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FW-18-449 (2) I Permit No. FW-2-18-449 `5h°mss y,� Miami Shores VillagePermit Type:FenceMall. 10050 N.E.2nd Avenue NE �.,. Per—III ' Work Classification:Irallornamental Miami Shores,FL 33138-0000 Permit Status:APPROVED'n'' �` Phone: (305)795-2204 FtonloA Issue Date:411012018 Expiration: 10/07/2018 Project Address Parcel Number Applicant 1420 NE 103 Street 1132050310030 MARC AND ANNE LITZENBERG . Miami Shores, FL Block: Lot: Owner Information Address Phone Cell MARC AND ANNE LITZENBERG 1420 NE 103 Street MIAMI SHORES FL 33138- 1420 NE 103 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: =00. EJD CONSTRUCTION CONSTRACTOF (305)433-4843 (305)318-4978 _.......�.� .,.. Total Sq Fee Approved: Available Inspections: Comments: • Inspection Type: Date Approved: Final Date Denied: Foundation Type of Construction:Other Additional Info:GATES ON SIDE OF HOUSE AS PEF Review Planning Classification: Residential Scanning:3 Review Public Works Review Building Review Building Review Building Review Building i Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $1.80 Invoice# FW-2-18-66523 DBPR Fee $2.00 02/21/2018 Credit Card $50.00 $72.80 DCA Fee $2.00 Education Surcharge $0.60 04/10/2018 Credit Card $72.80 $0.00 Notary Fee $5.00 Permit Fee-Wire&Wood $100.00 Scanning Fee $9.00 Technology Fee $2.40 Total: $122.80 i In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by.either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING,MECHANICAL,WINDOWS, DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio nd zoning. uther r Iau�ze the above-named contractor to do the work stated. April 10, 2018 Authorizd Signature: w r / Applicant / Contractor / Agent Date Buildinga epartment Copy April 10, 2018 1 Miatni Shores Village Building DepartmentRE CEIVED 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 \ � Tel:(305)795-2204 Fax:(305)756-8972 FEB 217010 bLk O\� INSPECTION LINE PHONE NUMBER:(305)762-4949 c 4 r FBC 20. BUILDING � Master Permit No. PERMIT APPLICATION Sub Permit No. � BUILDING ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL E]PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION SHOP CONTRACTOR DRAWINGS - JOB ADDRESS: I y 1.210 V15 0 S 57 City: Miami Shores Count :. Miami Dade - zip: Folio/Parcel#: '`_ d31 00-36 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): A%nnE. U, Phone#:3CS aO5 5 071- Address:_IUa0 '• Ac 1173• ST• ' City: r k*fY\1 511CK,6� State: F(, zip: Tenant/Lessee Name: Phone#: Email: `t CONTRACTOR:Company Name: E3 J) Cc n 5IYU C n Ph Address 700 N67 /4/3 si City:Ab MIAM 1 State: rA_ zip: 33/-F/ Qualifier Name:Cgeie— S&141'5012-o(.t�2 Phone#:ODS-3i O Yg78 State Certification or Registration M G G-G I'S l S�n I Certificate of Competency#: ,DESIGNER:Architect/Engineer: Phone#: 'Address: City: State: Zip: ct� E Value of Work for this Permit:$ 3 A90 a Square/Linear Footage of Work: 21 Type