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800 NE 96 St (5)CAD FILE: LAYER: GENERAL NOTES: 1. The Contractor shall verify all dimensions, elevations and angles and all other existing conditions prior to commencing any work. Contractor to also verify and approve all information on drawings. Acceptance of these plans constitutes approval. Please notify Engineer by certified mail of any conflicts or discrepancies, if any. 2. The Contractor shall furnish and be solely responsible for all temporary bracing and shoring required to maintain plumbness and stability of all structural elements during construction. 3. The Contractor shall obtain from all subcontractors the the final approved site and location of all openings to be provided for respective trades. He shall be responsible for location and details. 4. All concrete for foundations & slabs on grade shall reach 2500 p.si. compressive strength at 28 days, and all columns, grouted cells, slabs above grade and tie beams shall reach 3000 p.s.i. compressive strength minimum at 28 days unless otherwise noted. 5. Contractor /owner shall be responsible for verifying required grade & finished floor elevations with repect to Dade County Flood criteria, existing crown of road elevations, Federal flood criteria or any other governing body. 6. Owner and Contractor shall notify Engineer in writing, by certified mail upon commencement project. 7. The Owner shall be solely responsible for investigation in reference to whether structure can be built on site. Payment of these drawings constitutes acceptance & agreement with the following statement: No party shall initiate any kind of litigation against Emilio Castro & /OR E.C. & Associates, Inc. STRUCTURAL NOTES: 1) CONCRETE: ALL CONC. FOR FOUNDATIONS Sc SLABS ON GRADE SHALL REACH 2500 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS, AND ALL COLUMNS, GROUTED CELLS, SLABS ABOVE GRADE AND TIE BEAMS SHALL REACH 3000 P.S.I. MIN. COMPRESSIVE STRENGTH AT 28 DAYS, UNLESS OTHEREWISE NOTED 2) REINFORCEMENT: ALL REINF. STEEL TO BE A.S.T.M. 615 GRADE 60. 3) WOOD: ALL LUMBER SHALL HAVE A MINIMUM FIBER BENDING STRENGTH OF 1,000 P.S.I. ALL LUMBER IN CONTACT WITH CONC. SHALL BE PRESSURE TREATED AND HAVE A MIN. FIBER BENDING STRENGTH OF 1,200 P.S.I.. 4) STEEL: ALL STEEL CONNECTIONS SHALL BE DADE COUNTY APPROVED AS PER S.F.B.C.. MINIMUM COVER ON NON — PRESTRESSED STEEL; CAST AGAINST & PERM. EXPOSED TO EARTH 3 "; EXPOSED TO EARTH OR WEATHER, #5 BARS OR SMALLER © 1-1/2"; #6 BARS OR LARGER © 2 "; NOT EXPOSED TO WEATHER OR GROUND CONTACT,(SLABS, WALLS, OR JOIST) #11 BARS OR SMALLER © 3/4 ", (BEAMS, GIRDERS, OR COLUMNS) © 1 -1/2 ". MIN. HORZ. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: MAX. OF ONE BAR DIA. OR 1" WALLS: MAX. OF ONE BAR DIA. OR 1" MIN. VERT. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: 1" MAX. REBAR SPACING (CLEAR DISTANCE) WALLS & SLABS: MIN. OF 3 TIMES THE WALL OR SLAB THICKNESS, OR 18 ". MIN. SPLICE TENSION LAP. LENGTH IS 12" SPLICES FOR TIE BEAM REINFORCEMENT SHALL BE A MIN. OF 36 BAR DIAMETER OR 18 ", WHICHEVER IS GREATER. SPLICES FOR COLUMN REINFORCEMENT SHALL BE 48 BAR DIA. (2)M4 TYP. (2) • 4, 9' APART 24' I-4ICs 4, TYP. 3'x3'x /4' STL. COL. FILLED UV CONC. COVERED W/ 4'x4'x8' BRICK, STAGG. arch beam detail .�I IMO NMI MEI NMI 11111111 U 1 I/4' • I' • 0' south elevation EXISTING RESIDENCE 3'x3'x STL. COL. FILLED W/ CONC. COVERED W/ 4'x4'x8' BRICK, STAGG. EXIST ) 6 N.T.S. ELECTRICAL NOTE: EXIST. ELECTRICAL SERVICE 150 AMP. HAS ADEQUATE CAPACITY FOR ADD'L LOAD. USE CIRCUITS *23 - 24 23 1 1 \ 23 8 TOP OF T/B 0'- 101/2' EXIST. F.F.E. 0' -0' NEW F.F.E. EXIST DOWEL FT& STL. INTO EXIST'G FTG. 4' 4 SEC. W/ 1-11G1-4 51TRENGTN EPDXY EXISTING STEPS TO REMAIN 24 , / 24 // foundation /floor plan ' C?M.U. BETWEEN CONC. PI RS BELOU1 SLAB, TYP. -� 24 ' / r/ EQUAL 36°' / / / / 24 NIP 24 23 23 ■� HMI HMI BIM BI M n.. 23A a o- i west elevation EXIST. 