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SENC-12-1575Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 177606 Permit Number: SENC -8 -12 -1575 Scheduled Inspection Date: November 14, 2012 Inspector: Rodriguez, Jorge Owner: CASTRO, MARIA INES Job Address: 515 NE 93 Street Miami Shores, FL 33138- Project <NONE> Contractor: ALUMICENTER INC Permit Type: Screen Enclosures Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060140990 Phone: (305)969 -0264 Building Department Comments NEW SCREEN ENCLOSURE INSTALLATION Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 13, 2012 For Inspections please call: (305)762 -4949 Page 9 of 42 NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THEM SiTE AT TIME OF FIRST INSPECTION PERMIT NO STATE OF FLORIDA: COUNTY OF MIAMI -DADE: 1 101110111 1111111111010 111111111111111111 . ........................ CFN 2012,0730386 OR 8k 28312 P9 1084; (1P9) RECORDED 10/15/2012 191103:22 HARVEY RUV1Nde...CLERI OF COURT: N1IA lI�CACE COUNTYr FLORIDA LAST PAGE TAX FOLIO NO. 11-3206-014-0990 STATE OF F 1 HEREBY C original fiiad in THE UNDERSIGNED hereby gives notice that improvements will be made t properly, and in accordance with Chapter 713, Florida Statutes, the followingifkibtifiaf+tef1 is provided in this Notice of Commencement. By 1. Legal description of property and street/address: SINGLE FAMILY HOME 515 NE 93 ST MIAMI SHOES FL 33138 2. Description of improvement: NEW SCREEN POOL ENCLOSURE 3. Owner(s naryte and address: MARIA INES CASTRO 515 NE 93 ST, MIAMI SHORES, FL 33138 Interest in property: Name and address of fee simple titleholder. N/A 4. Contractor's name ad Tess and phone number. d'7/ /d/C . e� y S 3/ sr , / ,, L 3 2,01.7 5. Surety: (Payment bond required by owner from contractor, if any) Name, address and phone number. N/A Amount of bond $ N/A 6. Lender's name and address: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number. N/A B. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, address and phone number. N/A 9. Expiration date of this Notice of Commencement: the expiration date is 1 year from the date of secordirtg unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART i, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. • Signature(s) of Owner(s) INES� CASTRO Authorized Officer/Director/Partner/Manager p Prepared By MARIA Print Name MARIA INES CASTRO Print Name. Title/Office OWNER Title/Office STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this r _ day of Individually, or D as for C! Personally known, or ❑ produced the following type of identification: Signature of Notary Public: Print Name: (SEAL) cow 0.00 ry Public State of Florida :; .- ` duardo A Cohen WHEIMLON PURSUANT TO SECttON 9x.525. FLORIDA STATtITES Under penalties of perjury, 1 declare that I have read the foregoing and that the facts stated in It are true, to the best of my knowledge and belief. Signet (s) of Owner(s) or 1 . ner(s)' • 11' orized Officer /DIrector/Partner /M1ifanager Who BY .L .- a ,e ,Mr , e. "!' By as 1444.3 ano SENC 12 -1575 PERMIT HISTORY ACTIVITY DATE DETAILS August 20/2012 Permit Applied SENC 12 -1575 August 20/2012 Permit reviewed & approved by P &Z. August 22/2012 Permit Reviewed & denied by Structural Engineer. August 27/2012 Permit reviewed & denied by Building Official. August 27/2012 Contractor contacted about review and comments. Comments faxed to contractor. August 30/2012 Plans re- submittal. September 4/2012 Permit Reviewed & denied by Structural Engineer. September 7/2012 Permit reviewed & denied by Building Official. September 7/2012 Contractor contacted about review and comments. Comments faxed to contractor. September 20/20124 Conference call between Structural Engineer & Designer of record September 25/2012 Plans re- submittal. September 25/2012 Permit reviewed & approved by Building Official. October 3/2012 New calculation submittal October 9/2012 Permit Reviewed & approved by Structural Engineer. October 10/2012 Contractor contacted about permit approval 1 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 Permit NO. SENC -8 -12 -1575 Issue Date: Not Issued Expires:NOt Issued Folio Number:1132060140990 Owner's Name: MARIA INES CASTRO Job Address: 515 93 Street Miami Shores, FL 33138- Owner's Phone: Total Square Feet: Total Job Valuation: 1092 $ 13, 854.00 Contractor(s) ALUMICENTER INC Phone (305)969 -0264 Primary Contractor Yes 1 Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 8/20/2012 : Yes Comments: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores. Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Sr NC 12 — /5 .15 Job Name Oars JVo Date 22- (2- STRUCTURAL CRITIQUE SHEET Vs e_ 11.6 t.4.1 c. - Pero %A•c6 Ar ."4- a o ;44"7-1) Link Apt (intl. • �-� o .n •aK� Co aC� Yc t,if .A. �. a, co h (J L 11v UV L eori e J-rS (') 4 (3) aJoT - 4t>Dve5 r I.'" Pie Asc Fg2 7o L, D vJ S ec, ei ZS /18/27/2012 15:17 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES Rh001 /003 Permit No: 12 -1575 Job Name: August 27, 2012 Miami Shores Village 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 The design wind speed is incorrect. The correct design wind speed is 175 mph. Provide two copies of the connection details. ) Mark the connection drawings showing which connections will be used at eachlocation. 4) Provide a permit for the foundation. 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- 762 -4859 rev 365_ PERMIT # / 2 - G CONTRACTOR: Atom i C 4A [C./1/ (vC, SUBMITTAL DATE: 6190k 1 ADDRESS: 5.1 � ' mil/ 1]- NAME: I (a \INt■ �1�o RESUBMITAL DATES: ? ( [/2. 12 PROJECT TYPE: ccji1CRA/L, • W1 v ZONIN i �� ' �-1 FIRE I STRUCTURALe-41Ar- IMPACT FEES ELECTRICAL HRSIDERM PLUMBING NOC MECHANICAL BL'`f It 9h1t)-- 1(3 1{1 lti Iv- 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 B DING PERMIT APPLICATION Permit Type: FBC 20 Permit No. r Master Permit No. BUILDING ROOFING JOB ADDRESS: 515 N E 93 ST City: Miami Shores Folio/Parcel #: 11- 3206 - 014 -0990 Is the Building Historically Designated: Yes OWNER: Name (Fee Simple Titleholder): Address: 515 NE 93 ST City: MIAMI SHORES Tenant/Lessee Name: N/A County: Miami Dade zip: 33138 NO X Flood Zone: N/A MARIA INES CASTRO Phone #: 305- 773 -6608 State: FL zip: 33138 Phone #: Email: CONTRACTOR: Company Name: ALUMICENTER INC. Phone*: 305-969-0264 Address: 12854 SW 31 St City: MIRAMAR State: FL zip: 33027 Qualifier Name: JUAN COHEN State Certification or Registration #: Contact Phone #: 305- 969 -0264 Phone #: 305 - 969 -0264 Certificate of Competency #: CC#1 0BS00557 Email Address: JC @ALUMCENTER.NET DESIGNER: Architect/Engineer: TARNOWSKI ENGINEERING Phone #: 954- 727 -2027 Value of Work for this Permit: $ 13854 Square/Linear Footage of Work: 1092 SF Type of Work: ❑Addition OAlteration X New ORepair/Replace ODemolition Description of Work: NEW SCREEN POOL ENCLOSURE Color thru tile: 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 $ 1 �2 -(1) • Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) NSA Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK. PLUMBING. SIGNS. WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature 'Owner or Agent. The foregoin instrument was acknowledged before me this day of ( ) , 20 / Z, by ` 21/1 7M 4 C14-311), who is °Wally_ knows tue or who has produced As identification and who did take an oath. w Print: = Sad. • y �.� eaa10 4 ; \\ \\�`� My Commission Expires: Signature — Contractor The foregoing instrument was acknowledged before me this day of �� // who • 47'6, 20 IL, by aa ) c5*ex-) , to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My C APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3 /12/2012)(Revised 07110 /07)(Revised 06 /10t2009)(Revised 3/15/09) Arlenis Silvera From: Juan Cohen - Alumicenter Inc <jc @alumcenter.net> Sent: Tuesday, September 11, 2012 10:21 AM To: Arlenis Silvera Cc: 'Gus Tarnowski'; 'MARIA INES CASTRO'; 'Suzanne Tunning' Subject: Permit # SENC 12 -1575 Screen Enclosure Attachments: Miami Shores- Maria Ines Job.pdf Arlenis, Nice talking to you, 1' attaching the information of my structural engineer so you structural can get in touch with him via email or phone and resolved the two issues pending for the approval of the permit. You help is really appreciated. Firm: Tarnowski Engineering Name: Gus Tarnowski Ph: 954 - 727 -2027 Fax: 954 - 727 -9644 Email: Gus a(tarnowskienq.com I'm attaching his comments as well. Regards, Juan Cohen Project Manager Tel: 305 - 969 -0264 Ext:111 Fax: 305 - 328 -9668 Email: jca.alumcenter.net Arlenis Silvera From: MARIA INES CASTRO <mic @3- sixty.net> Sent: Tuesday, September 18, 2012 11:05 AM To: Juan Cohen - Alumicenter Inc Cc: Arlenis Silvera Juan, Acabo de hablar con Arlenis. Segun me dijo, el inspector que Miami Shores contrata estuvo llamando al ingeniero Tarnowski pero dice que no contestan. Yo disque sin querer el numero de ellos pensando que to estaba llamando a ti y me contestaron. Arlenis dice que este inspector viene a la ciudad hoy antes de la 1. El tiene los plans y les volvi a dar el telefono de Tarnowski. Podrias tu pre - avisarles para que esten atentos a la llamada? De lo contrario, como sabes, esta persona solo viene a la ciudad un par de veces a la semana y vamos a seguir en la misma. Lo que