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FW-11-436Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 157137 Permit Number: FW- 3- 11-436 Scheduled Inspection Date: July 18, 2011 Inspector: Bruhn, Norman Owner: PERL, BARRY Job Address: 9405 N MIAMI Avenue Miami Shores, FL Project: <NONE> Contractor: ISLAND FENCE OF FLORIDA INC Permit Type: FenceNVaII Inspection Type: Final Work Classification: Iron/Ornamental Phone Number Parcel Number 1132060130530 Phone: 305 -888 -9090 Building Department Comments 72' ALUMINUM FENCE 5' HIGH Passed Failed Inspector Comments Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. July 15, 2011 For Inspections please call: (305)762 -4949 Page 7 of 35 00111 tot? (A.fl -114141A- QE'J S t 013 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 BUILDING PERMIT APPLICATION FBC 20 Permit No. * ' 3 ° 1 % "' 4-3 (a Master Permit No. Permit Typ BUILDI ROOFING OWNER: Name (Fee Simple Titleholder): . per 1 Phone #: Address: Ot ®5 iN) . 114'1 01...vA- \ A-4-D City: � t IreS State: Zip: 3) g Tenant/Lessee Name: Phone #: 5°5 -7 5 °z-°° Email: JOB ADDRESS: 5 c. iv Ai U c City: Miami Shores County: Miami Dade Zip: '71'31 CC- Folio/Parcel #: 1 1 32 )CD 1305 5 3 Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: -`C -r9 C P e_ Phone #: .36 / ° g/ ` cz c Address: l City: State: .Pk.-- 9Lc_ Cp -2-- State Certification or Re 4' ., Lion #: Certificate of Competency #: 49' cis 00 PA 7 Contact Phone #:;^ Email Address: DESIGNER: Arc : i " °. Phone #: Qualifier Name: Zip.3 Phone #: `3, 05 .gelf () 0 Value of Wo Type of Desc Square/Linear Footage of Work: ❑Alterationiew ❑Repair/Replace ❑Demolition ,A-to IN e f U ui. P C 0.42_-1- 0-y\ o p (3-C-- -`1C-LJ * * ** : * * * * * * ** *** * * * * * * * * * ** *** *** ** * ** Fees * * * ** * * ** *** * * ***** ** * * ** : *** ** * * * * *M * * * ** Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ 41 ` I) 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 CONDMONERS, 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. Ij th absence of suc osted notice, the inspection will v be approved a reinspection fee will be charged. Owner or Agent The foregoing instrument was acknowledged before me this 2 �61 day of who is perso Signature Contractor The foregoing instrument was acknowledged before me this day of , 20`C , by r who has produced who is p sonally kno , to me or who has produced As identification and who did take an oath. NOTAR ' BLIC: Sign: Print: EVELYN L PASCAL .ir MY COMMISSION # DD 940519 EXPIRES: January 22, 2014 ,Rue Bonded Thru Notary public Undervaltenr as identification and who did take an oath. NOTAR LIC: Sign: Print: My Com m * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED BY � Plans Examiner Structural Review (Revised 07 /10 /O7)(Revised 06 /10 /2OO9)(Revised 3/15/09) �� �L7lav V ®415 64 EVELYN I.. PASCAL r• r :'Y MY COMMISSION # DD 940519 ... EXPIRES: Janus ear Bond Thru N; January 2 2014 Zoning Clerk Planning and Zoning Criteri Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number:1132060130530 Owner's Name: BARRY PERL Job Address: 9405 MIAMI Avenue Miami Shores, FL Owner's Phone: Total Square Feet: Total Job Valuation: 72 $ 2,325.00 Contractor(s) ISLAND FENCE OF FLORIDA INC Phone 305 - 888 -9090 Primary Contractor Yes 1 Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 5/31/2011: Yes Comments: ORNAMENTAL METAL FENCING MUST REMAIN OPEN WITH NO METAL OR OTHER MATERIAL BLOCKING THE VIEW THROUTH THE FENCE. .Zn ICErr A 3 1 2011 come.. 1110110 .19 166, n: 3.00' C+ tsol • PROVED ZONING DEPT BLDG "DEPT SUBJECT TOtONIPUANCE WITH ALL FE RAL STATE AND COUNTY RULES AND REGUL ONS CATION ET # SCALE'S", 200 ' • • • l •• • •••.i• • • • ••• • • •••• •• • •.• • • • • .,• .•• • • • •••• .•.•. :LEGAL• 1 R(NTiok:The South 18 feet of Lot 13 and all of Lot 14,Block 4, X AMENDED PLAT *OF MIAMI sticAttopeOcTioN No. 1 according to the Mat thereof as recorded In Plat Book IO,Page •70 ol; th0•t'ubl ca ds of. Dade County,Florida.- ••• . • ... . . . ▪ •••• . GENERAL NOTEL .. . 11 OWNEREHRi)&" aittt TO OPINION OFTITI E- . 2) EXAMINATION OF vigAssiggt THE ABSTRACT OF TITLE WILL HAVE TO BE MADETO=OETER 4INERECORDED INSTRUM , IF ANY, AFFECT(N TII)SPROPERTY. 3) (2 DENottsitI' EELEVATIONS REFERRED TO N A: *ATOM. +B LOCATIQIN AND IR�FICATION Of UTILITIES DII AND/OR ADJACENT TO THE PROPERTY tNERE NOT SECURED AS reiliFO. ATION WAS ROT REQU ES'TED. - °5) THIS P ERTY IS YANINTHELINIT84lF,ROOD ZONE X BR v Di t`0 i e.-,...�; andnlark.Title I ..sin:C. an APPUCXII44• ZI NI A&CHITCCT ort, - er C. 1 s cce n • Erry L Pori and Arminda II 'mina .UNDt',RGROUNQ ■?,0 NING AND 1U* ING 3E? PACKS :, , i3w� E CHCCICED.?!v OWNER, � r R,t��FORE QC$lril j .00ilS litit1r`,oN .4 GIIIIi.0J!i °HIS 1�1 #7t rr 1 HEREBY-CERTIFY: Th the ettelwd Fist of,;,.. i O1 einsbove d 4d ty torus rind carnet t tM .bet of my heohfiesteei l fart lon and 6 ii%: rscsntIy itiser lr dNiel Otstted Wit*: those 00eyeet.: ie►y dfr on. moo *et tl i • rro ' nd en air _Item ,_:nary 'null the um fgrth 1 a► F orld. Ba d rt Laid°sur eyoe, wl nt a 1471►► WEW- CO 42-10A 1300 • TfS IS A ,BO TNDA RY SURVEY NO V.L NL Paola, NAL LAND sJR.Etrcit CERTIFICATE 1 3.;,15;$0. EALED WITH API EMBOSSED_, VEYO $ • • Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Miami, FL 33122 T. 305.599.8133 • F. 305.599.8076 • www.easterneg.corr 9405 North Miami Av°' • Exterior Fence with Swing & Single Door 9405 N Miami Ave Miami Shores, FL 33138 STRUCTURAL CALCULATIONS Miami Shores Village APPROVED ��,4 C, .•.BENSF* %.` ' #, e s ..: Kzt := 1.0t1 zg := 900.01 • Project Name:1`1 098 9405 North Miami Ave lnc for Oth ts, tructures ning ins Design, IGeneral Wind Date: Kd := 0.85 I := 0.81 Cf := 1.80 a =9.5c Wind Velocity (mph) Topographic Factor Wind Directionality Factor (see Table 6-4) ASCE -05 Kd =0.85 Importance Factor (see Table 6 -1) ASCE -05 Category I Gust Factor Net Force Coefficients Cf (see Figure 6 -22) Flat -Side Members for s< =.1 2.0 for 0.1 to 0.29 1.8 for 0.3 to 0.7 1.6 Values for Terrain exposure constants a and zg: Exposure B— Value a =7 , Value zg =1200 Exposure C-- Value a =9.5 , Value zg =900 Exposure 0-- - Value a =11.5 , Value zg =700 iEl SI D8 Z:= 6.001 := 25.0 Then ............................. Z := if (Z < 15,15,Z) 2 Z1a Kz := 2.01 1 —J zg Height of Sign or Roof Mean Height of a Building (ft) Solidity Ratio of Sign ( %) qz:= 0.00256•Kz•Kzt•Kd•V2•I pz:= gz -G•Cf E Pz.EQ := Pz 100 Easterr2Engineering Group 9.92 Date:03 /28/10 Rounded Members 1.2 0.8 1.3 0.9 1.5 1.1 Psf Gross Wind per Actual Solid Area (psf) Equivalent Wind in Overall Area (psf) 11 098 - 9405 North Miami Ave New Services • • Other Structures — Method 2 411 Heights Figure 6-22 1 Force Coefficients, Cf Open Signs & Lattice Frameworks e Flat -Sided Members Rounded Members DliT. <_ 2.5 (D q; <_5.3) D qz > 2.5 (D qL >5.3) < 0.1 2.0 1.2 0.8 0.1 to 0.29 1.8 1.3 0.9 0.3 to 0.7 1.6 1.5 1.1 Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs. 2. The calculation of the design wind forces shall be based on the area of all exposed members and elements projected on a plane normal to the wind direction. Forces shall be assumed to act parallel to the wind direction. 