" AT 8" TOP SLOPE TO DRAIN AT CANTILEVER SLAB -- -- - - ----- _ _ T _ _ T FRANGIBLE WALL FOR LOWER LEVEL SPA SIZE, LOCATION AND ELEVATION BY OWNER ____=- =_________________ SPA UPPER CANTILEVER SLAB 5-#5 AT 6" BOT I o CONT AT COLUMNS (ADDITIONAL) I I > SPA SUPPORT I BY OTHERS I I L.P. POOL SLAB BEYOND I I a I I ^� I I m 0 16" DIA. CONCRETE COLUMN OVER EXISTING 16" DIA AUGER -CAST PILE. EXACT LOCATION OF ALL PILES TO BE FIELD VERIFIED 02 SECTION THRU UPPER AND LOWER DECK TYPICAL AT SPA LOCATION Mg" =r-W II ---oJ I I I'I JI�II� i POOL WALL AND I 1 GUTTER BEYOND BY POOL SUPPLIER it II T I I I LOWER DECK "o FRANGIBLE 8" CMU WALL BELOW LOWER DECK 7'-11 15/16" 13'-0" 12'-9 3/4" 01 POOL LAYOUT DIMENSIONS ELEVATIONS BY POOL SUPPLIER 1/4"=M" CONTRACTOR TO VERIFY POOL LAYOUT DIMENSIONS WITH OWNER, ARCHITECT AND POOL SUPPLIER. LP. ELEV +18.42' NAVD 1/2" CONT. NEOPRENE BEARING PAD SLOPE 1/4"/ft 4 PAVING SEE ARCH. DWGS. -------------- p0 e m #3 AT 6" C/C W/ 2-#5 CONT 16" DIA CONCRETE COLUMN 03 POOL DECK BEARING ON PERIMETER BEAM FIRST FLOOR LEVEL 3i4" = V-0' MNL Marina N. Llcrens Architects -. 3. C 'b-1 1N- $ 4O H 0 7'IESE ARESU&Eo, A REQUIRE �F�DUPRCSEDWOR MAYBENECES EDPFCTOCDONS K QBMP�j� RDERTO NT NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER, DISCLAIMER NOTICE: THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT, CID t• � N co � 00) O N U 0 Z OM CU O - N ~ 2 F¢- OC 'o '� 5 � W � Q C) Co LU E W a N _ fl _U (o y:ujW N d..� LLI � W En a), Z ti o T. a. c ill JNII J w O W UJ LL. z o W z Z O W w U tr J Q 0 z 0¢ W 0 z J a U o G F- OJ J ati 0 o 0 U (!j o F 0 U W a Q U � z z 0 o ti 3 ❑ w a n � LLI LL Co rN ui Y a LL ❑ L [ LL LL Y U m J j H Tr O z JOB NO.: 09021 DATE: 03/14/09 SCALE: AS NOTED DRAWN BY: j, cincou CHECKED BY: f. shoffer REV. NO. SHEET NO. S6.01 FOR PAVING SEE ARCH. DRAWINGS CANTILEVER SLAB #5x10'-0" AT 8" TOP ® SLOPE Ir + _CI t4_ I I - 1 FRANGIBLE 8" CMU WALL FOR REINFORCING AND ATTACHMENTS SEE SECTION??? 3" RECESSED GUTTER - 1-#3 CONT- 03 TOP OF SLAB H.P. EL. +18.42' NAVD VERIF. W/ OWNER NOSING BAR 1-#4 TYP 10'-0"* 6"%4" CONCRETE CURB FOR REINFORCING SEE SECTION 03/S6.02 N I ro - 7 - - - - _ #5 AT 5 BOT + �_ - - - L- - #5 AT 8" TOP #4 AT 10" C/C - - #5 AT 8" TOP I 9'-2" 6"x4" CONCRETE CURB FOR REINFORCING SEE SECTION 03/S6.02 NOSING BAR 1-#4 TYP 6'. #5 AT 8" EW-" VERT. #5 AT 8" HOR. #5 AT 12" 8" `#5 AT 5" BOT .I - - _ _ — APPROX. PROFILE OF LOWER - + DECK NEAR FACE OF STAIRS 1� #4 AT 10" C/C 1 - I FRANGIBLE 8" CMU WALL UP TO UNDERSIDE OF 10" LOW LEVEL DECK (BEYOND) I I V) x j N w `TYPICAL STAIR REINF. SEE SECTIONS TYPICAL GUTTER AND CURB SECTION #3TISAT — #3TIESATB J` - JL