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RF-13-11071' 1 8 N Miami Shores Village Building Department '90050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fag: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING ��jq�� MAY Z02013 o4oaoeA4 ®oA9oo�o�000 FBC Permit No. Z 10 Master Permit No. ROOFING JOB ADDRESS: //y S /-/ g ? 7 xy City: Miami Shores County: Miami Dade Zip: -'a` -�4 Folio/Parcel#: Is the Building Historically Designated: Yes NO �,/� Flood Zone: OWNER: Name (Fee Simple Titleholder): Q yee Ai ,9ee;:4 Phone#: Address: A196- ALF 9 � S' r city: & /y'w ) xh"e s' State: r L zip: 03 13 a Tenant/Lessee Name: Aj Phone# Email: CONTRACTOR: Company Name: Ste i , L.0 Zt X -A , Phone #: Address: 2 f t? SK !a1 %72, / -t/e., City: A9,0 0A A,4 7V A% State: zip: Qualifier Name: .® X,;,/ "5. svd 4® Phone#: State Certification or Registration #: C 4 e 4LI'®'? 6 ® -Certificate of Competency #: Contact Phone#. V "OF Email Address: J vkev e ,7 DESIGNER: Architect/Engineer: es a &4u Phone#: 5kY �- 7 -76 S b7 Value of Work for this Permit: $ �" n SquareMnear Footage of Work: O Type of Work: DAddition DAlteration ONew 81�pair/Replace ODemolition (101OP th ru We: Submittal Fee $ Permit Fee $ ! CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Educadon Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ $t>�goft Com 's Name (if applicable) /i�111 Bonding Company's Address.() City State Mortgage Lender's Name (if applicable) At h Mortgage Lender's Address A t4 City State Zip 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 tice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachme . Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspe# ion, phich oc u even (7) days after the building permit is issued. In the absence of such posted notice, the inspection will � be approled i/� �inspecticn fee will be charged. Owner or Agent Contractor The foregoing instrument was acknowled before me this °�. The foreg in ment w�a� ckno 1 e bef me day of , 202-'3 by day of 20 _, by l VQ who is personally known to me or who has produc wh is pe o al knov�l me or who has produced As identification and who did take an oath. n ratification and who did take an oath. NOTARY PUBLIC: N TA LIC: ° ° I Sign: Sign: Sia 2 Print: Print: lJ soii� Sep ` 0 :o e�^ is ate of Florida psss My Commission Ex pir :• , Lillian L Subko My Commi 'op'Fsx�ps: �y ° sip° # No�aN ®o eaj tooQhNa�lo °a� �'or n °p Expires 11/02!2014 ` d APPROVED BY ` r' Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06/10t2009)(Revised 3/15/09) Zoning Clerk Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 i Inspection Number: INSP- 191788 Permit Number: RF -5 -13 -1107 Scheduled Inspection Date: June 12, 2013 Inspector: Rodriguez, Jorge Owner: GREENBERG, MARK AND DEBORAH Job Address: 485 NE 94 Street Miami Shores, FL 33138- Project: <NONE> Permit Type: Roof Inspection Type: Final Work Classification: Hurricane Mitigation Phone Number (305)754 -2593 Parcel Number 1132060140540 Contractor: SUBKO CONSTRUCTION COMPANY INC Phone: (954)328 -6908 aunciing Department comments ADD STRUCTURAL STRAPPING TO CEILING JOISTS Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed J'—;, �-e� ss a_� . Failed Correction ❑ Needed Re- Inspection Fee C1 No Additional Inspections can be scheduled until re- inspection fee is paid. June 11, 2013 For Inspections please call: (305)762 -4949 Page 17 of 38 J James F. Biagi PE Consulting Engineer Date: June 1, 2013 RE: Stmt Address: 485 HE 94P Street..Miami Shores, FL 33138 Permit Number. RF -5-13 -1107 Contractor: Subko Construction Inspection Performed: Truss Anchors Comolyin_g with the FBC 2010 To whom It may concern: 1 have been retained by the owner to perform a special Inspection per Florida Building Cole, Broward County Edition, 109.10. 1 have personally Inspected the Truss Anchors ComohAng with the FBC 2090. on June 1. 2013 and found the work was done, substantially In accordance with the applicable portions of the permitted construction documents as delineated In the special building Inspection plan and the Florida Building Code High Velocity Hurricane Zone, shop drawings, surveys, certMeates and product approvals were on site at the time of the Inspection. Included In this Inspection Is the roof truss anchors for Hurricane Mitigation. Very yCYlwmlf", . . :Jams:'BIag1,- 'P.E.' FL 37467 1915 NE 46TH STREET, SUITE #107 FT. LAUDERDALE, FL 33308 PHIFAX 954 776 8004 1 7, �1 ■ � ¥, ).. �. . , k � � \` - { %\ \ \ I m r NOTICE OF COMMENCEMENT A RECORDED COPY MOST BE MM ON THE JOB SITE Xr79ff OF'FWr OWECTION PERMIT NO. ®% y/� TAX FOLIO NO STATE OF FLORIDA: COUNTY OF MIAMI -DARE: THE'UNDEFMIGNEb,hdreby gives notice that Impiroverharb will be made to certain real pmpw.V, and In accordance with Chapter 713; Florida Statutes, the following information Is provided In this Notice of Commencement 1. LeaAldescription of DmDPW and street/address: CIS N 2013RO423267 OR ft 28651 Ps 1014; (fps ) RECORDED 05/29/2013 11:30:16 HARVEY RUVINY CLERK OF COURT MIAMI-DADE COUNTYP FLORIDA LAST PAGE Woe above reserved for we of recording of 2. Description of Improvement 094fa AffaParim �rmffjejq r-!t; zz eAa�" Owneqs) name and address: Interest 1 1 1) operty* 02 4AJ-AA_e-_ A-* A-0 C? 'W709M T pr Name 4nd address offes sjmple Mholder. 4. Con_ ctoes name, address and -phone numbs . 74P 5. "tr,(Payment bond required by owner from contractor, if any) Name, address and ph number. V R ;; Amount of bond A 6. Landon; name and address. Section 7'13.13(1)(a)7., Florida S�biutes, Pe Name, 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Liences Notice as provided In. Section 713;13(`!),(b), Florida Statutes. N=6; address and phone number IV -4 9. EXOIrttori d -tits of thIs'Not1c6 of Commencement:* AV* expiration dale Is 1 year from the date of mcwft unless a dffwwd dals Is speM" WARNING TO OWNER. ANY, PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATIONIAOF THE NOTICE 0, COMMENCEMENTAREC F ONSIDERED IMPROPER' PAYMENTS -UNDER CHAPTER 713; PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPRQ ",EN _TS,TO YOUR PROPFFITY. A NOTICE OF COMMENCEMENT MUST BE RECORDED *AND 00#tW ON THE 308 brM BEFORE THE FIRSTIN&EdION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCTEMENT as a Im ~ I _Ar. --A- - - - Sigoatur.o(sy0f. Prepared By Print Name of that the Mots X By rr 123.01-62 PAGES 3110 wi!dged be — J re me this for Signature of N Ary -066UC: Print Name: J==,/U/ ,Po .Sjj; &f,�b M A%Mkl% A 4have ad the foregoing and' b of wledge and belief. Notary Public State of Florida "at Lillian lle" n L Subko !u th Ow eor/Parow/Manager Wmmission E E032571 11102t2014 By Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 May 21, 2013 Permit No: RF13 -1107 Building Critique Review 1) Provide detail of connection. Fastener size, fastener number ect. Norman Bruhn CBO 305 - 762 -4859 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. 