4' TI-IK CONC. SLAB OVER PO BARRIER "4 1' -0" EXISTING RESIDENCE electrical notes: 1. ALL WORK SHALL COMPLY WITH THE LATEST EDITION ON THE 'NATIONAL ELECTRICAL CODE' (NEC) 4 THE 'SOUTH FLORIDA BUILDING CODE' (SFBC). 2. ALL CABLE SHALL BE COPPER UNLESS OTHERWISE NOTED AND APPROVED. 3. INDOORS CONDUIT SHALL BE EMT. 4. OUTDOORS UNDERGROUND CONDUITS SHALL BE SCHEDULE -40 PVC UNDER PAVED AREAS. 5. CONTRACTOR SHALL FURNISHED ALL LABOR, MATERIALS AND EQUIP. FOR A COMPLETE ELEC. INST. IN ACCORDANCE WITH THE ELECTRICAL DRAWINGS AND APPLICABLE CODES AND REGULATIONS. &. ELEC. CONTRACTOR TO COORDINATE ALL OUTLET LOCATIONS WITH BLDG. AND ARCH. FIXTURES. 1. ELCT. CONTRACTOR TO PROVIDE EMPTY CONDUITS AS REQD. FOR TELEPHONE LINES 4 T.V. ANTENA. S. ALL MOUNTING HARDWARE SHALL BE BY CONTRACTOR. 9. ALL LIGHT FIXTURES AND FANS TO BE SELECTED BY OWNER, UNLESS OTHERWISE NOTED. EXIST. 20'x12' CONT. CONC. FTG. W/ (2) r 5 CONT., TOP 4 BOTT. 1 /4 ' = 1' -0' 15' - &" N 1 site plan east elevation 100' PROPOSED OPEN TERRACE ADDITION EXISTING 2 STORY C.B.S. RESIDENCE 100' N.,,,. 9oth 5T, 30' 1 ' - 1' -0' • 40 • . • • . . • • \ ... • • • . • • 3/16' girder detail SPAN roof framing plan 1 44' THK U- HANGER WELDED TO STL. PLATE 12'x4'xI /2' STL. BRACKET WELDED TO JST. 4 (2) 5 /a'* x 6' WEDGE ANCHORS TO CONC. BEAM 9'X STL. PLATE GIRDER SEC. TO LEDGER UJ/ 7HRU 130L75 W/ NUTS 4 WASHERS 0 24' O.C., STARTING 0 12" FROM ENDS 16' -2" SPAN 1 : - 0. REST JST. A MIN. OF 3" BRG. \ PROTECT RAFTER W/ ROOFING FELT 0 BEARING POINTS ANCI -IOR END OF RIDGE RAFTER W /DITTO ANCI- IORAGE (1-4MSTA30) I,4' = 11 -0' -- EXIST. TRUSSES OR JOIST (V.IF.) 2'x6" CONST. GRADE WD. FOR VALLEY DECKING ATTACHED TO 2'x6" JOIST W/ (2) 16d NAILS APPR GALV. MTL. STRAPS (BOTH SIDES) ) i8'xl'x24' SEC. TO EXIST ROOF W /2 -10d NAILS TO EA. MEMBER 6'x12" WD. RIDGE BEAM TO BE PROTECTED W/ ROOFING FELT 0 BEARING POINTS 4'x10' WD. JST. 9 50' O.C. TO BE PROTECTED W/ ROOFING FELT 0 BEARING POINTS HUGHES, 'HM5TA30' MTL. STRAP W/ (12) *8x3" SCREWS, (6) TO EA. SIDE OF RIDGE, TYP. 3 "x5 "x STL. ANGLE W/ (2) 5 48 1 0 TI-4RU BOLTS W/ NUTS 4 WASHERS TO JST. 4 (2) 5 43'4) x 41/2" L. WEDGE ANCHORS TO CONC. BEAM, TYP. EXIST. CONC. M. 01-4 4'x10' WD. JST. , TYP. TO BE PROTECTED W/ ROOFING FELT 0 BEARING POINTS EXIST. TRUSSES COMBINATION SIMPLE 4 TWO -SPAN CONT. 2 "x6' DECKING STAGG. 0 50' decking layout plan \7 1 tie -in detail [I 6' WEDGE NAILED TO JOIST OR BEVEL CUT TRUSSES AT VALLEY n.t.s. (2) 10d NAILS, TYP. 1 /2' = 1' -0. APPR GALV. MTL. STRAPS (BOTH SIDES) ' "e'x1'x24' SEC. TO EXIST ROOF W /2 -10d NAILS TO EA. MEMBER RIDGE BEAM VALLEY JOIST ,/ DESIGN CRITERIA DL= 25 PSF (10 PSF W/O COV'RG.) LL= 30 per 2 q = .00256 (K) (IV), K= .S1, I= 1.05, V= 110 MPH q= 21.32 PSF PRESSURE = q (GC -GC = 21.32((1.32X - .15) -.25)= 33.9 PSF PRESSURE = 33.9 PSF NET UPLIFT= 33.9 -10 = 23.9 PSF AT OVERHANG: PRESS. = 21.32(1.32X.8 +.15) = 55.9 PSF NET UPLIFT= 55.9 -10 = 45.9 PSF HUGHES, 'HMSTA30' MTL. STRAP W/ (12) *1x3 SCREWS, (6) TO EA. SIDE OF RIDGE, TYP. 1/4" THK. STL. PLATE ) 44" THK. U- HANGER WELDED TO STL. PLATE 5 4 8 '4) x 6" BOLT LAGGED INTO RIDGE BEAM %so x 6' BOLT LAGGED hanger detail INTO BOTT. OF JACI 'l lf'I S 5/8'4'x6'W /EDGE ANCHOR (1 EA. SIDE) THK CONC. SLAB EXIST OMPACT FIL 95% PROCTOR MAX. DENSITY 20' x 12" CONT. CONC. FIG. W/ (2) • 5 TOP 4 BOTT. 4x10 WD. JOIST joist connection dtl. w typical wall section 12 r F 9 ,1 12 1 X4 "X1 /2' STL. BRACKET (EA. SIDE) W/(2) -5/8 "0 TNRU BOLTS 3 /a ' HOLE FOR 5 /a" BOLT MIN. CLEAR REQ'D.(TYP). 