necesito determinar por mi parte es si lo que este senor esta pidiendo en termino de las 'calculations for each connection' es algo razonable y se puede cumplir con lo que requiere. Si es como tu pensabas que se trata de una calculacion de cada tornillo en cada conexion, y no es algo que normalmente pidan, creo que tengo que decidir en perder el deposito y no seguir el proyecto porque por mas que pedi toda la informacion posible antes de empezar, se va a complicar todo. Mil gracias, Maria Ines marketing mou Maria Ines Castro 4700 Biscayne Blvd., Suite 303 • Miami, FL 33137 * Tel. 756 s F S 756 6024 • 1 Arlenis Silvera From: Gus Tarnowski <Gus @tarnowskieng.com> Sent: Thursday, September 20, 2012 9:30 AM To: Juan Cohen - Alumicenter Inc; Arlenis Silvera Cc: 'MARIA INES CASTRO'; Suzanne Tunning Subject: RE: Permit # SENC 12 -1575 Screen Enclosure I called Madie Ashore from Miami Shores. He did not answer but I did leave a message. Constantino "Gus" Tarnowski, PE TARNOWSKI ENGINEERING, INC. 7360 NW 5 Street Plantation, FL. 33317 (954) 727 -2027 phone (954) 727 -9644 fax www.tarnowskieng.com From: Juan Cohen - Alumicenter Inc [mailto:jc @alumcenter.net] Sent: Tuesday, September 11, 2012 10:21 AM To: silveraa @miamishoresvillage.com Cc: Gus Tarnowski; 'MARIA INES CASTRO'; Suzanne Tunning Subject: Permit # SENC 12 -1575 Screen Enclosure Importance: High Arlenis, Nice talking to you, 1' attaching the information of my structural engineer so you structural can get in touch with him via email or phone and resolved the two issues pending for the approval of the permit. You help is really appreciated. Firm: Tarnowski Engineering Name: Gus Tarnowski Ph: 954 - 727 -2027 Fax: 954 - 727 -9644 Email: Gusna,tarnowskieng.com I'm attaching his comments as well. Regards, Juan Cohen Project Manager Tel: 305 - 969 -0264 Ext:111 Fax: 305 - 328 -9668 Email: jc aa..alumcenter.net 1 Permit No: 12 -1575 Job Name: August 27, 2012 Miami Shores Village 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 1) The design wind speed is incorrect. The correct design wind speed is 175 mph. 2) Provide two copies of the connection details. 3) Mark the connection drawings showing which connections will be used at eachlocation. 4) Provide a permit for the foundation. 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 - 762 -4859 riov 1 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 Permit NO. SENC -8 -12 -1575 Issued Issue Date: tT YY� � E �it _ t c I • _ +ibis li l ssificati. Not Issued Expires: Not Folio Number:1132060140990 Owner's Name: MARIA INES CASTRO Job Address: 515 93 Street Miami Shores, FL 33138- Owner's Phone: Total Square Feet: 1092 Total Job Valuation: $ 13,854.00 Contractor(s) ALUMICENTER INC Phone Primary Contractor (305)969 -0264 Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 8/20/2012 : Yes Comments: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. %NC 1 2 -15. 5 Job Name a..4 rro Date 2 2- (z STRUCTURAL CRITIQUE SHEET "Vs e. L v‘-et 1 I's 141 P VYO c-o cad .k1 4 dvo 1J/ruts. 60 e(;) 64. e ti6trv, • P..r ota- ye JAA c-e. 'M.'s %cm-L , $ o... p.b„o I- j11, RA.Ar corf E ,f-s ('') q (3) kat adcSsED (VA-se; Pet 7o gut'Lpi'.' S 1- 60-(v1vts STRUCTURAL CALCULATIONS (Based on Florda Building Code 2010 Edition) For Proposed Screen Enclosure For: Castro Residence 515 N.E. 93 Street Miami, Florida Miami -Dade County Prepared by: Constantino "Gus" Tarnowski, P.E. Lic. No. 0050662 Tarnowski Enginering, Inc. 7360 N.W. 5th Street Plantation, Florida 33317 954 - 727 - 2027/954- 727 -9644 Engineering Business CA 00009677 qusAtarnowskienq.com REVISED August 29, 2012 August 16, 2012 c Table of Contents Castro Residence 515 N.E. 93 Street Miami, Florida Miami -Dade County I. Wind Load Analysis Pages 1 II. Eave Analysis Pages 2 -3 III. Column Analysis Pages 4 -7 IV. Chair Rail Analysis Pages 8 -9 V. Beam Analysis Pages 10 -15 VI. Copy or ESC 1615.3 Der4EcTION PS le ASCE 7 -10 Load Calculation for Screen Enclosures 18X14 qZ = 0.00256KZKZtKdV 2 Where: KZ = 0.85 Kzt = 1 Ka = 0.85 V = 175 mph ASDReductionFactor = 0.6 qZ = 33.99 F= gZGCfAf Where: G = 0.85 Cf = 1.5 Af= 0.37 ASCE 7 -10 (Section 26.9.4) (for E =0.4 and round members) (Per ASCE 7 -10, Figure 29.5 -2) F = 43.33 Af FroofA = Fwalw = F *0.7 = F *1.3 = roof ° FroofA F„l = ' wallA AF= 30.33 AT 56.33 Af 11.22 20.84 11.5 psf 21.0 psf Exposure: C Wind Speed: 175 Beam Load: 2.50 4 Selected Beam: 2X3 -060 Enclosure Type: Screen Roof Roof Load: 300 Roof Load: 11.5 Wall Load: 21 Alloy Type: 6061- T6/6005 -T5 Brace Length: 5.75 Column Height: 10 Mansard Height: 3 Code: ASCE 7- 10 /FBC 2010 Member Case 1 BRACE WORKS Case 2 BRACE WORKS Case 3 BRACE WORKS DEFLECTION REQUIREMENT MET mph ft ft L = 5.75 H1 = 10 H2 = 3 H3 = 2 H4 = 3 Side Wall = 8 lb Non - Combined Load psf Combined Load psf ft ft ft A_ WL3 60E1 DEFLECTION REQUIREMENT MET < -300# Point Load Case 1: Case 2: Case 3: fbStrong + fbweak S 1.0 FbStrong FbWeak f =S fb <Fb DStrong + iWeak4,,,,, DStrong,,,m„ OWeakA„ Tamowski Engineering 51.0 2. ft ft ft ft ft ft 8/29/2012 , Ea■e Type = 2X3 -060 Alloy: 6061- T6/6005 -T5 Properties Area = 0.59 in2 Strong Axis c = 1.5 in (h /2) b = 3 —1111313 h = Ix = 0.76 in4 hb binner = hinner = %(Provided) = 0.51 in hb3 -� 1b13 ti = t2 = J = 0.80 in 2tit1(b —t2)2 x(h —t1)2 Aw = bt2 +hi _422 _ti2 Af= bh3 —b 1 h 1 3 ly = 0.41 in4 12 Weak Axis :S bh3 —j1h13 Sy(Provided) = 0.41 in 6h b = h= Lb = 8 ft 'Dinner = hinner = Wstrong = 132.25 Ib /in wL t1 = 2 t2 = Mstrong = 1520.875 in -Ib WL __ 6 Af = WWeak = 150.94 Ib /in wL 2 Results Mweak = 1735.78 in -Ib WL Strong Axis 6 Fb = k= 1 S= M.= L = 69 in Weak Axis Fb = r = 0.83 in bh 3 —1:01,3 12A Sx = Mx = P = 262.5 Ib a &c= 28.5 in b = 12 in WLL = 25 Ib /in (Based on 300# point load) R = 150 Ib HILL Tamowski Engineering 4725 in -Ib M =R1(a+ ) 2w 2 in 3 in 1.88 in 2.88 in 0.06 in 0.06 in 0.353 in` 0.233 3 2 2.88 1.88 0.06 0.06 0.233 0.353 in` in` 20.14 ksi 0.51 in 10.17 in -Ib 13.66 ksi 0.41 ins 5.54 in -Ib 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.75 (Column Spacing) Selected Beam: 4LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwi„ dward: 21 Wall LoadLed: 21 Alloy Type: 6061- T6/6005 -T5 Column Height: 10 Beam Span: 8 Mansard Height: 0 Mansard Width: 0 Code: ASCE 7- 10 /FBC 2010 Column Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS mph ft H1 = 10 X1 = 0 X2 = 0 Roof Load = 8 H2 = 0 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET < -300# Point Load Case 1: fa + C�f'tt + Cm'fb 51.0 Fa Fj (1— fa/Fe. ) Ft, (1— fa/Fe, ) fa +fbx +f, 51.0 Fao F F�, fa +-"f + fb<_ 1.0 Fa F Fby Case 4: f _ M f < F < -300# Point Load b- S b b Case 2: Case 3: Tamowskl Engineering ft ft ft ft ft 4 8/29/2012 Beam Type = 4LB Alloy = 6061- T6/6005 -T5 Flat Beam Area = 0.75 in` c = 2 in (h /2) Ix= 1.94 in4 bh 3 -b,h,3 12 3 bh3 — 111h13 Sx(Provided) = 0.97 in 6h J= 1.11 in 2203 -t2)2 x(h -t1)2 bt2 Mansard Mbcomp = 18112.5 in -Ib MPoim = 264.5 in -Ib MTotai = 18377 in -Ib Lo = 120 in Properties ly = 0.47 in4 hb3 —h,b,3 b = 2 in h = 4 in Lb = 8 ft hinner = 1.908 in hinner = 3.8 in W = 10.06 Ib /in t1 = 0.1 in t2 = 0.046 in Mbcomp = 18112.5 in -Ib Aw = 0.359 ln` Af = . 0.391 in` k= 1 Results H1 = 120 in Fbanoie = 20.07 ksi r= 1.61 in bh312A'r,13 Sx= 0.97 Mxallowabie = 19.49 in -kip Pcoim = 264.5 Ib a &c= 54 in b = 12 in WLL = 25 Ib /in (Based on 300# point Toad) R = 150 Ib Mu_= 8550 in -Ib M = R, (a + ) w' Tamowski Engineering 8/29/2012 5 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 5LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwin : 21 WaII Loads rd: 21 Alloy Type: 6061- T6/6005 -T5 Column Height: 10 Beam Span: 28.6 Mansard Height: 0 Mansard Width: 0 Code: ASCE 7- 10 /FBC 2010 Column Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft H1 = 10 X1 = 0 X2 = 0 Roof Load = 28.6 H2 = 0 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft DEFLECTION REQUIREMENT MET < -300# Point Load Fa (1_+( + 51.0 F 1 —f /Fe, Fbrf /Fey) faa- F1 —" +f'- x"51.0 F� Fb. Fty fa + fm + ftv 51.0 Fa F Fty fb s .t < Fb < -300# Point Load Case 1: Case 2: Case 3: Case 4: Tamowski Engineering ft ft ft ft ft tQ 8/29/2012 Beam Type = 5LB Alloy = 6061- T6/6005 -T5 Flat Beam Area = 0.94 in` c = 2.5 in (h /2) Ix= 3.67 in4 bh3 —b1h13 112 :S bh3 _1,11,3 Sx(Provided) = 1.47 in 6h J = 1.58 in 2t2t1(b —t2)2 x(h —t1)2 ly = 0.61 Lb = in4 8 ft W = 9.63 Ib /in Mbcomp = 17325 in -Ib k= 1 H1 = 120 in r= bt2 +ht, _t22 hb3 —h,b13 12 Vbh3 b—b,h1 1.98 in 12A Mansard Mbcomp = 17325 in -Ib MPcoim = 904.475 in -Ib MTota►= 18229.475 in -Ib Lo = 120 in Properties b = 2 in h = 5 in binner = 1.9 in hinner = 4.768 in t1 = 0.116 in t2 = 0.05 in Aw = 0.488 in` Af = . 