27-0 518" �l y 02 J4w w �y���IE�IIIartrie 23' -5 7116" t7;i LOCATION SKETCH `o�l��pi9'i P.E. FTLIC.Flodda#37467 Consulting Engineer 1915 NE 45st Street suite 107 Ft. Fauderdale, FL 33308 485 NE 94 ST. MIAMI SHORES, FL PhoneXFax: (954)776-8004 WIND02 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -10 Analysis by: DC Company Name: Biagi Consulting Engineers Descri on• Calculated Parameters Typee of Structure Height/Least Horizontal Dim 0.33 Flexible Structure No Gust Factor Category 1: Rigid Structures - Simplified Method Gc 1 ust1 IFor rigid structures (Nat Freg > 1 Hz) use 0.85 'Complete 0.85 Gust Factor Category II: lRlgId tructures - Ana Is 0.00 0.55 0.18 0.00 -0.55 -0.18 Zmin 15.00 ft Cc * (33/z) "0.167 0.2281 1*(zm/33) "Epsilon 427.06 ft IQ 1/(1 +0.63* ((B +Ht)Amn)"0.63 ) "0.5 0.9396 ust2 0.925* 1 +1.7*lzm *3.4 *Q / 1 +1.7*3.4 *lzm 0.8932 Gust Factor Summary ince Ss is not a flexible structure the lessor of Gust1 or Gust2 am used 1 0.85 Fin 6-5 Internal Pressure Coefficients for Buildings, Gcol ndition Gc 1 Max + Max - Open Buildings Partially Enclosed Buildings nclosed Buildin s 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclose d Buildings .18 -0.18 Biagi Consulting Engineers 5/17/2013 � S F. p./ rid''' WIND Design 5/1712013 WIND02 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -10 6.5.12.2.1 Deslan Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz IbfftA2 Pressure IbfftA2 2.01 *(15 /zg)"(2/Alpha) Windward Wall* Leeward Wall Total Shear I Moment +GCpI -GC 1 +GCPI -GC +/-Gcpi (Kip) (Klp -ft) 15 0.85 1.00 56.57 28.28 48.65 -33.83 1 -13.47 62.12 25.20 189.03 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Flaure 6-6 - External Pressure Coefficients, Ca Loads on Main Wind -Force Resisting SystemkMolhod 2) L Variable FOroula 'Value Unita Kh 2.01 *(15 /zg)"(2/Alpha) 0.85 Leeward Walls (Wind Dir Normal to 27.05 ft wall) Kht Topographic factor Fig 6-4) 1.00 Leeward Walls (Wind Dir Normal to 28.15 ft wall) Oh .00256 *(V)"2 *1 *Kh *KWKd 56.57 psf Khc c Comp & Clad: Table 6-3 Case 1 0.85 Overhang Bottom cable on Windward only) Qhcc .00256*v ^2 *1 *Khcc *Kht *Kd 56.57 Roof - Wind Normal to Ride eta <1 i3 - for Wind Normal to 27.05 ft face Wall: Pressure Goefficle€ ts, C RU rface C ndwrard Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure. Coefficlerits, Cp Roof Area . ft - Reduction Factor 1.00 Calculations for Wind Normal to 27.08 ft Face Cp Pressure (psf) dditional Runs may be 'd for other wind dineWons +GCpl -GCpI Leeward Walls (Wind Dir Normal to 27.05 ft wall) -0.49 -33.83 -13.47 Leeward Walls (Wind Dir Normal to 28.15 ft wall) -0.50 -34.22 -13.8 Side Walls -0.70 -43.84 -23.4 Overhang Bottom cable on Windward only) 0.80 38.47 38.4 Roof - Wind Normal to