of Work: ❑,Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: cC D c -� f (i N C� � n S eS • s�, cts ger j2(crr5 ; Specify color of color thru tile: !4� �p r , Submittal Fee$�V Permit Fee$ �1700 CCF$ -7 0 CO/CC$ Scanning Fee$ Radon Fee$ L DBPR$ L Notary$ Technology Fee$ Z • 4O Training/Education Fee$ Q •b o - Double Fee$ Structural Reviews$ Bond$ t TOTAL FEE NOW DUE$ C7 Ct iRevised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address i 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,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 Fecorded notice of commencement must be posted at the job site for the first inspection which occurs seven ( days after the building permit is issued. he absence of such posted notice, the inspection will not be approved and a reinsp ct� n fee will be charged. Signat re Signature - ER rnt RACTOR The foregoing instrument was acknowledged before me this The foregoing instacknowledged before me,this o� day of F2b 120 19 by day of 7 ri 1 20 , by At1P1t? 41f'tx�n 6tt2e who i rson_ alwn�o i •8(, YOU who is personally known to me or who has produced as me or wh as produced KjYj e as identification and who did take an oath. identification and who did ke an oath. NOTARY PUBLIC: NOTARY UBLIC: Sign: Q• 9� A Sign: _. _ V 13 Print: Print: av-,& •, ,i Seal: ;•: MY COMMISSION#FF 242181 Seal: ANADY PR 0 EXPIRES:October 18,2019 �`�_ MY C MISSION# 4031 ? Bonded Tem Notary Public Underwriters EXPIRES:March 25,2019 Bonded Thru Notary Public Underwriters APPROVED BY r�Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) ct4m • • • Florida P.E # : 68447 13155 SW 134th Street, #119, Miami, Florida 33186 -phone-jFfkZ4'- {OS)� 3±9442. LV PROJECT: - ALUMINUM FENCE H=5' -0" ALUMINUM PEDESTRIAN GATE W=61 -011, H=51 -011 Job at: LITZENBERG RESIDENCE 1420 NE 103RD STREET, MIAMI, FL 33138 CUSTOMER: QUALITY RAILINGS MIAMI DESIGNER: Cesar Castillo PE STATE OF FLORIDA REG. # 68447 CODES AND SPECIFICATIONS: ALUMINUM DESIGN MANUAL 2005 ' FLORIDA BUILDING CODE 2017 A.S.C.E 7-10r i CONSULTING ENGINEER 13155 SW 134th STREET, SUITE#119MIAMI, FL 33186 �`C PHONE#(305)253-9442 FEB B 6 208 1 FLORIDA P.E. #68447 E h I • 60* 0444 P:6 Florida RE#: 68447 ' 13155 SW 134th Street,suite#119, Miami,Florida 33186-Phone-Fax# (305)w_9&w •• ALUM. FENCE PANEL H=5' -0" - CRIT. POST DIS i-5t 4Q'112"•: DESIGN CRITERIA &APPLICABLE CODES ••� •'• ' ••• • F-'ALUMINUM ODES: I F.B.0 2017 -A.S.C.E 7-10 DESIGN MANUAL 2005 SOLID FREESTANDING WALL WIND LOAD CALCULATIONS-Z < 60 ft WIND CODE= ASCE 7-10 WINDSPEED= 115 MPH -FBC 2017 MEAN HEIGHT: Z= 5,00 ft < 60 f< EXPOSURE CATEGORY= "D" -FBC 2017 Aef=Efective area= 5,88 ft X 5,00 ft = 29 ft2 Kzt= 1 -Section 26.8-2 ASCE 7-10 Kd= 0,85 -Table 26.6-1 ASCE 7-10 Kz= 1,03 -Table 27.3-1 ASCE 7-10 (For 0<h<16ft) qh= 0.00256" KzKzt Kd'V2 -Section 30.3-1 29,64 psf And: B= 5,88 ft -Width of Panel S= 5,00 ft -Height of Panel h= 5,00 ft -Vertical distance from top of panel to ground surface B/s= 1,18 -Aspect ratio s/h= 1,00 -Clearance ratio G= 0,85 -Gust-effect factor from section 26.9.1 Cf= 1,45 -Fig.29.4-1 -Using B/s=1.18 and s/h=1.0 W design = qh x G x Cf -Wind design Pressure Section 29.4.1 25% -Opening 25% 27,40 Psf -CRITICAL CHECKING LOADS COMBINATIONS. -ASCE 7-10 1.