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760 NE 96 St (8)YT±). . is •"' r 1 1 b A } •r * , C, SLAW, i t a >^ R G, 1 ';','4 —` `' .). bi' r i , f � ; -- 4 7� rte FOUNDATION PLAN ` /''. :� ! ° �111.1IU111111ULT Il1111 FLOOR PLAN /�. �' REAP VIEW /r" it -o#( I f • SIC E / j 3g to ' ' r e t7 P �. ,'� O 1N6 S ---- # -I) ?.?(c. RAcrki7 r��' �, iy PA4rr S • 4-' e X f ,Z., /'ttle, TIc. 1- _ s! •., Rr S c.ttt'1' , =1•1 :x (l Ir jam. M): !f IQ { 1L" e e NC, I'<t MALL SECTCN \ i f. .,,,s F R A NI K G iJ A R P 7G0 N,E , 96 ST LEGAL: LOT W . ¼ 0F Lor LOCK 66 Ml A M1 SHc` R I t C. (13/ o r4 , 2s) , - N4 r, ' I' wsr4 1. ► ; ir! ,:'..,.., -• ST( RAGE RQO M A L Dt TI 01\1 re 7 (4 4 Y his property described as: 0 0 The West !I of Lot 4 and All Lot 5, Block 68, , MIAMI SHORES-SECTION NO. 3, according to the Plat thereof, as recorded in Plat Book 10, Page 37 of the Public Records of Dade County, Florida. . . ZONE: X 44 , 1 • • 0 ' 1R52 PE R T Y 0 F,: . m n z valid unless embossed Mil,'S:urveyor's' Seal. f rs , • e .1 .;7! Ef , 4An?f,' Not: Underground encroachments, aay, not located. Certified To: M and M Title Services, Inc., C.L. CLemonts Mortgage Company. • .760 N.E. 96th Street, Miami A BOUNDARY Slit VEY I hereby certify that the surrey repre- sented hereon meets the minimum technical standards set forth by the Board of land Surveyors pursuant to Section 472.027, Fla. Statutes. there are noenc roar hments, overlaps. easements appearing on the Plat, other than as shown hereto. 1 CkAAA Fla. Reg. Ldnd Surer No ''' Nola / cr riot Revised. 1 4t 7T-7.7 ,•',5‘1.;1?' V2 ■ • ' • •••■' , ; . . , Iria/briCir Shores, Florida. k4 LANNES and GARCIA, INC. ENGINEERS - LAND SURVEYORS - L,AND PLANNERS Officeaddress: 4080 S.W. 84th Avenue, Miami, Florida 33155 Mailing address: P.O. Box 561131, Miami, Florida 33156 8.05-Agl /// 004 DRAWN B 4.4.. 18 _427 li_DRWG. NO DATE SCALE •''::�` u'm @-L + 4, 3' WEATHERPROOF GFI RECEPTACLE LOCATED 10 - 20 FEET FROM POOL WATER EDGE EXIST. SLAE3 POOL LAYOUT 1/4 1'6' WIDE SWIMOUT BULLNOSE COPING ap SOLAR INLET 200W 12V LGT 1' -4'' MAINDRAIN 15' 2' VENT INLET VACUUM SKIMMER BRICK ON SAND EXISTING RESIDENCE POOL EQUIP 4.5' CB5 WALL 200A 0.1 SERVICE UJATE R PANEL METER 4100 44.00 SEWER 15.0 NE. 9' STR BOX ° 0 -9 \r .. G SITE FLAN RECEPTALCE RIDGED METAL CONDUIT 14.12 l' =20' EQUIP RECEPTACLE ISOX DETAIL NO SCALE 11.12 4' CI -CAIN LINK FENCE 3.00 t 1_ tv f -aVk t3/?