1 - 2 ": 1' -0" plan ETERENIT INC., EVERGREEN SLATE CO., SLATE ROOFING SYSTEM APPROV. • 961114.01 APPROV. * 91/0131.11 2 "X6'T4G DECKING ATTACHED TO JOIST W /2 /10d NAILS COY. W/ 30* FELT TIN TAGGED 4 COV. W/ 90* GRANULAR SURFACE CAP SHEET, 1-10T MOPPED 4 COV. W/ SLATE TILE, TO MATCH EXIST. SEE JOIST CONN. DTL. 3'x3 "x 26 GA MIL. SAVE DRIP NAILED 6 4' O.C. 1/2' EXT. GRADE PLYWD. COV. W/ O.N. MTL. RIB LATH 4 STUCCO 3" STUCCO BAND 10" x 18' CONC. TIE BM W/ (4) -*5 4 *3* , 48' O.C. NOTE: FIRST (4) - *341 e CORNERS TO BE 6 12' O.C. Zia " STUCCO 5' STUCCO BAND 4'x4 "x8' BRICK, STAGGER JOINTS 3'(3'x"i4' STL. COL. FILLED W/ CONC. 12' x 12' CONC. PIERS W/ (4) * 6 VERT. Q0WELS,4 * 3 4) 6 8" O.C. sc ale: 3 /4 " :1' -0' STL. ANGLE LEG I-IORIZ. FACE OF TB I -'/2 "= 1' -0' w 4 c U N w w 0- Qj 0 z O Q V a a 0 CC 1- 0 co cn 1 4 CO L O CC 11) CJ) LLJ CO co O Z 1 OZLL m to W J w •- x a gG 1 6 .51 Z I- 2 O w w o W ~ � > Q � V- O 0 c • � O o Q i co C VONZ w 0co0. J u. 0 w Q L. Z 0 � . E. w 0 0 J } in 1- z (� W (7) O W O M 4 co W CAD FILE: OSo LAYER: VARIES of 2 144 ,1 r • t fir» te 41".• 7. , • i GQLUMN : OETAI.. • l V _ r Ayt. erlu fir c t . if h it. oo i gi' �fi {I� .r. 8, p�f .C. tn .. i ,.. local . otdijt}Ceer r sr s } s :hli ma + 1 be nevi 0414 bears' th e u,LR 1a`b 4 , - ' A:d�9ldrs hod A �r f�� d Q� ema11e�y Tw; re Aa:¢ 1a �r e r°p_ T O iao lat ,, en epk`otheOle not oc plane. .Winimu.as eir "o a1 ffi l co ; bG �►� 1: A w s G a ep - fC .Co • ` 'Y1,ri1y` ►ith',(Xi.net ia4 t#On et ai1t'oWv0'14,07141 1etd.before ro-tn� 4 ° 'Al!, m4;t4rtat an4 wgr�kjva.n fp at sh1�k1t be`guarariteed (,' oil, o year K'*,,1: 4evtcea 4 $ :roa (iufaot °ui,ed , - 3ta er,,ag4 3 ierraf. A1 Drarid ,c t ho r c ofi i`iars.1 ed tb tire• outlet shall be 1n next : "" larg a - er 4ix ► ceaduo r t* ri -. r fq nStecotor .aball, visit alts,. aAd ied ex te att& c nditione a'nd Ygrk tQ beefformed' priori Soy bidin.' • M1. .M;I -- J�� •, t a?.el•i'• Wriy '! ,!fi Fast5r,14 Vf.4 1; revisions • EAST ' ELEVATION 1 /4" / F ''ac1'.l..te =v, ar.trf }� ot ' e ( ) DETAIL. 4 GENERAL NOTES: 1. The Contractor shall verify all dimensions, elevations and angles and all other existing conditions prior to commencing any work. Contractor to also verify and approve all information on drawings. Acceptance of these plans constitutes approval. Please notify Engineer by certified mail of any conflicts or discrepancies, if any. 2. The Contractor shall furnish and be solely responsible for all temporary bracing and shoring required to maintain plumbness and stability of all structural elements during construction. 3. The Contractor shall obtain from all subcontractors the the final approved site and location of all openings to be provided for respective trades. He shall be responsible for location and details. . 4. All concrete for foundations & slabs on grade shall reach 2500 p.si. .compressive strength at 28 days, and all columns, grouted cells, slabs above grade and tie beams shall reach 3000 p.s.i. compressive strength minimum at 28 days unless otherwise noted. 5. Contractor /owner shall be responsible for verifying required grade & finished 'door elevations with repeat to Dade County Flood criteria, existing crown of road elevations, Federal flood criteria or any other governing body. 6. Owner and Contractor shall notify Engineer in writing, by certified mail upon commencement project. 7. The Owner shall be solely responsible for investigation in reference to whether structure can be built on site. Payment of these drawings constitutes acceptance & agreement with the following statement: No party shall initiate any kind of litigation against Emilio Castro & /OR E.C. & Associates, Inc. STRUCTURAL NOTES: 1) CONCRETE: ALL CONC. FOR FOUNDATIONS Sc SLABS ON GRADE SHALL REACH 2500 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS, AND ALL COLUMNS, GROUTED CELLS, SLABS ABOVE GRADE AND 11E BEAMS SHALL REACH 3000 P.S.I. MIN. COMPRESSIVE STRENGTH AT 28 DAYS, UNLESS OTHEREWISE NOTED 2) REINFORCEMENT: ALL REINF. STEEL TO BE A.S.T.M. 615 GRADE 60. 