3. The area Af consistent with these force coefficients is the solid area projected normal to the wind direction. 4. Notation: e: ratio of solid area to gross area; D: diameter of a typical round member, in feet (meters); q2: velocity pressure evaluated at height z above ground in pounds per square foot (N /m2). Minimum Design Loads for Buildings and Other Structures 3 11 098 - 9405 North Miami Ave New Services 75 • Project Name:11 098 9405 North Miami Ave ence Design (Top, Bottom,. Post and Pic Date:03 /28/10 Allowable Stresses for Aluminum 6063 -T6 (psi) 6063 -T5 (psi) 6061-T6 (psi) 6005 -T5 (psi) Fb (Tubes & Shapes) Fb (Round & Oval) Fv Tubes, Shapes & Round E 15000 18000 8500 10100 ksi 9500 00 11500 5500 10100 ksi 21000 24000 12000 10100 ksi 21000 24000 12000 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fv =7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =23760 psi, Fw14400 psi for Fy =36 ksi E =29000 Ksi Fb =33000 psi, Fw20000 psi for Fy =50 ksi E =29000 Ks Allowable Stress for Steel Welding: Welding: E -70)0( Fv 21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =16216 psi, Fv =9189 psi for (SS 304) Fy =30 ksi Fb =24325 psi, Fv =13514 psi for (SS 304 1/16 Hard) Fy =45 ksi Fb =40540 psi, Fv 22702 psi for (SS 3041/4 Hard) Fy =75 ksi Fb= 59460 psi, R=30270 psi, for (SS 3041/2 Hard) Fy =110 ksi Allowable Stress for Steel: Welding: Welding: E318 or E309 E =28000 Ksi E =28000 Ksi E =28000 Ksi E =28000 Ksi Fv =19200 psi Allowable Stress for Wood Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense (2 "-4" thick): Fb =1350 psi, R=175 psi for 2 "-4" Wide E =1400 Ksi Fb =1150 psi, Fw175 psi for 5 "-6" Wide E =1400 Ksi DESIGN INFORMATION: Florida Building Code 2007 AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08 -07 Specification for the Design of Cold- Formed Stainless Steel Structural Members, Aluminum Design Manual 2005 Wind Loads, ASCE 7 - 05 4 11 098 - 9405 North Miami Ave New Services 4wind := 5.001 F b d t p := 4800.001 FV bOU := 28001 Sxp„t := 0.31 • General Data: Hpog 44.01 Railing Span (ft) Post Heigh (in) }General Loads: P2oo := 0.00 q50 := 0.01 JTop Element ;Deb L L L 0 0 4 Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (plf) Railing q= 50.00, Fence q =0.00 trop Fence Data: psi 1Fv .toi 2800.0( psi Sytop := 0.11 Atop: = 0.361 .3 m .2 m Bottom Data: Fbbend.bott := 4801 Sybott := 0.12 6063 -t52 or better Max Bending and Shear of top and bottom elements near to weld 5 .3 m .2 m psi psi ost Data: Fbb d po := 9000.01 Fvg, ,,T.p := 5000.00 App := 0.48 6061 -T6 or better Max Bending and Shear of post near to weld .3 m .2 m psi psi Picket Data:1 Fbbend.picket = 9501 Fvchearpicket : 2801 Sxpicket = 0.011 Apicket 6063 -t52 or better Max Bending of picket far from weld. Max Shear near to weld psi psi .3 m .2 m 11 098 - 9405 North Miami Ave New Services • • VJaximtin, moment For Wind Pressure .©p and Bottor ence Design.'' Mwindmax := 0.1012• qk ind• Hppst L2 2.12 Mmax := Mwindmax maximum, Shear. For Wind Pressure Vwindmax := 0.6• %wind' Hpost L 2.12 Vmax := Vwindmax 'Section Required; Bending Design: Section Modulus Required Shr:— Mmax- 12 Fbbend.top Shear Design: Area Required 1.5• Vmax Ahr Fvsheartop 'Section Provided: BENDINGtop := if(Shr >_ Shop, "N.G" , "OK" SHEAR, := if (Ahr ? Amp, "N.G" , "OK" BENDINGbottom := if(Shr ? Sybott, "N.G" , "OK" SHEARbottom = if (Ahr >_ Aka, "N.G" , "OK" 340'1 V 0.08,.. 0.02 1 BEN lbs in3 in2 ft — lb ft — lb lbs OK 1 BENDI 11 098 - 9405 North Miami Ave New Services • • Reaction For Wind Pressure Hpost Rmax gwind• L 12 Hpost Mpost := Rmax 2 is Shear V = Rmax Post Design,, Ion Reguire Bending Design: Section Modulus Required: Mpost Spostreq Shear Design: Area Required: Fbbend.post 1.5• Vpmt Apostreq Fvshearpost ction Providei BENDINGNst := if(Spostreq z Sxpost, "N.G" , "OK" SHEARpost := if(Apostreq >_ Apost, "N.G" ,"OK" Ibs in - lb Ibs. in3_ in2 7 11 098 - 9405 North Miami Ave New Services • • picket Design ::' Loaded Area 1 ft ^2 H.post 4.0000 4.0000 gpicket = max(25, gwind) Mmaxpk gpicke£4•hpk 2 144.8 gpicke 4. hpk Vmaxpk 144.2 jSect on Required: Bending Design: Section Modulus Required: Shear Design: Area Required: 2.0000 Spkreq :— Mmaxpk Thbend.picket 1.5. Vmaxpk Apktreq 'Section Provide& FVshearpicket BENDINGpicket := if (Spkreq z Sxpicket, "N.G" , "OK" SHEARpicket if(Apktreq z Apicket, "N.G" , "OK" H.post Loaded Area 25 PSF (MIN) hpk 4.0000 4.0000 hpk := Hpost — 2 psf cpk 15.1'; rmaxpk = 14,58 1 D1N 2.0000 in-lb lb in3 in2 11 098 - 9405 North Miami Ave New Services 00) • • Post = 2 Dpost := :2.0C hef :— ost ltichorage t P.horizontat D.grout B,post Post Width (in) Post Depth (in) Post Embedment (in) Minimum Edge Distance (in) grout • 001 10000.0(1 Equivalent Grout Width (in) Equivalent Grout Depth (in) psi 'concrete, slab: fcconcrete := 3000.00 dc, =3.00 ha := 8.0 Concrete strength (psi) Hold diameter (Grout Diameter) (in) Concrete Slab Deep (in) 9 11 098 - 9405 North Miami Ave New Services • • 'Equivalent 'Vim( tnitirn Horizontal Load at Tap RailinwHel 4n, Mpost Pd H Post ri a :— 2. he 2 + 3 Hpost- hd 3 .hef + 6.Hpost Pd. a2 P2 / her k2. a — hef.) P1 := P2 — Pd M external := Pd. (H + 2 2 Mintental := ' a + Pi.- 3 . (hef. — a) 3 lbs in [Pi---- - 10,t 'i411 lbs lbs 0341 lbs — in lbs — in Vu := (max(P , P2)) IVu244.1 lbs 10 11 098 - 9405 North Miami Ave New Services • • I Stress Analysis, Between ° "as and Grout 2•P2 f2.grout := 1.6. a Bpost 2.P1 fl.grout := 1.6 (hef — a).Bpost Bearing Sire Fpgro„t:= [0.65•(0.85fc „t)]•1.5 Stressgrout := "N.G." "O.K." if max(fl•grout,f2•g ) 5 Fpgrout 1 8287 sp ialys green Cro sad C cre 2• P2 f2.concrete:= 1.6 a Bgrout 2.P1 fl.concrete = 1.6• �hef — a).Bgrout Pear' :1o: on 11 Fpconorete :_ [0.65•(0.85•fcconcrete)]• 1.5 Stress con := I "N.G." "O.K." if max(fi.concrete, f2.concrete) < FPconcrete 6 psi psi psi psi psi psi 11 098 - 9405 North Miami Ave New Services Wed.v := 1.01 Wav:= 14� • • ear Analysis- Concrete BreakoL Ave° := 4.5•Cal 2 Avc := 2•(1.5•Cal)•ha if ha< 1.5. Cal 2•(1.5•Cal)•(1.5•Ca) if had 1.5. Cal Modification factor for edge effect in2 in2 Modification Factor in No cracked concrete at service Toads wc.v=1.4 Modification Factor in cracked concrete with wc.v =1 w/ No supplementary reinforcement. yrc.v =1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. yic.v =1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. le = if(hef > 8- do, 8• do, het) 0.2 Vb:= 7 (Le-) lo. fpconcrete'Cal1•5 do Flo. AVc Vcb:= Wed.V'Vjc.V'Vb Avco Conditions =0.75 w/ Supplementary reinforcement are crossing concrete failure prism. $ =0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear := if (Vu > 4)' Vcb, "N.G." , "OK" 12 in 5312.. lbs. lbs. lbs 11 098 - 9405 North Miami Ave New Services • • tShear Analysis-Concrete B urs t o t tree Cale := Cal "N/A" if ha < Cal tro•al Cone Area for Failure Plane Aaona.tatai := Vi-Cal.