- pi() 10.0c r / SELF CLOSING SELF LATCHING GATE E 1, 2000 DATE 0 z u 0 J) 111 U Z � LU 0 LI a_ 0 U-1 Ct cb ul; U (X 0 tI5 II- 0 a cp I T ui z� rq_ -- ELEV. TOP O1= POOL WALL 381 1.5 — 5.0 ' /' DEPTH OF POOL 10 ELEV. TOP OF MAINDRAIN 81 2.5 • FLOOD CRITERIA 6.0 ELEV. TOP OF MAINDRAIN 2.5 POOL IN FLOOD CRITERIA 3.5 LESS 2'0' HYDROSTATIC VALVE 1.5 SLAB THICKNESS REQUIRED 6' . SURFACE AREA (SQ. FT.) 381 VOLUME (GALLONS) 10000 TURNOVER (HOURS) 10 PERIMETER (FEET) 81 DECK AREA (80. FT.) 366 6' CERAMICS MAX. 1:1 SLOPE 6' THICK GUNITE WALLS REINFORCED WITH ANTI VORTEX " 3 BARS AT 10' CENTERS BOTH WAYS MAINDRAIN 6' THICK GUNITE FLOOR SLAB REINFORCED WITH " 3 BARS AT 10 ' CENTERS BOTH WAYS. F.P.L. METER O PLUMBING NOTES: ELECTRICAL NOTES: STRUCTURAL NOTES: FOOL SECTION 604 UL APPROVED AQUADYNE PANEL 1- 2P -20A I- IP -I5A GFI II 2V T RANAN8F0R"IER 200 AMP PNL TIMER 4 SWITCH WATER LEVEL -iun1=A 2 14 THWN + 1.12 THWN IN 1/2' COND. NO SCALE JUNCTION m •10 THWN FOR 200W •14 THWN FOR 13W 2•'" TRW +I"12 THWN IN 1' COND. 12V POOL LIGHT 3 0 12 THWN IN 1 HP PUMP viz' CONDUIT ELECTRIC RISE' DIAGRAM INTERLOCKING BRICK CEMENT WEDGE 2' SAND BED ROCK BASE 1 ./11( 11 11111 1II POOL WALL POOL COPING E3RICK ON S4ND DETAIL NO SCALE 1. ALL POOL AND EQUIPMENT PIPING SHALL BE SCHEDULE 40, PVC -PW, NON - THREADED, NSF APPROVED SUPPORTED CONTINUOUSLY ON GROUND OR ON MAXIMUM 4 CENTERS WITH CLEVIS HANGERS. 2. ALL SUCTION PIPING FITTINGS LOCATED BELOW GRADE SHALL BE 45 DEGREE BENDS. 3. ALL SUCTION PIPING SHALL BE 2' DIAMETER AND ALL PRESSURE PIPING 1 1/2' DIAMETER UNLESS OTHERWISE NOTED. 4. POOL WATER DISPOSAL SHALL BE IN ACCORDANCE WITH ARTICLE 50043 OF THE SOUTH FLORIDA BUILDING CODE. 5. ANTI VORTEX MAINDRAINS SHALL HAVE A MINIMUM 6 Q. IN. OPEN AREA. 6. ,4 12'x12' MAINDRAIN GRATE MAY BE SUBSTITUTED FOR ANTIVORTEX TYPE. 1. ALL POOL CONCRETE SHALL DEVELOP A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. 2. ALL REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 P51. 3. ALL DECK CONCRETE (WHEN INSTALLED UNDER THESE PLANS) SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 4. THE DESIGN OF THIS PROJECT HAS INCORPORATED A RATIONAL DESIGN APPROACH BASED ON ACCEPTED ENGINEERING PRINCIPALS. BRICK OR STONE COPING tic 1 I/2' HYDROSTATIC VALVE SET IN 3/4' WASHED ROCK BED NOTE: SECURE MAINDRAIN GRATE WITH SCREWS NO SCALE 1. ALL POOL ELECTRICAL WORK SHALL BE ACCOMPLISHED IN COMPLIANCE WITH NATIONAL ELECTRICAL CODE. 2. ALL ELECTRICAL GROUNDING AND BONDING SHALL CONFORM TO ARTICLE 680 OF THE NATIONAL ELECTRICAL CODE. 3. NO OVERHEAD WIRING SHALL BE LOCATED WITHIN 10'0' OF POOL'S WATER EDGE. 4. SHOULD THE ELECTRICAL RISER DIAGRAM NOT ACCURATELY DEPICT REQUIRED WORD, A REVISED DRAWING 51-4ALL BE SUB- MITTED AND APPROVED SHAOWING EXPECTED AS BUILT CONFIGURATION WITH ADDITONAL SERVICE AND LOAD CALCULATIONS, IF NECESSARY. SAFETY NOTES: SOIL NOTE: 1 1/2' POOL WASTE TO SPRINKLER RECIRCULATION PUMP 1 HP, 50 GPM AT 60' TDH SELF - PRIMING MIN. 18' BELOW WATER LEVEL q.* ..