Ride eta <1 i3 - for Wind Normal to 27.05 ft face Dist from Windward Edge: 0 ft to 18 ft - Max Cp -0.18 -18.84 1.5 Dist from Windward Edge: 0 It to 4.5 ft - Min Cp -0.90 -53.46 -33.09 Dist from Windward Edge: 4.5 ft to 9 ft -Min Cp -0.90 -53.46 -33.0 ist from Windward Edge: 9 ft to 18 ft - Min C -0.50 -34.22 -13.86 Roof - Wind Parallel to Rid a Ail Theta - for Wind Normal to 28.15 ft face ON r1,1111 Wt�� Biagi Consulting Engineers WIND Design WIND02 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -10 from Windward Edge: 0 ft to 18 ft - Max Cp -0.18 -18.84 from Windward Edge: 0 ft to 4.5 ft - Min Cp -0.90 -53.48 from Windward Edge: 4.5 ft to 9 ft - Min Cp -0.90 -53.46 from Windward Edge: 9 ft to 18 ft - Min Cp -0.50 -34.22 from Windward Edoe: > 18 ft -0.30 -24.61 Figure 6 -10 - External Pressure Coefficients, GCof Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01- (151zg)"(2/Alpha) = 0.85 Kht = Topographic factor (Fig 6-2) = 1.00 Oh = 0.00256- (M "2- ImpFac- Kh- Kht-Kd = 56.57 Theta = Angle of Roof = 0.0 Deg Tharovem Direction • - g.r ( • .dd l . _.KI • Torsional Lmd Cases - p = qh - (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 5117/2013 Biagi Consulting Engineers WIND Design Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh Min P Max P 1 0.40 0.18 - 0.18 56.57 12.45 32.81 2 -0.69 0.18 -0.18 56.57 -49.22 -28.85 3 -0.37 0.18 - 0.18 56.57 -31.11 -10.75 4 -0.29 1 0.18 -0.18 56.57 -26.59 -6.22 5 -0.45 0.18 - 0.18 56.57 -35.64 -15.27 6 -0.45 0.18 -0.18 56.57 -35.64 -15.27 1 E 0.61 0.18 -0.18 56.57 24.32 44.69 2E -1.07 0.18 - 0.18 56.57 -42.43 -30.21 3E -0.53 0.18 -0.18 56.57 -40.16 -19.80 4E -0.43 1 0.18 1 -0.18 1 56.57 -34.51 -14.14 - p = qh - (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 5117/2013 Biagi Consulting Engineers WIND Design WIND02 v2 -21 Detailed Wind Load Design (Method 2) per ASCE 7 -10 2a 2a J , 2 i 1 1 1 1 1 1 1 1 -.•1 1 1 1 1 3I---- -Z} - -- a Ht Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a = 2.705 = => 3.00 ft Double Click on anv data entry line to receive a help Screen Component widal ft span (ft) Area (ftA2) Zone GC nd Press (it t.' Max Min Max Min 0.00 0.00 ROOF 3 3 9.00 1 0.30 -1.00 27.15 -66.75 ROOF 3 3 9.00 2 0.30 -1.80 27.15 - 112.01 ROOF 3 3 9.00 3 0.30 -2.80 27.15 - 168.58 ROOF 3 3 9.00 1H 0.30 -1.70 16.97 -96.17 ROOF 3 3 9.00 2H 0.30 -1.70 16.97 -96.17 ROOF 3 3 9.00 3H 0.30 -2.80 16.97 - 158.39 0.00 0.00 0.00 0.00 8.3 10 83.00 4 0.75 -0.84 31.70 -34.75 0.00 0.00 0.00 0.00 0.00 mw. tmer `one i uirougn o, or i n inrougn sri mr ovemangs. 5/17/2013 61� i 7 i eJ ��� /11i111N1�liyAA Biagi Consulting Engineers WIND Design MAY 2 4 2013 Y: JO-) -//07 %l. A 130uuol >i . oz- �� - h SHKO NN0 _ w r, 000m„ Ay NOSdWIS A - r "- 1. Loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 2' /z" must be used when framing anchors are installed on each side of the joist and on the same side of the plate. 3. The HM9KT and HGAM10KTA are kits with (20) HM9 and (10) HGAM10 connectors packaged with Simpson Strong -TieO Strong- Drive® SDS screws and 2'/4" and 23/4" Titen® screws, respectively. (13140 Titen screws for concrete installations sold separately.) 