3) WOOD: ALL LUMBER SHALL HAVE A MINIMUM FIBER BENDING STRENGTH OF 1,000 P.S.I. ALL LUMBER IN CONTACT WITH CONC. SHALL BE PRESSURE TREATED AND HAVE A MIN. FIBER BENDING STRENGTH OF 1,200 P.S.I.. 4) STEEL: ALL STEEL CONNECTIONS SHALL BE DADE COUNTY APPROVED AS PER S.F.B.C.. MINIMUM COVER ON NON – PRESTRESSED STEEL; CAST AGAINST & PERM. EXPOSED TO EARTH. ® 3 "; EXPOSED TO EARTH OR WEATHER, #5 BARS OR SMALLER • 1 -1/2 "; #6 BARS OR LARGER 4 2 "; NOT EXPOSED TO WEATHER OR GROUND CONTACT,(SLABS, WALLS, OR JOIST) #11 BARS OR SMALLER © 3/4 ", (BEAMS, GIRDERS, OR COLUMNS) 4 1 -1/2 ". MIN. HORZ. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: MAX. OF ONE BAR DIA. OR 1" WALLS: MAX. OF ONE BAR DIA. OR 1" MIN. VERT. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: 1" MAX: REBAR SPACING (CLEAR DISTANCE) WALLS Sc SLABS: MIN. _'.OF 3 TIMES THE WALL OR SLAB THICKNESS, OR 18 ". ';' SPLICE TENSION LAP LENGTH IS 12" SPLICES FOR TIE BEAM REINFORCEMENT SHALL BE A MIN. OF 36 BAR DIAMETER OR 18 ", WHICHEVER IS GREATER. SPLICES FOR COLUMN REINFORCEMENT SHALL BE 48 BAR DIA. NE 1 I - (2)•5 TYP. (2)•4 TYP. 4 3 e 12' O.C. I I 3'x3'x STL. COL. FILLED W/ CONC. COVERED W/ 4'x4'xa' BRICK, STAGG. (2) •4 TYP. (2) • 5 (2).• 5 (2) • 4, 9' APART 24' HIGH, TYP. arch beam detail I /4'• 1'4 ■f•. I_■ ■_I ■ ■■� no _■I ■■1 �■ ��■ ■� r1111 �_■ ■_I ■ r/ NMI _■ IN ■rl � MIMI I_■ ■_� I ■_ _ II• MEN ■_I ■ _NI NMI N ■M I_■ ■_I 11� ■■� ■■■ . � MIIB i_■ INS MIMI ■I_ ■■r _ t ■_ _r1 INN ■_ `L I 11 L 11 south elevation XIST.) EXISTING RESIDENCE CJ 3'x3'114' STL. COL. FILLED U/ CONC. COVERED W/ 4'x4'x8' BRICK, STAGG. ELECTRICAL NOTE EXIST. ELECTRICAL SERVICE 10 AMP. HAS ADEQUATE CAPACITY FQR AMYL LOAD. USE CIRCUITS "23 - 24 0 N.T.S. 23 8' -10' TOP OF T/B 0'- I01/2' EXIST. F.E. 0' - 0' NEW FFE, , 24 •• C 24 '' foundation /floor plan EQUAL 36' r EXI DOWEL FTC. STL. INTO EXIST'G FTC. ' 4 SEC. W/ NIGI -1 STr2ENCSTN EPDXY EXISTING STEPS TO RCMAIN 7 . 1 _ C.i U. BETWEEN CONC. PIERS BELOW SLAB, TYP.-\ 24 • 24 • 2 3 9 • 23 1 NMI 1•N INN INN! 1 —, SI HMI NMI HMI � 23,.,( 0 west elevation ?v = 1' -0" EXISTING RESIDENCE EXIST. 4' TI-{K. CONC. SLAB OVER POLYETHYLENE VAPOR BARRIER EXIST. 20'x12' CONT. CONC. FIG. W/ (2) • 5 CONT., TOP 4 WT I% s. site plan east elevation • 100' EXITING 2 STORY C.k3. RESIDENCE - 100' PROPOSED OPEN TERRACE ADDITION 96th ST. 30' I /4 ' - 1 - 0 electrical notes: 1. ALL WORK SHALL COMPLY WITH TI-4E LATEST EDITION ON THE 'NATIONAL ELECTRICAL CODE' (NEC) 4 TI-4E 'SOUTI -I FLORIDA i3UILDING CODE' (SFE'C). 2. ALL CAi3LE .5I -4ALL SE COPPER UNLESS OTHERWISE NOTED AND APPROYED. 3. INDOORS CONDUIT SHALL 13E EMT. . 4. OUTDOORS UNDERGROUND CONDUITS 51 SCHEDULE - 40 PVC UNDER PAYED AREAS. CONTRACTOR SHALL FURNISHED ALL LAE3OFil, MATERIALS AND EQUIP. FOR A COMPLETE ELEC. INST. IN ACCORDANCE WITH" T1-IE ELECTRICAL DRAWING AND APPL ICAISLE CODES AND REGULATIONS. 6. ELEC. CONTRACTOR TO COORDINATE ALL OUTLET LOCATIONS WIT4 - BLDG. AND ARC4 -R. FIXTURES. 1. ELCT. CONTRACTOR TO PROVIDE EMPTY CONDUITS AS REQD. FOR TELEPI -ZONE LINES 4 T.V. A•TENA. a. ALL MOUNTING 4- WARDWARE SMALL BE SY CONTRACTOR. 9. ALL LIGHT FIXTURES AND FANS TO 13E SELECTED BY OWNER, UNLESS OTHERWISE NOTED. 1" = 20' -0' 1- N 0) ;t -J a 0 1.. 0 0 W t W r Lt) � ZM 1 O — ' O Z J � I� � N WI X Z O w 0 Cg (12 QJ"CC n. VS.. o QC 0 En �?o Q Q O CC P ( it. e O 0 w a , Z in CC O c co CAD PILE: 0 50 LAYER: SITE 1 of 2 LAYER: V.ARIE6 12 "x4'x1 /2' STL. BRACKET WELDED TO Jet 4(2) *x6" WEDGE ANCHORS TO CONC. SEAM 9'X/4' STL. PLATE GIRDER SEC. TO LEDGER W/ 5 /a'*. THRU BOLTS W/ NUTS 4 WASHERS 6 24' O.C., STARTING 6 12' FROM ENDS 3/16' girder detail SPAN roof framing plan SPAN ANCHOR END OF RIDGE RAFTER W/DITTO ANCHORAGE (1-IMST430) 1/4' TI-K. U- HANGER WELDED TO STL. PLATE 1 = 1 1 -0 ' 1/2 ' = 114,11 €_;1 XIST4.