„( -7t. Cal, Min gro D B ut) 2 2 for Pcst B grout )2 n Amle.Post 2 Pinal Cone Area for Failure Plane Acone.final 2 Acone.total Acone.post Pinal Area for Failure Plane Vcone.cb := 4' .0,1:)11crete*Acone.final Conditions 4)=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 0=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear := if (Vu > 4).Veane.ab, "N.G." , "OK" ) 13 in .2 .2 cone.cb 1 Vons = 4684 lbs lbs .BURSTO1 11 098 - 9405 North Miami Ave New Services • • LOSIKI raft:a:11 2 "x1 "x0,062" 6063 T52 SC 20 -63 -223 Area = 0.36 in ^2 Centroid = 1983.36, - 1073.08 in Ixx = Iyy = Jz = Pxy = rxx = ryy = 0.06 in ^4 0.19 in ^4 0.25 in ^4 -0.00 in ^4 0.42 in 0.72 in Sxx max = 0.12 in ^3 Sxx min = 0.12 in ^3 Syy max = 0.19 in ^3 Syy rain = 0.19 in ^3 Ix'x, = 413823,11 in ^4 k Iy'y' = 1413674,82 in ^4 Jz' = 1827497.93 in ^4 Px'y' = - 764860.12 in ^4 rx'x' = 1073.08 in ry'y' = 1983.36 in Irnax = 0.19 in ^4 Irvin = 0.06 in ^4 Principal axes angle of rotation = -0.00 14 11 098 - 9405 North Miami Ave New Services • • a 1 "x1 "x0,062" 6063 T52 Area = 0.23 in ^2 Centroid = 12902.19, 444.66 in Ixx Iyy Jz Pxy rxx ryy Sxx Sxx Syy Syy MQX = Min = Max Min 0.03 in ^4 0.03 in ^4 0.07 in ^4 0.00 in ^4 0.38 in 0.38 in 0.07 in ^3 0.07 in ^3 0.07 in ^3 0,07 in ^3 463411 in ^4 Iy'y' = 39015590.74 in ^4 Jz' = 39061932.15 in ^4 Px'y' = 1344632.36 in ^4 rx'x' = 444.66 in ry'y' = 12902,19 in IMax = 0.03 in ^4 IMin = 0,03 in ^4 Principal axes angle of rotation = -0.00 15 11 098 - 9405 North Miami Ave New Services • 2 "x2 "x0,062" 6061 16 Area = 0,48 in ^2 Centro id = 13549,31, 445.28 in Ixx = 0.30 in ^4 Iyy = 030 in ^4 Jz = 0,61 in ^4 Pxy = -0,00 in ^4 rxx = 0,79 in ryy = 0.79 in Sxx rnax = Sxx rain Syy rnax = Syy rein 0,30 in ^3 0.30 in ^3 0,30 in ^3 0,30 in ^3 16 11 098 - 9405 North Miami Ave New Services Project Name:11 098 9405 North Miami Ave Fence w/ GAT7 Fence design ;(T ©p,' Bottom, Post an Pike Date:03 /28/10 Allowable Stresses for Aluminum 6063 -T6 (psi) 6063 -T5 (psi) 6061 -T6 (psi) 6005 -T5 (psi) Fb (Tubes & Shapes) Fb (Round & Oval) 15000 9500 21000 21000 00 Fv Tubes, Shapes & Round E 8500 10100 ksi 10100 ksi 24000 12000 24000 12000 10100 ksi 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fw7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =23760 psi, Fw14400 psi for Fy =36 ksi E =29000 Ksi Fb =33000 psi, Fw20000 psi for Fy =50 ksi E =29000 Ks Allowable Stress for Steel Welding: Welding: E -70)0( Fw21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =16216 psi, Fw9189 psi for (SS 304) Fy =30 ksi E =28000 Ksi Fb =24325 psi, Fw13514 psi for (SS 304 1/16 Hard) Fy =45 ksi E =28000 Ksi Fb =40540 psi, Fw22702 psi for (SS 3041/4 Hard) Fy =75 ksi E =28000 Ksi Fb =59460 psi, Fw30270 psi for (SS 3041/2 Hard) Fy =110 ksi E =28000 Ksi • Allowable Stress for Steel Welding: Welding: E318 or E309 Fw19200 psi Allowable Stress for Wood Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense (2 "-4" thick): Fb =1350 psi, Fw175 psi for 2 "-4" Wide E =1400 Ksi Fb=1150 psi, Fw175 psi for 5 "-6" Wide E =1400 Ksi DESIGN INFORMATION: Florida Building Code 2007 AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08 -07 Specification for the Design of Cold- Formed Stainless Steel Structural Members, Aluminum Design Manual 2005 Wind Loads, ASCE 7 - 05 17 11 098 - 9405 North Miami Ave New Services 1Fbbend post := 9000.01 A,,:= 0.41 • • "ieneri Hpost 60.001 Railing Span (ft) Post Heigh (in) }General Lo P200 01 iq5o' !Top Element Design: 0 L L 0 L 0 Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (plf) Railing q= 50.00, Fence q =0.00. rop Fence Da Fbend.top := 4800.01 Psi FVSh. r.top 2800.00 psi Syt„p:= 0.121 Atop := 036 .3 m 2 Data: Fbbend.bott : 4801 FVchenrbott 2801 Sybott 0.12 Abed .= 036 6063 -t52 or better Max Bending and Shear of top and bottom elements near to weld 18 .3 m 2 111 psi psi Pest tDataI PVshear.pc 5000.00 6061-T6 or better Max Bending and Shear of post near to weld m .3 .2 m c a Psi jFb ,en pig : -9501 Psi �Shearpiek picket = 0.0? Apicket 6063 -t52 or better Max Bending of picket far from weld. Max Shear near to weld .3 m psi .2 m 11 098 - 9405 North Miami Ave New Services • iulr omen For Wind Pressure Top .and 'Bottom:. Fence'Design: Mwindmax := 0.1012• gwind• Hpost L2 2.12 Mmax := Mwindmax IUtTII; h( For Wind Pressure Vwindmax := 0.6 gwbid• L 2.12 Vmax := Vwindmax 'Section Required: Bending Design: Section Modulus Required • Shr:= Mmax. 12 Fbicndtop Shear Design: Area Required Ahr :— 1.5• Vmax Fvshea,.•tap 19 BENDING", := if(Shr >_ Sytap, "N.G" , "OK" SHEARto, := if(Ahr >_ Ate, "N.G" ,"OK") BENDINGtmtt. = if(Shr z Syiott, "N.G" ,"OK") SHEARhottom := if(Ahr >_ Ahott, "N.G" ,"OK") lbs in3 ft — lb ft — lb lbs in2 11 098 - 9405 North Miami Ave New Services 44415.00' • • ost peel o. For Wind Pressure H post R := qwind. L 12 axmi - Hpost Mpost := 2 axirtium bnear. V .= R post • max Bending Design: Section Modulus Required: Mpost Spostreq Shear Design: Area Required: Fhtlend.post 1.5-Vpost Apostreq Firshou.post eotion provided: I BENDINGpost := if(Spostreq Sxpost,"N.G" , "OK" ) SHEARpost := if(Apostreq Apost, "N.G" , "OK" ) 0.0' Y t:500 1 Ibs in - lb Ibs. in3 Apostreq *motil '44 in2 20 11 098 - 9405 North Miami Ave New Services • Loaded Area 1 f t^2 H.post Loaded Area 25 PSF (MIN) hpk H.post 4.0000 4.0000 qpicket := 25, chind) Mmaxpk qpickee 4' hPk 2 144.8 qpickef 4. hpk Vmaxpk 144•2 Isection Relui red., 2.0000 - _ Bending Design: Section Modulus Required: Shear Design: Area Required: Mmaxpk Spkreq Fbbend.picket 1.5. Vmaxpk Apktreq Fvshear..ocket r v 21 BENDINGpicket := if (Spkreq Sxpicket, "N-G" , "OK" ) SHEARpicket := if (Apktreq — Apicicet, "N.G" , "OK" ) h k 4.0000 4.0000 hpk := Hpost — 2 r4010}10 Psf Mmx =104;01 I lip 0,031 1 1M14rg4f#AP11'::: ESTD. 2.0000 in-lb in3 in2 11 098 - 9405 North Miami Ave New Services 3401 NW 82nd Avenue, Suite 370 Miami, Florida 33122 305.599.8133 305.599.8076 FAX Title : Dsgnr. Description : Scope : Job # Date: 1:41 PM, 28 MAR 11 Rev: 580002 User: KW- 0604804, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Pole Embedment in Soil 11 098.ecwCalculatlons Description Circular pole with Point & Uniform Loads General Information Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Summary 1 Moments @ Surface.. Point Toad Distributed load 200.00 pcf 1,500.00 Psf 1.000 16.