- D+L 3.- 0.6D+0.6W 2.- D+0.6W CHECKING CRITICAL POST Try (1)ALUMINUM S.T 4"x4"x1/8" A= 1,94 in2 Sxx= 2,43 in3 Critical Cantilever Span= 5,00 ft All Aluminum 6061-T6 Then Fb= 9 ksi (Welded - See reference ADM 2005-Table 2-22) W= 16,44 2,94 - 48,29 Ib1ft M= 48,29 x 25,00 603,64 Ib-ft 2 M= 604 Ib-ft 7244 Ib-in S rq'd = 7244 4 0,80 in3 9000 r CONSULTING ENGINEER 13155 SW 134th STREET, SUITE#119 Y MIAMI, FL 33186 PHONE#(305)253-9442 FEB ti 2018 FLORIDA PE, #66447 t' Florida RE#: 68447 ••• :•• •••• ••• • 13155 SW 134th Street,Saite#119,Miami,Florida 33186-Phone-Fax #(305)253-9442 .. . • Sxx= 2,43 in3 > 0,80. :in% � � • Checking Shear fv= 2 (V/A)= 124 s.• : 48001 psi bK'•• ••• USE POST. (1)ALUMINUM S.T 4"x4"x1/8" CHECKING PICKETS Try (1)ALUMINUM R.T 1"x3"x1/8" A= 0,94 in2 Syy= 0,31 in3 Critical Span = 5,88 ft All Aluminum 6061-T6 Then Fb= 19 ksi (UnWelded -See reference ADM 2005- Table 2-22) W= 16,44 0,33 = 5,48 Ib/ft M= 5,48 x 34,52 = 23,64 Ib-ft 8 24 Ib-ft = 284 Ib-in S rq'd = 284 = 0,01 in3 19000 .: Syy= 0,31 in3 > 0,01 in3 Checking Shear fv= 2 (V/A)= 34 < 4800 psi OK USE PICKETS; 0)ALUMINUM R.T 1"xXW18" CHECKING CRITICAL CONNECTION POST TO MASONRY COLUMN- DETAIL I Tension(T)= 60,36 lbs Total load 50%of S Shear(S)= 120,73 lbs Total load Try using (1)3/8"4)Wedge Bolt Anchors (Min. embed.3-1/2")@ Per Connection -See Attached NOA Spacing Between Bolts= > 4,5 in 100% -100%FULL DESIGN Edge distance= > 4,5 in TENSION 0%10 -100%FULL DESIGN Ru= 870 x 1 x 100% SHEAR 870 lbs > 60 lbs Ru= 910 x 1 x 100% 910 lbs > 121 lbs a CHECKING COMBINED STRESSES OX 60 + _ 870 X121 � - 0,20 < 1,0 O.K. 4 Then use : (1)3/8"i�Wedge Bolt Anchors(Min. embed.3-1/2")@ Per Connection -See Attached NOA r 2+M u ' CONSULTING ENGINEER 13155 SW 134th STREET, SUITE#119 MIAMI, FL 33186 PHONE#(305)253-9442 0)62018 FLORIDA P.E. #68447 Florida RE#: 68447 •'• • 13155 SW 134th Street,Saite#119, Miami, Florida 33186-Phone-Fax # (305)MIS3-94 .. ---CHECKING POST EMBEDMENT AS PER FAC 2017- SECTION 1807.3: :•: : see :• •' For Constrained: d= SART(4.25*((P'h)/(S3"b))) For Unconstrained: d= 0.5A(1+(1+(4.36h/A))^(1/2)) A=2.34 P/(S1b) b= diameter of round post or diagonal dimension of square post or footing,ft d= depth of embedment in earth in feet but not exceed 12 feet for purpose of this calculation P= applied load, in lbs,at a distance h from the ground h= distance in feet from ground to point of application of P. S1= allowable lateral soil bearing pressure in pfs as per table 1806.2 based on a depth of 1/3d. S3= allowable soil bearing pressure in pfs as per table 1806.2 based on a depth equal to d. d= 2,50 ft Enter b= 1,00 ft(12"d>) Enter P= 241 Ib Enter h= 2,50 ft Lateral Bearing= 600 psf/ft-As 1806.2 -Worst Case S1= 500 psf S3= 1500 psf A= 1,130 ft2 Then: d' ' ......... ft -Unconstreained a i Cee,441. 