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ACT-12-2300Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 182485 Scheduled Inspection Date: March 05, 2013 Inspector: Bruhn, Norman Owner: SADUSKY, VINCENT Job Address: 1293 NE 95 Street Miami Shores, FL 33138- Project: <NONE> Contractor: ORONI INC Permit Number: ACT -12 -12 -2300 Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: Miscellaneous Phone Number Parcel Number 1132060143870 Phone: (305)685 -0412 Building Department Comments REMOVE AND REPLACE AWNING Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. March 05, 2013 For Inspections please call: (305)762 -4949 Page 6of15 PERMIT CONTRACTOR: ■i t SUBMITTAL DATE: \ \ 1 0■Ci NAME: RESUBMITAL DATES: PROJECT TYPE: STRUCTURAL �a 121i �2 FIRE IMPACT FEES ELECTRICAL HRS!DERM •*- I.C,• LT O.40` • 0 CL - - - VS) am! Shores Village - SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND RFGULATIONS ,. BLDG DEPT MVli APPROVED ZONING DEPT 15.00' Ce 5 44,141.1... 21.4 18 El P 54' ! rqi u1 uJ -L3 zis -fo U1 la 2 • •%r -J 10 50' STE ps :5.4' 1 o -J • ■ 0 1 15.00' 21 PARK WAY 0 21.5 rAyEmvqr WOTE L F Eley. cklor ele N.Gv.0 1 5M. t e -Ls Garage 3/41 ST. iEngineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.iengineerplic.com; E -mail: ivan@iengineerpilc.com REV 1_PAGE I/24 COVER SHEET DATE: November 29, 2012 PROJECT: AWNING 10ft W X 3.5ft P ADDRESS: 1293 NE 95th St, Miami, FL 33138 CLIENT: Jorge Enterprises Inc. 5990 Sw 22nd St Miami, FL 33155 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 24. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in -house developed software. Prior to commissioning into service, the in -house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 24. iEngineer PL CA #29119 Juan C. Moreno, F.L Reg P.E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. iEngineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: wwwJengineerpllc.corn; E-mail: juan@iengineerplic.com REV 1_PAGE ii /24 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General sketch 3 Frame with Length and dead load (self weight) 4 Wind Loads 5 Unity check design elements 7 Elements' design 8 Load reactions 9 Wall anchor bolt design detail "b" 13 Wall anchor bolt design detail "c" 19 REV 1_1/24 MECAWind Version 2.1.0.6 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date : 12/13/2012 Project No. . Company Name : Designed By . Address Description . City Customer Name : State Proj Location : File Location: C: \Documents and Settings \JUAN M\My Documents \JOBS \AWNINGS 1 \JORGE ENTERPRISES \1293 NE 95th St, Miami, FL 33138 \awning monoslope enclosed LRFD.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are ba Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Damping Ratio (beta) Alpha At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = sed upon STRENGTH Design, with a Load Factor of 1 105.00 mph II N/A 1.00 0.01 11.50 0.09 0.11 0.15 0.13 5.29 : 12 9.75 ft 11.00 ft .00 ft 14.00 ft Exposure Category = D Flexible Structure = No Kd Directional Factor = 0.85 Zg = 700.00 ft Bt = 1.07 Bm = 0.80 1 = 650.00 ft Zmin = 7.00 ft Slope of Roof(Theta) = 23.79 Deg Type of Roof = Monoslope Eht: Eave Height = 8.50 ft Roof Area = 87.00 ft^ Bldg Width Across Ridge= 5.67 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis am: 0.6 *Ht lzm: Cc *(33 /Zm) ^0.167 Lzm: 1 *(Zm /33) ^Epsilon Q: (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) = 7.00 ft = 0.19 = 535.47 ft = 0.97 = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/ -0.18 Figure 27.4 -1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems REV 1_2/24 MECAWind Version 2.1.0.6 ASCE 7 -10 Developed by MEGA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date : 12/13/2012 Project No. . Company Name : Designed By . Address Description . City Customer Name : State Proj Location : File Location: C: \Documents and Settings \JUAN M \My Documents \JOBS \AWNINGS 1 \JORGE ENTERPRISES \1293 NE 95th St, Miami, FL 33138 \awning monoslope enclosed LRFD.wnd Roof not shorn /.5 Walls Monosloae Roof 10 < 0 <= 30 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P ft £t ftA2 GCp GCp psf rafter 5.00 3.50 17.5 1 0.38 -1.25 rafter 5.00 3.50 17.5 2 0.38 -1.50 Min P psf 1 16.00 - 35.381 16.00 -41.59 WIND LOAD GENERAL SKETCH V ..7 �/ ''ti \ ,\ rk at REV 1_3/24 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH REV 1 4/24 atcl-Cs) `V) d.S f0 42" ' WIND LOAD ( +Y) REV 1_5/24 WIND LOAD ( +Y) REV 1_6/24 UNITY CHECK DESIGN ELEMENT REV 1_7/24 0.411 REV 1_8/24 Design Group Results Design Group: Steel V Brace G09 per AISC ASD (2005) Designed As: Pipe 1.31 x 0.065, Material: \SteeMSTM A992 Grade 50 Combined Check Member Result Name Case Offset Code ft Ref. Unity Details Check V006 -0 0.6D +0.6W » +Y 0.0000 H1 -1b 0.7609 OK KLz = 4.3012 ft, KLy =3.1983 ft, Lb= 4.3012 ft Axlal Check Member Result Name Case Offset Demand Fx Capacity Fx Code ft Ib Ib Ref. Unity Details Check V006-0 0.60+0.6W » +Y 4.3012 138.0356 2820.4777 E3-3FB 0.0489 OK KLz = 4.3012 ft, KLy = 3.1983 ft Strong Flexure Check Member Result Name Case Offset Demand Capacity Mz Code Mz ft lb-ft Ib -ft Ref. Unity Details Check V006-0 0.6D+0.6W » +• 0.0000 186.8497 253.6278 F8-1 0.7367 OK Lbz = 4.3012 ft, Cb =1 Strong Shear Check Member Result Name Case Offset Demand Vy Capacity Vy Code Ib Ref. ft Ib Unity Details Check V006-0 0.6D+0.6W » +Y 0.0000 - 295.2617 2292.7042 G6-1, 2b 0.1288 OK 0.9D + 1.bW ( +Y) REACTIONS REV 1_9/24 0.9D + 1.OW ( +Y) REACTIONS REV 1_10/24 (members are not showed for clarity) 91 ZOE- = 1.`74 9t V'9L- ik k� w IA `b. ©� AI ZOE- = A 4 9! 0.9/- = Al eb 4 1.2DL + 1.0WL +0.5Lr ( -V) REACTIONS -/3\1\\,,,\„\\.\\ Y = 35.91b REV 1_11/24 35.BIb $. O !, 1.2DL + 1.OWL +0.5Lr ( -Y) REACTIONS (members are not showed for clarity) Y = 35.9 lb &IP 4 4{ m 53.211 r <a , Pr. �FY = 1351b FY =35.9Ib ti� .' 'S. 14 ate, REV 1 12/24 www.hltLus Company: Specifier. Address: Phone I Fax: E -Mail: REV 1 13/24 F■III.11T"I IENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #306 DORAL FL 33178 954 274 2429 j 786 545 7636 juan@iengineerplic.com Page: Sub - Project I Pos. No.: Date: Profls Anchor 2.3.3 1 13/12/2012 Speclfier'e comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: Kwik Bolt 3 - CS 3/8 (2) = 2,000 in., hm,,, = 2,625 in. Carbon Steel ESR 2302 01/06/20121 01/12/2013 design method ACI 318 / AC193 eb = 0,000 in. (no stand -off); t = 0,250 in. lx x ly x t = 2,000 In. x 2,000 in. x 0,250 in.; (Recommended plate thickness: not calculated) no profile uncracked concrete, 3000, f' = 3000 psi; h = 8,000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry On.] & Loading ob, in.lb] z �t Anchor bolt desing detail B www hiltLus Company: Specifier: Address: Phone I Fax E -Mail: REV 1 14/24 •41i_-r1 (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #306 DORAL FL 33178 954 274 2429 1 786 545 7636 juan@lengkieerplic.com om Page: Project: Sub - Project I Pos. No.: Date: Profs Anchor 21.3 2 13/12/2012 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x 1 1137 77 2 max concrete compressive strain: 0,45 [%o] max concrete compressive stress: 1950 [psi] resulting tension force in (x/y)= (0,000/0,000): 1137 [Ib] resulting compression force in (x/y)= (0,884/0,000): 794 [Ib] 3 Tension Toad Steel Strength* Pullout Strength* Concrete Breakout Strength** * anchor having the highest loading 3.1 Steel Strength = ESR value $ Noted 2Nue Load Nu, (Ib] 1137 N/A Shear force y 77 1137 **anchor group (anchors in tension) refer to ICC-ES ESR 2302 ACI 318 -08 Eq. (D-1) Variables Aram M•'] fu„ IPA] 1 0,06 106000 Calculations N„ obi 6360 Results NeeDb] 0s 4) DM 6360 0,750 4770 Nue P] Capacity oNo (Ib] Utilization pN m Ka", 4770 24 N/A N/A 2417 48 1137 Status OK N/A OK www.hild.us Company: Specifier. Address: Phone I Fart E -Mail: REV 1 15/24 u- uIIaTI (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #308 DORAL FL 33178 954 274 2429 j 786 545 7636 juaneengineerpllc.c om Page: Project Sub- Project 1 Pos. No.: Date: Profis Anchor 2.3.3 3 13112/2012 3.2 Concrete BBreakout Strength ANc Nth = lANco/ Wea,N WaN WeRN Nb •NCbZN„a AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco ° 9 l r 1 W,a.N = 1 + a 161,0 3 he Wed,1 = 0,7 + 0,3 (1i s 1,0 WwN =MAX(,1',s1,0 Nb =kcX I? h;}8 Variables her Dm] 2,000 can [in.] 3,875 Calculations ANC Vn.1 36,00 Results Nci, [lb] 3718 eon [gym] 0,000 ke 24 ANCo [�•�l 36,00 Scoccrete 0,650 ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (0-8) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) eCZN [in.] ca,v,h, [in.] 0,000 4,000 fe [Poll 3000 Wec1.N Wei2,N 1,000 1,000 � Nth pi Nua [ b] 2417 1137 WRN 1,000 %I/64N 1,000 WAN 1,000 Nb [lbl 3718 www hlit.us Company: Specifier Address: Phone I Fax: E -Mail: REV 1 16/24 F■111IT 1 (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #306 DORAL FL 33178 954 274 2429 788 545 7636 juangengineerpiic.com Page: Project: Sub - Project I Pos. No.: Date: Profis Anchor 2.3.3 4 13/12/2012 4 Shear load Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction x -*' Load V,a, pbl 77 N/A 77 77 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength • = ESR value refer to ICC-ES ESR 2302 10 Vag ACI 318-08 