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 0.00 lbs 0.000 ft 25.00 #/ft 5.000 ft 0.000 ft Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 0.00 ft-# 312.50 2.625 ft 172.63 psf 173.45 psf Total Moment Total Lateral 312.50 ft-# 125.00 lbs • 11 098 - 9405 North Miami Ave New Services e GENERAL NOTES: I. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2007. 2. IT IS THE INTENT OF THESE DRAWINGS TO 15E N ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL 8E IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO TI-1E BEGINING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN T1-IE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. TI-115 WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6.00 NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 7. ENGINEER'S VISITS TO THE SITE, AS PER GC OR OWNER'S REQUEST DURING CONSTRUCTION 514ALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. S. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER 10.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES_ WERE TAKEN FROM THE BEST AVAILABLE DATA _AND MAY NOT ACCURATELY _ REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL EE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND 514ALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 12. CONTRACTOR SHALL VERIFY ALL. DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 13. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 25 DAYS. I4. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS 4 GARBAGE FROM THE SITE AFTER COMPLETION OF WORK 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 16.DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH • SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER 1. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY ARCHITECT AND /OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. 2. CODE FLORIDA BUILDING CODE ,2001 EDITION LOADS: WIND LOAD AS PER ASCE 1 -05 IMPORTANT FACTOR =0.77 KD =0$5 WIND VELOCITY= 146 MPH EXPOSURE - 'C' CATEGORY - 'I' 3. THE QUANTITIES AND DIMENSIONS SHOWN ARCHITECTURAL DRAWINGS. 4. ALL DIMENSIONS 5. ALUMINUM NOTE: TO BE SITE VERIFIED. ON THE DRAWINGS ARE BASED ON THE WELDING: ALUMINUM ALLOY 5356 CLEANING: SSPC -SP2 'HAND TOOL CLEANING' -POST TO BE 2'x2'x0.063° - (ALLOY 6061 T6 OR BETTER) -RAILS TO BE I'x2'x0.063' - (ALLOY 6063 T52 OR BET � tt•�) - PICKETS TO BE I'xl'x0.063' - (ALLOY 6063 T52 OR BETTER) NOTE: PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI- RESISTANCE COATINGS, SUCH AS HEAVY- BODIED BITUMINOUS PAINT OR WATHER- WHITE MOTHACRYLATE LACQUER ,01.44111: • 5 9394 a ® ++ � f • � 0 fl fi ' (71 1 i 4 0 col kr SEE ELEVATION 'A' ON 5-3 G %4416 1$4 L:1% , r N. . 1 1 8 9405 North Miami Ave �9 21-6' I'-4' 6'-0' (MAX) 'ALUMINUM [ POST 2IX21X0.0631 6 V-0' MAXITYP.) A V-011 ALUMINUM RAILS 21x11x0.063 1 /\,1/4 (MAX) ALUMINUM PICKETS A A 21111P-IN) 21X21X I/41 ANGLES CONNECTED TO WALL W/ V4' TAPCONS AND TO POST W/ 3/Ifo FILLET WELD DIMENSIONS TO BE FIELD VERIFY ELEVATION ESA-3) SCALE: I'ml'-0' 0 21-4 3/4' LATCI-IBY OTHER l'-0 1/4" A A ALUMINU1 POST 2'x2 'x0.063' •3' CORE DRILL SET POST NON SHRINK 8000 PSI GROUT 3' DEEP rrr. • BOTTOM FRAME 2'XI1X0.0631 SIDE FRAME 21X21X0.0631 stoasii Iwo E N No 5 9 3 ■71 CO 6 S TAT E C ... "'Oho. HO •) 0 ib 3 1 a 1 a 4 f 9405 North Miami Ave z 0 w 11 1 0 ALUMINUM PICKETS 1'xl'x0.063' ALUMINUM - POST 2'x2'x0.063' ALUMINUM BOTOM 2'x1 'x0.063' �16'XI8' — CONCRETE FOOTING (3000PSI) (TYP.) 2' -0' 3' -0' ALUMINUM TOP 2'x2 'x0.063' A A 4 (MAX) DIMENSIONS TO BE FIELD VERIFY SIDE FRAME 2 °x2'x0.063' A LATCH BY OTHER 6'-01(MAX) 4'(NAX) J.J. ALUMINUM TOP l'x2 °x0.63' A A A A ALL MOUNT W/2 *10 TECK SCREW, OR WELDED TO POST ALUMINUM PICKETS l'xl'x0.063° ALUMINUM -POST 2'x2'x0.063' ALUMINUM BOTTOM 1'x2'x0.063' DIMENSIONS TO 5E FIELD VERIFY WALL MOUNT W/ 2 *10 TECK SCREW 3'1-WIRE DRILL - SET POST NON SHRINK 8000 PSI GROUT 5' DEEP (TYP.) e. . No 59 X9 *: * sue: 3 STATE ®F ORS. may, "ON A-';r' �has�eireee���, a i 4 2 Utz tea co cu 2 0 0 1 z S- 4 66' -0° 6' -0 °(MAX) ALUMINUM ALUMINUM POST 2 °X2'X0.063' RAILS g 6' -0' MAX.(T1'P.) 4 (MAX) 2°xl'x0.063° A ALUMINUM - PICKETS 1'xl'x0.063' A A 6'-01(MAX) 4'CM AX) A ALUMINUM - PICKETS 1'xl'x0.063' ALUMINUM — RAILS 2'x1'x0.063' 03' CORE DRILL SET POST NON SHRINK 8000 PSI GROUT 5' DEEP (n-P.) EXISTING WALL 2 W ..0% 1F-4 1 WCX Ei CV !.1 i 1 L1''' F 1 1 v z 0 an z 0 w etS w Li- 0 w a • Q, • LEGALI T,►1 [nNs 'ie South 18 feet of Lot 13 aria all of Lot 14,Block 4,AN AF ED PLAT OF MIAMI SHORES SECTION No. I,Dccording to the plat thereof as recorded iri Plat Book 1A,Page 70 -of the Public Records of. Dade County,Florirla.- GENERA. TOTES. 1) OWHIP NERS IS BJECT TO OPINION OF TITLE. 21 IMINAT107I-DFTHE ABSTRACT OF TITLE Mkt, HAVE TO BE MADE TODETERMINE RECORDS INSTAUME If ANY, AFFECTINi TIDO PROPERTY, ' al ( DEN 3T STHOSE E.LEVATIUNs REFERRED To N DATLI1M1 0 LOCATION ANVIDENTIPIONTION OF UTILI TI UN ANO/OR.ADJ10ENTTO THE PROPERTY WERE.NOT' SECURED AssgatolioRMATIHN WAS NOT RElt ESTER. 5) THIS PROPE1 IS WI?HIST HE UMI.TS OF FLOOD ZON X alb �� :mob bin e. 4 tin z. .en er e 1 Cce Sor Cs .� La»clrnar ,Tale Cvm ti. f _ . .. anci rr. L. Perk tl Arm nda Ii Pravia A TE`A:► " 2811992 APPLICxsc.t; z"rt♦[6.UND CR ROVNO. ZONING ANND Ikt *LDINC MET M*C te...sttittt tfE OltecKeD'SY of a#* A CN ,Ect on u R iatroae DESIGN e� co�+s�ut rIeN • GINd 011 THe*RoPtlerr. u I HEREBY CERTIFY: That the attsehsttPlanat' ,y Of' thole/love .desert000 titowisety Is into and attract to the belt of .MY tmowisciek - � su01y d and and 6, at- platted under my throction, miss thos 004 'ar. not . bovwgWow d ott thwt . thos° shown. Ttill .,> r ' tit minimum $tDiq dlit*Jtai ipirsll by t i.. Weida Board of Land' San..ayoett ;PuteCiMC to 42.0 7 Redd. , <.oRtit a 0 0. ALO . s PROF NAL LAND DamireTDD THIS IS <A BO NDA't Y Sara Y CERTIFICATE RQl., , Stilt$ of fit oatoa- NO. , VALID UNLESS: SEALED WI;' AN BOSSED EYOR; SEAL LOCATION PLAN SEE ELEVATION '5 ON A -3 tatiC.:St:�► • 1 a 1 co►tt:. 1.4 - 4 CMG' •'5TO FLY c. vi CI tir tAt it K 3.pq 3.00, �=065 . r i!• ru Y' uLJ s . r. . rn . o et'_° .. Get Rz25 Az 84°54 5$ Tq_24;4' cn 0 H cn YR 1 3 a BLDG DEPT Al L APR 0 1 2011 ,1) • orz Eastern Engineering Group ....... 3401 NW 82nd Avenue Suite 370, Miami FL 33122 T. 305.599.8133 • F. 305399.8076- www.easterneg.com , rk/ 43(.0 • • :,+'fi( 9405 North Miami Ave Exterior Fence with S g Double & Single Door 9405 N Miami Ave Miami Shores, FL 33138 STRUCT1JRAL CALCULATIO m t ur 4 Miami Shores Village APPROVED BY DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPUANGE WITH ALL ROM STATE AND COUNTY RULES AND REGULATIONS Prepared By: 0 Raissa Lopez, PE Lic. No. 59399 11 098 - 9405 North Miami Ave New Services NRSOINNOMMINnam... 