- TRUSSES; OR >.JO:IST (V.I.F.) 2'x6' CONST. GRADE IUD. FOR VALLEY DECKING ATTACHED TO 2'x6' JOIST W/ (2) 16d NAILS APPR. GALV. MTL. STRAPS (BOTH 610E6) 1 /65(1 1 x24' SEC. TO EXIST ROOF W/2 -10d NAILS TO EA. MEMBER ON (2)4'x12' WD. RIDGE SEAM TO SE PROTECTED W/ ROOFING FELT 0 BEARING POINTS -45(10' WD. J57. 6 50 O.C. TO BE PROTECTED W/ ROOFING FELT 0 SEARING POINTS HUGHES, 'HMSTA30' MTL. STRAP W/ (12) * 8x3' SCREWS, (6) TO EA. SIDE OF MIDGE, TYP. 3'(5 STL. ANGLE W/ (2) 5 4)'0 THRU BOLTS W/ NUTS 4 • WASHERS TO JST. 4 (2) 5 / x '4' x 41/2' L. WEDGE ANCHORS TO CONC. BEAM, TYP. EXIST. CONC. 1:3M. 4 "x10" WD. JST. , TYP. TO BE PROTECTED W/ ROOFING FELT 0) SEARING POINTS EX18T. TRUSSES COMBINATION SIMPLE 4 TWO -SPAN CONT. 2'x6' DECKING STAGG. 6 50' tie -in detail Manger detail decking layout plan (o' WEDGE NAILED TO JOIST OR BEVEL CUT TRUSSES AT VALLEY REST JST. A MIN. OF 3' SRG. PROTECT RAFTER W/ ROOFING FELT 6 BEAIRING POINTS DESIGN CRITERIA n.t.s. (2) 10d NAILS, TYP. 1 /2 " = 1' -0" APPR GALV. MTL. STRAPS (BOTH SIDES) !.8'xl'x24' SEC. TO EXIST ROOF W /2 -10d NAILS T EA. MEMBER ' RIDGE BEAM VALLEY JOIST DL= 25 PSF (10 PSF W/0 COY'RG.) LL= 30 par 2 c1 = .00256 (K) (IV), K= .81, 1= 1.05, V= 110 MPH c1= 21.32 PSF PRESSURE = q (GC -GC = 21.32((1.32X-.15)-25)= 33.9 PSF PRESSURE = 33.9 PSF NET UPLIFT= 33.9 -10 = 23.9 PSF AT OVERHANG: PRESS. = 21.320.32X.8 +.15) = 55.9 PSP NET UPLIFT= 55.9 -10 = 45.9 PSF HUGHES, 'HMSTA30' MTL. STRAP W/ (12) *'1x3' SCREWS, (6) TO EA, SIDE OF RIDGE, TYP. THK..)TL. PLATE /4' TI-4K. U- HANGER WELDED TO STL. PLATE x 6' BOLT INTO RIDGE Br :AM 5 / a 1 * x 6' SOLT LUGGED INTO BOTT. OF JACK' qrp r S 5/&'4'x6'W /EDGE ANCHOR (1 EA. SIDE) THK. CONC. SLAB m OMPACT FIL 95% PROCTOR MAX. DENSITY I 0 � 1 x l6" : _ I141 Ojt1/ 411/ _ ■ 4x10 WD. JOIST joist connection dil. 20' x 12" CONT. CONC. FIG. W/ (2) * 5 TOP 4 BOTT. typical wall section ETERENIT INC., EVERGREEN SLATE CO.;• = SLATE ROOFING SYSTEM APPROV. * 961114.01 A PPROV. * 91/0131.11 1 2 "X6 1 ECKING ATTACI --IED TO J0157 W /2/1.0 NAILS COV. W/ 30* FELT TIN TAGGED 4 COV. eV GRANULAR SURFACE CAP SHEET, HOT MOPPED 4 COV. W/ SLATE TILE, TO MATCH EXIST. 0. . �ml 3/a' H0LE FOR 5 /a' SOLT 1 -1/2'= I' - 0' � Mt t I mor rum • or eosin el .12'X4'X1/2' STL. BRACKET (::,4. SIUE. W/(2)••5/8'4 THRU BOLTS plan SEE JOIST CONN. DTL. F:r77 STL. ANGLE LEG I- 01 IZ. FACE OF TB 1 - 1' -0' 3' STUCCO t34ND 10' x 18' CONC. TIE BM • W/ (4) -*5 4 *3* e 48' O.C. NOTE: FIRST (4) - •34 CORNERS TO ESE 9 12' O.C. STUCCO 5' STUCCO SAND 3'x3'x 26 GA MTL. J= EAVE DRIP NAILED 6 4' O.C. 1 /2' EXT. GRADE PLYWD. COV. W/ MT F21E3 LATH 4 STUCCO ,4'(4'x8' BRICK, STAGGER JOINTS 35(3'x STL. COL. FILLED W/ CONC. 712' x 12' CONC. PIERS W/ (4) * 6 VERT. � OUJ - 4 3 0 to a' • O.G. FIN. GRAD 11171II1111' MIN. CLEAR. REQ'D.(TYP). scale: 3 1/4' • • I ' , .. .• . - . • • .. .. • • • •.. • .. .. .. . • • •• • .. .--. - • , • , ■ LAYER: V.ARIE6 12 "x4'x1 /2' STL. BRACKET WELDED TO Jet 4(2) *x6" WEDGE ANCHORS TO CONC. SEAM 9'X/4' STL. PLATE GIRDER SEC. TO LEDGER W/ 5 /a'*. THRU BOLTS W/ NUTS 4 WASHERS 6 24' O.C., STARTING 6 12' FROM ENDS 3/16' girder detail SPAN roof framing plan SPAN ANCHOR END OF RIDGE RAFTER W/DITTO ANCHORAGE (1-IMST430) 1/4' TI-K. U- HANGER WELDED TO STL. PLATE 1 = 1 1 -0 ' 1/2 ' = 114,11 €_;1 XIST4.- TRUSSES; OR >.JO:IST (V.I.F.) 2'x6' CONST. GRADE IUD. FOR VALLEY DECKING ATTACHED TO 2'x6' JOIST W/ (2) 16d NAILS APPR. GALV. MTL. STRAPS (BOTH 610E6) 1 /65(1 1 x24' SEC. TO EXIST ROOF W/2 -10d NAILS TO EA. MEMBER ON (2)4'x12' WD. RIDGE SEAM TO SE PROTECTED W/ ROOFING FELT 0 BEARING POINTS -45(10' WD. J57. 