J` t-r fi 10"�THK CONCRETE WALL INFlLL BETWEEN �4-^� LOWER DECK AND STAIR LANDING II L SEE SECTION 02/S6.02 I- 01 I SLOPE 2'-0" #5 AT 16" C/C E.W. BOT ALL COLUMN REINFORCING BARS TO BE HOOKED INTO-ORO] PANELS AT TOP. TYP -#4 CONT #3 AT 10" TYPICAL CURB REINFORCING POOL DECK UPPER LEVEL r"I j I [ I _ _T I 1 POOL WALL AND POOL SLAB BY POOL SUPPLIER L P -�-- I -I POOL SUPPORTING DECK, LOW LEVEL I \_#7 AT 16" E.W. BOT 1-t-T f 1-t-TT 1-t-TT 1-t-TT 16" AUGER -CAST PILE BOTTOM OF PILE EL, -19.5' NGVD EL. -21.0' NAVD SEE GEOTECHNICAL EXPLORATION 09-1048 DATED FEBRUARY 18, 2009. 04 TYPICAL SECTION THRU POOL DECK UPPER AND LOWER LEVELS 3/4^=F-0" POOL DECK UPPER LE' 3'x3" RECESSED GUTTER I , I :• POOL WALL AND POOL SLAB BY POOL SUPPLIER POOL DECK LOW LEVEL o� #5 AT 12" 10 H. & V. E.F. o�ii FRANGIBLE 8" CMU WALL FOR REINFORCING AND ATTACHMENTS SEE SECTION??? 4'-0"* POOL WALL WANISHING EDGE'k r------- STEP AND BENCH o �'`' I t^ a n �CL O N Awl I Y O I7 �� I _ I SLOPE 10" STRUCTURAL SLAB AS REQUIRED TO MATCH POOL rr DRAWINGS ELEVATIONS. TYP L� FOR SLAB REINFORCING SEE I POOL SUPPORTING DECK FRAMING -LOW LEVEL * POOL DIMENSIONS, PROFILES, WATERPROOFING AND ELEVATIONS BY POOL SUPPLIER POOL STAIR - UPPER FLIGHT 6"x3" CURB RAILING BY OWNER FOR DRAINAGE AND GRATING OVER LANDING SEE POOL SUPPLIER AND OWNER 6'-8"* 1-#4 NOSING BAR TYPICAL CURB REINFORCING 1-14 CONT, #3 VERT #5 AT 5" BOT AT 10" W/HOOK, TYP • -DOWEL #5 AT 5" !� Lo #5 AT 5" BOT #4 AT 10" 02 POOL STAIR - LOWER FLIGHT FINISH GRADE OR WALKWAY, SEE ARCH. © MNL LUULL LUILULL-- I;I�- - Marina N. Llarens - o Architects . t 01 S6.02 ON �K_ 26CO N.E. 45 STP-ET LIG -0L_5E PO \T 1 3 0 4 MNLARCHITECTS.COM II I / // I t��CEiSED GUTTER �� `♦ — — 31x3" / TI-1-{- — — FOR P < II OL LAYOUT SEE ARCH. ,�� AND P OL SUPPLIER DRAWINGS �wi ♦ \ � � I � 16" DIA, CONC. COLUMN W/ 6-#6 VERT, #3 TIES Z AT 6 C/C TYPICAL fi-_P - T-T _ jtzPANEL REINFORCING ` �i.ilG'. -- - -_7x -0 AT 12 TOP E.W. UNLESS SHOWN (OTHERWISE. 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I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. ■ IIIIII r N L T` 0 ® M O 0) ® N U 0 * Z Ogory CUCoo u co CU O LL to m um> = 0 Q CD Q U 04 CU ---- y N �� W�Uj W C qy rn 0 a f III lipm r" i\0 0- C) x� SCALE: AS NOTED DRAWN BY: j, cincou SHEET NO. S6002 (9 ] 10 CENTERLINE COLUMN AND AUGER —CAST PILE 10'-6" PAVING BY OTHERS 91. 1, 1 /2" EXP. JOINT FOR SLAB REINFORCING MATERIAL SEE DRAWING 56.01 - TOP OF SLAB ' ... , } .