7_4 Prepared By: Gonzalo Paz , PE Lic. No. 60734 11 098 - 9405 North Miami Ave New Services • • Project Name:11 098 9405 North Miami Ave Date:03 /28/10 Wind Velocity (mph) Topographic Factor Wind Directionality Factor (see Table 6-4) ASCE -05 Kd =0.85 Importance Factor (see Table 6-1) ASCE -05 Category I Gust Factor Net Force Coefficients Cf (see Figure 6 -22) Flat -Side Members for s<4.1 2.0 for 0.1 to 0.29 1.8 for 0.3 to 0.7 1.6 Values for Terrain exposure constants -a and zg: Exposure B— Value a 7 , Value zg =1200 Exposure C— Value a =9.5 , Value zg =900 Exposure D— Value a =11.5 , Value zg =700 Z := if (Z < 15,15,Z) 2 rZ a Kz := 2.01 I I zg Height of Sign or Roof Mean Height of a .Building (ft) Solidity Ratio of Sign ( %) gz := 0.00256•Kz•Kzt'Kd•V2•I pz= q .G.Cf / Pz.EQ = max Pz 100 Easterr2Engineering Group Rounded Members 1.2----0.8 1.5 1.1 Psf Gross Wind per Actual Solid Area (psf) Equivalent WInd in Overall Area (psf) 11 098 - 9405 North Miami Ave New Services • • Other Structures— Method 2 All Heights Figure 6 -22 1 Force Coefficients, Cf Open Signs & Lattice Frameworks e Flat -Sided Members Rounded Members DriT. 5_2.5 (D qz 55.3) D / > 2 . 5 (D IR >5.3) <0.1 2.0 1.2 0.8 0.1 to 0.29 1.8 1.3 0.9 0.3 to 0.7 1.6 1.5 1.1 Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs. 2. The calculation of the design wind forces shall be based on the area of all exposed members and elements projected on a plane normal to the wind direction. Forces shall be assumed to act parallel to the wind direction. 3. The area Afconsistent. with these force coefficients is the solid area projected normal to the wind direction. 4. Notation: e: ratio of solid areato gross area D: diameter of a typical round member, in feet (meters); qz: velocity pressure evaluated at height z above ground in pounds per square foot (N /m2). Minimum Design Loads for Buildings and Other Structures 3 11 098 - 9405 North Miami Ave New Services 75 • • Project Name:11 098 9405 North Miami Ave Date:03 /28/10 Allowable Stresses for Aluminum 6063 -T6 (psi) 6063 -T5 (psi) 6061-T6 (psi) 6005 -T5 (psi) Fb 15000 9500 21000 21000 (Tubes & Shapes) wQ OE , � ` `. 1 Fb 18000 11500 24000 24000 (Round & Oval) e (0`� . 3. ,.. Fv 8500 5500 12000 12000 Tubes, Shapes & Round � z a Wi E 10100 ksi 10100 ksi 10100 ksi 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum. Filler Alloy 5356 Fw7000 psi Allowable Stress for Steel Strong and Weak Axis Aliowabies Stress for Tube Steel Shape: Fb= 23760 psi, Fw14400 psi for Fy =36 ksi E =29000 Ksi Fb =33000 psi, Fw20000 psi for Fy =50 ksi E= 29000 Ks Allowable Stress for Steel Welding: W_elding:. E-70)0( Fw21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =16216 psi, Fv=9189 psi for (SS 304) Fy =30 ksi E =28000 Ksi Fb=24325 psi, Fw13514 psi for (SS 3041/16 Hard) Fy =45 ksi E =28000 Ksi Fb=40540 psi, Fw22702 psi for (SS 3041/4 Hard) Fy =75 ksi E =28000 Ksi Fb =59460 psi, Fw30270 psi for (SS 3041/2 Hard) Fy =110 ksi .E =28000 Ksi Allowable Stress for Steel Welding: Welding: E318 or E309 Fw19200.psi Allowable Stress for Wood Strong and Weak Axis Allowabies Stress for Lumber No.2 Non Dense (2 1-4" thick): Fb=1350psi, Fw175 psi for 2 "-4" Wide E =1400 Ksi Fb=1150 psi, Fw175 psi for 5 "-6" Wide E =1400 Ksi DESIGN INFORMATION: Florida: Building Code 2007 AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08-07 Specification for the Design of Cold - Formed Stainless Steel Structural Members, Aluminum Design Manual 2005 Wind Loads, ASCE 7 - 05 4 11 098 - 9405 North Miami Ave New Services • Railing Span (ft) Post Heigh (in) A A Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (pif) Railing q= 50.00, Fence q =0.00 Psi psi m .3 .2 m 6063 t62 or better Max Bending and Shear of top and bottom elements near to weld • .3 m .2 m Psi psi 6061 -T6 or better. Max .Bending and Shear of post near to weld .3 m .2 m Psi Psi Psi Psi 60613 -t62 or better Max=Bending of picket far from weld. Max Shear near to weld .3 m in 2 11 098 - 9405 North Miami Ave New Services • • For Wind Pressure H Post Mwindmax := 0.1012. ch,„ind L 2 2.12 Mmax := Mwindmax For Wind Pressure gpost Vwindmax := chvind. L 2.12 Vmax := Vwindmax Bending Design: Section Modulus Required Shr Mmax. 12 Fbbend.top Shear Design: Area Required Ahr 1.5. Vmax Fv6,,..top 6 .47,1104rr r is rP5 BENDING, := if (Shr Shop, "N.G" , "OK" ) SHEAR", := if (Ahr Ator„ "N.G" , "OK" ) BENDINGboidom := if (Shr SA,* , "N.G" , "OK") SHEARbottom := if (Abr Abott, "N.G" , "OK" ) ft — lb ft — lb ws:577 =442 r787 oitlE(P ropi. "k.siZt .117"fffirip., lbs in3 in2 lbs 11 098 - 9405 North Miami Ave New Services • • For Wind Pressure post Rmax := gwind' L 12 Mpost := Rmai 2 Hest Vpost := Rmax Bending Design: Section Modulus Required: Mp, Spostreq Shear Design: Area Required: Fbbend.post 1.5.V po Apostreq Fv post BENDINGpod := if (Spostreq z Sxpost, "N.G" , "OK" SHEARpost := if(Apostreq App, "N.G" , "OK" Ibs in - Ib Ibs. •.,3 in2 7 11 098 - 9405 North Miami Ave New Services • • H. Loaded Area 1 ft ^2 gpicket := max(25, gwind) Mmaxpk :— qpickef 4.hpk 2 144. 8 goad. hpk Vmaxpk :- 144.2 Con Bending Design: Section Modulus Required: Shear Design: Area Required: Mmaxpk Spkreq :— Fbbend.picket Apktreq 1.5• Vmaxpk :— Fvshear picket BEND1NGpicket:= if(Spkreq Sxpicka, "N.G" , "OK" SHEARpicket if (Apktreq z Apicket, "N.G" , "OK" Loaded Area 25 PSF (MIN) 4.0000 4.0000 hpk := Hpagt — 2 2.0000 in -lb lb in3 1112 8 11 098 - 9406 North Miami Ave New Services ost hpk %j/ %! • 4.0000 2.0000— 4.0000 gpicket := max(25, gwind) Mmaxpk :— qpickef 4.hpk 2 144. 8 goad. hpk Vmaxpk :- 144.2 Con Bending Design: Section Modulus Required: Shear Design: Area Required: Mmaxpk Spkreq :— Fbbend.picket Apktreq 1.5• Vmaxpk :— Fvshear picket BEND1NGpicket:= if(Spkreq Sxpicka, "N.G" , "OK" SHEARpicket if (Apktreq z Apicket, "N.G" , "OK" Loaded Area 25 PSF (MIN) 4.0000 4.0000 hpk := Hpagt — 2 2.0000 in -lb lb in3 1112 8 11 098 - 9406 North Miami Ave New Services • • P.vertical P.horlaontal D.grout B.post B.grout Post Width (in) Post Depth (in) Post Embedment (in) Minimum Edge Distance (in) Equivalent Grout Width (in) Equivalent Grout Depth (in) Ata:1 Concrete strength (psi) Hold diameter (Grout Diameter) (In) Concrete slab Deep (in) 11 098 - 9405 North Miami Ave New Services • • Pd :— Mpost Hpost 2.hef2 + 3•Hpost•hef a :- 3•hef+ 6.Hpost Pd. a2 Pz her (2•a —hef) Pi: =P2 —Pd Mextema1:= Pd.(Hpoet + a) M;ntemal = P2.3 • a + P1 3 ' (hef — a) lbs lbs lbs lbs — in lbs — in Vu := 1.6• (max(Pi , P2)) lbs 10 11 098 - 9405 North Miami Ave New Services • • 2•P2. f2.grout := 1.6• a Bl 2.P1 fi.grout:= 1.6 (hef a)'Bpost Fpgrout := [0.65•(0.85fcgr t)1.1.5 Stress�ut :_ . "N.G." "O.K." if 1.grout, f2.grout) S FPgrout 2.P.2 f2.concrete := 1.6 a•Bgrout fi.conerete := 1.6• 2.P1 �hef ' a).13 grout FPconerete := [0.65.(0:85.fcconcrete)J.1.5 11 Stress oret, := "N:G." "O.K." if .concrete, f2.concrete) S FPooncrete Psi psi Psi psi 11 098- 9405 North Miami Ave New Services Avco := 4.5•Cal 2 Avo := 2•(1.5•Cal)•ha if ha < 1.5. Cal 2•(1.5•Cal).