0.452 in` Results Fballowrable = Sx = Mxallowabte = Pcoim = 904.475 Ib a &c= 54 in b = 12 in wu_ = 25 Ib /in (Based on 300# point Toad) R = 150 Ib Mu_ = 8550 in -Ib M = R 1(a + Zw ) Tamowski Engineering 1 19.87 ksi 1.47 29.17 in -kip 8/29/2012 Exposure: C Wind Speed: 175 Beam Load: 4.00 4 Selected Beam: 2X3 -060 Enclosure Type: Screen Roof Roof Load: 300 Roof Load: 11.5 Wall Load: 21 Alloy Type: 6061- T5/6005 -T5 Brace Length: 5.75 Column Height: 10 Mansard Height: 3 Code: ASCE 7- 10 /FBC 2010 Member Case 1 1 BRACE WORKS DEFLECTION REQUIREMENT MET Case 1: fb = s fb < Fb mph ft ft L = 5.75 H1 = 10 H2 = 3 H3 = 5 H4 = 3 Side Wall = 8 lb Non - Combined Load psf Combined Load psf ft ft ft 0_ WL3 60E1 ft ft ft ft ft ft Tamowski Engineering 8/28/2012 8 Eave Type = 2X3 -060 Alloy: 6061- T5/6005 -T5 Properties Area = 0.59 in2 Strong Axis c = 1.5 in (h/2) b = 2 in _ h = 3 in Ix = 0.76 in4 hb 3 1 b 13 binner = 1.88 in 12 htnner = 2.88 in 3 - h Sx(Provided) = 0.51 in' hb I b 1 3 t1 = 0.06 in 6b t2 = 0.06 in J = 0.80 in 2t,(b -t2)2 x(h -t1)2 p = 0.353 in` bt2 + 2 2 - Af = 0.233 in` a bh 3 —b,h13 ly = 0.41 in 12 Weak Axis s bh3 _b,th3 Sy(Provided) = 0.41 in 611 b = 3 h= 2 Lb = 5.75 ft binner = 2.88 hinner = 1.88 Wstrong = 241.50 Ib /in wL t1 = 0.06 2 t2 = 0.06 Mstrong = 2777.25 in -Ib WL A. = 0.233 in` 6 At = 0.353 in` Wweak = 132.25 Ib /in wL 2 Results Mweak = 1520.88 in -Ib WL 6 Fb = 20.14 ksi k= 1 Sx = 0.51 in° Mx = 10.17 in -Ib L = 69 in r = 0.83 in bh3 -b1h13 12A P = 420 Ib a &c= 28.5 in b = 12 in wu. = 25 Ib /in (Based on 300# point load) R = 150 Ib MLL = 4725 in -Ib M =R,(a+ —R, ) Tamowski Engineering cl 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 7 (Column Spacing) Selected Beam: 7LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwindward: 21 Wall LoadLrd: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 10.7 Column Height: 0 Mansard Height: 3 Mansard Width: 0 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L = 10.7 X1 = 0 X2 = 0 H1 = 0 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Ca. ft. Caiyfby Fa + Ft. (1 —f /F,„) +Firy(1 —fa/Fey) 1.0 fa +ft" +fb' 51.0 Fa. Ft. Fby fa + fig +fry < 1.0 Fa Fb, Fby fb = s fb < Fb < -300# Point Load Case 1: Case 2: Case 3: Case 4: Tamowski Engineering ft ft ft ft ft 8/29/2012 Beam Type = 7LB Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 1.22 in Mbcomp = 13824.6675 in -Ib c = 3.5 in (h /2) MPoim = 0 in -Ib Ix = 8.51 in4 bh 3 - b,h,3 MP;se= 15876 in -Ib 12 Sx(Provided) = 2.43 ire bh3 —13,11,3 6h MTotal = 29700.6675 in -Ib J = 2.53 in 2t2t1(b —t2)2 x(h —t,)2 +hal .422 -12 Lo = 128.4 in 1y = 0.86 in4 hb3 1b13 Properties 12 Lb = 8 ft b = 2 in h = 7 in W = 6.71 Ib /in hinner = 1.89 In hinner = 6.76 in Mbcomp = 13824.6675 in -Ib t1 = 0.12 in t2 = 0.055 in k = 1 A. = 0.757 in` Af = 0.467 in` L= r= Pcolm = PRise = a &c= b= WLL = R= MLL = 128.4 in 2.64 in V Ibh3 —b,h,3 12A 0 Ib 882 Ib 58.2 in 12 in 25 Ib /in (Based on 300# point Toad) 150 Ib 9180 in -Ib M = R 1(a + —R ) Results Fbailowable = Sx = Mxauowable = 19.16 ksi 2.43 ire 46.61 in -kip Tamowski Engineering 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 8LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwind„rd: 21 Wall Loaded: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 22.4 Column Height 10 Mansard Height: 3 Mansard Width: 11.5 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L = 22.4 X1 = 5.75 X2 = 5.75 H1 = 10 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Fa • +F'b., f / ax) +Fby 1 f fa/Fay fa + fig + S 1.0 Fao F1 F1, fa +- +fb' 51.0 Fa F Fby Case 1: Case 2: Case 3: Case 4: Tamowski Engineering fb M S fb <Fb < -300# Point Load 12 ft ft ft ft ft 8/29/2012 , Beam Type = 8LB Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 1.98 in` Mmp = 47604.48 in -Ib c = 4 in (h /2) MPcoim = 20790 in -Ib Ix = 18.72 in4 bh 3 — 130113 MRise = 12474 in -Ib 12 Sx(Prowded) = 4.68 ire bh3 —bh,3 6h MTotai= 80868.48 in -Ib J = 3.86 in 2t2t1(b —t2)2 x(h —t1)2 +1� f -2 —2 Lo = 130.8 in ly = 1.31 in4 hb3 —h1b13 Properties 12 Lb= 8 ft b= 2 in h = 8 in W = 5.27 Ib /in !Dinner = 1.856 in hinner = 7.552 in Mboomp = 47604.48 in -Ib ti = 0.224 in t2 = 0.072 in k = 1 Aw = 1.120 in` AF = 0.864 in` L = 268.8 in • Results r = 3.07 in Vbh3 —b,h,3 12A Fbaiiowabie = 19.14 ksi Pcoim = 577.5 Ib SX = 4.68 ln' Mxanowabie = 89.56 in -kip PP;se = 693 Ib a&c= 128.4 in b = 12 in = 25 Ib/in (Based on 300# point Toad) R = 150 Ib MLL = 19710 in -Ib M = R 1(a + 2w Tamowski Engineering 13 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 9LBH Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Load,,,,i„dward: 21 Wall LoadLrd: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 28.1 Column Height: 10 Mansard Height: 3 Mansard Width: 12.5 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L = 28.1 X1 = 6.75 X2 = 5.75 H1 = 10 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET fa C. fba Fa +Fina�1 —f/F ) Fby /l�f /ey) f a +f1.` +f' -51.0 Fa, Fba F1, fa + f'a` f� — + 51.0 Fa F,. F� fb = s fb Fb < -300# Point Load Case 1: Case 2: Case 3: Case 4: Tamowskl Engineering "4 ft ft ft ft ft 8/29/2012 Beam Type = 9LBH Alloy = 6061- T6/6005 -T5 Flat Beam Area = 2.60 in` c = 4.5 in (h/2) 4 bh3 —b 1 h 3 Ix = 31.20 in 1 12 Sx(Provided) = 6.93 Ins 6h bh3 J = 4.95 in 2tzt1(b —t2)2 x(h —t1)2 ly = Lb = W= Mbcomp = 1.67 in4 8 ft 5.27 Ib/in 74914.2488 in -Ib k= 1 L = 337.2 in r= +yd. _t22 _} 2 hb3 — h1b13 12 3.46 in /bh3 —b1h13 12A Penh = 577.5 Ib PRIse = 693 Ib a &c= b= WLL = R= Mu= 162.6 in 12 in 25 Ib /in (Based on 300# point Toad) 150 Ib Tamowski Engineering 24840 in -Ib M = R, +--) 2w I S Mansard Mbcomp = MPcolm = MRIse = MTotai = La = Properties 74914.24875 in -Ib 20790 in -Ib 12474 in -Ib 108178.2488 in -Ib 187.2 in b = 2 in h = 9 in !Dinner = 1.836 in hinner = 8.388 in t1 = 0.306 in t2 = 0.082 in Aw = 1.426 in` Af = 1.174 in` Results Fballowable = Sx = Mxallowable = 18.78 ksi 6.93 ins 130.24 in -kip 8/29/2012 STRUCTURAL DESIGN a value of 4,000 pounds (1300 kN) for structures with bearing walls of cold- formed steel light -frame construction. 1614.4.2.4 Vertical ties. Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building. The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall within that story plus the weight of the diaphragm tributary to the wall in the story below. No fewer than two ties shall be provided for each wall. The strength of each tie need not exceed 3,000 pounds per foot (450 kN /m) of wall tributary to the tie for walls of masonry construction or 750 pounds per foot (140 kN /m) of wall tributary to the tie for walls of cold - formed steel light -frame con- struction. SECTION 1615 HIGH - VELOCITY HURRICANE ZONES — DEFLECTION, VOLUME CHANGES AND MINIMUM LOADS 1615.1 General design requirements. 1615.1.1 Any system, method of design or method of con- struction shall admit of a rational analysis in accordance with well - established principles of mechanics and sound engineering practices. 1615.1.2 Buildings, structures and all parts thereof shall be designed and constructed to be of sufficient strength to sup- port the estimated or actual imposed dead, live, wind, and any other loads, both during construction and after comple- tion of the structure, without exceeding the allowable mate- rials stresses specified by this code. 1615.1.3 No building structure or part thereof shall be designed for live loads less than those specified in this Chapter or ASCE 7 with commentary, except as otherwise noted in this code. 1615.1.4 The live loads set forth herein shall be assumed to include the ordinary impact but where loading involves unusual impact, provision shall be made by increasing the assumed live load. 1615.1.5 In the design of floors, not less than the actual live load to be imposed shall be used. Special provisions shall be made for machine or apparatus loads where applicable. 1615.1.6 Floor and roof systems shall be designed and con- structed to transfer horizontal forces to such parts of the structural frame as are designed to carry these forces to the foundation. Where roofs or floors are constructed of indi- vidual prefabricated units and the transfer of forces to the building frame and foundation is totally or partially depend- ent on such units, the units and their attachments shall be capable of resisting applied loads in both vertical and both horizontal directions. Where roofs or floors are constructed of individual prefabricated units and the transfer of forces to the building frame and foundation is wholly independent of 16.38 such units, the units and their attachments shall be capable of resisting applied loads normal to the surface, in and out.. 1615.2 General design for specific occupancies and struc- tures. 1615.2.1 Fences. Fences not exceeding 6 feet (1829 mm) in height from grade may be designed for 75 mph (33 m/s) fastest mile wind speed or 115 mph (40 m/s) 3- second gust. 1615.2.1.1 Wood fences. Wood fence design shall be as specified by Section 2328. 1615.2.2 Sway forces in stadiums. 1. The sway force applied to seats in stadiums, grand- stands, bleachers and reviewing stands shall be not less than 24 pounds per lineal foot (350 N /m), applied perpendicularly and along the seats. 2. Sway forces shall be applied simultaneously with gravity. loads. 3. Sway forces need not be applied simultaneously with other lateral forces. 1615.3 Deflection. 