>9 . \AP" z � � \/1 EQUIPMENT ISOMETRIC 2.3 BARS ACROSS NICHE AIR RELIEF VALVE POOL WALL STEEL 1' NON METALIC CONDUIT TO JUNCTION BOX L IGHt BOUY BOND WIRE TO POOL STEEL UNDERWATER LIGHT DETAIL POOL, 5PA AND HOT TUB BARRIERS: ALL POOLS, SPAS AND H0T TUBS SHALL COMPLY WITH SECTION 5001 OF THE 5PBC AND SPECIFICALLY 50012 (10) (aa) 'ALL DOOR WITH ACCESS TO THE POOL SHALL BE EQUIPPED WITH AN ALARM WHICH PRODUCES AN AUDIBLE WARNING WHEN TI-4E DOOR OR ITS SCREEN 15 BEING OPENED. THE ALARM SHALL SOUND CONTINUOUSLY FOR A MINIMUM OF 30 SECONDS AFTER THE DOOR IS OPENED AND BE CAPABLE OF EMITTING A SOUND OF SUFFICIENT VOLUME TO BE HEARD IN THE DWELLING. THE ALSRM SHALL BE EQUIPPED WITH A MANUAL MEANS TO TEMPORARILY DEACTIVATE THE ALARM FOR A SINGLE OPENING. THE DEACTIVATON SWITCH SHALL BE LOCATED AT LEAST 54 INCHES ABOVE THE THRESHOLD OF THE DOOR 1. A PERMANENT SAFETY WARNING SIGN SHALL BE PROVIDED AT ALL SWIMMING POOL AND SPA AREAS READILY VISIBLE FROM THE POOL AREA IN ACCORDANCE WITH APENDIX F ANSI/NSPI -5 2. 71-4E WARNING SIGN, A5 PER ITEM 1 ABOVE, SHALL WARN AGAINST SHALLOW WATER DIVING, THE PREVENTION OF DROWNING AND SHALL INCLUDE THE FOLLOWING STATEMENT: 'THERE IS NO SUBSTITUTION FOR ADULT SUPERVISION OF SMALL CHILDREN. IT IS STRONGLY RECOMMENDED THAT AT LEAST ONE ADULT RENDERING CHILD SUPERVISION BE TRAINED IN ARTIFICIAL RESPIRATION AND /OR CARDIOPULMONARY RESUSCITATION (CPU).' 3. ALL DOORS WITH DIRECT ACESS TO THE POOL AREA SHALL SE EQUIPPED WITH AN ALARM WHICH PRODUCES AN AUDIBLE ALARM WHEN THE DOOR OR ITS SCREEN IS OPEN. BASED ON A VISUAL INSPECTION OF THE SITE, SOIL CONDITIONS, ROCK AND SANDARE ADEQUATE FOR THE DESIGN BEARING CAPACITY OF 2000 PSF. HOWEVER, IF DURING EXCAVATION, CONDITIONS PSI. OTHER THAN ABOVE ARE ENCOUNTERED, THE ENGINEER SHALL BE NOTIFIED. NO SCALE POOL FILTER WITH 100 SQUARE FEET OF FILTER SURFACE AREA CARTRIDGE NO SCALE WEIR TURBO BOOST INLET POOL COPING NOTE: STEP STEEL NOT REQUIRED POOL PECK SKIMMER SECTION MIN. 15 SQ. IN. BASKET 11/2' TURBO RETURN 2' SUCTION NO SCALE 18' 12' 12' STEP DETAIL POOL COPING SAME THICKNESS AS WALL OPTIONAL 2' TILE OF CONTRASTING COLOR NO SCALE WATER LEVEL SWIMOUT DETAIL POOL DATA: HYDROSTAT IC UFL 4 RISERS AT 10"4 ' EACH 24' X MAX. 0� 2' TILE STRIP OF CONTRASTING COLOR NO SCALE NOTE: IF TI-4E POOL IN FLOOD CRITERIA 15 LESS THAN 6.1 FEET THEN THE FLOOR SLAB SHALL TAPER FROM 6' AT TI-4E SHALLOW END TO THAT INDICATED ABOVE 45 SLAB THICKNESS REQUIRED. SHEET 2 OF 2 lily O © �d O IT z� � cn I— 4 April 2, 1997 Villages of Miami Shores 10050 NE 2nd.Ave. Miami Shores, Florida At:Mr. Frank Lubian RE: Terrace 760 NE 96 St. Miami Shores, Florida FIDIAS F. FLAQUER, P.E. Consulting Engineer 14801 SW 89 Ave. Miami, Florida 33176 -8030 305 - 233 -1664 Gentlemen: According to an owner requirement I inspected the Above - mentioned project and found the following. 1.