10"UU011 PE. r CONSULTING ENGINEER 13155 SW 1341h STREET, SUITE#119 i MIAMI, FL 33186 { PHONE 0(306)253=6442 FLORIDA PF. 068447 t' arr FEB 1 J2018 'toolm 0 0 Florida RE#: 68447 "' "• • 13155 SW 134th Street,suite#119, Miami,Florida 33186-Phone-Fax#(305)253-944j,• • ALUMINUM PEDESTRIAN GATE - W=6' -O" • ?•�" b:c DESIGN CRITERIA &APPLICABLE CODES •• • ' ' ' ••• • EALUMINUM : 2017 -A.S.C.E7-10 DESIGN MANUAL 2005 -.-. SOLID FREESTANDING WALL WIND LOAD CALCULATIONS - Z < 60 ft " --WIND CODE= ASCE 7-10 WINDSPEED= 115 MPH -FBC 2017 MEAN HEIGHT: Z= 5,00 ft < 60 h EXPOSURE CATEGORY= "D" -FBC 2017 Aef=Efective area= 6,00 ft X 5,00 ft 30 ft2 Kzt= 1 -Section 26.8-2 ASCE 7-10 Kd= 0,85 -Table 26.6-1 ASCE 7-10 Kz= 1,03 -Table 27.3-1 ASCE 7-10 (For 0<h<15ft) qh= 0.00256*Kz*Kzt Kd*V2 -Section 30.3-1 29,64 psf And: B= 6,00 ft -Width of Panel S= 5,00 ft -Height of Panel h= 5,00 ft -Vertical distance from top of panel to ground surface B/s= 1,20 -Aspect ratio s/h= 1,00 -Clearance ratio r G= 0,85 -Gust-effect factor from section 26.9.1 Cf= 1,45 -Fig.29.4-1 -Using B/s=2.20 and s/h=1 W design = qh x G x Cf -Wind design Pressure Section 29.4.1 25% -Opening 25% 27,40 Psf -CRITICAL CHECKING LOADS COMBINATIONS. -ASCE 7-10 1.- D+L 3.- 0.6D+0.6W 2.- D+0.6W YCHECKING CRITICAL POST Try (1)ALUMINUM S.T 4"x4"x1/8" A= 1',94 in2 Sxx= 2,43 in3 Critical Cantilever Span= 5,00 ft All Aluminum 6061-T6 Then Fb= 19 ksi (UnWelded -See reference ADM 2005-Table 2-22) w= 16,44 5,94 97,61 Ib/ft M= 97,61 x 25,00 1220,13 Ib-ft 2 M= 1220 Ib-ft 14642 Ib-in S rq'd = 14642 0,77 in3 19000 � ti I. eky�:Q�of PE CONSULTING ENGINEER 13155 SW 134th STREET, SUITE#119 MIAMI, FL 33186 PHONE#(305)253-9442 FEB 16 1018 FLORIDA P.E. #68447 E .l _ Florida RE#: 68447 ••' ••• 13155 SW 134th Street,Suite#119, Miami,Florida 33186-Phone-Fax#(305)253-94!;;L •• Sxx= 2,43 in3 > •• • 0,711. Mint • .. Checking Shear fv= 2 (V/A)= 252 `•• 4-80T psi- dK• •• USE POST. (1)ALUMINUM S.T 4"x4"x1/8" CHECKING CRITICAL FRAME ELEMENT Try (1)ALUMINUM R.T 2"x2"x1/8" A= 0,94 in2 ' Critical Cantilever Span= 4,00 ft Sxx= 0,55 in3 All Aluminum 6061-T6 Then Fb= 9 ksi (Welded -See reference ADM 2005- Table 2-22) W-- 16,44 1,50 24,66 Ib/ft M= 24,66 x 16,00 197,28 Ib-ft 2 197 Ib-ft 2367 Ib-in S rq'd = 2367 0,26 in3 9000 Sxx 0,55 in3 > 0,26 in3 Checking Shear fv= 2 (V/A)= 105 < 4800 psi OK USE FRAME. (1)ALUMINUM R.T 2"x2"x1/8" CHECKING CRITICAL CONNECTION POST TO MASONRY COLUMN-DETAIL 1 Tension(T)= 122,01 lbs Total load 50%of S Shear(S)= 244,03 lbs Total load Try using (1)3/8"cp Wedge Bolt Anchors (Min. embed.3-1/2")@ Per Connection -See Attached NOA Spacing Between Bolts= > 4,5 in 100% 100%FULL DESIGN. Edge distance= > 4,5 in TENSION 100% -100%FULL DESIGN Ru= 870 x 1 x 100% SHEAR 870 lbs > 122 lbs Ru= 910 x 1 x 100% 910 lbs > 244 lbs CHECKING COMBINED STRESSES OX 122 + 244 0,41 < 1,0 O.K. 870 910 -�— Then use : (1)3/8"4)Wedge Bolt Anchors (Min. embed. 