Eq. (0-2) Variables n 1 Calculations v.e Lug 4470 Results vs, (Ib] 4470 Ase,v Dn•21 0,06 0,650 fde IPA 106000 • V.. Dbl V,1 [lb] 2905 77 4.2 Pryout Strength Vcp = ka° LIN ) Wed/4 Wa.N wa,N N, �Vc2Vua AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANA =9h1 1 Wa,N = (1 2 1 5 1,0 `((J 11 W \1,5 ed,N = 0,7 + 0,3 t) s 1,0 ww.N = MAX(c ,1 J!) s 1,0 Nb =kaA. teh+ Variables kp 1 wog 1,000 Calculations ANC De] 36,00 Results 3718 1 lr.r [M•1 2,000 caa [In.] 3,875 ANc0 [lei 36,00 +oormMe 0,700 Capacity +V, rag 2905 N/A 2803 3859 ACI 318-08 Eq. (0-30) ACI 318 -08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (0-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ea+,N M•] eae,N [in•] 0,000 0,000 ko 24 Va3 Del 2603 x 1 WN.N 1,000 Vaa rib] 77 ca, [in.] 4,000 fa [Psl] 300 wed,N ,000 Utilization Dv = VA V,,, Status 3 OK N/A N/A 3 OK 2 OK N s4 Nb Db] 3718 REV 1 17/24 1■■11`T1 www.hilti.us Company !ENGINEER, PLLC. Page: Specifier: JUAN C. MORENO Project: Address: 9920 NW 44TH TER. 8608 DORAL FL 33178 Sub - Project I Pos. No.: Phone I Fax 954 274 2429 1 786 545 7636 E -Mail: juantgilengineerplIc.com Pros Anchor 2.3.3 5 Date: 13/12/2012 4.3 Concrete edge failure In direction x- Vcb — (Alt) >l'ed V Wav %VW WPargebtV Vb 4, VCbaV1e Avc see ACI 318 -08, Part D.6.2.1, Fig. RD.6.2.1(b) Avg = 4,5 41 Weav = \1 2e) s 1,0 �r l Wed,V = 0,7 + 0,3 \1 at) s 1,0 IAN = 1'17a1,0 a 1 1 Vb = (7 ( az ) Vic 45 ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (0-23) ACI 318-08 Eq. (0-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables ;r M•1 cea [In•] eev [In.] Wav ha [in.] 4,000 4,000 0,000 1,400 8,000 le Lim] > ds M•1 6 [Psi] WParaileiN 2,000 1 0,375 3000 2,000 calculations Ave [in•s] Aveo [InM W!!� Woav Wbv Vb [ib] 60,00 72,00 1,000 0,900 1.000 2625 Results Val, [lb] 0 Ve, [Ib] V„e [Ib] 5513 0,700 3859 77 5 Combined tension and shear loads 0,470 0,0 30 5/3 15w =A+ m1 Utilization 3N,v [%] 29 Status OK 6 Warnings • To avoid failure of the anchor plate the required thidatess can be calculated in PROFIS Anchor. Load re- distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The 4) factor is Increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for leaning and installation instructions. • Checldng the transfer of loads into the base material and the shear resistance are required In accordance with ACI318 or the relevant standard! Fastening meets the design criteria! REV 1 18/24 1�■�11`T1 www.hliti.us Cony Specifier Address: Phone I Fax E -Mail: IENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #308 DORAL FL 33178 954 274 2429 1 786 545 7638 juan@iengineer filk«cam Page: Pro ject Sub- Project I Pos. No.: Date: Profls Anchor 2.3.3 6 13/12/2012 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt 3 - CS, 3/8 (2) Profile: no profile; 0,000 x 0,000 x 0,000 in. Installation torque: 240,000 I n.lb Hole diameter in the fixture: dt = 0,438 in. Hole diameter in the base material: 0,375 in. Plate thickness (input): 0,250 in. Hole depth in the base material: 2,625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5,000 in. Cleaning: Manual leaning of the drilled hole according to Instructions for use is required. Y Coordinate Anchor M. Anchor x y c.x c+x c1 1 0,000 0,000 4,000 - 4,000 c+, P T 1,000 1,000 1,000 1,000 Coordinate Anchor M. Anchor x y c.x c+x c1 1 0,000 0,000 4,000 - 4,000 c+, www.fdltLco Company: Spedlier. Address: Phone I Fax E-Mall: REV 1 19/24 1■�1 LAT 1 (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. #306 DORAL FL 33178 954 274 24291 786 545 7636 juan(hlengineerpilc.com Page: Sub - • Project 1 Pos. No.: Date: Profla Anchor 2.3.3 1 13/12/2012 Spsciflar's comments: 1 Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report:: Issued 1 Valid: Proof: Stand -off installation: Anchor plate: Profile: Base material: Reinforcement: Kwik Bolt 3- CS3/8(2) het = 2,000 in., hm,,, = 2,625 in. Carbon Steel ESR 2302 01/06/2012 01/12/2013 design method ACt 318 / AC193 • = 0,000 In. (no stand -off); t = 0,250 in. Ix x ly x t = 6,000 In. x 2,000 in. x 0,250 In.; (Recommended plate thidmess: not calculated) no proNte uncracked concrete, 3000, fa' = 3000 psi; h = 8,000 In. tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Seismic loads (cat C, D, E, or F) no Geometry [In.] & Loading gib, In -lb] Y 0 Anchor bolt desing detail C www.hiltLus Company: Specifier: Address: Phone I Fax: E -Mail: REV 1 20/24 Profs Anchor 2.3.3 (ENGINEER, PLLC. Page: JUAN C. MORENO Project 9920 NW 44TH TER. #306 DORAL FL 33178 Sub- Project 1 Pos. No.: 954 274 24291786 545 7636 Date: 1 /12/2012 juan®iergineerpllc.com