- The wood column's 4 x 4 P.T. with which some part was Closed with Masonry blocks and concrete. SOUTH FLORIDA BUILDING CODE allow use pressure treated wood in direct Contact with concrete or masonry blocks. Cordially yours, FIRIA T.FL,AQUER Florida/egister # 23070 - <alkrt t:. roduct D s itt E 1 t 5 :V,toll ,atcov °74°' zWgt/ � -4r��•+ r-i4 f Dfinensfons k "1'N+'::vy3iGy t,Faste4ers �'r.Pe'i A S;r�i .r ;.. ;sfgn Loada(ilr•s) A 8:l P } er .17140 :41.7 U tifirl: PA 4X40 Post Anchor 4X4 20 23 3 -5/8" 3 -5/8" 3 -10d 3 1265 1320 HD 2 -2X Double2X's 10 -NK32 or DN32 1475 HD 3 -2X 3 -16d 3745 1515 PA 4X60 Post Anchor 4X6 25 43 3 -5/8" 5 -5/8" 3/4 -10d 4885 1475 3/4 -16d 5220 1765 PA 6X6 Post Anchor 6X6 15 20 5 -5/8" 5 -5/8" 4 -10d 5125 1685 4-16d 5510 2020 PA 8X8 Post Anchor 8X8 1 3 7 -5/8" 7 -5/8" 4 -10d 5125 1685 4 -16d 5510 2020 PC 4X4 Post Cap 4X4 32 22 3 -5/8" 3 -5/8" 3 -10d N/A 835 3 -16d N/A 1000 PC 4X6 Post Cap 4X6 20 20 3 -5/8" 5 -5/8" 3.10d N/A 835 3 -16d N/A 1000 PC 6X6 Post Cap 6X6 15 16 5 -5/8" 5 -5/8" 6 -10d N/A 1670 — 6 -16d N/A 2000 PC 8X8 Post Cap 8X8 1 3 7 -5/8" 7 -5/8" 6 -10d N/A 1670 6 -16d N/A 2000 Product ;1+ C6 cie - 5. '-'4" Q �:r. � �ti; � Deescription b 4 :?-144 - M - -41.5A4 � ,,,.>� � .t.40: z, :Fasteners 4 ...:�} `��.✓ YUesn Lo lgad s (Ib 4: ;�p 771� RR 'f,*.'tAvtkVpliftT' jti• � +�'d {�' . r" - :FASTENINGS IiVW11U00ciZ .,a�, st" HD 2X 2X's 10 -10d 1415 HD 2 -2X Doubie2X's 16 -10d 1550 HD 3 -2X Tripie2X's 16 -10d 1550 ;FASTENINGS It1 CONCRETE. � ; � '(1)(2)(3) a e=; . HD 2X 2X's 8 -NK32 or DN32 1320 HD 2 -2X Double2X's 10 -NK32 or DN32 1475 HD 3 -2X Triple 2X's 10 -NK32 or DN32 1475 24 X 30 PRINTED ON NO. 1000H CIEARPRINT • S �C�tutit 6th 1 1 ����,�J � 4 rt. 6. Gv Crtr. T — t %` l - .1 . ; C,e cu J 4 %� � a , e co-LC c>2 c 3 - ? 1 ? 9 5__ 3 ?3 C>` 1 --0 41 POST ANCHORS AND CAPS • 18 gauge galvanized steel • Spacers and washers packed with post anchors • SBBCI PST & ESI No. 94139 • Dade County Approval No. 94- 0706.09 TRUSS HOLD DOWN STRAPS (SANIBEL) • 18 gauge galvanized steel • Provides additional or increased resistance to wind , uplift required by Coastal Building Zone Code • A fast, economical tie to secure rafters and trusses to wall studs, top plates and concrete tie beams • SBBCI PST & ESI No. 94139 • Dade County Approval No. 95- 1023.02 ores: 1. NK and DN fasteners are powder actuated fasteners manufactured by HILTI Fastening Systems for attachment to concrete walls and supporting members. Manufacturer's installation instructions should be followed. Shear capacities used are allowable working capacities in normal weight concrete. Capacities for other systems /manufacturers may vary. 2. F'c = 2500 psi 3. The number of fasteners required may be reduced in accordance with the fastener manufacturers recommendations for lower loading applications. .