3-1/2")@ Per Connection -See Attached NOA I , C' ► I. CA4VU0., P.E. CONSULTING ENGINEER 13155 SW 134th STREET, SUITE 9119 MIAMI, FL 33186 ' PHONE#(305)253-9442 FEB 16 2016 FLORIDA PE. #68447 Ct000i�4 • 0: •� • •-- f. Florida RE#: 68447 ••• �•• "' "� �•• 13155 SW 134th street,Suite#119, Miami,Florida nm Phone-Fax #(305)253-944 CHECKING POST EMBEDMENT AS PER F.B.0 2017- SECTION 1807.j: ;•; • For Constrained: d= SART(4.25'((P-h)/(S3*b))) For Unconstrained: d= 0.5A(1+(1+(4.36h/A))^(1/2)) A=2.34 P/(S1b) b= diameter of round post or diagonal dimension of square post or footing,ft d= depth of embedment in earth in feet but not exceed 12 feet for purpose of this calculation P= applied load,in lbs, at a distance h from the ground h= distance in feet from ground to point of application of P. S1= allowable lateral soil bearing pressure in pfs as per table 1806.2 based on a depth of 1/3d. S3= allowable soil bearing pressure in pfs as per table 1806.2 based on a depth equal to d. d= 2,75 ft Enter b= 1,50 ft(18"�) Enter P= 488 Ib Enter h= 2,50 ft Lateral Bearing= 600 psf/ft-As 1806.2 -Worst Case S1= 550 psf S3= 1650 psf A= 1,384 ft2 Then: d' s ft -Unconstreained *ALUMINUM R.T 1"x3'x1/8"AS PICKETS.......................... IS OK I { { e4 ., PE CONSULTING ENGINEER 13155 SW 134th STREET, SUITE#119 MIAMI, FL 33186 „, I PHONE#(305)253-9442 FLORIDA PE.�#68447 } t FEB 16 2010 t • • M NIfQIOVI DENIEaN jOADS Design Wind Loads All_H_e_ights,. Figure 29.4-1 Force Coefficients,Cr SOlid " '•• �i-uAandin:Halls t �•• Other Structures *& Solidl,rP0tandin i ns•: ••� a 1 1 F Mir-.-�I.--•�Ill.: • • fREESTMOWGWALL SOLO s-CR s � • • • • • � • • h CASE AWIND • • F t 1 ' • • •• WNO� F CASE C GROUND SURFACE F 1 ELEVATION VIEW Balance s s s wwo -� !E-o.ze IH IHIE-�IE-�I # RANGE az CASE B s F F h s12 h12 F o.Gsh I F WIND s=h 1 F h/2 1 1 I o.t9 wwo F sm<g MOUND SURFACE sm d �! RANGE CROSS-SECTION VIEW PLAN VIEWS CN CASE A&CASE B Clearance Aspect Ratio,B/s Ralio,s/h 50.05 0.1P1.75 0.5 1 2 4 5 10 20 30 >_45 1 1.80 1.70 1.55 1.45 1.40 1.35 1.35 1.30 1.30 1.30 1.30 0.9 1.85 1.75 1.60 1.55 1.50 1,45 1.45 1.40 1.40 1.40 1.40 0.7 1.90 1.85 1.70 1.65 1.6 0 1,60 1.55 1.55 1.55 1.55 1.55 0.5 1.95 1.65 1.75 1.751.70 1.70 1.70 1.70 1.70 1.70 1.75 0.3 1.95 1.90 1.80 1.801.80 1.80 1.80 1.80 1.85 1.85 1.85 0.2 1.95 1.90 1 1.80 1.80 1.80 1.80 1 1.80 1.85 1.90 1.90 1.95 S 0.16 1.95 .. 