6 50 O.C. TO BE PROTECTED W/ ROOFING FELT 0 SEARING POINTS HUGHES, 'HMSTA30' MTL. STRAP W/ (12) * 8x3' SCREWS, (6) TO EA. SIDE OF MIDGE, TYP. 3'(5 STL. ANGLE W/ (2) 5 4)'0 THRU BOLTS W/ NUTS 4 • WASHERS TO JST. 4 (2) 5 / x '4' x 41/2' L. WEDGE ANCHORS TO CONC. BEAM, TYP. EXIST. CONC. 1:3M. 4 "x10" WD. JST. , TYP. TO BE PROTECTED W/ ROOFING FELT 0) SEARING POINTS EX18T. TRUSSES COMBINATION SIMPLE 4 TWO -SPAN CONT. 2'x6' DECKING STAGG. 6 50' tie -in detail Manger detail decking layout plan (o' WEDGE NAILED TO JOIST OR BEVEL CUT TRUSSES AT VALLEY REST JST. A MIN. OF 3' SRG. PROTECT RAFTER W/ ROOFING FELT 6 BEAIRING POINTS DESIGN CRITERIA n.t.s. (2) 10d NAILS, TYP. 1 /2 " = 1' -0" APPR GALV. MTL. STRAPS (BOTH SIDES) !.8'xl'x24' SEC. TO EXIST ROOF W /2 -10d NAILS T EA. MEMBER ' RIDGE BEAM VALLEY JOIST DL= 25 PSF (10 PSF W/0 COY'RG.) LL= 30 par 2 c1 = .00256 (K) (IV), K= .81, 1= 1.05, V= 110 MPH c1= 21.32 PSF PRESSURE = q (GC -GC = 21.32((1.32X-.15)-25)= 33.9 PSF PRESSURE = 33.9 PSF NET UPLIFT= 33.9 -10 = 23.9 PSF AT OVERHANG: PRESS. = 21.320.32X.8 +.15) = 55.9 PSP NET UPLIFT= 55.9 -10 = 45.9 PSF HUGHES, 'HMSTA30' MTL. STRAP W/ (12) *'1x3' SCREWS, (6) TO EA, SIDE OF RIDGE, TYP. THK..)TL. PLATE /4' TI-4K. U- HANGER WELDED TO STL. PLATE x 6' BOLT INTO RIDGE Br :AM 5 / a 1 * x 6' SOLT LUGGED INTO BOTT. OF JACK' qrp r S 5/&'4'x6'W /EDGE ANCHOR (1 EA. SIDE) THK. CONC. SLAB m OMPACT FIL 95% PROCTOR MAX. DENSITY I 0 � 1 x l6" : _ I141 Ojt1/ 411/ _ ■ 4x10 WD. JOIST joist connection dil. 20' x 12" CONT. CONC. FIG. W/ (2) * 5 TOP 4 BOTT. typical wall section ETERENIT INC., EVERGREEN SLATE CO.;• = SLATE ROOFING SYSTEM APPROV. * 961114.01 A PPROV. * 91/0131.11 1 2 "X6 1 ECKING ATTACI --IED TO J0157 W /2/1.0 NAILS COV. W/ 30* FELT TIN TAGGED 4 COV. eV GRANULAR SURFACE CAP SHEET, HOT MOPPED 4 COV. W/ SLATE TILE, TO MATCH EXIST. 0. . �ml 3/a' H0LE FOR 5 /a' SOLT 1 -1/2'= I' - 0' � Mt t I mor rum • or eosin el .12'X4'X1/2' STL. BRACKET (::,4. SIUE. W/(2)••5/8'4 THRU BOLTS plan SEE JOIST CONN. DTL. F:r77 STL. ANGLE LEG I- 01 IZ. FACE OF TB 1 - 1' -0' 3' STUCCO t34ND 10' x 18' CONC. TIE BM • W/ (4) -*5 4 *3* e 48' O.C. NOTE: FIRST (4) - •34 CORNERS TO ESE 9 12' O.C. STUCCO 5' STUCCO SAND 3'x3'x 26 GA MTL. J= EAVE DRIP NAILED 6 4' O.C. 1 /2' EXT. GRADE PLYWD. COV. W/ MT F21E3 LATH 4 STUCCO ,4'(4'x8' BRICK, STAGGER JOINTS 35(3'x STL. COL. FILLED W/ CONC. 712' x 12' CONC. PIERS W/ (4) * 6 VERT. � OUJ - 4 3 0 to a' • O.G. FIN. GRAD 11171II1111' MIN. CLEAR. REQ'D.(TYP). scale: 3 1/4' GENERAL NOTES: 1. The Contractor shall verify all dimensions, elevations and angles and all other existing conditions prior to commencing any work. Contractor to also verify and approve all information on drawings. Acceptance of these plans constitutes approval. Please notify Engineer by certified mail of any conflicts or discrepancies, if any. 2. The Contractor shall furnish and be solely responsible for all temporary bracing and shoring required to maintain plumbness and stability of all structural elements during construction. 3. The Contractor shall obtain from all subcontractors the the final approved site and location of all openings to be provided for respective trades. He shall be responsible for location and details. 4. All concrete for foundations & slabs on grade shall reach 2500 p.si. compressive strength at 28 days, and all columns, grouted cells, slabs above grade and tie beams shall reach 3000 p.s.i. compressive strength minimum at 28 days unless otherwise noted. 5. Contractor /owner shall be responsible for verifying required grade (3,c finished floor elevations with repect to Dade County Flood criteria, existing crown of road elevations, Federal flood criteria or any other governing body. 6. Owner and Contractor shall notify Engineer in writing, by certified mail upon commencement project. 