o 2 2 Load case/Resulting anchor forces Load case: Design Toads Anchor reactions pig Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 283 60 1 60 2 283 60 1 60 max. concrete compressive strain: - [%] max. concrete compressive stress: - [psi] resulting tension force In (x/y)=(0,000/0,000): 565 pig resulting compression force in (xy)= (0,000/0,000): 0 pb] 3 Tension load • T n Load N,,, pbj Capacity en pb] Utlllzatbn = Nude, Status Steel Strength" 283 4770 OK Pullout Strength* N/A N/A WA N/A Concrete Breakout Strength" 565 4028 15 OK • anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nss = ESR value refer to ICC-ES ESR 2302 0 Now 2 N,= AC1 318.08 Eq. (D-1) Variables " Asks PM fu a [PA 1 0,08 106000 Calculations Ns, pi)] 6360 Results N„„, pb], • N„ rib] N,= obi 6360 0,750 4770 283 REV 1 21/24 1■41 Lori' 1 www.htiti.us Company (ENGINEER, PLLC. Page: Specifier. JUAN C. MORENO Project Address: 9920 NW 44TH TER. #306 DORAL FL 33178 Sub -Project 1 Pos. No.: Phone I Fax: 954 274 24291 786 545 7636 Date: E -Mail: juan@lengineerpllc.com Profls Anchor 2.3.3 3 13/12/2012 3.2 Concrete Breakout Strength Ncbg \ANeo) WaaN Wed.N WaN Won Nb 4, Nag N„a AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANcb =9h1 1 y+ec,N = 22+eN, S 1,0 3 h,((r 11 Wee.N = 0,7 4 0,3 ( ) 51,0 MAX( .1 cea ) s 1,0 • Cite = ke A lR; heie Wca.N Nb ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Variables her M•] ee,,N Pm] ea..N [i•] knee [n•1 2,000 0,000 0,000 4,000 cac Pm] kc 3,875 24 fa D] 1 3000 Calculations y►.o Arts 60,00 36,00 1 fly) , N Results n6197b1 0,650 N4M8114 N„a [Ib] 565 1 Nb Obi 3718 ow/Minus Company: Address: Phone I Fax E -Mail: REV 1 22/24 (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. 9306 DORAL FL 33178 954 274 2429 786 545 7636 juan@iengineerpllc.com Page: Project Sub -Project I Pos. No.: Date: Profits Anchor 2.3.3 4 13/12/2012 4 Shear load Steel Strength* Steel failure (with lever arm)* Pryout Strength Concrete edge failure In direction x-** Load V,q (Ib] 60 N/A 120 120 • anchor having the highest loading "'anchor group (relevant anchors) 4.1 Steel Strength Vas = ESR value refer to ICC-ES ESR 2302 s Vein, a V,m ACI 318-08 Eq. (D-2) Variables n 1 Calculations V8e (Jb] 4470 Results Vsu pb] 4470 X0,06 106000 o 650 pb] 2905 4.2 Pryout Strength Vcpg = k`° [(t) Wec,N Wed,N %I/0,N Wcp,N Nb] �Vepg 2V„, Am see ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) AMC = 9 lit 1 was = l e s 1,0 Wel Wea.N = 0,7 + 0,3 \1 eher) s 1,0 = MAXt c7,1 � ) 51,0 Wars.N Nb =key ? h is Variables kap 1 a 1, N Calculations Aria Pita! 60,00 Results V6f9 ] her ON 2,000 cM•l 3,875 Ar eu M•al 36,00 0,700 ec,,N M•] 0,000 (cc 24 1,000 m (11:] V,) [�] 60 Capacity ,V0 (lb] Utilization pv m Va+V. 2905 3 N/A N/A 4338 3 3859 4 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D•6) ACI 318-08 Eq. (D-9) ACI 318 -08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) er2.N M•] 0,000 Wer2,N 1,000 Vus pb] 120 Ca.ndn (in•] 4,000 fo (I ] 3000 1� Status OK N/A OK OK NO (Ib] 3718 • REV 1 23/24 1•■11■TI www.hiltl.us Company: !ENGINEER, PLLC. Page: Specifier: JUAN C. MORENO Project: 9920 NW 44T1-I TER. #306 DORAL FL 33178 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 I 786 545 7636 Date: E -Mail: juan@iengineerplIc.com Profis Anchor 2.3.3 5 13/12/2012 4.3 Concrete edge failure in direction x- Vebg = (k70) Wec.V WO Way Wh.V 'Amnesty Vb 4,V„,„ V„„ AYe see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avg = 4,5 cr (-27, 1 Wedv =0,7 +0,3(1, rat)s 1,0 Wh.V = Z 1,0 ( ( \o,z Vb = 7 \d J ea, ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (0-23) ACI 318-08 Eq. (0-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (0-24) Varian Ca, Ilnh•l caz [M•l ecv M•1 wav ha [In.] 4,000 4,000 0,000 1,400 8,000 le [in.] a da [h►.] fo (Psa W v 2,000 1 0,375 3000 2,000 Calculations Ave Pill Leo IleM Wa�V_ yyrred.V why VI) L'ml 60,00 72,00 1,000 0,900 1,000 2625 Results Vow p] • V... Ml V,e [lb) 5513 0,700 3859 120 6 Combined tension and shear loads 0,140 PNV = +i+v4 =1 0,031 53 Utilization PN.v [%l 5 Status OK 6 Warnings • To avoid failure of the anchor plate the requh d thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to elastic deformation of the anchor plate are not considered. The anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The 0 factor is lnc eased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard) Fastening meets the design criteria! www.hllti.us Company: Specifier. Address: Phone I Fax: E -Mail: REV 1 24/24 1■111`.T1 (ENGINEER, PLLC. JUAN C. MORENO 9920 NW 44TH TER. 8306 DORAL FL 33178 954 274 