16153.1 Allowable deflections. The deflection of any structural member or component when subjected to live, wind and other superimposed loads set forth herein shall not exceed the following: 1. Roof and ceiling or components supporting plant. • L/360 2. Roof members or components not supporting plas- ter under L/240 3. Floor members or components L/360 4. Vertical members and wall members or components consisting of or supporting material that hardens in place, is brittle or lacks resistance to cracking caused by bending strains L/360 5. Vertical members and wall members or components not required to meet the conditions of Section 1615.3.1, Item 4 L/180 6. Roof and vertical members, wall members and pan- els of carports, canopies, marquees, patio covers, utility sheds and similar minor structures not to be considered living areas, where the roof projection is greater than 12 feet (3.7 m) in the direction of the span, for free - standing roofs and roofs supported by existing structures. Existing structures supporting such roofs shall be capable of supporting the addi- tional loading L/180 7. For Group R -3 occupancies only, roof and vertical members, wall members and panels of carports, canopies, marquees, patio covers, utility sheds and similar minor structures not to be considered living areas, where the roof projection is 12 feet (3.7 m) or less in the direction of the span and for free standing roofs and roofs supported by existing struc- tures L/80 2010 FLORIDA BUILDING CODE - BUILDING LONG 2"X2°X1 8" HANKS W1_ (4)— INTERIOR FASTENING "SMS. 4— 10X 1 1 2 INTO SCREW SLOTS EA. SIDE *ROOF BRACE TO BE 2°X2"X.090° OR 2°X3"X.060" OR 2°X2 X.125° ANGLE . %, OR 2X3X.060° '° R 2X2X.125" ANGLE RU —BOLTS SCREWS 2° ROOF BRACE" 1 #4 C CHANNEL A. 1 / 8 3 URUN RAIL* - RAIL* 3/4° DIA WASHER 1 1/2° X 2 1/8° X .062° RECSIVING CHANNEL W/ 8 — #10 SMS. INTO BEAM & 3 — #10 SMS. INTO BOTH SIDES OF 2X3 COL CHAIR RAIL CONNECTION * CHAIR RAIL PER SCHEDULE ROOF BRACE* 1 -44 W/ 1° DIA. WASHER EAVE MEM. ALT. ROOF BR CONNECTION 2X3X0.060 "Ir 2X3X050 1X2 SNAP EAVE MEM. ALT. ROOF BRACING *ROOF BRACE TO BE 2X2X.090" OR 2X3X.060" OR 2X2X.125° ANGLE TO 4 "X3' GUTTER 2 — OR CUP 0 COL 2° X 2° X 1/ ANGLE EA. 510E 1°X1° PICKET 0 EA. LAG 3 8 ° CUP & 202 BOLT GUrrER 24° C.C. ELSEWHERE) SUPER GUTTER (TRANSOME) KNEE WALL /FASCIA CONNECTION. 42 18" C.0 ALTERNATE EAVE MEMBER RAIL* ALT. Rif {t ti ROOF BRACE* 1 -44 W/ 1=- DIA. WASHER 1/8° ANGLE OR 3/4" PICKET CUT TO FIT EAVE MEM. ALT. ROOF BRACING • ALL EXISTING FASCIA TO BE A MIN. OF 2° THICK AND M:. EACH TRUSS OR RAFTER END W/ A MIN14UM OF ONE 1 SCREW PER TRUSS OR RAFTER DM. NOTE: 1' FASO T UP BY LAGGING ISV 1° MEM. Wp FASCIA 1 2 OR RAFTER 2 SUB — FASCIA 1 CE INSTALLED AT OUTSIDE FACE: USE 8" X 0.084" MIN. TE W/ (12)— #2'S INSIDE USE 0.064" MIN ANGLE 1° X 3" X 8" LG. W/ (12)— #2'S 16° GUSSET TE INSIDE OF E W/ SCREWS SCHED. BELOW MANSARD BEAM SPLICE - REQ'D i OF 414 TEK SCREWS S °K° BRACE INSTALLED W/ 5" X 5" X 0.064" MIN. PLATE OUTSIDE W/ (9)- #2 S.M.S. PER PLATE INSIDE USE 0.064° MIN. ANGLE 1" X 3" X 4" LG. W/ (9)— #2'S ROVIDE MIN 3/4" BETWEEN FASTENERS & MIN. 1/2" EDGE DISTANCE. 2) PROVIDE A MIN. OF TWO FASTENERS PER MEMBER 3) 2X2X.090 MAY BE USED IN LIEU OF 2X3X.060 'BEAM EA. BEAM/ EA. SIDE TOTAL BOTH SIDES 4L8 -6LB 6 24 7LB 8 32 815 9 38 9113 10 40 1OLB 11 44 NOTE PROVIDE MIN. 1" SEP. BETWEEN FASTENERS. MIN. 1° EDGE DISTANCE BETWEEN FASTENERS & GUSSET PLATE BEAM CON NEC IOt4t OR 0 . 2X3X0.060 (SLOPING PURUN) EAVE MEMBER CONTINUOUS 1 X.090X�" 7LG. 10 TEK "SCREWS 1 — 3/8° THRU BOLT OR 3— 46 EA. SIDE "K" BRACING DETAIL GENERAL REQUIREMENTS: ONE "K" BRACE IS REQUIRED FOR EACH 15' -0" OPTIONAL NON— STRUCTURAL SPLASH GUARD ATTACH TO GUTTER W/ #14 TEKS 0 24" 14" LAG X 3" IdONG INT. O.C. EA. TRUSS 0 24 C.C. MAX. OPTIONAL 1X2 //1X W/21' OBM.(11s NAL)& .� 2 X 2" LONG © 24" C 9BETWEEN BEAMS ,4-.‘,.,. , SUPER X1" PICK EA. LAG EXI\Sl %fr• OPTIONAL 1 GUTTER 1 , 2 EA BM. '` 5 CUP W EAM 1 soFFIT JP At TO B �'.�`� 1X3 /III' 3 IA�IrtaH` 1 1 — 2° LONG ®24° O.C. FROM ��1I �- 1/2" X 9" LONG LAG ��' 52/1X3 TO SUPER GUTTER �i N� • CUP THRU 2 FASCIA BETWEEN BEAMS NOTCHED 4X4X1 �T 2X2X2X.125" TH A14 TO BEAM OR 4 — ALUM. TUBE SPACER GUU TER 8LB B AL ANGLE CUP 8 CUP TO BM. 1X1" PICKET(2 EA. BM) W/ (3 (EA. SIDE OF BM.) OPTIONAL CUT OFF4 GUTTER CONNECTION DETAIL (MANSARD & FLAT ROOFS) OR 7)2G GUTTERS 2 — " FASCIA MAY BE BY LAGGING NEW 1" �1a 1" LAGS/TRUSS OR 1/4" 3 2" SUB — FASCIA BEHIND 1" x : "• TS 0 FASCIA IS ALSO ACCEPTABLE ° LAG OPTIONAL NON — STRUCTURAL SPLASH GUARD ATTACH TO GUTTER W/ 414 TEKS 24° 0.C. 1X2 /1X3 2°X2X1/8° 2 2" LG. 2 —47 TO FAASCIA & (4) — 46 TO PURUN 2" X 2° X .125° CLIP ANGLE ONE EA. SIDE OF BEAM NUOUS ANGLE CER USED R INCLINED FASCIA ALUM. SUPER GUTTER '6" LONG "Z" GUTTER BRACE © EA. ALUM. BM. BEAM 2— 44 OR 4— 46 EA. CUP ADDITIONAL 45 REQD. FOR W/(3)- 46EA.FACE &P A CUT OFF PER C P /1XGUTTER 3L BRACE LT. GUTTER CONNECT. DETAIL (MANSARD /FLAT ROOF) NOTCH COL 2X3X.050 FLAT 2" X 2" X 1/8° ANGLE W/3 — #1 EA. FACE ALT. W/0 SNAP #2 0 16° C.0 EAVE MEMBER PURLIN TO COLUMN DETAIL "OMEN • 4.t1 BRACING MEMBER TO BE 2"X2°X.090" OR 2°53°X.060° OR 2°X2"X.125° ANGLE —ANCHOR TO PURUN OR EAVE MEMBER W/ (1) — 3/8" THRU BOLT — BRACING MAY BE INSTALLED ON TOP OR ON THE SIDES OF PURUNS, BEAMS. AND EAVE MEMBERS. ANCHOR TO LAP BEAMS W/ (1) — 1/4" THRU BOLT OR (2) — 414 TEK SCREWS ROOF BRACING (TYPICAL PLAN) *REFER TO SITE SPECIFIC PLAN FOR ADDITIONAL BRACING REQUIRMENTS SITE SPECIFIC ENGINEERING SUPERCEDES THIS GENERAL GUIDE FASTENING SCHEDULE 1 - 14 TEK SCREW /HEX HEAD 2 - 10 S.M.S. /HEX HEAD 3- 1/4" X 2 1/2" TAPCON ANCHOR 4 - 3/8" BOLTS /WASHER /NUT 5 - CLIP ANGLE,.125" MIN. THICKNESS 6 - #12 X 1 "LG. S.M.S /HEX HEAD 7 -1/4 "X21/2" LAG 9 - #10 X 1 1/2" S.M.S. /HEX HD. DATE : 03/15/12 SCALE : N.T.S. SCREEN FABRIC DETAIL SHEET: F.B.C. 2010 EDITION & ASCE 7-10 6005 -T5 ENGINEERING BUSINESS CA 00009677 TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING /// e � C "3/69l � 7P360 a W 5FL 333Se17 t Phone (98545 77227 7 - - 920624 C.T. TARNOWSKI, P.E. THIS DOCUMENT 1S THE PROPERTY OF TARNOWSKI ENGINEERING, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART STRUCTURAL ENGINEER — FIA. UC. 0050662 WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. T 9 ECE1VE OCT 03 2412 STRUCTURAL CALCULATIONS (Based on Florda Building Code 2010 Edition) For Proposed Screen Enclosure For: Castro Residence 515 N.E. 93 Street Miami, Florida Miami -Dade County Prepared by: Constantino "Gus" Tarnowski, P.E. Lic. No. 0050662 Tarnowski Enginering, Inc. 7360 N.W. 5th Street Plantation, Florida 33317 954 - 727- 2027/954- 727 -9644 Engineering Business CA 00009677 qusna,tamowskienq.com REVISED August 29, 2012 August 16, 2012 Table of Contents Castro Residence 515 N.E. 93 Street Miami, Florida Miami -Dade County I. Wind Load Analysis Pages 1 II. Eave Analysis Pages 2 -3 III. Column Analysis Pages 4 -7 IV. Chair Rail Analysis Pages 8 -9 V. Beam Analysis Pages 10 -15 VI. Copy of FBC 1615.3 Deflection Pages 16 VII. Connection Analysis Pages 17 -29 /0/04,, ASCE 7 -10 Load Calculation for Screen Enclosures 18X14 qZ = 0.00256KZKZtKdV2 Where: KZ = K = Kd= V= AS DReductionFactor = 0.85 1 0.85 175 mph 0.6 qZ = 33.99 F= gzGCfAf Where: G= Cif = Af= F= FroofA = Fwalw = Froof Fwall = 0.85 1.5 0.37 (for a =0.4 and round members) 43.33 Af F *0.7 = F *1.3 = 30.33 Af 56.33 Af ASCE 7 -10 (Section 26.9.4) (Per ASCE 7 -10, Figure 29.5 -2) FroofA *Af= 11.22 = 11,5 psf Fwam *Af= 20.84 = 21.0 psf Exposure: C Wind Speed: 175 Beam Load: 2.50 4 Selected Beam: 2X3 -060 Enclosure Type: Screen Roof Roof Load: 300 Roof Load: 11.5 Wall Load: 21 Alloy Type: 6061- T6/6005 -T5 Brace Length: 5.75 Column Height: 10 Mansard Height: 3 Code: ASCE 7- 10 /FBC 2010 Member Case 1 BRACE WORKS Case 2 BRACE WORKS Case 3 BRACE WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Case 1: fbStrong + fbWeak 51.0 FbStrong FbWeak fb =S fb<Fb Case 2: Case 3: AStrongA,„„ + AWeakAm,J AStrongA AWeak Tamowski Engineering mph ft if L = 5.75 H1 = 10 H2 = 3 H3 = 2 H4 = 3 Side Wall = 8 lb Non - Combined Load psf Combined Load psf ft ft ft 51.0 A— WL3 60E1 <- -300# Point Load 2. ft ft ft ft ft ft 8/29/2012 Eave Type = 2X3 -060 Alloy: 6061- T6/6005 -T5 Properties Area = 0.59 in2 Strong Axis c = 1.5 in (h/2) b = h= 4 hb3 - h1b13 Ix = 0.76 iii 12 binner = s hb3 —hb3 Sx(Provided) = 0.51 it 1 1 ti = 6b t2 = J = 0.80 in 2tit1(b —t2)2 x(h —t1)2 AN = bt2 11 _t2_ }2 hinner = At= - bh 3 r h 13 ly = 0.41 in4 12 Weak Axis bh3 _h13 Sy(Provided) = 0.41 in.'s b = 6h h= Lb = 8 ft binner = hinner = Wstrong = 132.25 Ib /in wL t1 = 2 t2 = Mstrong = 1520.875 in -lb 6L Am = Ai= WWeak = 150.94 Ib /in wL 2 Results MWeak = 1735.78 in -Ib WL Strong Axis 6 Fb k= 1 Sx= Mx = L = 69 in Weak Axis Fb = V bh 3 — 130113 r = 0.83 in 12A Sx = Mx = P = 262.5 Ib a&c= 28.5 in b = 12 in = 25 Ib /in (Based on 300# point load) R = 150 Ib = Tamowski Engineering 4725 in -Ib M =R1(a+ wl ) 2 in 3 in 1.88 in 2.88 in 0.06 in 0.06 in 0.353 in` 0.233 in` 3 2 2.88 1.88 0.06 0.06 . 