7. The Owner shall be solely responsible for investigation in reference to whether structure can be built on site. Payment of these drawings constitutes acceptance & agreement with the following statement: No party shall initiate any kind of litigation against Emilio Castro & /OR E.C. & Associates, Inc. STRUCTURAL NOTES: 1) CONCRETE: ALL CONC. FOR FOUNDATIONS & SLABS ON GRADE SHALL REACH 2500 P.S.I. COMPRESSIVE STRENGTH AT 28 DAYS, AND ALL COLUMNS, GROUTED CELLS, SLABS ABOVE GRADE AND TIE BEAMS SHALL REACH 3000 P.S.I. MIN. COMPRESSIVE STRENGTH AT 28 DAYS, UNLESS OTHEREWISE NOTED 2) REINFORCEMENT: ALL REINF. STEEL TO BE A.S.T.M. 615 GRADE 60. 3) WOOD: ALL LUMBER SHALL HAVE A MINIMUM FIBER BENDING STRENGTH OF 1,000 P.S.I. ALL LUMBER IN CONTACT WITH CONC. SHALL BE PRESSURE TREATED AND HAVE A MIN. FIBER BENDING STRENGTH OF 1,200 P.S.I.. 4) STEEL: ALL STEEL CONNECTIONS SHALL BE DADE COUNTY APPROVED AS PER S.F.B.C.. MINIMUM COVER ON NON - PRESTRESSED STEEL; CAST AGAINST & PERM. EXPOSED TO EARTH © 3 "; EXPOSED TO EARTH OR WEATHER, #5 BARS OR SMALLER © 1 -1/2 "; #6 BARS OR LARGER © 2 "; NOT EXPOSED TO WEATHER OR GROUND CONTACT,(SLABS, WALLS, OR JOIST) #11 BARS OR SMALLER © 3/4 ", (BEAMS, GIRDERS, OR COLUMNS) © 1 -1/2 ". MIN. HORZ. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: MAX. OF ONE BAR DIA. OR 1" WALLS: MAX. OF ONE BAR DIA. OR 1" MIN. VERT. CLEAR DISTANCE BETWEEN BARS IN A LAYER: BEAMS: 1" MAX. REBAR SPACING (CLEAR DISTANCE) WALLS & SLABS: MIN. OF 3 TIMES THE WALL OR SLAB THICKNESS, OR 18 ". MIN. SPLICE TENSION LAP LENGTH IS 12" SPLICES FOR TIE BEAM REINFORCEMENT SHALL BE A MIN. OF 36 BAR DIAMETER OR 18 ", WHICHEVER IS GREATER. SPLICES FOR COLUMN REINFORCEMENT SHALL BE 48 BAR DIA. •3* 612' O.C. 1 1 i-- (2) • 5 4. • 11111Pr (2)•5111r (2) 5 TYP. (2)•4 .% (2) "4 TYP. TYP. Z 1 T 3'x3'x'i4' STL. COL. FILLED w/ CONC. COVERED W/ 4'x4'x8' BRICK, STAGG. arch beam detail (2) " 4, 9' APART 24' HIGH, TYP. 1/4's l'-0' _Alb 1 NM MEI ■I •11111 NM ■■■ NM ..■ NM ■I ■1■' MI ■r NM M■ ■1■ ■■■ MINI M■ ■I. ■� MINI MIN MIN IM Mil Mu ■1■ ■ti 8' -10' TOP OF T/B south elevation EXISTING RESIDENCE 35(3'x' "4' STL. COL. FILLED W/ CONC. COVERED W/ 4'x4'x8' BRICK, STAGG. ELECTRICAL NOTE: EXIST. ELECTRICAL SERVICE 150 AMP. HAS ADEQUATE CAPACITY FOR ADD'L LOAD. USE CIRCUITS *23 - 24 3 . N.T.S. 23 0'- 101/2' EXIST. F.F.E. 0' -0' NEW FP.E, 4t► lip Eri DOWEL FTG. 5T'L. INTO EXIST'G FTG. 4 SEC. W/ HIGH STRENGTH EPDXY -, EXISTING STEPS TO REMAIN • • • P BELOUJ SLAB, TYP. 24 /'/ 24 • • • • • 24 / foundation /floor plan • • • • • ■ 24 ' C.M.U. BETWEEN CONC. EQUAL 3e,. 1� 1 23 / / / / / / / ■ • • • • 24 MHO 101 23 west elevation EXISTING RESIDENCE J EXIST. 4' THK CONC. SLAB OVER POLYETHYLENE VAPOR ti BARRIER 1 : I I - 1 /4 ' : 1 east elevation electrical notes: I. ALL WORK SHALL COMPLY WITH THE LATEST EDITION ON THE 'NATIONAL ELECTRICAL CODE' (NEC) 4 THE 'SOUTH FLORIDA BUILDING CODE' (SFBC). 2. ALL CABLE SHALL BE COPPER UNLESS OTHERWISE NOTED AND APPROVED. 3. INDOORS CONDUIT SHALL BE EMT. 4. OUTDOORS UNDERGROUND CONDUITS SHALL BE SCHEDULE -40 PVC UNDER PAVED AREAS. 5. CONTRACTOR SHALL FURNISHED ALL LABOR, MATERIALS AND EQUIP. FOR A COMPLETE ELEC. INST. IN ACCORDANCE WITH THE ELECTRICAL DRAWINGS AND APPLICABLE CODES AND REGULATIONS. 6. ELEC. CONTRACTOR TO COORDINATE ALL OUTLET LOCATIONS WITH BLDG. AND ARCH. FIXTURES. 1. ELCT. CONTRACTOR TO PROVIDE EMPTY CONDUITS AS READ. FOR TELEPHONE LINES 4 T.V. ANTENA. S. ALL MOUNTINGS HARDWARE SHALL BE BY CONTRACTOR 9. ALL LIGHT FIXTURES AND FANS TO BE SELECTED BY OWNER, UNLESS OTHERWISE NOTED. EXIST. 