2429 1 786 545 7636 juan@lengineerpilc.com Page: Project: Sub -Project 1 Pos. No.: Date: Profis Anchor 2.3.3 6 13112/2012 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt 3 - CS, 318 (2) Profile: no profile; 0,000 x 0,000 x 0,000 in. Installation torque: 240,000 In.lb Hole diameter in the fixture: dr = 0,438 in. Hole diameter In the base material: 0,375 in. Plate thickness (input): 0,250 in. Hole depth in the base material: 2,625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5,000 In. Cleaning: Manual cleaning of the drilled hole acceding to instructions for use Is required. y 3,000 3,000 0 1 2 1,000 4,000 1,000 Coordinates Anchor in. Anchor x y c.,, c„ c__.a,�-� 1 - 2,(0)0 0,000 4,000 - ,000 2 2,000 0,000 8,000 - 4,000 c.y STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2010 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCO AND ASCE 7 -10. WIND VELOCITY : 105 MPH GCPI : +/ -0.1$ IMPORTANCE FACTOR :1.00 STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC -ASD, 13111 EDITION, 2005. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY =36KS1 OR APPROVAL EQUAL U.N.O. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL Fy-- 50Ks1. OR APPROVAL EQUAL, U.N.O. ALL HOLLOW STRUCTURAL TUBE "HSS" TO BE STEEL ASTM A500 GRADE B, Fy=46Ks1, OR APPROVAL EQUAL, U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI, WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OF-THE-NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW - HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. EXISTING CONCRETE WALL. EXISTING 5/8" STUCCO EXISTING CONCRETE WALL STEEL ANGLE ASTM A36 L2X2X1 /4X2"LG W/ (1) KWIK BOLT-3 BY HILTI 3/8" 0 X 3" MIN. EMBED. INTO CONCRETE (fc=3,000 p-s.I.) SIDE VIEW DETAIL "B" EXISTING 5/8" STUCCO UNE OF FINISH WALL SCALE : N.T.S. 3/16 3/16 4° MIN EDGE DIST DEC 1 8 2312 , i, +l B Y: I. K5g1i i ■ ■ kJ-121_5m 4" M EDGE DIST to g-N.tit S L14 .� FINISH WALL FRONT VIEW 2 STEEL ANGLE ASTM A36 L2X2X1 /4X2LG WI (2)KW IK BOLT -3 BY HILTI 3/8" 0X3° MIN. EMBED INTO CONCRETE (f'c= 3,000p.s.1.) 3° MIN TOP VIEW IEW APPROVE : N.TI ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL. STATE AND COUNTY RULES AND REGULATIONS Oof 11- OZCO NOTE -DESIGN LIMITED TO STEEL AMINO -ANY CORRECTIONS, INK, WHITE OUT OR SDCK-0NS VIEU.V00 THESE DRAWINGS ANO CALCULATIONS. COPYRIGHT Ems. THIS DOCUMENT IS THE PROPERTY OF 'ENGINEER AND SHAH NOT BE REPRODUCED W WHOLEOR PART WITHOUT WRITTEN CONSENT OFT E CERTIFYING ENOPEER, 11.29.2012 SHEET 2 OF 2 ia��) ►a. �cbe�r� (i/k)° Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Krr 5.A-71"t BUILDING ( if Permit No. PERMIT APPLICATION Permit Type: BUILDING 17-13 io e JOB ADDRESS: DEC A G 2012 FBC 20 (.0 AC1-12 --ate Master Permit No. ROOFING City: 1Miami Shores County: Folio/Parcel #: i) °32Z (7 ' C14 ° 313"-1-0 Is the Building Historically Designated: Yes NO M Miami Dade Zip: 731? OWNER: Name (Fee Simple Titleholder): Address: City: Tenant/Lessee Name: Phone#: Email: Flood Zone: \JI vc t c: otfs pi Phone #: Zip: CONTRACTOR: rCo�mpany Name: IJ\ C, Phone #: (&) 0 la— Address: 14f.0"[0 f• (JS 6 Cr City: /\∎ `` State: et— Zip: Qualifier Name: 6)Q -C-tip &L Sj A—,S State Certification or Registration #: e_ [2s- / i cif Certificate of Competency #: Contact Phone #: Email Address: g s DESIGNER: Architect/Engineer: Phone #: Phone #: Value of Work for this Permit: $ Type of Work: DAddition Description of Work it 4 2(.31/4C3 ' [OAlteration Square/Linear Footage of Work: UNew '!i''epair/Replace vC 9- L-g )rat Ai 6- C. ❑Dem i �bn Color thru tile: * * * * * * **** **** **************** **w ***** Fees********* * * **** * * **** **x * ** ** *** *** * ******** Submittal Fee Pj - Permit Fee $ /boas) CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ l , Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature The for day of wh, is Owner or Agent t was ac .. wledged efor _aby me or who has produced rsonall entification and who did take an oath. NOTA ' Y PUBLIC: Sign: Print: My Commission Expires: *+ k*N**No*****+k********* APPROVED BY A V f.,UBtLEOS Notary Puthtrc . Stale ut t1o`ida My Onmm Expires Sep 23810 .2015 Commission # EE Assn. Bonded Through National Notary Signature Contractor The foregoing instrument was acknowledged before me this 4( day of l— , 20 al —by 0 'F £pre ZN475 who is personally known to me or who has produced_ CW l l as identification and who did take an oath. NOTARY PUBLIC: **gt********+ Nik******# ****** *+ N**+ h*******ik**+b******+k*******N *** * ***** Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 December 27, 2012 Permit No: ACT12 -2300 P&Z Critique 1. AWNING CAN NOT EXTEND MORE THAN 36 INCHES INTO SIDE YARD. David Dacquisto P8Z Director 305.795.2207 Building Critique 2. Provide zoning approval. Norman Bruhn CBO 305 - 762 -4859 0S.cobg.25`50 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. 