�. vMerYr "'n L t'. t. 1 e t� Ttt.. F� �4 -I `l 14- C G 10 t-IaT' NA0 Fr oU CL t) 1. - W ' t1� tL ti �uE�� � tt � � p 6 pt L W`8.4 1L4-4L CC 1 t' tvl I 1 N GtlEy, 4 t � a WOU D Gr7 LU N t 4 �arif` UCa1 -r ?A4><� pGaY 4 -91v l y 01.1 _ 1== cA-12 Q;G, �;�, V '� ..1-.1 j3 nA !'2" Wt O V 'I 0.c,,. : 1. Minimum concrete s rength f'c = 2500 psi 2. Post anchor connection to masonry is with 1/2" dia "J" bolt embedded a miniumum of 4 ". 3. Minimum edge distance for Anchor Bolt location for PA4X40 Post Anchor is 1 -3/4 4. Minimum edge distance for Anchor Bolt location for PA6X6 Post Anchor is 3 ". Wood Application 3aT Gd }, 4 " ;Ctr ' t-r+ ��j : )G4 ' Vie ITS ,� gexr Pig ivit=Dp1P. , b v s -v L d l t � v r - • HD 34 X 4 -5 /9" HD 22X 3" HD 2t t 1-1/2" s e Post Anchor Concrete Tie Beam 1.1 /2" Concrete Application 0-1, vdw ll2P 140 2x P7k) .& I ` -' 1L ,n C i 0 i 4- I e gce - 6 p'dC to 11 fit! 4014r TO X . - ( ",8 . Y - .��.... 140Zx (PGIV - 1074,az I 3 Iqi X21`>(rz' ,v /00P 4oI ''TS a. V CriPIc41..) z,cv 16 S 12 .o "LB4O�L c AID 4 laIt yip, eV-it w Y "c v-toaff6 pa 4X40 4x0; 94-crtoco , 4" CoiJCETE% Win+ !o"x lo to 4)04 W,W, , © '. Pf a517C d7 t welt- (:4441 vac- D vi l-I-- , Cr`(P ICA I. i `1,c 12°` C t r-1-,t tiX3Q �:v 91C" r"I ':C.>3 -r1 wig 31 -bil 4 41_ 0 h X 0.3h ...cf:,1„..4cwe 4. 4-f ; I,A ' ( Y' L 4 woo caL_UM*..t5 .w r C,Fsh ?011-420.16. fi � ii ti7. D n s cis 44. c 2I 4.t a,G, IJ'6 " 7r21 � � � cR) rL� ' i/ x o `� VAT re Oe ate REVISIONS BY c Law?, D 00 Z ' Wj maMS 46¢c J u. cc O v 0 CC W O M W N Z ZW W I— c� H cc cc Fc o Date QI / /Q'i Scale 4.' it)N Drawn J, A Job Sheet 00 4 Sheets 0 NE 96 Si. MIAMI FLORIDA WIND 311 - TERRACE - A.N.S.I. - A.S.C.E. 7 -93 - S.F.B.C. BUILDING DESCRIPTION AND LOADING DEAD LOADS TRUSSES OR RAFTERS DISTANCE BETWEEN TRUSSES OR RAFTERS LENGTH BUILDING WIDE BUILDING EAVE BUILDING ROOF SLOPE 3 /12 MEAN ROOF HIGH RIDGE ROOF HIGH STEP NO.1: EXPOSURE AND BUILDIND CLASIFICATION EXPOSURE C CATEGORY I = 1.05 STEP NO.2: BASIC WIND SPEED V 110 (MPH) STEP NO.3: VELOCITY PRESSURE STEP NO.4: DESIGN WIND PRESSURE FOR THE MAIN WIND FORCE RESISTING SYSTEM (LBS /FT2)= 7 (FTS)= 2 (FTS)= 35 (FTS)= 25 (FTS)= 8 (FTS)= 9.5625 (FTS)= 11.125 IF MEAN ROOF IS LESS THAN 15' -00 USE 0.80 VALUE OF Kz TO BE USE _ .8 WIND VELOCITY PRESSURE Qz (PSF)= 27.32083 MEAN ROOF HIGH (FTS)= 9.5625 VALUE Gh AT MEAN ROOF HIGH = 1.364147 IF MEAN ROOF IS LESS THAN 15' -00 USE 1.32 VALUE OF Kz TO BE USE = 1.32 WIND PRESSURE ON TERRACE TANGENT 3 / 12 WINDWARD ROOF Cp = -.9 ROOF OVERHANG Cp = .8 ROOF OVERHANG (FTS)= 1 PATIO WIDE (FTS)= 18 PATIO LENGTH (FTS)= 31 PATIO SPAN EXTERIOR BEAMS (FTS)= 7.5 PATIO SPAN EXTERIOR WOOD BEAMS HIGH (IN)= 12 PATIO SPAN EXTERIOR WOOD BEAMS WIDE (IN)= 2 WIND PRESSURE ON TERRACE (LBS)= - 54.09524 CONNECTION BETWEEN WOOD BEAM AND STEEL COLUMN WIND PRESSURE REACTION ON TERRACE (LBS)= - 2309.018 MAIN MEMNBER THICK (IN)= 2 DIAMETER BOLT TO BE USE (IN)= .75 LOAD PER BOLT SINGLE SHEAR 1/4 S.PLATE (LBS)= 1500 NUMBER OF BOLT REQUIRED = - 1.539345 NUMBER OF BOLT TO BE USED = 2 ACTUAL LOAD PER BOLT (LBS)= - 1154.509 CHECK WOOD BEAM AT PATIO WIND PRESSURE MOMENT ON PATIO BEAM Mux (LB /FT)= - 3463.527 Fb ON WOOD BEAM (PSI)= - 1309.462 Le 181.2 Rb 30.43244 Fb' (PSI)= 1916.667 Fbe (PSI)= 756.6946 .3947972 Fbe / Fb' C L Fb (PSI)= 733.9237 UP LIFT RESISTANCE A PATIO COLUMNS ROOF UP (UP LIFT FORCES ) (LBS)= - 4057.143 ROOF DOWN (DEAD LOAD) (LBS)= 525 FOOTING SIZE: 3 FTS.