(1,5•Cal) if ha >_ 1.5. Cal Modification factor for edge effect in2 1112 Modification Factor in No cracked concrete at service Toads yrc.v =1.4 Modification Factor in cracked concrete with Wc.v =1 w/ No supplementary reinforcement. wc.v =1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. y►c.v =1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. le := if (hef > 8 • de, 8 • do, hef) 0.2 le 1.5 Vb :-= 7. d F• f cconcrete Cal 0 Aye Vob := ed.1111c.IT Vb Avco Conditions 0 075 w/ Supplementary reinforcement are crossing concrete failure prism. 0=0.70 vii/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTahesr := if (VII > Vet), "N.G." , "OK" 12 in Ibs. Ibs. lbs 11 098 - 9408 North Miami Ave New Services • • Cale := I Cal "N /A" if ha < Cal Acone.total:= 'Calc Tt'I Cale — ;rout + Bg ut 2 2 Aconepost Aconefinal = 2 Acone.totat — Acone.post Vcona.cb := 4' f cconcrete' Acone:final Conditions 44=O 75 ww7 Supplementary reinforcement are crossing concrete failure prism. 04.70 w %'No supplementary reinforcement are crossing concrete failure prism. BUR.STOUTshear := if(Vu > 4• Vconecb, "N.G." , "OK" ) 13 in 2 in 2 m 2 in lbs lbs 11 098- 9406 North Miami Ave New Services • • 14 rat= — 0 2 "x1 "x0,062" 6063 T52 SC 20 -63 -223 Area = 0,36 in ^2 Centroiol = 1983,36, - 1073,08 in Txx Iyy Jz Pxy rxx ryy Sxx max '_ Sxx rein Syy max Syy ruin 0.06 in ^4 0.19 in"4 0,25 in ^4 -0,00 in"4 0,42 in 0,72 in 0,12 in ^3 0,12 in ^3 0,19 in ^3 0,19 in ^3 Ix'x' = 413823.11 i.n ^4 Iy'y' = 1413674.82 in ^4 Jz' = 1827497,93 in'^4 Px'y' = - 764860,12 in ^4 rx'x' = 1073,08 in ry'y' = 1983,36 in Irnax = 0,19 in ^4 Irnin = 0.06 in ^4 Principal axes angle of' rotation = -0.00 11 098 - 9405 North Miami Ave New Services • • 1 "x1 "x0,062" 6063 T52 Area = 0.23 in ^2 Centroid = 12902.19, 444.66 in Ixx = 0,03 in ^4 Iyy = 0.03 in ^4 Jz = 0.07 in ^4 Pxy = 0,00 in ^4 rxx = 0.38 in ryy = 0.38 in Sxx max = Sxx rein = Syy Max = Syy rein = 0.07 in^3 0.07 in^3 0.07 in^3 0.07 in^3 Ix'x' = 46341.41 in ^4 Iy'y' = 39015590,74 in ^4 Jz' = 39061932.15 in ^4 Px'y' = 1344632,36 in ^4 rx'x' = 444.66 in ry'y' = 12902,19 in Imax = 0,03 in^4 Ir'in = 0.03 in^4 Principal axes angle of rotation = -0.,00 15 11 098 9405 North Miami Ave New Services • • 2 "x2 "x0,062" 6061 T6 Area = 0,48 in ^2 Centroici = 13549,31, 44528 in Ixx = 0,30 in ^4 Iyy = 0,30 in ^4 Jz = 0,61 in ^4 Pxy = -0.00 in ^4 rxx = 0.79 in ryy = 0.79 in Sxx max = 0,30 in ^3 Sxx min = 0.30 in ^3 Syy rnax = 0.30 in ^3 Syy rein = 0,30 in ^3 16 11 098- 9406 North Miami Ave New Services • Project Name:11 098 9405 North Miami Ave Fence w/ GATE. Date:03/28/10 Aliawable Stresses for Aluminum 606346 ,(psi). 6063-T5 . (psi) . 6061-T6 , (psi) , 6006-T5 r . _( psi) , Fb 15000 9500 21000 21000 -: (Tubes & Shapes) Fb 18000 ' ': 11600. , ':' 24000 ..i 24000 . .: (Round & ovao '1 tv:::: ' 01;y:4,, dag: ,,7,7t5t1;::1 900 Fv .,. flpog , '50,00 ._ 12000 . 1200t): Tubes, Shapes & Round F r "' , 4d0 .E, • 1iQ400-ksi 1.0.100..kai 10- 00 iksi 1 (1100isi White bars apply .to nonwelded members and to welded members at loc. fathers than 1.0 1W-from a Weld Shadded-bareapply to within 1.0 in of a weld klieWe bile. Slitiel*iilkininin um Welding: Aluminum 011erA110,.M1§P R=7o00 -psi •AllIceOpieStreSefO'r Steel. strong and Weak Ads Aliowabies Stress for Tube Steel Shape: Fb=23760.psi, -.R=1,4400 psi for Fy=36 ksi E=29000'Ksi Fr33000.,pei, F \F20.000:psi for Fr--50 ,ksi E=29000 Ks ... Ailowahle-Stress.for Steel., Welding: Welding: .E770)Q( - . F■F21000 psi Ailowabie:.Stiessior-Stainle.saSteel Strong-and Weak.AxiS AllowableaStress forTube Steel Shape: Fb=16216 psi, -Fs;m9189 psi for (SS 304) Fy=30 ksi E=28000-Ksi Fb=24325Psi, F1,1•3514 psifor (SS 304 1/16 Hard) Fy=45 kSi E=28000 Ksi Fb=40540psi, "-Fr22702.psi for (SS 304 1/4 Hard) Fy=75-ksi E=28000 Ksi Fb=69460 psi, Fr30270 psi for(SS 3041/2 Hard) Fy=110 -ksi E=28000-Kti Allowable Streee2for Steel Welding: Welding: -E3-16CrE309. Fw19200 psi Ail OWableSthitsfeel/Vt*od StrottaridWaakAdt'Aliowables Stress for Lumber NO.2 Non;Densei(2W thick): Fb1350- psi, -r1F11.5,p0i fprr-4" Wide E=1400 Ksi ifb=1160 pst. -PNI76 psi for -5"-6" Wide E=1400,Ksi DESIGN. INFORMATION: Florida Building ',ands 2007 AlpC-Minual OrSteel Constniction, NDS-ASD for Wood Construction, ASCE 06437 Specification for the Design of Cold.-IFOnhed Stainless Steel Structural Members, Aluminum Design Manual 2006 Wind Loads, ASCE7 -06 17 11 098 - 9405 North Miami Ave New Services • • Railing Span (ft) Post Heigh (in) U L L ►4 L ►4 Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (plf) Railing q= 50.00, Fence q =0.00 .2 m 600342 or osier Max fiendivAand Shear of top and bottom elements near weld 18 .3 m. .2 m psi psi 606,1T6, or better better MaxBending M.l ending: of and' $neero picket : farfr'on post near to weld Max Shear rear .3 m psi 6l to weld 3 in 11 098 - 9406 North Miami Ave New Services T For Wind Pressure Mwindmax := 0.1012•gp,;nd Post L 2.12 Mmax := Mwindmax For Wind Pressure Vwindmax = O.Crgw;nd 2 L 2.12 max := Vwindmax Bending Design: Section Modulus Required Shr:= Mmax 12 Fbbend.top Shear Design: Area Required Alir :— 1.5• Vmax Fveartop BENDtNGt0 := if(Sbr Sytbp, "N.G" , "OK" SI A ft t o p : = if(Al r• Ate,, "N.G" , "OK") BENDlNIa :- if(Shr Sybott, "MG" , "01C" ) S TEAR} ttom ifAi n Abott, "N:G" ,"OK. 19 ft — lb ft — lb. lbs ins lbs 11 098 - 9406 North Miami Ave New Services • a For Wind Pressure Rmax := qwins Hpost L 12 Hpost Mpost Rmax" 2 • "Wg.;',:p% Vpost := Rion SR Bending Design: Section Modulus Required: Shear Design: Area Required: Apostreq mpost Spostreq Fbbend.post 1.5.Vpost Fvshear.post BEND1NGpost := if(Spogtreq Sxpost,"N.G" , "OK" ) SBEARpost := if(Apostreq , "OK" ) Ibs In - lb Ibs. in3 in2 ' • • 20 11 098 - 0405 North Ward Ave New Services • Loaded Area 1 ft^2 H.post hpk H,post 4.0000 4.0000 qpicket max(25 gwind) Mmaxpk qpickee 4. hpk 2 144.8 Vmaxpk 144.2 qpif4-hpk Bending Design: Section Modulus Required: Shear Design: Area Required: 2.0000 Mmaxpk Spkreq Mbend.picket 1.5•Vmaxpk Apktreq now peke 21 BENDINEkpicket := if (Spkreq Sxpicket, "N.G" , SHEARpioket :4-- if (Apktreq Apicket, "N.G" , "OK" ) Loaded Area 25 PSF MN) hpk 4.0000 4.0000 hpk := Rpm— 2 13sf 2.0000 in3 in2 11 6913,;. 