12/28/2012 16:11 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES l_j 0 01 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 3181 RECIPIENT ADDRESS 93058888550 DESTINATION ID ST. TIME 12/28 16:11 TIME USE 00'40 PAGES SENT 1 RESULT OK Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Mi;:'tini Shores, Florida 33138 Tel: (30 5) 705.22 04 Fax; (3051 756.8972 December 27, 2012 Permit No: ACT 12,2300 &Z Critique 1. AWNING CAN NOT EXTEND MORE THAN 36 INCHES INTO SIDE YARD. David Dacquisto P &Z Director 305.795.2207 Building Critique 2. Provide zoning approval. Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: kX 12— OM DATE: 030 4K3 I, 0 C C *ciotS � `sh Contractor Owner Architect >ets of --pis (other) Address: From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: t 2/ I i V- c------ PERMIT CLERK INITIAL: e Miami Shores Village Building Department RECEIPT PERMIT #: a DATE: 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 12 -102.\d- I, Contractor o Owner o Architect 0 1,� Pick- up 2 sets of plans an, .ther) 40 Maw CO,(,Qy- )93 i 1 Address: From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Departme / o continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 December 7, 2012 Permit No: ACT12 -2300 Building Critique Provide a layout showing the location of the awning. The wind load design criterion is incorrect. This structure i located in exposure D. Norman Bruhn CBO 305 - 762 -4859 Zoning Critique 1) PLEASE IDENTIFY LOCATION OF THE AWNINGS ON A SURVEY OR SITE PLAN SCALED AND DIMENSIONED. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. 12/11/2012 13:07 FAX 1 800 885 7530 DATA SCAN FIELD SERVICES R1001 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 3139 RECIPIENT ADDRESS 83058889550 DESTINATION ID ST. TIME 12/11 13:07 TIME USE 00'42 PAGES SENT 1 RESULT OK Miami Shores Vwage Building Department 10050 N.i=.2nd Avenue ML mt Shorn Florida 33138 (305) ?95.2204 Fax: (305) 756.8972 December 7, 2012 Permit No: ACTT 2 -2300 Buildin Critique Provide a Layout showing the location of tho awning. The wind load design criterion is incorrect, This structure i located in exposure D. Norman Bruhn 080 305-762-4859 Zoning Critique 1) PLEASE IDENTIFY LOCATION OF THE AWNINGS ON A SURVEY OR SITE PLAN SCALED AND DIMENSIONED, 6 Miami Shores Vjuage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 December 7, 2012 Permit No: ACT12 -2300 Building Critique Provide a layout showing the location of the awning. The wind load design criterion is incorrect. This structure i located in exposure D. Norman Bruhn CBO 305 - 762 -4859 Zoning Critique 1) PLEASE IDENTIFY LOCATION OF THE AWNINGS ON A SURVEY OR SITE PLAN SCALED AND DIMENSIONED. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. t;--,asaD hi G C 0 l CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet. The cost of improvements must include demolition, raw and fmished materials (include those donated), labor (including volunteer and self - performed), construction supervision and management, and overhead and profit. A list of items the costs of which are to be included as well as those excluded is attached for your reference. (A Copy of the Contract must be attached) PROPERTY OWNER: PERMIT # 6670-f sdidvr /: ADDRESS: Th yr /see-- FOLIO NUMBER: I / -32-OS 3 37 FLOOD ZONE: .4E BASE FLOOD ELEVATION: 9 FREEBOARD: EAST OF FL.CCCL:.� COST OF PAST IMPROVEMENTS (12 MONTHS): C/ COST OF PROPOSED IMPROVEMENTS: (ATTACH COPY OF CONTRACT) 7e-57' TOTAL CUMULATIVE COST OF IMPROVEMENTS (past and proposed): (9, 7 05 VALUE OF PRINCIPAL STRUCTURE (attach appraisal): OWNERS SIGNATURE: PLANREVIEWER: PLAN SIGNATURE: DATE: 12,-6,-/ 2- DATE: REVIEWER SUBSTANTIAL IMPROVEMENT / DAMAGE LIST (NOTE: THIS LIST IS INTENDED FOR GUIDANCE ONLY, AND IS NOT ALL INCLUSIVE) ITEMS TO BE INCLUDED ALL STRUCTUAL ELEMENTS, INCLUDING Foundations including; Spread footing, Continuous footing, isolated footing, piles and pile caps Slabs including; Monolithic, floating, elevated Walls including; Exterior walls, Bearing walls, Shear walls Beams, Tie Beams, Columns and Posts Wood decking, Floor and Roof Sheathing Trusses, Joist Windows /Doors ALL BUILDING ELEMENTS, INCLUDING Interior Partitions, Walls, Columns Drywall, Ceilings, Built in Furniture, Cabinets, Vanities All Fixtures