- 4 FTS.- 1.25 FTS. SLAB WEIGHT FOOTING WEIGHT TOTAL LOAD DOWN TOTAL LOAD DOWN / UP LIFT O.K. STEP NO.5: DESIGN WIND PRESSURE FOR COMPONENTS AND CLADING (LBS)= 3341.25 (LBS)= 2250 (LBS)= 6116.25 = - 1.507526 FLAT ROOF ZONE 1 = -1.3 FLAT ROOF ZONE 2 = -2.1 FLAT ROOF ZONE 3 = -2.9 FLAT ROOF AREA (SQ /FT)= 32 FLAT ROOF ZONE 1 (PSF)= - 42.34728 FLAT ROOF ZONE 2 (PSF)= - 64.20395 FLAT ROOF ZONE 3 (PSF)= - 86.06061 COMPONENT DESIGN: PLYWOOD ROOF PANEL (FLAT ROOF) ZONE 3 2 -00 FT. SPAN 5/8 THICK PLYWOOD MOMENT (LBFT /FT)= 43.03031 F b (PSI)= 732.3496 F B (PSI)= 1586.667 F B 1586.667 PSI > F b 732.3496 PSI OK COMPONENT DESIGN: PLYWOOD ROOF FASTENERS (FLAT ROOF) = .3829167 ZONE 3 32-00 SQFT AREA 8 D NAILS SPACING 6 IN.C.C. TOTAL UPLIFT LOAD IN THE PANEL (LBS)= - 2404.233 AVERAGE WITHDRAWAL LOAD WITH NAIL SPAICING 6 IN.(LBS)= - 53.4274 WITHDRAWAL LOAD CAPACITY 8d NAIL ON 5/8 PLYWOOD (LBS)= 102.5 COMPONENT DESIGN: ANCHORS (PATIO ROOF) YOU WANT JOIST OR TRUSSES J/T = J BEAM HIGH (IN)= 12 BEAM WIDE (IN)= 2 DISTANCE BETWEEN BEAMS (FTS)= 1.33 MOMENT ON WOOD BEAM (LBFT)= - 2536.785 Fb ON WOOD BEAM (PSI)= - 811.9799 Le = 386.58 Rb = 44.45056 Fbe (PSI)= 354.6824 Fb (PSI)= 1916.667 Fbe /Fb = .1850517 Cl = .1830021 Fb = 350.7541 PATIO JOIST AREA ZONE 1 (FTS)= 20 PATIO JOIST AREA ZONE 2 (FTS)= 33 PATIO JOIST Cp ZONE 1 = -1.35 PATIO JOIST Cp ZONE 2 = -2.5 UPLIFT FORCE ON ANCHOR JOIST (LBS)= - 811.9799 JOIST CONNECTORS : (-) v C9 (.0 I °o WITH TOTAL UP LIFT FORCE OF (LBS)= 816 WITH LATERAL FORCE OF (LBS)= 0 COVERED PORCHE 760 NE 96 ST. MIAMI FLORIDA Date: 1/23/97 BeamChek 2.0 Choice Conditions Repetitive Use, '91 NDS Min Bearing Area R1= 1.2 in R2= 1.2 in' DL Defl 0.29 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 = 697 FIDIAS F. FLAMER PE FLORIDA REGISTER # 23070 STRUCTURAL ENG. 14801 SW 89 AVE. MIAMI FL 33176 -8030 PHONE : 305.233 -1664 2x 12 So. Pine #1 fg 16 In. oc BASE Fb =1250 ADJ Fb =1438 Beam Span Beam Wtperft Beam Weight Max Moment TL Max Defl LL Max Defl 18.0 ft 4.1 # 74 # 3136 '# L / 240 L 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 697 # Reaction 1 LL 697 # Reaction 2 LL 697 # 624 # L / 358 L/693 360 # 360 # Section (in Shear (in=) TL Defl (in) 31.64 26.18 OK 83% 18.88 10.40 OK 62% 0.60 0.90 OK 67% Fb (psi) Uniform TL: 73 = A Fv (psi) Uniform LL: LL Defl 0.31 0.60 OK 52% E (psi x mit) Base Values 1250 Base Adjusted 1438 90 90 1.7 1.7 565 565 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.00 1.15 BeamChek has automatically added the beam self- weight into the calculations. 