4. See page 159 for Titen screw information. #51 tv Typical H10S Installation o H16S Installed into Masonry \.y ff 9 -A 5. Table allowable loads were determined using test ultimate /3 or fastener calculation values. 6. Products shall be installed such that the Titen screws and Titen HDO anchors are not exposed to the weather. 7. HGAM10 Fp loads are for forces into the connector. See illustration 2 for loads away from the connector. 8. LTA2 allowable uplift on SP is 1425 lbs. for perpendicular to wall installation and 1390 lbs. for parallel to wall installation. 9. NAILS: 10dxl 1/2 = 0.148" dia. x 1112' long, 8dx1'/2 = 0.131" dia.xi' /z" long. See page 22 -23 for other nail sizes and information. #5 Rebar Min. LTA2 Perpendicular to Wall Installation ©HGAM10 Installed into Masonry Moisture barrier not shown (Typ.) lbs. (DF /SP) lbs. (SPF) Ain. -%v F W Flanges face in #5 Rebar ? Min. edge distance = 1'/z Min. LTA2 Parallel to Wall Installation Q HM9 Attaching Truss to Masonry #5 Rebar Min. T DF /SP SPF /HF I Fasteners Allowable Loads1.2 Allowable Loads' .2 Model No. Ga W L Code Rat. TO To To Uplift' Lateral Uplift , Lateral Rafters/ 16r 160) Truss CMU Concrete (160) F1 F2 (160) F1 Fx tJMgKT3 18 19/,6 6Y< 4- SDS' /4 "x1'1" 5- Y4x2Y4 Titen 5 -' /4x13 / Titen 595 425 200 595 425 200 F27 HGAMIOKTA3 14 — — 4- SDS'/ <'x1' /" '' 4- ' /x2Y4Titen 4- ' /xlV4Titen 850 1005 1105' 610 725 795' 18 1% 115/8 8- 8dx1' /z 2 -3/6x4 Titen HD 2 -3/6x4 Titen HD 1065 — — 915 — — IP1, F25 LTA2 Perpendicularto 18 '- — 10- 10dx1'! Embed Embed 12108 415 875 1015 415 735 Wall Installation 124 LTA2 Parallel to Wall 18 — — 10- 10dx1'/2 Embed Embed 12108 950 220 1015 800 220 Installation H16 18 15/6 18% 2- 10dx1'/ 6- ' /V2' /a Titen 6- '/4x13/ Titen 1470 — — 1265 — — H16S 18 15/8 11"/,8 2- 10dx1'/2 6- ' /4x2Y4Titen 6 -' /x13 /4Titen 1470 — — 1265 — — F26 H16 -2 18 3'/4 18% 2- 10dx1% 6- 1/4x2' /4 Titen 6 Ynx13/ Titen 1470 — — 1265 = — H16 -2S 18 3'/ 111 /,6 2- 10dx1' /z 6- %4x2'/4 Titen 6 ' /4x13 / Titen 1470 — — 1265 — — "- 1. Loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 2' /z" must be used when framing anchors are installed on each side of the joist and on the same side of the plate. 3. The HM9KT and HGAM10KTA are kits with (20) HM9 and (10) HGAM10 connectors packaged with Simpson Strong -TieO Strong- Drive® SDS screws and 2'/4" and 23/4" Titen® screws, respectively. (13140 Titen screws for concrete installations sold separately.) 4. See page 159 for Titen screw information. #51 tv Typical H10S Installation o H16S Installed into Masonry \.y ff 9 -A 5. Table allowable loads were determined using test ultimate /3 or fastener calculation values. 6. Products shall be installed such that the Titen screws and Titen HDO anchors are not exposed to the weather. 7. HGAM10 Fp loads are for forces into the connector. See illustration 2 for loads away from the connector. 8. LTA2 allowable uplift on SP is 1425 lbs. for perpendicular to wall installation and 1390 lbs. for parallel to wall installation. 