— r. FOR EMBEDMENT PLATES AND CONNECTIONS SEE 02/S5.01 —� 16" DIA. CONCRETE COLUMN \ 9„ H.P. EL +18,42' NAVD CAULKING CMU BOND BEAM W/ 1-#5 CONT. TOP DISCONTINUE BARS AT EXPANSION JOINTS TYPICAL I #5 VERTICAL HOOKED BAR INTO CMU BOND BEAM AT 32" C/C TYP 8" CMU FRANGIBLE WALL W/ IT, t #5 AT 32" C/C IN FULLY GROUTED CELLS FULL HEIGHT DOWELS TO MATCH ' VERTICAL BARS SPACING AND SIZE 4—# 5 CONT L.W. 1 -11 #4 AT 24" S.W. •� 16' DIA AUGER —CAST PILE 3'-0" 01 FRANGIBLE WALL BELOW UPPER DECK TYPICAL ON PERIMETER 11'=11-0" r-----T—_..--- ------1------ 11 12 r9 14'-6 5/16" 1 16'-2 7/16"t 4'-5 1/4"t 5'-0" MAX. SEGMENTS V' FOOTING AND CMU WALL TYPICAL EXPANSION JOINT ------1--- _------Jr— ; T -----r.------ I ea n 4 FRANGIBLE 8" CMU WALLI UP TO UNDERSIDE OF UPPER DECK SLAB. ------1-------L-----------r WF (WALL FOOTING) 36"x12" 01/S6.pz B UPPER DECK —4"x4" GUTTEF SLOPE AND LOCATION BY OWNER 4" TOP OF 10" UPPER DECK SLAB H.P. 18.42' NAVD pil 04— FOR UPPER DECK LAYOUT AND REINFORCING SEE DRAWING S6.01 APPROX. EXISTING GRADE EL. +7'—C NAVD -1" f 8-125 \ O A 24'-10' 22'-7 3/16" t V.I.F. 18'-1 15/16"f V.I.F. MNL Marina N. Llorens Architects %00 iN.E, 45 STPEET GH LSEE PC 01K64 MNLARCHITECTS.COM ® ,-1<1;'� �' O �p�� �O i• �' H.P. TOP OF SLAB, +/2* �� 1Al \ UPPER DECK -4'-8" ` r� \ FRANGIBLE B" CMU WALL 0 \� UP TO UNDERSIDE OF \Y .0.. OF UPPER DECK/ LOWER DECK SLAB. OR REFERENCE ONLY �EDGE r 1 f j BEACH I AREA I L—� mill POOL WALL i WF "x12" \ I o I I '•� I I � I r I POOL �, ^ I \ / APPROX. EXISTING EL. +7'-0" NAVD GRADE N 3 I I / I I V — -- FRANGIBLE 8" CMU WALL UP TO UNDERSIDE OF —1 LOWER DECK SLAB. � I I � I I I I I UL/S6.04 s TABLE & BENCH l r: 1 LP. TOP OF SLAB. ` UPPER DECK —5'-7"Lo � J mI --------------- 11i g 16" DIA. CAST IN PLACE N J FRANGIBLE B" CMU WALL I CONCRETE COLUMN ON TOP SPA I j I UP TO UNDERSIDE OF OF 16" DIA. AUGER -CAST PILE. O UPPER DECK SLAB. TYPICAL. SEE ELEVATIONS AND I I I 02/S6.01 / SECTIONS. ; T--- -- r —_ ----1— .---1--- — — — — _�._ _ _--�--, -- -----1— ---T----� I I L----------L------------JL-----I ---------JL— --L------J— JL----A-----_--------J WF (WALL FOOTING) 36"x12" 0 j TYPICAL EXPANSION JOINT vm) FRANGIBLE WALL j FRANGIBLE WALL 5'-0" MAX. SEGMENTS FOOTING AND CMU WALL 0 FOR UPPER LEVEL I FOR LOWER LEVEL 9.5 10 8" CMU FRANGIBLE WALL LAYOUT BELOW POOL DECK CONCRETE: f'c = 4000 psi MAX W/C RATIO OF 0.40 1/4" = V-0" R � UB✓Or a p D 441 Pgo po. �FiF(ps pel oggEcn�Nwogk I QB�NAT �191999, NOTES THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER. DISCLAMER NOTICE THE ENGINEERING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM ALL RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS PROJECT. ZI� CV 1I LO M t` E w � p N U CL � Z O g,:I-Y) r- Q O O O 2) co O Co W cn®ALL � EO w a a)'N U s3N OHw- 0O2 LU W 46 � O C:uo o a N yl: IN U LLI � 0 W O U O W z O U O