40 Uniform Load A SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 = 697 Fc I (psi) Hughes Manu facturine. nc. ACCEPTANCE NO.: 94- 0328,02 APPROVED . : APR 2 5 1994 EXPIRES : APR 2 5 1997 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 6. Rafter Ties These connectors, made of 18 ga x 1 in. and 1 1 / 2 in. wide galvanized steel straps, are designed to anchor wood rafters, beams and trusses to vertical wood studs.The measurements, fasteners and allowable loads are detailed below. Model Dimensions (in.) Total Number of Design Wind Uplift Length x Width Fasteners (1Od nails) (Ibs) RT1816 16 x 1 12 RT1818 18 x 1 14 RT1820 20 x 1 16 RT1822 22 x 1 18 RT1824 24 x 1 18 RT1828 28 x I 18 RT1830 30 x 1 18 RT1832 32 x 1 18 RT1834 34 x 1 18 RT1836 36 x 1 18 RT1838 38 x 1 18 RT1840 40 x 1 18 RTI844 44 x 1 18 RT1848 48 x 1 18 RT I 1216 16 x 1 12 RT 11218 18 x 1'/ 14 RT11220 20 x 1' / 16 RT11222 22 x 1 18 RT11224 24 x 1'/ 18 RT11228 28 x 1'/ 18 RT11230 30 x 1 18 RT11232 32 x 1 18 RT11234 34 x 1'/ 18 RT11236 36 x P4 18 RT11238 38 x 1'/ 18 RT11240 40 x 1 18 RT11244 44 x 1'/ 18 RT11248 48 x 1'/ 18 -2d- 816 952 1074 1074 1074 1074 1074 1074 1074 1074 1074 I074 1074 1074 816 952 1088 1224 1224 1224 1224 1224 1224 1224 1224 1224 1224 1224 it41 iI Diamond, P.E. Supervisor roduct Control Division REVISIONS BY et � iT rat ers � . � r�� f� �r.70 14171 t �. ` I b 4 . ) � D[�1 i� r, �r f. .a2W ROM '�w'yti- Yi>�SL Fas�erteri Ni t�li y'14�e.'fG �{ iii`., ; eslgn I9 Lr1,J �. .r.` .�Y. HD 2X WS§ ON !' tl Pl 8 V 9 Pttt. ; PA 4X40 FIDIAS F F'LAQUER P.E it . 14801 S.W. 89th AVENUE MIAMI, FLORIDA 33176 -8030 (305) 233-1664 k ill 23 3 -5/8' 3-5/8' 3.10d Date (7I /=q/q1 Scale 4.' Cl OU)N Drawn 4,.%6,4 Job Sheet 4-- l Of I Sheets '<dtt• �--. a % r • I '.} Y. , 't ' 0: et � iT rat ers � . � r�� f� �r.70 14171 t �. ` I b 4 . ) � D[�1 i� r, �r f. .a2W ROM '�w'yti- Yi>�SL Fas�erteri Ni t�li y'14�e.'fG �{ iii`., ; eslgn I9 Lr1,J �. .r.` .�Y. HD 2X WS§ ON !' tl Pl 8 V 9 Pttt. ; PA 4X40 Post Anchor 4X4 20 23 3 -5/8' 3-5/8' 3.10d 3455 1265 2X's 8-NK32 or DN32 1320 HD 2.2X Double2X's 10 -NK32 or DN32 3 -led 3745 1515 PA 4X60 Post Anchor 4X6 25 43 3 -518" 5 -5/8" 3/4 -10d 4885 1475 3/4 -16d 5220 176S PA 6X6 Post Anchor 8X6 15 20 5 -518" 5.5/8" 4 -10d 5125 168S 4 -16d 5510 2020 PA 8X8 Post Anchor 8X8 1 3 7.5.'8" 7 -5/8" 4-10d 5125 1685 4 -16d 5510 2020 PC 4X4 Post Cap 4X4 32 22 3 -5/8' 3 -5/8' 3 -10d WA ' 835 3 -16d N/A 1000 PC 4X6 Post Cap 4X6 20 20 3.5/8" 5 -5/8' 3 -10d N/A 835 3.16d WA 1000 PC 6X6 Post Cap 8X8 15 16 5 -518' 5 -5/8" 8 -10d N/A 1670 8 -16d N/A 2000 PC 8X8 Post Cap 8X8 1 3 7.5/8" 7 -5/8' 6 -10d N/A 1670 6•16d WA 2000 Paciavu `Code �4.,- ..;.,tail' De, crt on ,r p c f r �'344zr .,^t� et � iT rat ers � . � r�� f� �r.70 14171 t �. ` I b 4 . ) � 4M- .