9. NAILS: 10dxl 1/2 = 0.148" dia. x 1112' long, 8dx1'/2 = 0.131" dia.xi' /z" long. See page 22 -23 for other nail sizes and information. #5 Rebar Min. LTA2 Perpendicular to Wall Installation ©HGAM10 Installed into Masonry Moisture barrier not shown (Typ.) lbs. (DF /SP) lbs. (SPF) Ain. -%v F W Flanges face in #5 Rebar ? Min. edge distance = 1'/z Min. LTA2 Parallel to Wall Installation Q HM9 Attaching Truss to Masonry #5 Rebar Min. a N c �a `s CODES: See page 13 for Code Reference Key Chart. t These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. F" These products are approved for installation with the Strong -Drive SD Structural- Connector screw See page 27 for more information. Model No. :: Go Dimensions fasteners (Total) Allowable Tension Loads (DF /SP) Allowable' Tension Loads �(SPF /HF) Code Ref. W L' (160) (160) Gauge Ref. 1'/ 9 8 -10d 740 635 7 ga LSTA12 T2O 1'/ 12 10 -10d 925 795 STA15 3/4 1 %4 15 12 -1 Od 1110 950 LSTA18 11/ 18 14 -10d 1235 1110 LSTA21 1'/4 21 16 -10d 1235 1235 LSTA24 20 1'/ 24 18 -10d 1235 1235 ST292 21/16 9%6 12 -16d 1265 1120 ST2122 2'/6 1213/6 16 -16d 1530 1505 ST2115 3/ 165/6 10 -16d 660 660 ST2215 21/16 165/6 20 -16d 1875 1875 LSTA30 1Y 30 2210d 1640 1640 14, L3, F2 LSTA36 "1'/ 36, .24 -10d 1640' 1640 LST149 = 33/14 49 -- 32 -10dxl lh ` . 2975 2555 ' LST173'' 33/ 73 48- 10dx1'/ 4205 3830 MSTA9 11/4 9 8-10d 750 645 MSTA12 18 1/ 12- 10 -10d 940 810 MSTA15 1'/4 15 12 -10d 1130 ' 970 MSTA18 1% 18 14 -10d 1315 1130 MSTA21 1?/ 21 16 -10d 1505 1290 MSTA24 11/4 .24 18 -10d 7640 1455 MSTA30 11/4 30 22 -10d 2050 1820 MSTA36 11/ 36 26 -10d 2050 2050 MSTA49 11/4 49 26 -10d 2020 2020 F2, L3 ST6215 2'/6 16%6 20 -16d 2095 1900 14, 1 L14, L3, F2 ST6224 2'1/ 235/6 28 -16d 2540 2540 14, L3, F2 ST9 1'/4 9 8 -16d 885 760 ST12 16 1'/4 115/6 10 -16d 1105 950 ST18 11/4 173/4 14 -16d 1420 1330 ST22 1'/4 215/8 18 -16d 1420 1420 14, L3, F2 MSTC28 3 28'/4 36-16d sinkers 3455 2980 MSTC40 3 40'/4 52 -16d sinkers 4745 4305 MSTC52 3 52'/4 62 -16d sinkers 4745 4745 HTP37Z 3 7 20- 10dx1'h 1850 1600 170 MSTC66 3 65Y, 76 -16d sinkers , ;5$60;' 5860. MSTC7$ 14 3 77 76 1d sinkers . - ,6860' 5860 14, L3, F2 ST6236- 2x /6 33 %6 '40 -166 ,a45' 3845 HRS6 1% 6 6 -10d 605 525" HRS8 1% 8 10 -10d 1010 880 F26 HRS12 1% 12 14 -10d 1415 1230 MST126 2'/6 26 26- 10dx1'h 2745 2325 MST136 12 2%6 36 36- 10dxi'h 3800 3220 MST148 2Y16 48 4810dx1'h 5065 4290 14, L3, F2 MST160 2'/16 60 60- 10dx1'h 5080 5080 MST172 2'/16 72 72- 10dx1'h 5080 5080 HRS416Z 3'/, 16 16 SDS' / < "x1'h" 2835 2305 170 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading. 2 10dx1 1/2* nails may be substituted where 16d sinkers or 10d are specified at 100% of the table loads except where straps are installed over sheathing. 3. 10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4. 16d sinkers (0.148" dia. x 31/4" long) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed loads. 6. Tension loads apply for uplift when installed vertically. 7. NAILS: 16d = 0.162" dia. x 3'/2" long, 16d Sinker = 04148" dia. x 31/4" long, 10d = 0.148" dia. x 3" long. 10dx11/2 = 0.148" dia. x 11/2" long. See page 22 -23 for other nail sizes and information. 