94t)6114' 6111.Miiihil Ave htew -Services • 3401 NW 82nd Avenue, Suite 370 Miami, Florida 33122 305.599.8133 305.599:8076 FAX Title : Dsgnr: Description : Scope: Job # Date: 1:41 PM, 28 MAR 11 Rev: 580002 User KW- 0804804, Ver 5.8.0,1- Da-2003 (0)1983.2003 ENERCALC Engineering Software Description Pole Embedment in Soil Circular pole with Point & Uniform Loads General Information. AliewPgssive 200.00 pcf Max .Passive 1,500.00 Psf Load duration factor 1.000 Pole is Circular Diameter. No Surface Restraint sumniety 16.000 in Code Ref. 1997 UBC 1.806.8.2.1, 2003 IBC 480572, 2003- NPPA,5000 36.4:3 Applied Loads... Point Load distance from base Distributed Load distance 'to. top distance to bottom 0.001bs 0.000 ft 25.00 #/ft 5.000 ft 0.000 ft Moments;@: Surface.. Point load 0.00 ft-4# Total Moment 312.50 f%# Distributed load 312.50 Total Lateral 125.00 ibis Without Surface Restraint... Required Depth 2.625 it Press @ 1/3 Embed... Actual 172 :63 psf Allowable 173.45 psf 22 11 058 - 9405 " North Miami Aver New- Services GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2001. I. 2. IT IS THE INTENT OF THESE .DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES 10 VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE .BEGINING OF CONSTRUCTION. ALL EXCAVATIONS 51-1ALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. TI-415 WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT I5 OBTAINED. 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 1. ENGINEER'S VISITS TO THE SITE, AS PER GC OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. a THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND -FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. S. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. I0.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR 51-1ALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOS SITE. ANY DISCREPANCIES BETWEEN PLANS, 'SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL SE i^3ROUGHT TO THE ATTENTION OF 11-4E ARCHITECT OR ENGINEER DURING BIDDING DR. BEFORE WORK 'BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT T4- E NECESSARY MODIFICATIONS, CHANCES AND /OR INSTRUCTIONS. 13. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. I4. CONTRACTOR .SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND - PROPER =DISPOSAL OF ANY :EXTRA MATERIALS 4 GARBAGE FROM TINE SITE AFTER COMPLETION OF .WORK. 15. DRAWINGS AND DIMENSIONS ARE :BASED UPON DRAWINGS SUPPLIED S'1' THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT EE `RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF TI-E SYSTEM-DESIGNED BY U5 BASED ON CLIENT CONFif (ED DESIGN AND DIMENSIONS ADDITIONAL DRAFTING TIME ,EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST I6.0O NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES WAVE BEEN APPROVED IN WRITING BY THE OWNER. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY ARCHITECT AND /OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. 2. CODE FLORIDA BUILDING CODE ,2001 EDITION LOADS: WIND LOAD AS PER ASCE 1 -05 IMPORTANT FACTOR =0.11 KD =0.85 WIND VELOCITY= 146 MPH EXPOSURE - 'C' CATEGORY - 'I' 3. THE QUANTITIES AND DIMENSIONS SHOWN ARCHITECTURAL DRAWINGS. 4. ALL DIMENSIONS 5: ALUMINUM NOTE: TO BE SITE VERIFIED. ON THE DRAWINGS ARE BASED ON THE WELDING: ALUMINUM ALLOY 5356 CLEANING: 8SPC -81=2 °HAND TOOL CLEANING' -POST TO BE 2'x2'x0.063° - (ALLOY 6061 T6 OR BETTER) -RAILS TO 5E I'x2'x0.063' - (ALLOY 6063 T52 OR BETTER) -PICKETS TO 15E I'x1'x0.062' - (ALLOY 6063 T32 OR BETTER) NOTE: PAINT ALUMINUM AND STEEL I-40t GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI- RESISTANCE COATINGS, SUCH AS HEAVY - BODIED BITUMINOUS PAINT OR WATHER -WHITE MOTI- IACRYLATE LACQUER A E c 0 1-- Z UJ CD S -1.0 4c;. ¢R•, Vlf v. I� a stag' 1.35' •�.� N es; 341.47* 14q5 itoWrii 141 I Ati Aga,sa At 9 5a ccf.` 1.go`. 1 4 E co 0 -1 ALUMINUM POST 2'X2 °X0.063 4' -0' MAxrr'r .) ALUMINUM R-7671-LS 2'xl'x0.062' ALUMINUM PICKETS 1'X1 °X0.063' ALUMINUM POST 2'x2'x0.062' 2' MIN. 03' CORE DRIL T POST NON SHRINK 5000 1 GOUT 3' DEEF TYP EXISTING WALL 2'X2'X1/4° ANGLES CONNECTED TO WALL W/1/41 tAPCONS AND t0 POST W/ 3/16 FILLET WELD fl DIMENSIONS TO B€ MELD VERIFY SIDE F .AME 2'X2 °X0:063 'A" ELEVATION 2t_6° ), 1' -4' BOTTOM FRAME 2'X1 °X0.063 SCALE:1 ° =I' -0' 4 z 8 m ITED co m 0 1 0 •C. 8 Z 0 w NI iht S -2 2'-0' ALUMINUM TOP 2'xI'x0.063' ul ALUMINUM PICKETS I'xI'x0.063° ALUMINUM BOTOM 2°x15(0.063' 416 'XIS' CONCRETE =DOTING 3000P51) TYP.) ALUMINUM POST 2'x2'x0.062 ° 016'X32' CONCRETE FOOTING (3000PS1) (TYPJ "" ELEVATION SCALE:1' =1' -0° DIMENSIONS TO SE FIELD VEf2IFY PSI 1X2 BRACKE W/2 *10 TEC SCREW& go MAX. ALUMINUM TOP I'x2 °x0.063' IX2 WALL MOUNT W/ 2 *I0 TECK SCREW, OR WELDED TO POST 17:37.41 DCMENSIONS TO SE FIELD VERIFY "c" ELEVATION SCALE: .1 I' -0° ALUMINUM PICKETS 1'xl'x0.063' ALUMINUM POST 2 °x2 'x0.062 ALUMINUM BOTTOM 1'x2 °X0.063' 03° CORE DRILL SET POST NON 51-IRINK 8000 PSI GOUT 3° DEEP (TYPJ 1 4 0 V F a 1 9 2011 3 g( P. it LYE Li liI 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 / Permit No. l (-4L Master Permit No. BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING OWNER: Name (Fee ° Simple Titleholder): °�V Ax-1 Phone #: 305.758- 0 � C) Address:, y q' IP 5 N , Mi'cz�! 1 City: t��d / wit rej State: F4® zip: 3 3 1 50 Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: '7Ve 5 i . if d 4e. City: Miami Shores County: ' Miami Dade Zip: 33 /5a Folio/Parcel #: /1 ° 32-06- 0 /3 . 65 3 0 Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: .17s 004 h e Phone #:& J - 8118-9e)70 Address: `i 1/ 6 . 0/'ec 8 eE /2-10 City: //1 /4-1-e,4 4- State: Fe— zip: 33 t)i ° Qualifier Name: P c i O-0 W-00 Phone #: 16)-5' Eire ci 0? 0 State Certification or Registration #: Certificate of Competency #: 9? 8 S 4 7 Contact Phone #: p3 05 -g a le 7 Email Address: es ` ,c 4# 6 d,'kn E% koce e c ✓/ DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit $ ; 5 5 Square/L ine ar Footage of Work: '7 a Type of Work: DAddress DAlteration iiiii ew DRepair/Replace ❑Demolition Description of Work: COLOR THROUGH ROOF TILE IS REQUIRED acknowledged by: * * ** ****************************** �x**** FFeees�e�a *** ** *e * *�e******* * * *x *** * * * ** * ****** ** a�x*** ° - , �1Permit Fee $ /C/ICJ . CCF $ CO /CC $ Submittal Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ 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 s posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was ac owledged before a this day of Pi b y / G' who personally kno too me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: -E" 1.4 "11 ¢yy.,, EVELYN L PASCAL My Commission E r ys,K es. MY COMMISSION # DD 940519 EXPIRES: January 2, 2014 Bonded Thru Notary Public Underwriters Signature Contractor The foregoing instrument was acknowledged before me this it; day of iLlard% , 20 IL, by PJq.Cido ( -6 who is p onally kno n to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: C% Print: i� --- --- = _, �' S 6S • y EVELYN L PASCAL My Commissi0 I w �'r **MYCOMy1t55►ON # DD 940519 v... EXPIRES: be Bonded Thru Notes Public Underwriters ***IA *** ** tit M ** *kb ***** Plc k M* k ffi***** ******+ N*** ***********Ns**** *****+k****Ns*d:**** sk* ******+B**d **Rs****+kNt@iHa*** APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09)(rev6/4/10) 1 , 3 /./ Zoning Clerk ••a-. • • .