�i't a,ibiValFABTEtJIad$ Itf1fV0U0Ov,;':t HD 2X 2X's 10-10d 1415 HD 2.2X Double2X's 16.10d 1550 HD 3 -2X Triple2X's 16.10d 1550 - /. :' % . if' ;� :`FASTENINGS IN'CONCRETE'( (21(3) T;; J ' 91, ' HD 2X 2X's 8-NK32 or DN32 1320 HD 2.2X Double2X's 10 -NK32 or DN32 1475 HD 3 -2X Triple 2X's 10 -NK32 or DN32 1475 t -., t1~.,, ►ra -f ;! ' u6 .let 1416 4 P6. 0) POST ANCHORS AND CAPS • 18 gauge galvanized steel • Spacers and washers packed with post anchors • SBBCI PST & ESI No. 94139 • Dade County Approval No. 94- 0706.09 5/32' Oia. - 2 -5116' otes: 1. Minimum concrete strength f'c = 2500 psi 2. Post anchor connection to masonry is with 1/2' dia "J' boil embedded a miniumum o1 3. Minimum edge distance for Anchor Bolt location for PA4X40 Post Anchor is 1.3/4'. 4. Minimum edge distance for Anchor Bolt location for PA6X6 Post Anchor is 3'. TRUSS HOLD DOWN STRAPS (SANIBEL) • 18 gauge galvanized steel • Provides additional or increased resistance to wind uplift required by Coastal Building Zone Code • A fast, economical tie to secure rafters and trusses to wall studs, top plates and concrete tie beams • SBBCI PST & ESI No. 94139 • Dade County Approval No. 95. 1023.02 Notes: 1, NK and DN fasteners are powder actuated fasteners manufactured by HILTI Fastening Systems for attachment to concrete walls and supporting members. Manufacturer's installation instructions should be followed. Shear capacities used are allowable working capacities in normal weight concrete. Capacities for other systems/manufacturers may vary. 2. F'c = 2500 psi 3. The number of fasteners required may be reduced in accordance with the fastener manufacturers recommendations for lower loading applications. c; M 'f11.L NA `1P..e) 00= 0. T I cra 'I/ IS • 14 w UAW ' NTIWI b tJ � / ?t •i W P p t - vise, j/e 1 , ` I t�tD(a�� ,aNp OW woo ca 4 4° F'c Y l oco o 9 fi t. n A-I -b` 1t -3` C.4 6, V,/ ,M woo 14? c, Stud Wall Wood Application 1 4P 4 N � ,r+ c 5X4` w t1� 3 J ' eo r y /?gy tr1v1 Y; t>DEP 11.1 i4:: 'T" ilflcot3C, YrEAc 6 • - Vts vimiN p4 are rrl LL- , .4e (c) Post Cap Post Anchor H03 -2 X 4-54 H022X 3' HD2x; t•t!a- 1' DIA. 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BOTTOv1 FO., \DATIO\ D -TA E.W. E60XX: D 1 -3/4 1_3/4 3/8" DIA. R.H BOLT X 1 1/8" EMBEDM. (CORROSIVE RESISTANT METAL ) D - A L A =TA LA L'NE OF FINISH WALL EXISTING HALLOW BLOCK 3/8" DIA. R,H BOLT X 1 1/8" EMBEDM. (CORROSIVE RESISTANT METAL) ANGLE 1'X1 "X1 /8 "X0' -2' LG BISCAY \E AWN NGS 611 \W 5 ST vlAvl, FL. 33128 (305) 577 -0042 JOB: ANGEL N..NIZ 760 \E 96 ST vIAv1, FLORDA MILTON CUBAS, P. E., INC. C C CONSULTANT ENGINEER PE # 51902 1302 NE 125 ST MIAMI, FLORIDA 33161 PHONE: (305) 553 -9312 FAX (305) 865 -2574 E MAIL: mcubas99©worldnet.att.net