Flooring, Tile, Carpet, Stone, Linoleum, ect. All Finishes including Drywall, Paint, Stucco Plaster, Paneling, Tile, Marble, and Moldings Roofing Material ALL HARDWARE ALL UTILITY and SERVICE EQUIPMENT HVAC Electrical System and Equipment Plumbing System and Equipment Security System and Equipment Central Vacuum System Plumbing Fixtures Lighting Fixtures and Ceiling Fans Water Systems including Softeners /Filtration Created on June 2009 ALSO: All Labor and other Costs associated with Demolition, Removing, Replacing, Installing Building or Altering Building Components Construction Management / Supervision Overhead and Profit Equivalent cost for: Donated Materials Volunteer Labor (including owners and friends) Any Improvements Beyond Pre - damaged Condition, including; Utility Upgrades Code Upgrades ITEMS TO BE EXCLUDED Plans and Specifications Survey Costs Elevation Certificate Costs Permit fees Debris Removal Items not considered to be REAL Property Rugs, Furniture, Refrigerator, Appliances not Built -in Outside Improvements, Including; Landscaping Sidewalks Patios Fences Yard lights Sheds Gazebos Irrigation Pool Miami -Dade My Home http: / /gisims2. miamidade .gov /myhome /propmap.asp My Home jitkliatiLlitaiday Show Me: Roperty Horton Search By: Select Iem Text,only Proper.......:.... Tax_Egtimator 13 Property Appraiser Tax Comparison PortabiW S.O.H. Calculator Summary Details: ACTIVE TOOL: SELECT Folio No.: 11- 3: -'.06 -014 -3870 Property: 1293 NE 95 ST Mailing VINCENT SADUSKY &W Address: ALICE Lot Size: 10,950 SQ FT 1293 NE 95 ST MIAMI SHORES IAMI SHORES SEC 3 PB FL 5 & W75FT OF S1/2 OF 33138 -2572 Property Information: Primary Zone: 1400 SGL FAMILY - 3001 -3250 SQ CLUC: 0001 RESIDENTIAL - SINGLE FAMILY Beds /Baths: 13/2 Floors: 12 Using Units: 1 Adj Sq Footage: 12,544 Lot Size: 10,950 SQ FT Year Built : 1952 IAMI SHORES SEC 3 PB 10-37 W75FT OF LOTS 4 5 & W75FT OF S1/2 OF Legal Description: LOT 3 BLK 84 LOT SIZE 5.000 X 146 OR 18035 -3228 0398 1 OR 18035 -3228 0398 00 Assessment Information: Year: 1 2012 1 2011 Land Value: 1 $132,073 1$125,784 Building Value: 1 $241,703 1$243,149 Market Value: 1 $373,776 1$368,933 Assessed Value: /$253,648 $287,007 $278,648 Exemption Information: Year: 1 2012 1 2011 Homestead:_ 1 $25,000 1 $25,000 2nd Homestead 1 YES 1 YES Taxable Value Information: Year: 2012 2011 Taxing Applled Applied Authority: Exemption/ Taxable Value: Exemption/ Taxable Value: Regional: $ 50,000/$237,007$50,000 /$228,648 County: $50,000/$237,007$50,000 /$228,648 City: $50,000/$237,007 $50,000/$228,648 School Board: $ 25,000/$262,007$25,000 /$253,648 Sale Information: Sale Date: 13/1998 Sale Amount: $340,000 Sale O /R: 18035 -3228 n E1 Aerial Photography - 2012 My Home !Property Information 1 Property Taxes I My Neighborhood 1 Property Appraiser 0 Home 1 Using Our Site 1 Phone Directory 1 Privacy! Disclaimer 115ft If you experience technical difficulties with the Property Information application, or wish to send us your comments, questions or suggestions please email us at Webmaster. Web Ste © 2002 Imam: -Dade County. All rights reserved. MIAMI•DADE Legend • Property • Boundary Selected Property �✓ Street e, Highway Miami -Dade County ■ Water N W +E S 1 of 2 12/6/2012 8:31 AM ORONI, INC. A Construction Company License # (CBC1251654) Licensed and insured (305) 685 -0412 (Off) (305) 68$ -9550 (Fax) 14040 NW 6th Court North Miami. Florida 33168 CONSTRUCTION AGREEMENT CUSTOMER: Vincent Sadusky ADDRESS: 1293 N.E. 95 St. CITY, STATE, ZIP: Miami Shores, Florida 33138 PHONE: 3053435432 DATE: October 30, 2012 ATTN: VINCENT ORONI, Inc. (hereinafter " ORONI'), for and in consideration of the prices herein named, proposes to furnish the work, and/or materials hereinafter described, subject to the conditions below, for the exclusive consideration of Vincent Sadusky (here in called "CUSTOMER'). ARCHITECT INFORMATION: No architectural /engineer services of any kind included. SCOPE OF WORK: Replacement of west door and sidelights as indicated below, and replacement of existing awning. EPA's Renovation, Repair and Painting Final Rule (40 CFR 745) requires that renovation conducted for compensation on pre -1978 homes and child- occupied facilities, must be performed by a Firm that has been certified to meet all the requirements in 40 CFR 745.90. Test to determine the presence of lead in this property is not included in the estimate, if it is determined that lead is present, an additional estimate with additional charges will be presented to the customer for approval. ✓ Remove existing door and sidelights on west side of house and existing awning with frame. ✓ Haul away of demolition debris. 