1.90 1 1.85 1 1,85 1.801.80 1.85 1 1.85 1.85 1.90 1.90T-1795- 1 Cf,CASE C Region (halzenlal Aspect Ratio,B/s iincrRegion rla distance GGm distance oI Aspect Ratio,B/s t Galante ham windward edge) 2 3 4 5 6 7 8 9 10 Windward edge) 13 145 0 to s 2.25 2.60 2.90 3.10' 3.30' 3.40' 3.55' 3.65' 3.75` 0 to s 4.00' 4.30' s to 2s 1.50 1.70 1.90 2.00 2.15 2.25 2.30 2.35 2.45 s to 2s 2.60 2.55 2s to 3s 5 ,f 1.15 1.30 1.45 '1.55 1.65 1.70 1.75 1.85 2s to 3s 2.00 1.95 3s to 10s 1.10 1.05 1.05 1.05 1.05 1.00 0.95 3s to 4s 1.50 1.85 'Values shall be mulllplled L,/s Reduction Factor 4. PLAN VIEW OF WAIL OR SIGN WRH 4s t0 5s 1.35 1.85 by the following reducllon 0 3 0.90 Lr� A RETURN CORNER 55 IO 105 0.90 1.10 ' factor when a return comer Is present: 1.0 0.75 AE I >10s 0.55 0.55 22 0.60 wwo B - Notes: 1.The term"signs"in notes below also applies to"freestanding walls". 2.Signs with openings comprising less than 30%of the gross area are classified as solid signs. Force coefficients for solid signs with openings shall be permitted to be multiplied by the reduction factor(1-(1-E)"). t 3.To allow for both normal and oblique wind directions,the following cases shall be considered: For s/h<1: CASE A: resultant force acts normal to the face of the sign through the geometric center. CASE B: resultant force acts normal to the face of the sign at a distance from the geometric center toward the windward edge equal to 0.2 times the average width of the sign. For B/s 22,CASE C must also be considered: CASE C: resultant forces act normal to the face of the sign through the geometric centers of each region. For s/h=1: f The same cases as above except that the vertical locations of the resultant forces occur at a distance above the geometric center equal to 0.05 times the average height of the sign. 4.For CASE C where s/h>0.8,force coefficients shall be multiplied by the reduction factor(1.8-s/h). 5. Linear interpolation is permitted for values of slh,B/s and Lds other than shown. 6.Notation: B:horizontal dimension of sign,in feet(meters); h:height of the sign,in feet(meters); s:vertical dimension of the sign,in feet(meters); e:ratio of solid area to gross area; u Lr:horizontal dimension of return corner,in feet(meters) 1 311 • " • R•• • • • • ••• Wed a-Bolt° 55 OT & T - --- doe ' g ( ) PRODUCT INFORMATION` •'� A ST f E -E RS Allowable Load Capacities for Wedge-Bolt T Wedge-Bolt jA• Grout-Filled Concrete Masonry 1.1.3,4 so • 0 : •• •• e MINIMUM END • D1STaNCE ('IYP)� Anchor Installed Through Face Shell itp Ciy1N%b5: ••• to Nominal Minimum Minimum Minimum Tension Shear _T Anchor Embed. Edge End ! da Diameter Depth Distance Distance "'� h (� d v T1z (mm) in. in, in. lbs. - Z F (mm) (mm) (MITI) lbs.) (kN) lbs. I z m 3/8 3 112 (9.5) (25,4) 870 910 (3.9) '(4.0) (112.7) (101.6) 1,110 1,085 16 16 (5.0) (4.8) Face Shell 5/8 4 (406.4) (406.4) 1,205 1,085 (Cell Web) (15.9) (101.6) (5.4) (4.8) 4 1,310 1,320 L(139/.41) (101.6) (5.9) Anchor Installed In Joints' Nominal Minimum Minimum Minimum r,�mlo Anchor Embed.. Edge End Tension Shear r rn 01staocB - Diameter Depth Distance Distance a'ra> rnaunw�en�o e� d by ,L_ in. in. in. in. lbs. lbs. (mm) (mm) (mm) (mm) (kN) (kN) 1 1/2 3/8 (38,1) - 1 (9.5) 3 1/2 830 510 (88.9) (3.7) (2.3) 1/2 4 1,090 (12.7) (101.6) 16 16 (4.9) 518 q (406.4) (406.4) 840 TJoints (15.9) (101.6) (3.8) Permissible Anchor Locations 2 1/2 1,225 3/4 (63.5) - (5.5) (19,1) 4 (101,6) 890 + (4.0) Minimum Edge Distant: (TYP) Anchor Installed in Cell Opening (Top of Wall) I Nominal Minimum Minimum Anchor Embed. Edge Tension Shear Diameter Depth Distance d by 1 Minimum (mrh) (mm) in. (kNj lbs. End Distance I (mm) (kN) + (TYP) 21/2 11/2 300 240 - - -- __-- (63.5) (38.1) (1.6) (1.1) Top of Wall 3/8 1 1/2 350 (9.5) (38.1) 2 (1.6) 2112 (50,8) 570 380 (63.5) (2.5) (1.7) 1. Tabulated load values are for anchors installed in minimum 6-inch wide,minimum Grade N,Type II,lightweight,medium-weight or normal-weight conuete masonry units conforming to ASTM C 90.Mortar must be minimumT e N. Masonry compressive strength must be at the specified minimum at the time of installation(f m z 1,500 psi). 2.Allowable load ca cities listed are cakvlalzuusing an applied safety factor of 5.0.Consideration of safety factors of 10 or higher may be necessary depending on the application,such 4 rife safety of overhead. 3.Tabulated load values are applicable for screw anchors installed at a critical spacing between screw anchors of 16 times the screw anchor diameter.Reduce the tabulated load capacities by 50 percent when anchors are installed at minimum spacing between anchors of 8 times the screw anchor diameter.Linear interpolation may be used for intermediate spacing distances, 4.Linear interpolation for allowable loads for anchors at intermediate embedment depths may be used. 5.Allowable shear loads for anchor installations into the cell web may be applied in any direction. 6.Allowable shear bads for anchor installation into the horizontal and vertical mortar joints may be applied in any direction provided the anchor location is a minimum of 16"from the edge and end of the wall.For anchor installations with an edge distance less than 16"the allowable shear loads may be applied in any direction except upward vertically. 7.Allowable tension load values for anchors installed Into horizontal mortar(bed)joint locations may be increased by 35 percent. 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', sF�"& - - -�E r .. -_' is �� -^;•._ 'F a. — — _:..— - ._ - y. .. ., _ - _ �. -- jj ACCURATE LAND SURVEYORS, INC. C. ATLANTIC BLVD. L.B. #3635 TEL. (954) 782-1441 H,-EACH, FLORIDA 33060 SHEET 2 OF '2 FAX. (954) 782-1442 N 20 0 10 20 +NWNE WE GRAPHIC SCALE 1'=20' ..... S N.E. 103rd STREET h;... :, ..... RIGHT OF WAY)^ o:a :19' ASPHALT- •`; .s• v �5� B.M. ••••• t' i o o ••SEI NAIL ••••• f. a' DISC • • SITE B.M I A ' • • SET NAIL] :^, • ••••• I �`� 0°' ••WREN do DISC `�"�' y ' �� � BASIN • p h MANHG�E •���• t. + POWR• P.E• N89'S0'54"E 110.00' W.M FOUND 1/2' 9s FOUND 5/8' IRON PIPE S S? I IRON ROD NO ID I & CAP `A)^. v., 'oro .;. j #2098 k)_ y O w I "'.".'ASPHALT DRIVE•-: ro PLANTER +�� I :. Z 0.2'E — T64 _ _ 3O o , ..: .FF :: ....:::::: :: i:. . . . : : :. :::::: :: ::::.:' : : ::Oh. I CJ 0 Cfl ::::8.47'NGVD 11.53' : : 21.70' : ::: ;:; ::: :': ::' ::::: ::::GARAGE:::::::::::::::::'::::::::::::::: ::::::::'::•:::'::'::......:::•::'::....:.::::. ::•::•:::•::::::::::::::::: :::::.:::.. ::::::... ....................................................:::::::::::::::::::::::::::. ::::::::::::' ::::::ENTRANCE::'::::'::':::::::::: STORY i :.ao ? ..RESIDENCE 1420 00 : :: : : , I awro: : :; .......................... . : : :o :n CnoO I n N I rri c11 1 � THIS-:.­­­­ I I :.ENTRANCE:':::'::::::::::::::::::::::::::::::::':::::::. .:::::::::::::::::::::':::::30.90':::::::'::: ::::::::': 13.87' x ' • : €�J ILLIi 01 : : : : : : : ::c _111.54'4" a0.56 ...........................:....... x ...................................... 0 . x .0.78 ....:•. w Mo:iir:iii?...... i::FF.T cn::::.::::.:.:.:.::::..::.:.:.:.:::::::::::::'.ENPRANCE:.. :: 05':8.24'NGVD:f:: A/C ON lin RISER 01 00s 4) I x WOOD DECK I x by moo, / I'Y l I 1 d 4' CHAIN '�' + + PLANTER+ , t� C LINK FENCE x S"s m PLAN o'O (TYPICAL) A� I � I I x + ° FENCE FENCEN 1.1.55* 1.0'E I 1.5' CONC i 'N 1.2'N �° SEAWALL i R% � FOUND NAIL B WOOD DOCK S89'S0'S4"W 110.00'` y ,�A• ���"�� o/s 1.03'E �'" DRILL HOLE PILE o/a 1.00'E CANAL (�'-) BOAT 80' RIGHT—OF—WAY LIFT t f CERTIFICATION: 1. UNLLEESS OTHERWISE NOTED FIELD MEASUREMENTS ARE IN AGREEMENT WITH RECORD THIS IS TO CERTIFY THAT I HAVE RECENTLY SURVEYED THE PROPERTY MEASUREMENTS. DESCRIBED IN THE FOREGOING TITLE CAPTION AND HAVE SET OR FOUND 2. BEARINGS SHOWN HEREON ARE BASED ON A BEARING OF N89'50'54'E ALONG THE N. LINE MONUMENTS AS INDICATED ON THIS SKETCH AND THAT SAID ABOVE OF LOT 12, BLOCK 5, PLAT BOOK 64, PAGE 97, MIAMI—DADE COUNTY RECORDS GROUND SURVEY AND SKETCH ARE ACCURATE AND CORRECT TO THE 3. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR OWNERSHIP, RIGHTS—OF—WAY, BEST OF MY KNOWLEDGE AND BELIEF. I FURTHER CERTIFY THAT THIS EASEMENTS, OR OTHER MATTERS OF RECORDS BY ACCURATE LAND SURVEYORS, INC. SURVEY MEETS MINIMUM TECHNICAL STANDARDS UNDER RULE 5J-17 4. OWMERSHIP OF FENCES AND WALLS IF ANY NOT DETERMINED. ADOPTED BY THE FLORIDA BOARD OF LAND ^ 5. THIS DRAWING IS THE PROPERTY OF ACCURATE LAND SURVEYORS, INC. AND SHALL NOT BE USED OR REPRODUCTED IN WHOLE OR IN PART WITHOUT WRITTEN AUTHORIZATION. A SURVEYORS, JANUARY 11TH, 2010. 6. THIS SURVEY CONSISTS OF A MAP AND TEXT REPORT. ONE IS NOT VALID WITHOUT THE OTHER. Not valid without 7. THIS SURVEY IS MADE FOR THE EXCLUSIVE USE OF THE CERTIFIED HEREON, TO BE VALID the signature and ONE YEAR FROM THE DATE OF SURVEY AS SHOWN. the original raised seal of a Mapper.REVISIONS DATE BY / LI n ed Surveyor Ma UPDATE SURVEY SU-14-3722 11-14-14 AL/JMS r. ROBERT L. THOMPSON ;(PRESIDENT) 1 UPDATE/TOPO 14-0106 01-14-14 MLW PROFESSIONAL SURVEYOR AND MAPPER No.3869 — STATE OF FLORIDA DATE OF SURVEY DRAWN BY CHECKED BY FIELD BOOKSCALE 1"—` 20'1SKETCH SU-13-3175 10/07/13 QDI CCC SU.13-3175 i