20'x12' CONT. CONC. FTG. UJ/ (2) • 5 CONT., TOP 4 BOTT. • site plan 7 NI iii■i NINO ' MO MB ■ 100' PROPOSED OPEN TERRACE ADDITION EXISTING 2 STORY C.B.S. RESIDENCE N 100' �..., 9G t (Ni 30' ct 1' - 20 ■ ■ ■ 1 /4 ' : 1' -0' I I l< c - 4 - 6 3 z 4 O O u z co a cc 0 N 0) r —J V w 1- a 0 0 z W cc cD cn't CO LO W Cr) ILI CO OZMM O Z O LL. m W N W E = LL. Z H � v O ViG =C AGO �Q) W co Q J Q 3 S -p N O U C y# QV M .� (i) C V O N.c W O ch O n Z O rt ff4 0 0 L.' Z V CC W W cc 2 U. • .0 L) CAD FILE: 050 LAYER: SITE 1 of 2 12'x4'x1/2' STL. BRACKET WELDED TO JST. 4(2) * x6" WEDGE ANCHORS TO CONC. BEAM 3/16' 9'X STL. PLATE GIRDER SEC. TO LEDGER W/ 5 58' TINRU BOLTS W/ NUTS 4 WASHERS 6 24' O.C., STARTING e 12' FROM ENDS girder detail roof framing plan 16 SPAN ANCHOR END OF RIDGE RAFTER W /DITTO ANCHORAGE (HMSTA30) 1 /4' TI-K. U- HANGER WELDED TO STL. PLATE 14 4' = 1' - 0' ► =1' -0' 2 EXIST. TRUSSES OR JOIST (V.IF.) 2'x6' CONST. GRADE WD. FOR VALLEY DECKING ATTACHED TO 2'x6' JOIST W/ (2) 16d NAILS APPR GALV. MTL. STRAPS (BOTH SIDES) 1 i8'x1'x24' SEC. TO EXIST ROOF W /2 -I0d NAILS TO EA. MEMBER ON REST JST. A MIN. OF 3' BRG. PROTECT RAFTER W/ ROOFING FELT 6 BEARING POINTS ge"x12' WD. RIDGE BEAM TO BE PROTECTED W/ ROOFING FELT 6 BEARING POINTS 4'x10' WD. JST. 50' O.C. TO BE PROTECTED W/ ROOFING FELT BEARING POINTS - HUGHES, 'HMSTA30' MTL. STRAP W/ (12) "8x3' SCREWS, (6) TO EA. SIDE OF RIDGE, TYP. - 3'x5'x''4' STL. ANGLE W/ (2) 5 /a'P THRU BOLTS W/ NUTS 4 WASHERS TO JST. 4 (2) 5 /8'4' x 41/2' L. WEDGE ANCHORS TO CONC. BEAM, TYP. EXIST. CONC. M. 4'x10' WD. JST. , TYP. TO BE PROTECTED W/ ROOFING FELT BEARING POINTS EXIST. TRUSSES COMBINATION SIMPLE 4 TWO -SPAN CONT. 2'x6' DECKING STAGG. 6 50' decking layout plan tie -in detail DESIGN CRITERIA DL= 25 PSF (10 PSF W/O COV'RG.) LL= 30 psf 2 = .00256 (K) (IV), K= .81, I= 1.05, V= 110 MPH q = 21.32 PSF PRESSURE = q (GC -GC = 21.32((1.32X- .15) -.25)= 33.9 PSF PRESSURE = 33.9 PSF NET UPLIFT= 33.9 -10 = 23.9 PSF AT OVERHANG: PRESS. = 21.32(1.32X.8 +.15) = 55.9 PSF NET UPLIFT= 55.9 -10 = 45.9 PSF 3/16' 0 0 0 1'1 n.t.s. WEDGE NAILED TO JOIST OR BEVEL CUT TRUSSES AT VALLEY (2) 10c1 NAILS, TYP. 2 1� ' = 1' - 0' APPR GALV. MTL. STRAPS (BOTH SIDES) t' 'xl'x24' SEC. TO EXIST ROOF UJ /2 -10d NAILS TO EA. MEMBER RIDGE BEAM VALLEY JOIST HUGHES, 'HMSTA30' MTL. STRAP W/ (12) ""1x3' SCREWS, (6) TO EA. SIDE OF RIDGE, TYP. 144' THK. STL. PLATE ' /4' TNK. U- HANGER WELDED TO STL. PLATE 5 /a'0 x 6' BOLT LAGGED INTO RIDGE BEAM 5 /8'0 x 6' BOLT LAGGED hanger detail INTO BOTT. OF JACSAIPT S 1'1 5/S' 0x6'W /EDGE ANCHOR (1 EA. SIDE) THK. CONC. SLAB III OMPACT FIL 95% PROCTOR MAX. DENSITY 20' x 12' CONT. CONC. PIG. W/ (2) " 5 TOP 4 BOTT. (EXIST.) 4x10 WD. JOIST joist connection dtl. ■ typical wall section ETERENIT INC., EVERGREEN SLATE CO., SLATE ROOFING SYSTEM APPROV. " 961114.01 APPRO V. " 91/0131.11 2"> DECKING ATTACHED TO JOIST W/2/1001 NAILS COV. W/ 30° FELT TIN TAGGED 4 COV. W/ ( 30" GRANULAR SURFACE CAP SHEET, NOT MOPPED 4 GOV. W/ SLATE TILE, TO MATCH EXIST. 12 SEE JOIST CONN. DTL. 3' 12 "X4 "X1 /2" STL. BRACKET (E4. SIDE) W /(2) -5 /8 "0 THRU BOLTS 34 8 4> HOLE FOR 5 /8" BOLT 3'x3'x 26 GA MTL. EAVE DRIP NAILED 6 4' O.C. 10' x 18" CONC. TIE BM W/ (4)-°5 4 "3 • 48' O.C. NOTE: FIRST (4) - CORNERS TO SE 12" O.C. FIN. GRADE 1 /0." STUCCO MIN. CLEAR REQ'D.(TYP). 1 -1/2 1' -0" 1/2' EXT. GRADE PLYWD. COV. W/ MTL. RIB LATH 4 STUCCO 3' STUCCO BAND 5" STUCCO BAND plan 4'(4 "x8' BRICK, STAGGER JOINTS 3 "x3'x STL. COL. FILLED W/ CONC. 12' x 12' CONC. PIERS W/ (4) " 6 VERT. SOW d 0 34) a8'O.C. scale: 3 /4 "=1' -0' STL. ANGLE LEG HORi FACE OF TB 1 - -0' cc' 0 N 111 tt1 0 0 z 0 Q a N 0) r -J V 0 E- Q V 0 E >1 LL O 0 w Q � Z � 0 V1 0 Q F— J • < NI% e- O Z C� in w o , w — � Z O ' l c ' 2 a0 CAD FILE: oso LAYER: VARIES lof 2