2W' End Distance SIMPS01 stron -Z Typical LSTA Installation (Hanger not shown) Bend strap one time only 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to- grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. Typical PS720 Installation Cr m h f2o y 173 Material Model Thickness Dim. Bolts Code" No. Gauge Ref. Dia PS218 7 ga T2O 3/4 180 PS418 3/4 PS720 //2 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to- grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. Typical PS720 Installation Cr m h f2o y 173 7 . { Sheet 2 of 2 I I� I I� I� N I CO I� I� Io I I Boundary Survey Lot 21,91ook 42 AFA Company, Inc. Job # 98 -782 11 -19 -1998 Surveyors Notes: it Lands Shown hereon were not abstracted for easement and/or R/W of records 12 Survey is incomplete without Sheet i of 2 13 Benchmark : Dade County Public Works Dep. n/a j4 Bearings as shown hereon are Based upon plat of ref. 15 Please See Abbreviations and Legend on the Back Page of Sheet 1 of 2 18 Scale of Drawing: f = 20' #7 Drawn By : A. Verel Date: 11 -19 -1998 /8 Disek4tes No. 128 19 Revised: 1- - 4tasa' ti1�' 4 V �w 0 0 0 �s 1� -.%, N C4 rl /p2" 1i f ln. si Professional Surveyors & Mappers ' 13050 S.W. 133rd Court Miami Florida, 33186 Ph. # (305) 234 -0588 Fax # (305) 234 -0423 o 4 0 This eert flies that the survey of the property described hereon was made under my super- Vision & that the survey nueis the minimum technical standards not forth by the Florida Reaerd qf A e essianal Lanai Sury or & Jftagepers in hapter B1 C17 -B of 1Xtorida Aotanietiatra ,twe CCode. to Section 472.087. Florida Statuses. That the Sketch hereon is a true and :accurate representation thereof to the best Lmy knowledge and belief', subject to notes noltatiioonnss s A fessArmindo P.� arez ional Survey Mapper / 5528 State of FrOlda Valid unless Biped A Stooped with Bmboned Seal 27.x8' 8. JO' Pool JIM o Ap. I `tom ,r 'QfO Mlt ' :_, •Y"...5. '••:.::` r. ..S ►.. 0 • !! i• i a't :. 00 ,E.:,;':,',;�:;, •,.;:' I s A.P. A.p. I 1 Parkway I 20.00' Asphalt Pavement Northeast 5th .Avenue _ 60.00' Right of way AFA Company, Inc. Job # 98 -782 11 -19 -1998 Surveyors Notes: it Lands Shown hereon were not abstracted for easement and/or R/W of records 12 Survey is incomplete without Sheet i of 2 13 Benchmark : Dade County Public Works Dep. n/a j4 Bearings as shown hereon are Based upon plat of ref. 15 Please See Abbreviations and Legend on the Back Page of Sheet 1 of 2 18 Scale of Drawing: f = 20' #7 Drawn By : A. Verel Date: 11 -19 -1998 /8 Disek4tes No. 128 19 Revised: 1- - 4tasa' ti1�' 4 V �w 0 0 0 �s 1� -.%, N C4 rl /p2" 1i f ln. si Professional Surveyors & Mappers ' 13050 S.W. 133rd Court Miami Florida, 33186 Ph. # (305) 234 -0588 Fax # (305) 234 -0423 o 4 0 This eert flies that the survey of the property described hereon was made under my super- Vision & that the survey nueis the minimum technical standards not forth by the Florida Reaerd qf A e essianal Lanai Sury or & Jftagepers in hapter B1 C17 -B of 1Xtorida Aotanietiatra ,twe CCode. to Section 472.087. Florida Statuses. That the Sketch hereon is a true and :accurate representation thereof to the best Lmy knowledge and belief', subject to notes noltatiioonnss s A fessArmindo P.� arez ional Survey Mapper / 5528 State of FrOlda Valid unless Biped A Stooped with Bmboned Seal r p m MINX] cy 2 0 20D BY*..---. ­­ ..... w --- 15-1 t�1 ERMIT #0 ® I MIAMI SHORES Vi—tia—ram ZONING STRUCTURAL ELECTRICAL BLDG. (V� w SUBJECT To COMPLIANCE WITH HEDERAL ­TATE AND COUNTY RULES AND REGULATIOIqS I