0.233 0.353 in` in 20.14 ksi 0.51 in° 10.17 in -Ib 13.66 ksi 0.41 in° 5.54 in -Ib 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.75 (Column Spacing) Selected Beam: 4LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwi„ dward: 21 Wall LoadLrd: 21 Alloy Type: 6061- T6/6005 -T5 Column Height: 10 Beam Span: 8 Mansard Height: 0 Mansard Width: 0 Code: ASCE 7- 10 /FBC 2010 Column Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft H1 = 10 X1 = 0 X2 = 0 Roof Load = 8 H2 = 0 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft DEFLECTION REQUIREMENT MET Case 1: fa + C.fb, + Cawf�, 51.0 Fa F� (1— fa/FeX) F y (1— fa/Fe�, fa +fta +f'- 3"51.0 Fao F,M Fby fa +fig +fb' 51.0 Fa F Fby Case 4: f _ M f < F b — , b b Case 2: Case 3: < -300# Point Load < -300# Point Load ft ft ft ft ft Tamowski Engineering 4 8/29/2012 Beam Type = 4LB Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 0.75 in` Mbcomp = 18112.5 in -Ib C = 2 in (h /2) MPooim = 264.5 in -Ib Ix= 1.94 in4 bh3 —b1h13 12 bh3 —�h13 MTo� = 18377 in -Ib Sx(Provided) = 0.97 ins 6h Lo = 120 in J = 1.11 in 2t2t1(b —t2)2 x(h —t1)2 ly = 0.47 in4 Lb = 8 ft W = 10.06 Ib /in Mbcomp = 18112.5 in -Ib k= 1 H1 = 120 in r= bt2 ±h1 —422 —tit Properties hb3 —h1b13 12 1.61 in �bh 3 -b1h13 12A Pcolm = 264.5 Ib a &c= 54 in b = 12 in WLL = 25 Ib /in (Based on 300# point Toad) R = 150 Ib MLL = 8550 in -Ib M = R, (a + wl ) b = 2 in h = 4 in binner = 1.908 in binner = 3.8 in t1 = 0.1 in t2 = 0.046 in k= 0.359 in IV= 0.391 in` Results Fbapowable = Sx = Mxaaowable = 20.07 ksi 0.97 in 19.49 in -kip Tamowski Engineering 8/29/2012 S X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 5LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall LoadyVindward: 21 Wall LoadLeBWard: 21 Alloy Type: 6061- T6/6005 -T5 Column Height: 10 Beam Span: 28.6 Mansard Height: 0 Mansard Width: 0 Code: ASCE 7- 10 /FBC 2010 Column Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft H1 = 10 X1 = 0 X2 = 0 Roof Load = 28.6 H2 = 0 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft DEFLECTION REQUIREMENT MET < -300# Point Load Case 1: Case 2: Case 3: Case 4: Fa +Fba�1 —f/ ax� +Fby(1— of /Fcy) .0 fa -1-± FeD FbK Fb, fe + f + f1=5" <_ 1.0 Fa Fba Fbs, fb = s fb <Fb Tamowski Engineering < -300# Point Load ft ft ft ft ft 8/29/2012 Beam Type = 5LB Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 0.94 in` Mbcomp = 17325 in -Ib c = 2.5 in (h /2) MPcoim = 904.475 in -Ib Ix= 3.67 in4 bh 3 — 1311113 12 bh3 —b,h13 MTotai = 18229.475 in -Ib Sx(Provided) = 1.47 in 6h Le = 120 in J = 1.58 intr(b —`2)2 x(h —t1)2 bt2 +hi; —t-22 —t12 Properties ly = 0.61 in4 hb3 —h1b13 b = 2 in 12 h = 5 in Lb = 8 ft hinner = 1.9 in hinner = 4.768 in W = 9.63 Ib /in t1 = 0.116 in t2 = 0.05 in Mmp = 17325 in -Ib Aw = 0.488 in` Af = 0.452 in` k= 1 Results H1 = 120 in Fballowable = 19.87 ksi _ r = 1.98 in bh 3 i1 h 13 Sx = 1.47 in° Mxallowable = 29.17 in -kip Paoim = 904.475 Ib a &c= 54 in b = 12 in WLL = 25 Ib /in (Based on 300# point Toad) R = 150 Ib Mu 8550 8550 in -Ib M = R, (a + 2 11 ) Tamowski Engineering 8/29/2012 Exposure: 2 Wind Speed: 175 d- 2 4.00 Exposure: C Wind Speed: 175 Beam Load: 4.00 4 Selected Beam: 2X3 -060 Enclosure Ty e: Screen Roof Roof Load: 300 Roof Load: 11.5 Wall Load: 21 Alloy Type: 6061- T5/6005 -T5 Brace Length: 5.75 Column Height: 10 Mansard Height: 3 Code: ASCE 7- 10 /FBC 2010 Member Case 1 1 BRACE WORKS DEFLECTION REQUIREMENT MET Case 1: fb = S fb <Fb mph ft ft L = 5.75 H1= 10 H2 = 3 H3 = 5 H4 = 3 Side Wall = 8 lb Non - Combined Load psf Combined Load psf ft ft ft A _ WL3 60EI ft ft ft ft ft ft Tamowski Engineering Q 8/29/2012 L7 Eave Type = 2X3 -060 Alloy: 6061- T5/6005 -T5 Properties Area = 0.59 in2 Strong Axis c = 1.5 in (h /2) Ix = 0.76 in4 hb3 —12121b13 Sx(Provided) J= 0.51 in' hb3 —h,b13 6b 0.80 in 2t2t1(b —t2)2 x(h —tl)2 yd. ±irti _1 2 _t 2 ly = 0.41 Sy(Provided) _ Lb = WStrong MStrong = WWeak Mweak 0.41 ire in° 5.75 ft 241.50 lb/in 2777.25 in -Ib 132.25 Ib /in 1520.88 in -Ib k= 1 L = 69 in bh 3 — b1h13 12 bh3 —b1h 3 1 6h wL 2 WL 6 wL 2 WL 6 r = 0.83 in ft3 —b1h13 12A P = 420 Ib a &c= 28.5 in b = 12 in WLL = 25 Ib /in (Based on 300# point load) R = 150 Ib MLL = 4725 in -Ib M= R,(a +2) b= h= binner = hinner = t1 = t2 = Aw= At = Weak Axis b= h= binner = hinner = t1 = t2 e Aw= At= Results Fb = Sx = Mx = 2 in 3 in 1.88 in 2.88 in 0.06 in 0.06 in 0.353 in` 0.233 in` 3 2 2.88 1.88 0.06 0.06 0.233 in` 0.353 in` 20.14 ksi 0.51 ins 10.17 in -Ib Tamowski Engineering 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 7 (Column Spacing) Selected Beam: 7LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwindward: 21 Wall LoadLrd: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 10.7 Column Height: 0 Mansard Height: 3 Mansard Width: 0 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L= 10.7 X1 = 0 X2 = 0 H1 = 0 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Fa + Fitt (1— fa/Fax + Fby, (i —1 /Fay 51.0 fa + _ ± --11—f Y 5 1.0 Fa, F„. Fby fa + f�` + f'-3' 51.0 Fa Fbx Fbs, f M f F < -300# Point Load b— - 3 b < b Case 1: Case 2: Case 3: Case 4: Tamowski Engineering it ft ft ft ft ft 8/29/2012 Beam Type = 7LB Alloy = 6061- T6/6005 -T5 Flat Beam Area = 1.22 in` c = 3.5 in (h /2) Ix= 8.51 in4 bh 3 -b1h13 12 in' bh3 —bib: Sx(Provided) = 2.43 6h J = 2.53 in 2t2-4b—t2)2 x(h —t1)2 . +h,. _t22 _t_12 ly = Lb = W= 0.86 in4 8 ft 6.71 Ib /in Mbcomp = 13824.6675 in -Ib k= 1 L = 128.4 in r= Pcolm = PRise = a &c= b= WLL = R= MLL hb3 —h,b13 12 2.64 in V Ibh3 —1111313 3 12A 0 Ib 882 Ib 58.2 in 12 in 25 Ib /in (Based on 300# point Toad) 150 Ib Tamowski Engineering 9180 in -Ib M= R1(a +2w) %1 Mansard Mbcomp = MPcolm = MRlse = MTotaI = Ld = Properties 13824.6675 in -Ib 0 in -Ib 15876 in -Ib 29700.6675 in -Ib 128.4 in b = 2 in h = 7 in binner = 1.89 in hinner = 6.76 in t1= 0.12 in t2 = 0.055 in Aw = 0.757 in` Af = 0.467 in` Results Fbaiiowable = 19.16 ksi Sx = 2.43 in' Mxallowrabie = 46.61 in -kip 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 8LB Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwindward: 21 Wall LoadLesward: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 22.4 Column Height: 10 Mansard Height: 3 Mansard Width: 11.5 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L = 22.4 X1 = 5.75 X2 = 5.75 H1 = 10 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft ft ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Case 1: fa + C�fbx + Ca�,fby 51.0 Fa Fbx (1— fa/Fax� Fby (1— fa /Fey Case 2: fa +f +fbY <1.0 FE., Fbx Fb, Case 3: fa fix fby —+—+-51.0 Fa Fix Fby Case 4: f M f F < -300# Point Load b— _ S b < b ft ft ft ft ft Tamowski Engineering ►2.. 8/29/2012 Beam Type = 8LB Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 1.98 in` Mbcomp = 47604.48 in -Ib c = 4 in (h /2) MPaoim = 20790 in -Ib Ix = 18.72 in4 bh 3 — 1311113 MR;se = 12474 in -Ib 12 ' bh3 — Sx(Provided) = 4.68 in 6h b1h13 MTotai = 80868.48 in -Ib J = 3.86 in 2t2t1(b —t2)2 x(h —t1)2 bt2 +h— t22 —t12 Lo= 130.8 in ly = 1.31 in4 hb3 — h1b13 Properties 12 Lb = 8 ft b = 2 in h = 8 in W = 5.27 Ib /in binner = 1.856 in hinner = 7.552 in Mmp = 47604.48 in -Ib ti = 0.224 in t2 = 0.072 in k = 1 Aw = 1.120 in` At = 0.864 in` L = 268.8 in Results r= 3.07 in Vbh3 —b1h13 = 12A Fbaiiowabie = 19.14 ksi Pcoim = 577.5 Ib Sx = 4.68 in Mxaiiowabie = 89.56 in -kip PP;se = 693 Ib a &c= 128.4 in b = 12 in wu_ = 25 Ib /in (Based on 300# point Toad) R = 150 Ib Mu_ = 19710 in -Ib M =R1(a+ w') Tamowski Engineering 13 8/29/2012 X1 X2 Exposure: C Wind Speed: 175 Beam Load: 5.5 (Column Spacing) Selected Beam: 9LBH Enclosure Type: Screen Roof Roof Load: 11.5 Roof Load: 11.5 Wall Loadwindward: 21 Wall Loads „ard: 21 Alloy Type: 6061- T6/6005 -T5 Beam Length: 28.1 Column Height: 10 Mansard Height: 3 Mansard Width: 12.5 Code: ASCE 7- 10/FBC2010 Flat Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET mph ft L = 28.1 X1 = 6.75 X2 = 5.75 H1 = 10 H2 = 3 psf Non - Combined Load psf Combined Load psf psf ft ft if ft Mansard Beam Case 1 N/A Case 2 N/A Case 3 BEAM WORKS Case 4 BEAM WORKS DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET DEFLECTION REQUIREMENT MET Case 1: fa + C�fb. Cawf�' 51.0 Fa Ft. l(1— fa/Fex) Fj (1 —fa/Fy Case 2: f f a +'— D` +'-3 51.0 FaQ F Fby Case 3: fa ftx f� + —+ -51.0 Fa Fb. Fby Case 4: M f < F < -300# Point Load f b- _ S b ft ft ft ft ft ' Tamowskl Engineering 8/29/2012 Beam Type = 9LBH Alloy = 6061- T6/6005 -T5 Flat Beam Mansard Area = 2.60 in` Mbcomp = 74914.24875 in -Ib c = 4.5 in (h /2) MPcoim = 20790 in -lb Ix = 31.20 in4 bh 3 �b l h 13 Wise = 12474 in -Ib in' bh3 —b,11/3 Sx(Provided) = 6.93 6h J = 4.95 in 2t2t1(b —t2)2 x(h —tl)2 MTotal = 108178.2488 in -Ib bt ±hri - ;2 -12 Lo= 187.2 in Iy = 1.67 in4 hb3 -h1b13 Properties 12 Lb= 8 ft b= 2 in h = 9 in W = 5.27 Ib /in binner = 1.836 in !limier = 8.388 in Mbcomp = 74914.2488 in -lb t1 = 0.306 in t2 = 0.082 in k = 1 Aw = 1.426 in` Ar = 1.174 in L = 337.2 in r= 3.46 in Ibh3 -b1h13 V 12A Poolm = 577.5 Ib False = 693 Ib a &c= 162.6 in b = 12 in WLL = 25 Ib /in (Based on 300# point load) R = 150 Ib MLL = Tamowski Engineering 24840 in -Ib M = R, (a + —R1 ) 2w IS Results Fballowable = Sx = Mxanowable = 18.78 ksi 6.93 in' 130.24 in -kip 8/29/2012 STRUCTURAL DESIGN a value of 4,000 pounds (1300 kN) for structures with beating walls of cold- formed steel light -frame construction. 1614.4.2.4 Vertical ties. Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building. The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall within that story plus the weight of the diaphragm tributary to the wall in the story below. No fewer than two ties shall be provided for each wall. The strength of each tie need not exceed 3,000 pounds per foot (450 kN /m) of wall tributary to the tie for walls of masonry construction or 750 pounds per foot (140 kN /m) of wall tributary to the tie for walls of cold - formed steel light -frame con- struction. SECTION 1615 HIGH - VELOCITY HURRICANE ZONES — DEFLECTION, VOLUME CHANGES AND MINIMUM LOADS 1615.1 General design requirements. 