37. ORONI shall perform no portion of the work for which this agreement and its documents require submittal and review of shop drawings. product data. samples or similar submittals until the respective submittal has been approved by the architect. 38. The architect of record may perform periodic visits to the job site (at Customers discretion) in order to insure and to keep owner informed about the progress and quality of the portion of the work completed. to determine in general if the work is being performed in a manner indicating that the work, when fully completed will be in accordance with the contract documents, and to determine the date or dates of substantial completion. will receive and forward to the owner. for the owner's review and records. written warranties and related documents required by the contract and assembled by ORONI, and will issue a final certificate for payment upon compliance with the requirements of this agreement and its documents, however, the architect of record will not be required to make exhaustive or continuous on -site inspections to check the quality or quantity of the work. The architect of record will neither have control over or charge of, nor be responsible for the construction means, methods, techniques, sequences or procedures, or for the safety precautions and programs in connection with the work. These issues are solely ORONI's rights and responsibilities under this agreement. 39. The date of substantial completion is the date certified by the architect. The term "day" as used in this agreement and its documents shall mean working day unless otherwise specifically defined. At this stage of the project, the work or designated portion thereof is sufficiently complete in accordance with this agreement and its documents so that the Customer can occupy or utilize the areas for their intended use. However. the Customer may occupy or use any completed portion of the work areas only when such portion is determined by ORONI and local building authorities to be in compliance with codes. rules and regulations appropriate for residing or use of said areas. 40. Customer agrees to allow ORONI to use pictures related to this project for advertising purposes on their webpage (www.ORONI.com) without prior consent or approval. 41. Customer has the right and should seek advice of an attorney before signing this agreement. ORONI hereby proposes to furnish and labor - complete according to the above specifications for the sum of Six Thousand Seven Hundred Eighty -Five ($678$.00). MCP/11/ Tidede,ty i 9 A p nce- stomer Acceptance- ORONI, Inc. Date It Property Viewer Se "all; " 4 4Tiz, q Enter either folio, owner game, or address. Selected Property Information IIProperty information Legal Dear-notion Assessment Information Exemption Information • Sales Information Additional Information Featured Online Toole 1.-sl Tax Comparison M Tax Estknator SIP TRIM Notice View Taxes Additional Online Tools Back to Results Page 2 of 2 Fong: Propert' Address: Owner: Mailing Address: 11-320t-BI 4-3870 1293 riE 95 ST VINCENT SADLISKY fiVat ALICE 1293 NE 05 ST WWI SHORES FL 13115-2572 Primary Zone: Land Use: Beds/Baths/Halt: Floors: Living Units: Adjusted So Footage: Lot Size: Year Built: 1400 SGL FAMILY - -1 3001-3250 SO 0001 RESIDENTIAL - SINGLE FAMILY 3/2/0 2 2,544 10,950 so FT 1852 201 lheOlne of des Property Appraiser and Mirraue-Meds. County am continuetly serfdom and updsrung the tea,o1i end CIS date to rodeo the retort property informanam and U. pcerhonal amdfrany. Mo werrentien expressed 1 o Impted, WO provided for data and dm poretimod or Marred° mousey of th e, date loafed., ate une. or t ifIltvparecktiosh, Adhouula this 000b* as perrodecolly updated, this Intorno-tido may :lot rekent the dada miner* am i file it Mene-Dade 0ounty's systems ot mood, The Property Appraises o" Mein Mersey arturner rro Seiskity stem Mr any slams, :mansions of naccormeas In the ink:amnion crosided restectrees of dee cause of i such or fur any decterion made, erten loners, a nano ndt tAINI try t.7,.. LIM. ir, relive:. arcurn any irderrnefion prodded nersin. 1 Son Misarn-Beate Comely fog discIagner end User Agreement at btaZamtuniarcidadea. I Property information inquiries comments. end suggestions aunt imsfalkagatatimaiggisks,ggry. 1 GIS enques, corniperes, and sumentions email: giatOrgiamidade.Aoir I : . : . : .• I Home I Privacy Statement I Disclaimer ! 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