U mow/ 0 CO W ¢ J r� v u~) _J I..1.J OU Q Z Q v J m O 0 Z OLL ❑ W N U V) o F w O U a z 0 3 w 0- LU d(D 04 N o uj (lo Y d LL 11 Lu w LL LL ❑ Y U m 4 s d z JOB NO.: 09021 DATE: 02/05/ 10 SCALE: AS NOTED DRAWN BY: j, CITICOU CHECKED BY: f. shoffer REV. NO. SHEET NO. 56.03 CENTERLINE COLUMN AND AUGER -CAST PILE POOL WALL AND SLAB BY POOL SUPPLIER POOL DECK UPPER LEVEL - - - - - - - - --- - �__`- - I I I I I I I I I I 3"x3" RECESSED GUTTER I i POOL WALL AND POOL SLAB BY POOL SUPPLIER I I I I I POOL DECK I -----J LOW LEVEL J ------------------- — — — — — ------- — — ---LOW TOP OF SLAB i CD .: DECK ELEV. VARIES L.P. EL +8.15't NAVD CAULKING CD .:. • Kit i FOR EMBEDMENT PLATES CT AND CONNEIONS SEE 02/S5.01 $" CMU BOND BEAM W/ 1-#5 CONT. TOP III DISCONTINUE BARS AT EXPANSION JOINTS FOR EMBEDMENT PLATES AND CONNECTIONS SEE 02/S5.01 TYPICAL #5 VERTICAL HOOKED BAR INTO CMU BOND BEAM AT 32" C/C TYP I 16" DIA. CONCRETE I' 8" CMU FRANGIBLE WALL W COLUMN #5 AT 32" C/C �I IN FULLY GROUTED CELLS FULL HEIGHT DOWELS TO MATCH I FRANGIBLE 8" CMU WALL VERTICAL BARS SPACING FOR REINFORCING AND AND SIZE ATTACHMENTS SEE 02/S5.01 EXSITING GRADE TOP OF AUGER -CAST PILE AND BOTTOM OF CONIC. COLUMN 02 o}_ I- EXSIT1No GRADE cQ ALL CELLS FULLY 11 m GROUTED BELOW GRADE 00 TOP OF FOOTING + Y EL. +4.69' NAVD r7 3—# 5 CONT L.W. #4 AT 24" S.W. 1:17 16" DIA AUGER —CAST PILE 2'-0" FRANGIBLE WALL BELOW LOWER DECK 01 FRANGIBLE WALL BELOW LOWER DECK TYPICAL AT STAIRS MNL Marina N. Llorens Architects P._. _cCO NI E 15 STVE_ET IGH 4-0 �� PC \T 3''0-,4 ! MNLARCHITECTS.COM TNES ARESU je SANO44P REQU/R o "10ANYCORRVSEOW, AAyQENECESSEOINSPECrp HORS Mary 7g44z!D R 70 T U3 I NOTES 1 THESE DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ENGINEER, THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENT WITH THE ENGINEER. NO DESIGN CHANCES WHICH ALTER THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE MADE WITHOUT OBTAINING PRIOR WRITTEN PERMISSION FROM THE ENGINEER, DISCLAIMER NOTICE: THE ENGINFI RING SEAL FOR THIS PROJECT IS INTENDED TO AUTHENTICATE AND IS LIMITED ONLY TO THE STRUCTURAL DESIGN DOCUMENTS WHICH CONTAIN MY SEAL AND SIGNATURE. I HEREBY DISCLAIM AL.I, RESPONSIBILITY FOR ALL OTHER DOCUMENTS RENTING TO THIS PROJECT, Z a Q co uj u a CA LJ ti (n Cl) P+ E 0 w M p N c? �Z O ry OO Cn 7 �_ Z) Ew u- � Na U N Lh 0 j ._. ~ L1J Lu U f� C: U_ o (o o ti ON W o U J Q z o W o p uJ wry U J v��//�� ) O(1) 0 W ¢ � U W 0Y Z w p C/) ¢ J F- C� G ~ Q a 06 0 w a O z U 0 w a_ U. LL �(o N Co ow Y o_ LL Lu of LL se r U m 60 d JOB NO.: 09021 DATE: 02/05/10 SCALE: AS NOTED DRAWN BY: 1. CIr1COU CHECKED BY: f. shaffer REV. NO. SHEET NO. S6.04