1615.1.1 Any system, method of design or method of con- struction shall admit of a rational analysis in accordance • with well- established principles of mechanics and sound engineering practices. 1615.1.2 Buildings, structures and all parts thereof shall be designed and constructed to be of sufficient strength to sup- port the estimated or actual imposed dead, live, wind, and any other loads, both during construction and after comple- tion of the structure, without exceeding the allowable mate- rials stresses specified by this code. 1615.1.3 No building structure or part thereof shall be designed for live loads less than those specified in this Chapter or ASCE 7 with commentary, except as otherwise noted in this code. 1615.1.4 The live loads set forth herein shall be assumed to include the ordinary impact but where loading involves unusual impact, provision shall be made by increasing the assumed live load. 1615.1.5 In the design of floors, not less than the actual live load to be imposed shall be used. Special provisions shall be made for machine or apparatus loads where applicable. 1615.1.6 Floor and roof systems shall be designed and con- structed to transfer horizontal forces to such parts of the structural frame as are designed to carry these forces to the foundation. Where roofs or floors are constructed of indi- vidual prefabricated units and the transfer of forces to the building frame and foundation is totally or partially depend- ent on such units, the units and their attachments shall be capable of resisting applied loads in both vertical and both horizontal directions. Where roofs or floors are constructed of individual prefabricated units and the transfer of forces to the building frame and foundation is wholly independent of 16.38 /C such units, the units and their attachments shall be capable of resisting applied loads normal to the surface, in and out.. 1615.2 General design for specific occupancies and struc- tures. 1615.2.1 Fences. Fences not exceeding 6 feet (1829 min) in height from grade may be designed for 75 mph (33 m/s) fastest mile wind speed or 115 mph (40 m/s) 3- second gust. 1615.2.1.1 Wood fences. Wood fence design shall be as specified by Section 2328. 1615.2.2 Sway forces in stadiums. 1. The sway force applied to seats in stadiums, grand- stands, bleachers and reviewing stands shall be not less than 24 pounds per lineal foot (350 N /m), applied perpendicularly and along the seats. 2. Sway forces shall be applied simultaneously with gravity. loads. 3. Sway forces need not be applied simultaneously with other lateral forces. 1615.3 Deflection. 1615.3.1 Allowable deflections. The deflection of any structural member or component when subjected to live, wind and other superimposed loads set forth herein shall not exceed the following: 1. Roof and ceiling or components supporting plast L/360 2. Roof members or components not supporting plas- ter under L/240 3. Floor members or components L/360 4. Vertical members and wall members or components consisting of or supporting material that hardens in place, is brittle or lacks resistance to cracking caused by bending strains L/360 5. Vertical members and wall members or components not required to meet the conditions of Section 1615.3.1, Item 4 L/180 6. Roof and vertical members, wall members and pan- els of carports, canopies, marquees, patio covers, utility sheds and similar minor structures not to be considered living areas, where the roof projection is greater than 12 feet (3.7 m) in the direction of the span, for free - standing roofs and roofs supported by existing structures. Existing structures supporting such roofs shall be capable of supporting the addi- tional loading 11180 7. For Group R -3 occupancies only, roof and vertical members, wall members and panels of carports, canopies, marquees, patio covers, utility sheds and similar minor structures not to be considered living areas, where the roof projection is 12 feet (3.7 m) or less in the direction of the span and for free standing roofs and roofs supported by existing struc- tures 1180 2010 FLORIDA BUILDING CODE - BUILDING Calculated Loading on Screw: Tension: Wall Pressure = 21 psf Contributing Area = 5.5 ft w = 115.5 Ib /ft Contributing Load = 10 ft Number of Bolts = 3 Pper bolt = 193 Ib Shear: Roof Uplift = 11.5 psf Contributing Area = 5.5 ft w = 63.25 Ib /ft Contributing Load = 14.35 ft Number of Bolts = 3 Pperboit = 303 Ib Connection Analysis: Bolt Size: 3/8" Thru -Bolt (2) Single Shear 1 D = 0.375 in t = 0.116 in (thickness) n = 16 number of threads per inch e= 1 in (edge distance) Ars = 0.078607 tensile stress area of screw (external thread) Le = 0.212522 Knmax = 0.297 in Esmin = 0.3287 in Minimum Bolt Spacing = 0.9375 in Co Lu c Bolt Bearing: (IA 3.4.5) e/D = 2.666667 Bolt Alloy 2024 -T4 Ft„ = 62 ksi Fs„ = 37 ksi nu = 1.96 Fbr = 63.3 Mn ` Pallowable Pactual = (Eqn. 3.4.5 -1) 2752 Ib 303 Ib 2F, if e /D >2 Fbr - /n„ Fbr = (2D)( n "` ) u If 1.5 <e /D <2 Requirement Met Bolt Tension: �II/4[D- 1.191/n]2) = 0.070951 F„, 10.2n.) = 26360.54 Pallow ble = 1870 Ib Pactual = 193 Ib Bolt Shear : Root Area x Allowable Tensile Stress Requirement Met 4 = IInLeK„ max(1 + 0.57735(Es min- K„ max)) 2n = 0.157214 Panowable = Pactual = Fes, /0.27%) 2473 Ib 303 Ib c0LuMrN -an, = 15731.29 Effective Shear Area x Allowable Shear Stress Requirement Met Conn2 Calculated Loading on Screw: Horizontal Shear: Wall Pressure = 21 psf Contributing Area = 5.5 ft w= 115.5 Ib /ft Contributing Load = 10 ft Number of Bolts = 20 Pper bolt = 29 Ib Vertical Shear: Roof Uplift = 11.5 psf Contributing Area = 5.5 ft w= 63.25 Ib /ft Contributing Load = 28.2 ft Number of Bolts = 20 Pper bolt = 89 Ib cLi im n PrnCh(_ n� rot Column 2" 2" Column Connection Analysis -Worst Case Column Screw Properties: Size = #12 SMS ti = 0.125 in thickness of member in contact with screw head t2 = 0.046 in thickness of member not in contact with screw head to = 0.162841 in depth of full thread engagement of screw into tz (Le) D = 0.216 in nominal screw diameter Dws = 0.625 in larger of the nominal washer diameter and screw head (5/8" max.) Dh = 0.216 in nominal hole diameter As„ = 0.072148 in1 thread stripping area of intemal thread per unit length of engagement Ftr2 = 25 ksi tensile yield strength of member not in contact with screw head Ftu2 = 30 ksi tensile ultimate strength of member not in contact with screw head Ft„1 = 30 ksi tensile ultimate strength of member in contact with screw head C = 1 coefficient, depends on screw location (1 for valley fast., 0.7 for crown fast.) Fst = 80 ksi minimum tensile strength of screw n = 24 number of threads per inch Ass = 0.024164 tensile stress area of screw ns = 3 safety factor for screw connections n„ = 1.96 safety factor on ultimate length E„max = 0.1619 Maximum pitch diametere of internal thread Dsmin = 0.1818 Minimum major diameter of intemal thread Minimum Screw Spacing = 0.54 in CoLurnn 4 -nC o:no Delo,& 2 Horizontal Shear & Bearing Analysis: 1.) 2Fki1Dt1 /nu 2.) 2F12Dt2 / n„ 827 Ib 304 Ib 3.) 4.2(t23D)1/2FF2 /ns 193 Ib 4.) P. /(1.25ns) 272 Ib P„s = 1020 Ib Eqn. 5.4.3 -1 Eqn. 5.4.3 -2 Eqn. 5.4.3 -3 Eqn. 5.4.3 -4 <— Controls Passes Shear & Bearing Condition Vertical Shear & Bearing Analysis: 1.) 2F1Dt1 /n„ 827 Ib Eqn. 5.4.3 -1 2.) 2Fki2Dt2 /n„ 304 Ib Eqn. 5.4.3 -2 3.) 4.2(t23D)1'2F12 /ns 193 Ib Eqn. 5.4.3 -3 4.) P. /(1.25ns) 272 Ib Eqn. 5.4.3 -4 P„s = 1020 Ib <--- Controls Passes Shear & Bearing Condition Unity Equation for Screw: Shear Shear 29 89 ^"�' Aq"a' 51.0 193 + 193 Shear„ ,1e Shearmowa1i1a 0.613029 Unity Equation Satisfied Connection is Adequate COLumn Choz-in De4-ei 1 I 2i Calculated Loading on Bolt: Shear: Wall Pressure = 21 psf Contributing Area = 5.5 ft w = 115.5 Ib /ft Contributing Load = 10 ft Number of Bolts = 4 Pper bolt = 144 Ib Tension: Roof Uplift = 11.5 psf Contributing Area = 5.5 ft w = 63.25 Ib /ft Contributing Load = 28.2 ft Number of Bolts = 4 Pper bolt = 446 Ib C4LIm ChtNAR 9 Dewit 22 Conn4 -C Roof Connection Analysis -Worst Case Conn4 -C Screw Properties: Size = 3/8" Wedge Anchor t1 = 0.125 in thickness of member in contact with screw head D = 0.375 in nominal screw diameter Dws = 1 in larger of the nominal washer diameter and screw head Dh = 0.375 in nominal hole diameter Ft„1 = 30 ksi tensile ultimate strength of member in contact with screw head C = 1 coefficient, depends on screw location (1 for valley fast., 0.7 for crown fast.) Fst = 80 ksi minimum tensile strength of screw ns = 3 safety factor for screw connections nu = 1.96 safety factor on ultimate length Minimum Bolt Spacing = 0.9375 in Pullover Analysis: Pnov = a1F(Dws — Dh) = 2343.75 Ib Pnov = Pallowable = Pcalcuiated = 2343.75 Ib 781.25 Ib 446 Ib Bolt Tension Analysis: Pallowable = 552.5 Ib Pcalculated = 147.3333 Ib (Eqn. 5.4.2.2 -1) Requirement Met (1.5" Min. Embedment) Requirement Met Bolt Shear Analysis: Pallowable = 1007.5 Ib (1.5" Min. Embedment) Requirement Met Pcalculated = 144 Ib Unity Equation for Screw: Tension,,,d1e, + Shea 51.0 147 + 144 552.5 1008 Tensionkic,wa,,, Sheakowa,, = 0.409967 Unity Equation Satisfied Connection is Adequate colivn ikncilocalci Dein 1 z3 • Calculated