■ ;moon 1 A l%/I �L.0 1a1L.1 die i 2iir:7iu�n�vC • 12:31pm 040/11/004 PRODUCER Bianco Insurance Associated Inc. 1480 E. tat! Aye. Hialeah, FL 33010 Phone 4 Fax (305)883-6218 INSURED PALDAMA INVESTMENT INC. DBA ISLAND FENCE OF 711E OKEECHOBEE RD. Hialeah, FL 33010 COVERAGES THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTWICATE MOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE INSURER k. GOTHAM INSURANCE COMPANY NAIC # INSURER 8: COMMERCE AND INDYSTRY INSURA INSURER C: SUMMIT INSURER D:' INSURER E: THE PoLIclEs OF INSURANCE LISTED HAVE BEEN ISSUED TO TI{E INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITM RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED MEREW IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH MUMS. AGGREGATE LIMITS SHOWN MAY HAVE SEEN REDUCED BY PAC CLAIMS. MISR Arm +YEPFECTN2 PCI,CY EXPIRATION .LIEL-INANO TYPE OP INSURANCE POLICYNUMBMt p1TB ININDONYvY DATEI WYYYYI 0 8 0 GENERAL LABILITY J COMMERCIAL GENERAL UABILRY ❑❑ cuoms MADE ® OCCUR ❑ 0 GEN'L AGGREGATE LSAT APPLIES PER: El POLICY ❑ PROJECT ❑ LOG AUTOMD8JLE LIASIUTY ❑ ANY AUTO ❑ ALL OWNED AUTOS • SCHEDULED AUTOS ❑ MIRED AUTOS ❑ NON OWNED AUTOS 0 GL00812510 11/24/2010 11/24/2011 LIMITS EACIla N. E 1 x $1,000.000 PREMISES (Ea acau $100,000 WO EXP (Atiy we Pew+) 85,000 $1,000.000 PERSONAL a ADV LNJURY GENERAL AGGREGATE PRODUCTS - COMP/OP AGG $2,000.000 82,000.000 COMBINED SINGLE LIMIT (Ea aoalder*). BODILY INJURY (Per perMe) BODILY INJURY (Par sm ideN) GARAGE LIABILITY C lj ❑ ANY AUTO MGM / UMBRELLA LIABII TY B ❑ h❑/ OCCUR 0 CLAIMS MADE ❑ DEDUCTIBLE ❑ RETE:NTION S WORKERS COMPENSATION AND EMPLOYERS' LIABILITY C ANY PROPRIETOR / PARTNER! EXECUTIVE YN OFFICER / MEMBER EXCLUDED? Y (Mandatory to NH) �L PROVISIONS below OTHER PROPERTY DAMAGE (Per aocidetti) AUTO ONLY - EA ACCIDS'lt OTHER TWei EA ACC AUTO ONLY: 8E024153374 0630-444120 11/24/2010 02/26/2011 11/24/2011 02/26/2012 EACH OCCURRENCE AGGREGATE PRODUCTS /COMPLET $4,000.000 $4,000.000 $4,000.000 r LIMITS FR E.L. EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE El. DSEASE -POLICY LIMIT 100,000 100.000 500,000 DC0cH PrlON OF OPERATION& 1 LOCATIONS / VEHICLES 1 EXCLUSIONS AIDED BY I NOORSBMBNT I SPECIAL PROVt3IONa • • • CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE BUILDING DEPARTMENT 10050 N.E. 2 AVE MIAMI SHORES, FL 33138 ACORD 28 (2009101) CIF MOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANOMLL.ED BEFORE THE EXPIRATION GATE THERM)F, THE ISSUING IN8UI ERWIJ4. ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE MOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SMALL INFO* NO OBLIGATION OR LIABILITY OF ANY KING UPON THE INSURER, ITS AGENTS OR REPR>:'SBNTATNEB. AUTMOR� REPRESENTATNE"r MARIA AIMOLDA, .� SEE OTHER SIDE DO NOT FORWARD ISLAND FENCE OF DADE PLACIDO A LOPEZ 711 E OKEECHOBEE ROAD HIALEAH FL 33010 1► ►►►,11►11►►►►►,1111►►►►1►1 ►►1111 ,1► ►1 ►1►1►►►►11►►►1171411 140 W. FUQUA ST. 1st FLOOR MIAMI, FL 33130 FIRST -CLASS U.S. POSTAGE EXPIRES SEPT. 3% 2011 PAID MUST BE DISPLAYED AT PLACE OF BUSINESS MIAMI, FL PURSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 PERMIT NO. 231 THIS IS NOT A BILL - DO NOT PAY 637891 -3 RENEWAL BUSINESS NAME / LOCATION RECEIPT NO. 414634 -6 ISLAND FENCE OF DADE CC # 98BS00247 711 E OKEECHOBEE RD 33010 HIALEAH OWNER DO NOT FORWARD TS! ANTI FFNCF [1F TIATIF p ..00 w '11A Ili HIALE*4 SEE OTHER SIDE ig] 154z;vp.;`,q, WOOL 140 W. F ST. lst FLOOR MIAMI, FL 33130 DO NOT FORWARD ISLAND FENCE OF DADE PLACIDO A LOPEZ 711 E OKEECHOBEE ROAD HIALEAH FL 33010 haumnumil.aAnlina"hm,"Awimut MIAMPa, , FIRES SEPT. 30,, 2011 MUST BE DISPLAYED AT PLACE OF BUSINESS PURSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 PIRST-CLASS U.S. POSTAGE PAID MIAMI, FL PERMIT NO. 231 THIS IS NOT A BILL - DO NOT PAY 637891-3 RENEWAL BUSINESS NAME / LOCATION RECEIPT NO. 414634-6 ISLAND FENCE OF DADE CC it 988S00247 711 E OKEECHOBEE RD 33010 HIALEAH OWNER • WMA L4IVESDIFUT , SEE OTHER SIDE DO NOT FORWARD ISLAND FENCE OF DADE PLACIDO A LOPEZ 711 E OKEECHOBEE RD . 'HIALEAH FL 33010 1111111411311Mit Int 11-1111t $1111111111111114111111.1tatg ISLAND FENCE OF DADE PLACID() A LOPEZ • 711 E OKEECHOBEE RD HIALEAH FL 33010 • WIJIALmiA111A.A,W1,411149,1A 03/15/2011 14:08 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES R]001 $$$ TX REPORT $$$ TRANSMISSION OK TX /R% NO 1161 RECIPIENT ADDRESS 93058887424 DESTINATION ID ST. TIME 03/15 14:08 TIME USE 00'37 PAGES SENT 2 RESULT OK Permit No: 11- ��� Job Name F_./v- 4011 e4°18 A. rot /4-eAJ Miami Shores Vuiiage Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 FAX — 03/15/2011 14:09 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES Ij001 $$$ TX REPORT $$$ TRANSMISSION OK TX /RX NO 1162 RECIPIENT ADDRESS 93057580036 DESTINATION ID ST. TIME 03/15 14:09 TIME USE 00'25 PAGES SENT 2 RESULT OK Permit No: 11- 6-9d Job Name /-you 7a&1 l'at H eeuk 12011 Miami Shores Village Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 VAX AW• — 2. C-41:33(� Permit No: 11- .J7d Job Name ,2011 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 4,v:4 1 eleS8/L. roq-teA_ T-t42-4 c:c3( 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. Norman Bruhn CBO 305 - 795 -2204 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Issue Date: Not Issued Folio Number:1132060130530 Owner's Name: BARRY PERL Job Address: 9405 MIAMI Avenue Miami Shores, FL Owner's Phone: Total Square Feet: Total Job Valuation: 72 $ 2,325.00 i Contractor(s) ISLAND FENCE OF FLORIDA INC Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 3/11/2011: Yes Comments: ORNAMENTAL METAL FENCING MUST REMAIN OPEN WITH NO METAL OR OTHER MATERIAL BLOCKING THE VIEW THROUTH THE FENCE. Miami SIiorei Vdae AFFIDAVIT STATE OF FLORIDA) COUNTY OF DADE) The undersigned Affiant, A/2J2 -'1 /Oe PZt.„ does hereby attest that the (property owner) attached survey, performed by / T c E (cnis !7 n (name of surveyor's compny) v performed on 4/2 Se-/ 2- , is an accurate representation of the existing conditions and (date of survey) locations of all structures on the property as of this date. The purpose of this Affidavit is to induce Miami Shores Village to issue a building'perrnit for the property without first providing a survey less than six (6) months old. The Affiant, as property owner, further agrees to remove or obtain permits for any structures which now may exist on the property which are not permitted or which may violate zoning or building code regulations. The Affiant further understands that the existence of any such structures may affect final inspections as applicable to this or other permits.. Further, Affiant sayeth naught. A.FriOltroperty owner Witness(si a-- and print) SWORN TO AND SUBSCRIBED before me this /(-3 day of 14a-v ,Lc)// Affiant is personally known to me, produced as identification. 1 EVELYN L PASCAL MY COMMISSION 2 DD 940519 - o EXPIRES: January 2, 2014 • , x104* Bonded Thru Notary Public Undenvdters