Loading on Screw: Tension: Wall Pressure = 0 psf Contributing Area = 5.5 ft w = 0 Ib /ft Contributing Load = 10 ft Number of Bolts = 3 Peer bolt = 0 Ib Shear: Roof Uplift = 11.5 psf Contributing Area = 5.5 ft w = 63.25 Ib /ft Contributing Load = 14.35 ft Number of Bolts = 1 Pper bolt = 908 Ib Connection Analysis: Bolt Size: 3/8" Thru -Bolt (2) Conn2 Single Shear 1 D = 0.375 in t = 0.1`16 in (thickness) n = 16 number of threads per inch e= 1 in (edge distance) Ars = 0.078607 tensile stress area of screw (external thread) LB = 0.212522 K„max = 0.297 in Esmin = 0.3287 in Minimum Bolt Spacing = 0.9375 in M t • caIu L Connrcz am 2'4 Bolt Bearing: (IA 3.4.5) e/D = 2.666667 Bolt Alloy 2024 -T4 F, = 62 ksi Fs„ = 37 ksi nu = 1.96 Fbr = Pallowable = Pactuai 633 k/in` (Eqn. 3.4.5 -1) 2752 Ib 908 Ib Bolt Tension: (II /4[D- 1.191 /nr) F„, /(1.2n„ ) Pallowable = 1870 Ib Pactual = 0 Ib Bolt Shear : — 2F„, if e /D >2 Fbr — /nu Fbr = (- -X n ) 2D If 1.5 <e /D <2 Requirement Met = 0.070951 = 26360.54 Root Area x Allowable Tensile Stress Requirement Met 4 = rinLeK„ max(1 + 0.57735V, min— K„ max)) 2n Fes, /(1.2n „) Pallowable = 2473 Ib Paul = 908 Ib = 0.157214 Effective Shear Area x = 15731.29 Allowable Shear Stress Requirement Met Conn2 Calculated Loading on Screw: Horizontal Shear: Wall Pressure = 0 psf Contributing Area = 5.5 ft w= 0 Ib /ft Contributing Load = 10 ft Number of Bolts = 14 Peer bolt = 0 Ib Vertical Shear: Roof Uplift = 11.5 psf Contributing Area = 5.5 ft w= 63.25 Ib /ft Contributing Load = 14.35 ft Number of Bolts = 14 Pper bon = 65 Ib House Conn 2‘40 e4, le Column Connection Analysis -Worst Case House Conn Screw Properties: Size = #12 SMS t1 = 0.125 in thickness of member in contact with screw head t2 = 0.046 in thickness of member not in contact with screw head to = 0.162841 in depth of full thread engagement of screw into t2 (L8) D = 0.216 in nominal screw diameter D,bs = 0.625 in larger of the nominal washer diameter and screw head (5 /8" max.) Dh = 0.216 in nominal hole diameter ASn = 0.072148 m` thread stripping area of intemal thread per unit length of engagement Fty2 = 25 ksi tensile yield strength of member not in contact with screw head Ftu2 = 30 ksi tensile ultimate strength of member not in contact with screw head Ftu1 = 30 ksi tensile ultimate strength of member in contact with screw head C = 1 coefficient, depends on screw location (1 for valley fast, 0.7 for crown fast.) Fst = 80 ksi minimum tensile strength of screw n = 24 number of threads per inch Ars = 0.024164 tensile stress area of screw ns = 3 safety factor for screw connections nu = 1.96 safety factor on ultimate length E„max = 0.1619 Maximum pitch diametere of intemal thread Dsmin = 0.1818 Minimum major diameter of intemal thread Minimum Screw Spacing = 0.54 in 4 . C t,L '2 C 6r-nr a—Ki 21 Horizontal Shear & Bearing Analysis: 1.) 2Fkt1Dt1 Inv 827 Ib Eqn. 5.4.3 -1 2.) 2F.,2Dt2 /n 304 Ib Eqn. 5.4.3 -2 3.) 4.2(t23D)1'2 Flu 2 /ns 193 Ib Eqn. 5.4.3 -3 4.) P,zs /(1.25ns) 272 Ib Eqn. 5.4.3 -4 P„3 = 1020 Ib <— Controls Passes Shear & Bearing Condition Vertical Shear & Bearing Analysis: 1.) 2F,,i1Dt1 I n. 827 Ib Eqn. 5.4.3 -1 2.) 2F#i2Dt2 I n 304 Ib Eqn. 5.4.3 -2 3.) 4.2(t23D)1'2Fkr2 /ns 193 Ib Eqn. 5.4.3 -3 4.) P „s 1(1.25ns) 272 Ib Eqn. 5.4.3 -4 Pns = 1020 Ib <— Controls Passes Shear & Bearing Condition Unity Equation for Screw: Shear, + Shear,,m, 51.0 0 + 65 = 0.336644 Shear�o,�a Shear�„o„�,ia 193 193 Unity Equation Satisfied Connection is Adequate A k�. (uAtc - Ccmrc or . Z?) L Connection Analysis - Worst Case Z" L4-1066 FE-Sc 1-do4- w = 301.35 Ib /ft With 1.5" Main Member Load = 14.35 ft (Contributing Width) Bolt Spacing = 12 in. Bolt Size = 3/8" Lag Bolt Shear Strength = 270 Ib NDS -1991 (Table 8.2B) Load Duration Factor = 1.6 NDS -1991 (Table 7.3.1) Safety Factor = 1 If Safety Factor = 1, Allowable Loads were provided by Manufacturer Shear Strength(AlO ble) = 432.00 Ib per Bolt Shear Strength(A,aq = 301.35 Ib per Bolt CONNECTION WORKS ALA G-urte IP COO J J. 29 10/2/2012 4 08/20/2012 08:05 3057566024 LEGAL DESCRIPTION: Lot 15 & the East of Lot 14, Block 56, MIAMI SHORES SECTION NO, 2, according to the Plat thereof, as recorded in Plat Book 10. Page 3', of the Public Records of MIAMI -DADE County, Florida. CERTIFIED TO: Maria Ines Castro; Cambridge Title & Closing Services; Lawyers Title Insurance Corporation; Propsect Mortgage, LLC.. m A • m z m 3SIXTY PAGE 01/01 N.E. 93rd STREET N.E. 93rd STREET Location Sketch NTS PREPARED FOR: Maria Ines Castro. 515 N.E. 93 Street, Miami Shores. FL 33138 Encroachments: 1. Overhead utility lines. 2. Portion of the concrete drive is 'encroaching into the street Right -of -Way (N.E. 93rd Street). 3. Portion of the concrete drive is encroaching over the North boundary line into the abutting 15 foot alley. 4. Portions of the adjacent 4 foot high chain link fences are encroaching over the West boundary line. Surveyor's Note: • + Denotes Spot Elevation • Elevations shown refer to Miami Dade County Benchmark No. N-603- R; Elevation = 8.05' National Geodetic Vertical Datum 1929. Notes. a All Clearances andlor encroathmems shown hereon are of apparent nature. Pence ownership by visual means Legal ownership offence: not de#ermtned. • Enl:roathh:ents Noted: 4 m Underground structures. it any. not located. • Bearings. If shown. are based on asserted meridian or Fiat of Record. • Lands Shtwo hereon were not abstracted for easements aPCl /Or rightor-ways of record, • Legal description provided by client. • This certification is only for land as described. It is not a certification of tttie. zoning easements, or freedom from anmmbrances. ABSTRACT NOT REVIEVWD. • There may be adtittionat restrictions not shown on this surrey that may be found in the public records of this County ABSTRACT N07 REVIEWED. • This BOUNDARY SURVEY has been prepared for the exttusive use of the entities named hereon. The Certificate does not extend to any unnamed party • This Survey was based on the monuments round on the field No construction in any manner should be made without the prior written oonsent of the Surveyor. SURVEYOR'S SEAL unless it bears the signature and the original raised seal ea Florida licensed surveyor and mapper. this map :report Is for infoimattonat purposes only and is not v-alid. REVi$ED: 07 -03 -09 (SPOT ELEVATIONS) 02 -19 -10 BOUNDARY SURVEY HEREBY CERTIFY. ?het the attuned sun'ey was made undei my responsible charge and subst> nnahy meets the minimum technical wilds =g as set fprth by the FLORIDA BOARD OF tANO SURVEYORS in Chadte' 6701 ? -6, CI ndp , dmmistrative Code. prawn., t0 Section 4 ?2.027. Rorie Statutes There are nc encroachments. overleas. easements appeanng on the plat or visible easements. otr,er than as shown he en r E° te. tea''` t NELSON M RENA Registered Surveyor & Mapper No. 5504 State of Florida 161MOJARENA tt Ce W'T E s M ie FLOOD ZONE: X DATE: 00 -10 -09 SCALE: 1 " =20' r , 7, NOTE: DOOR LOCATION IS OPTIONAL CONTRACTOR MAY ADJUST IN FIELD PER HOMEOWNER REQUEST 0 01 10 10 (0 (31 to tO Nk 3 1 OFF 4LB 0 O O 4LB 4LB 3' -0" 5' -O" 24" 3' -0" 10,-0" REAR ELEVATION 10 NOTE: THIS JOB WAS DESIGNED BASED ON 6005 -T5 ALUMINUM ALLOY AND 18X14 SCREEN MESH. 5' -6" EXIST. HOUSE ��2X3X060 2X3X06D` ATTACH TO EXIST. 2" FASCIA 2X3 1 X2 Q SUPER J GU I I .N 2X3 j 2X3X060 0 m 1) 2X3X060 2X3 ' N /2X3X060 2X3 ` NOTE: CONTRACTOR MAY USE LARGER MEMBER SIZE THAN SPECIFIED ON THIS PLAN ON THEIR DISCRETION. EXIST. HOUSE EXIST. 24° 0.H. 0) 2X3 x 0) x 01 x 0) x 0) 2X3 1 PANm22' -5 1X2 O I<2x3x060 ti N n '2X3X060 1X2 2X3 ■ 2X3X060\ 2X3 2X3 2X3X060 38' -7" PLAN m k 8440£ NEW PAVERS AND NEW CONT. 12° X 12" MIN. FTG. W/ 2 - #5 REBAR (1YP.) 5' -6" 1) I0 1X2 2X3X060 2X3X060 2X3X060 0 N W -6" 1X2 5' -6" 5' -6" 40' -7" 5' -6" 5' -6" 0 X °o M x 0 N EXIST. 24" 0.H. cn x 30" 3' -0° 24° FRONT ELEVATION 0 0 ° y x O I (1) U 6 LL1 O_ O LL x 1- 1— E ce O L z O N z J 0 W co W x H Engineering Business CA 00009677 >- EX 0 IL Q 0 0 UJ Cn O 0 X W C/) z_ W a 1- a. E 1\ z O 0 W Q m z O N w 0 JOB #: 120626 DATE: 08/15/12 SCALE: 1 /8 "= 1' -0" SCREEN ENCLOSURE FOR: Lei co w Wry 0 Z V) O 10 M CONTRACTOR: ALUMICENTER Ow zz 1— z w CIVIL & STRUCTURAL ENGINEERING N 0 (.0 N 0) 1 1 C.1 CV rs- N M t� 0 0 c co O CL ALL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA: 1. FOR SCREENING WITH 18X14X.013" MESH SPANS ARE BASED ON LOADS FROM ASCE 7 -10, SHAPE FACTORS X 1.3 HORIZ & X 0.7 VERT. LOADS ARE APPLIED SIMULTANEOUSLY TO WALL & ROOF 2. SEE ATTACHED CALCULATION PACKAGE FOR DESIGN WIND LOADS 3. WIND LOAD = 175 M.P.H. / EXPOSURE C / CATEGORY I 4. DESIGN MEETS L /80 DEFLECTION REQUIREMENTS SCREEN BEAM SCHEDULES WITH MANSARD ROOF EAVE RAIL SCHEDULE *LOAD FACTOR = DISTANCE 1'G x: RAIL BELOW + 1,(2 TH :OF.,'[HE ROOF AI#tiV l MAXIMUM EAVE SPAN , J EAVE 4.0' 5.0' .6.0' ycQ.'••: 2X3X060 7.5 MOM 6.3 ": 3X3X070 8.0 Eustas 8.0 TABLE APPLIES TO MANSARD, HALF MANSARD, AND A -FRAME ROOFS. FOR LARGER HEIGHTS SEE SITE SPECIFIC ENGINEERING. 2X4X.050 MAY BE USED IN UEU OF 4LB, 2X5X.050 MAY BE USED IN UER). SCREEN BEAM SCHEDULES WITH 1:IQ,C UP TO 10' COLUMN HEIGHT W /8' COLUMN HEIGHT W /10' COLUMN HEIGHT W/12' COLUMN HEIGHT`. :' : :: : :: •MAXIMUM "'1 W/116•`•.' Ot MN HEIGHT 3' MANSARD BEAM SPAN MAXIMUM BEAM SPAN MAXIMUM BEAM SPAT r ;: ? ; ::: : • 1:, :; : MAXIM�3IVI BEAM SPAN BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' • 7 {• ti; $;::: $ ::::4! 5LB 5' 6' 7' 8' 4LB 42 - - - - 4LB - - - - - 4LB - - .*•:•'. •% :;: r ;:: ::::: ::4L9 :;::::::.4:: 7LB - - - - 5LB 13.1 9.0 32 - - 5LB 11.6 5.8 - - - 5LB 9.6 - 3�28.5 - 27.1 5L13 :; :; t - - - - 6LB 17.5 13.9 10.3 6.3 - 6LB 163 122 7.5 - - 6LB 15.0 10.0 ''.:0:::,:::.;.: - - ::•'.:Oes:. i,l :;:;1'1.8 10LB 1,4 - - - 7LB 21.3 17.6 14.5 113 8.1 7LB 203 16.4 12.6 8.8 4.0 7LB 19.2 15,0 1,0,x:; :,5.2 •.-. �I1Cd;• 16.9 11.1 11 - - 8LB 334 293 25.9 232 20.9 8LB 310 28.5 25.0 222 19.8 8LB 32.2: 27.'5f:;.,24•.5l 28.2 ;'21.1 18.7': gal 30.6 25.8 22.1 19.0 162 9LB 37.5 32.7 29.1 262 234 9LB 36.7 31.9 282 252 22.8 9LB 36.0: :3. 4:: :: ::5 :;3; ,::: 4;:1:_ 214 9LB 34.4 29.4 25.6 22.4 197 9LBH 417 37.4 315 30.3 274 9LBH 41.7 36.7 327 29.5 26.9 9LBH 41.2''.;• :•. r, :- :;3.91ft' :r� .7,� ::::,:: :26.0 9LBH 39.8 34.4 303 26.9 242 10LB 47.7 44.5 40.6 37.1 34.2 10LB 477 44.4 39.9 36.3 33.4 10LB .7,_ ..7.,7 • *.: ,:? ,: '38:Z' :1;:3.5' ::,:132.6 10LB 477 42.4 374 34.1 31.0 4' MANSARD MAXIMUM BEAM SPAN MAXIMUM BEAM SPAN . ti ::: fNMI.UE riii$EAM SPAS}:;: r`/ MAXIMUM BEAM SPAN BEAM 4' 5' 6' 7' 8' BEAM 4' 5' 6' 7' 8' BEAI111: :r �: ::; 1:a^;: :; 6' 7' 8' BEAM 4' 5' 6' 7' 8' 4LB - - - - - 4LB - - - - - 4LB .::: .: - - 4LB - - - - - 5LB 42 - - - - 5LB - - - - .=,:: ::'r5 $: . - •: : ::. - - 5LB - - - - - 6LB 124 5.0 - - - 6LB 10.0 - - - '' i :;: : :.:•t`r,@,$;:: ;.: :6.9 ::,•• :': :'s- - - 6LB - - - - - 7LB 17.5 122 54 - - 7LB 15.9 9.1 - - : •; .. •::;:71,$:;•::;1.:5 4.3 - - - 7LB 74 - - - - 8LB 312 26.4 22.7 194 16.9 8LB 302 25.3 21.4 18:1:; ;ti ::i¢9 8LB:: `. %29'4 24.1 20.1 16.6 12.6 8LB 27.0 21.7 172 12.1 5.4 9LB 35.1 30.0 26.1 22.9 202 9LB 34.1 29.0 25.0 217•:;;•:1$:8 9LB;• : -;:; `,,2% 27.9 218 203 18.9 9LB 312 254 213 17.1 12.5 9LBH 40.4 35.0 30.8 27.5 24.7 9LBH 39.5 34.0 294 26;4: :.,•;. ;9 9L813 $;6: 311 28.8 25.3 22.3 9LBH 36.9 312 287 22.9 19.7 10LB 47.7 410 38.3 34.7 314 10LB 47.7 42.1 37r•,A 33.7 }, : :;%5};$ •r10,L%: ::: :47,.,6 413 36.6 32.7 294 10LB 45.9 39.6 34.7 30.8 27.5 TABLE APPLIES TO MANSARD, HALF MANSARD, AND A -FRAME ROOFS. FOR LARGER HEIGHTS SEE SITE SPECIFIC ENGINEERING. 2X4X.050 MAY BE USED IN UEU OF 4LB, 2X5X.050 MAY BE USED IN UER). SCREEN BEAM SCHEDULES WITH 1:IQ,C UP TO 10' COLUMN HEIGHT UP TO 20' C:C ;Ec Ella HEE ".t... • MAXIMUM BEAM SPAN ':. IIVIUM 1.% A ,. BEAM 4' 5' 6' 7' 8' BElkM: ';::4. ::a :5' • C11r ::• • S:-, 8, 4LB 15.3 14.2 13.4 12.7 122 4th ' ?. ::14'5.x,.... ;;:1;3.9 12.7'•,'.:' :1''! $1 11.0 5LB 19.0 174 164 157 15.0.: 5C$1• 194 :' ;17:¢;::; 16.2 • •:1'5.0 14.1 6LB 22.0 20.4 192 18.3 17%; :; :ti01:0'.: .g..9•;13•,!.::. ::30,14, : :1.9 . 17.6 16.5 7LB 25.1 23.3 21.9 20.8 19.8• ;: ;7L • :;:2,,5; L'•;';;. 3; . :. ::,. .:::,.#8 202 18.9 8LB 32.7 30.3 28.5 27.1 25.9 .6rj;, ,';]„ 3�28.5 16.4 27.1 25.9 9LB 35.9 33.3 31.3 2$;8 28.5 903.:•:•.......-14:4::::•., 28.5 33.3 31.3 29.8 28.5 9LBH 38.7 36.0 334 .,;:.:.#4:::.%;.:,10.7 184 17.7 9LBH `:;.• *1" :: ;:36.0 33.8 32.1 307 10LB 44.7 41.5 39,1:; 1: 3,5: *: ,10LB 44 •41.5 39.1 37.1 35.5 FOR LARGER HEIGHTS SEE 2X4X.050 MAY BE USED IN COLUMN:. .AHED t EN ING. :. • • ,$r :14AY BE USED IN LIEU OF 5LB. SCREEN FABRIC ROOF COLUMN >SPACING BEAM LENGTH BEAM PROPERTIES MARK TYPE SIZE THICKNESS 5.0' 5.5' : b d t1 t2 4LB LAP BEAM 2.0 4.0 0.100 0.046 5LB LAP BEAM 2.0 5.0 0.116 0 04'If;; 6LB LAP BEAM 2.0 6.0 0.120 : ij i?a . . 7LB LAP BEAM 2.0 7.0 0.120 '9;0:0::: ; 8LB LAP BEAM 2.0 8.0 0.224 0.'tY ,2 9LB LAP BEAM 2.0 9.0 0,;22,4,:;: .� - 0.072%;.:: 9LBH LAP BEAM 2.0 9.0 ;0:06:; AUG z s 2012 U) BY: Miami Shores Village APPROVED BY DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COI INTY RULES AND RFGIIIATfNS 4 — #10 SMS. INTO SCREW SLOTS EA. PURUN 2X3X050 I• 2X3X050 LAP BM. PURLIN CONNECTION 4 3° 'k. 1 1 //22" °X 21 8 °X.062° SMS. INTO BEAM & 3/ 8 #10 SMS. INTO BOTH SIDES OF 2X3 2X3X0 .' 2X3X050 LAP BM. ALT. PURLIN CONNECTION 2° LG. SCREWS REQUIRED CUP ANGLES PER SHEET C COLUMN PER SCHEDULE CORNER COLUMN 2" ANGLE 2° X 1/8" WC P(2 OR SLOPED #4 OR (4) I —#6 TO 8EAM MIN. 2" FASCIA* I .C. A 2C UANN 1164ND ADDITIONAL #5 REQD. FOR 8LI3 BEAMS OR LARGER &/(I) )— #, TO BEAM FASCIA. BEAM CONNECTION AT FASCIA • ALL EXISTING FASCIA TO BE A M. OF 2' 1MICK AND MUST BE SECURED TO EACH TRUSS OR RAFTER END W/ A MINBEJM OF ONE 1/4' X 3 1/2' LAG SCREW PER TRUSS OR RAFTER END. NO1E: 1' F IA T UP BY LAGGING IjEW 1" MEM. TO OLD W(2 1 4 1 LAOS OR RARER. 2 SUB - FASCIA BEHIND 1 FASCIA IS ACC ABLE. 2" X 2" X 1/8#6 ' CUP ANGLE EA S W 2 — #4 OR (4) — 0 EXIST. 11E BEAM OR CONC. BLOCK LAP BEAM FLAT OR SLOPED 2 °X2' X.125 CUP ANGLE ON EACH SIDE OF COL 1 /1X3 iII1:i__ I 2" LG. SCREWS REQUIRED CUP ANGLES PER SHEET C 3X3X1/8" 1X2 /1 . LONG 2"X2°X7 8° ,.CHANNEL Wj (4)— ?p.m SCR iwii �3 f•• • THRU —B0LTs t)I �+4 .. !•'1..4•.XEK SCREWS EA':Sl•� 2X3�F0:•�I1•� 8° BACKER_ • SU)1?1}Jf*` hURUN TE I 2° LG. SCREW ALTERNATE CORNER CO 1s N J' BRACE ., PAI N CONNECTION 'EXIST. 0.H. & 2° FASCIA 3 — #14 TEK SCREW/ HEX HEAD EACH CUP TO COLUMN (1) 3/8' THRU BOLT/ ; WASHER /NUT PER CUP.;::; ; :.; THRU 202 & GUTTER;1iE ;;: ALT. KNE lJ1TER BRACE TO & ,(1) 1/4° X 3° $EL$ W}! E AT GUTTER ER GUTTER 2 — OR C— UPCAL 1 2' X 2° X 1/8' ANGLE EA. SIDE "X1 PICKET EA. LAG 3/8' X 9° LAG BOLT THRU EA. CUP & 202 AND GUTTER (24° C.C. ELSEWHERE) SUPER GUTTER (TRANSOME) KNEE WALL /FASCIA CONNECTION CENRU INTER! R FASTEN! G 4— 10 X 1 1 2° SMS. INTO SCREW SLOTS EA. SIDE RAIL* COL CHAIR RAIL CONNECTION *CHAIR RAIL PER SCHEDULE RAIL* 2X3X0.060 1X2 SNAP 2 0 8° C.0 ALTERNATE EAVE MEMBER • 7,C=' EIRACE INSTALLED AT • E)E;' OUTSIDE FACE USE 5§"•••'k 8" X 0.064° MIN. PLATE W/ (12)— #2'S INSIDE USE 0.064" MIN ANGLE 1° X 3" X 8° LG. W/ (12)— #2'S LAP BEAM FLAT OR SLOPED W M (3rQ: ' i• :EQVI.iis�Is;1R •• • '+- 3/8:.:;W:....* • EA. S 4;EA SIDS :. `3�B} AMS *ROOF BRACE TO BE 2"X2°X.090° OR 2"X3"X.060" OR 2 X2X.125" ANGLE 000 RACE: [0 BE 2X2X.090° OR 2°0%060° • QR 2X2X.125" ANGLE WASHER ROOF BRACE* 1 #4 W/ 1" DIA. WASHER SAVE MEM. ALT. ROOF BRA (6) — #10 X 3/4° SMS. (3 0:0*::: x ISfi2"': .. CHAl i ' .:p91..UMN RAIL* ALT. C: :2Allr :ditION *btWR. W,* ?..... GI' ,'kll•••(JJG�: :::• . NOTCH COLUMN 1X3 :T }•PROVIDE MIN 3/4° B FASTENERS & MIN. 1/2" EDGE DISTANCE. 2) PROVIDE A MIN. OF TWO FASTENERS PER MEMBER 3) 2X2X.090 MAY BE USED IN UEU OF 2X3X.060 ADDRiB MAL S REQ ER BEAM CONNECTIOts f t.....' :FAh OR MASONAR` }!UAL'•L 1X2 /1X3 'K° BRACE INSTALLED W/ 5° X 5° X 0.064° MIN. PLATE OUTSIDE W/ (9)- 2 S.M.S. PER PLATE INSIDE USE 0.064° MIN. ANGLE 1" X 3° X 4" LG. BETWEEN W/ (9)— #2'S 2 °X2 °X3. ANGLE WA,•: :: EA 16 "•EL1:. GUSSET TE INSIDE OF E W/ SCREWS •ER SCHED. BELOW es 1LPl NOTE — PURUNS MAY BE FLAT OR SLOPED "K" BRACING DETAIL GENERAL REQUIREMENTS: ONE "K" BRACE IS REQUIRED FOR EACH 15-0" 0...FCREEN ;AI4St,L :• N '�;1" FASCIA MAY BE ••410.0•0 BY LAGGING NEW 1" 'TQ OLD W/2 — 1/4" X3 LAGS/TRUSS OR RAFTER. 2" SUB— FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE MANSARD BEAM SPLICE REQD # OF #14 TEK SCREWS BEAM EA. BEAM / EA. SIDE TOTAL BOTH SIDES 41.B -6LB B 24 71B 8 32 SLB 9 38 9LB 10 40 101.6 11 44 NOTE PROVIDE MIN. 1° SEP. BETWEEN FASTENERS. MIN. 1° EDGE DISTANCE BETWEEN FASTENERS & GUSSET PLATE ALT. ROOF BRACING *ROOF BRACE TO BE 2X2X.090" OR 2X3X.060° OR 2X2X.125" ANGLE 1 — #4 W/ 1° DIA. WASHER ROOF BRACE* 1/8° ANGLE OR - 3/4" PICKET CUT TO FIT EAVE MEM. ALT. ROOF BRACING 2X3X.050 ammlig 1X2 /1X3 2X2X1/8" 2 2" LG. ANGLE EA. DE W 2 —#7 TO FASCIA& (4) — #6 TO PURUN 1/4° LAG X 3' LONG INT. EA. TRUSS 0 24 C.C. MAX. OPTIONAL NON— STRUCTURAL SPLASH GUARD ATTACH TO GUTTER W/ #14 TEKS 0 24° 0.C. 2° X 2" X .125° CUP ANGLE ONE EA. SIDE OF BEAM BEAM 2— #4 OR 4— #6 EA. CUP ADDITIONAL #5 REQD. FOR 881./5 (BEAMS OOR�LA FACE &P' IAL CUT OFF PER THRU GUTTER U 1 /1X8 GUTTER 0 SUPER OPTIONAL X1" PICKET EA. LAG 2 EA. BM.) IA r 1/2" X 9" LONG LAG CLIP THRU 2 FASCIA 2°X2X2X.125" TH AL ANGLE CUP (EA. SIDE OF BM.) #1 2° LONG 0 24° 0.C. FROM 1X2/1X3 TO SUPER GUTTER BETWEEN BEAMS NOTCHED 4X4X1 8' ALUM. TUBE SPAC TO BEAM OR 4 — #8 EA. CUP TO BM. SUP GUTTER 1°X1° PICKET(2 EA. BM) GUTTER CONNECTION DETAIL (MANSARD & FLAT ROOFS) SCREEN FABRIC DETAIL SHEET: ADDRIOI• B W (3, OPTIONAL CUT UFF4 *USE 12° LG. LAG FOR 7 GUTTERS NUOUS ANGI E l R INCLINED FASCIA ALUM. SUPER GUTTER 6° LONG 'Z° GUTTER BRACE 0 EA. ALUM. BM. .ALT. GUTTER CONNECT. DETAIL (MANSARD /FLAT ROOF) F.B.C. 2010 EDITION & ASCE 7-10 2X3X0.060 (SLOPING PURUN) EAVE MEMBER CONTINUOUS 1 609 W/_(7 G. — 3/8° THRU NOTCH COL 2X3X.050 FLAT 2 "X2 °X 1/8' ANGLE W/3 — #1 EA. FACE EE HOST STRUCTURE MAIO PA O. SO BRACING MEMBER To BE 2X2°X.O90' OR 2°X3°X.060" OR 2X2"X.125° ANGLE — ANCHOR TO PURUN OR EAVE MEMBER W/ (1) — 3/8° THRU BOLT — BRACING MAY BE INSTALLED ON TOP OR ON THE SIDES OF PURUNS, BEAMS, AND EAVE MEMBERS. — ANCHOR TO LAP BEAMS W/ (1) — 1/4" THRU BOLT OR (2) — #14 TEK SCREWS ROOF BRACING (TYPICAL PLAN) *REFER TO SITE SPECIFIC PLAN FOR ADDITIONAL BRACING REQUIRMENTS SITE SPE IF1C ENGINEERING SUPERCEDES THIS GENERAL GUIDE (ETC 3 PU' ;YIN TO DETAIL DATE : 10/02/12 SCALE : N.T.S. SHE FASTENING SCHEDULE 11— 14 TEK SCREW /HEX HEAD 2 — 10 S.M.S. /HEX HEAD 3 ,— 1/4" X 2 1/2" TAPCON ANCHOR 4 3/8" BOLTS /WASHER /NUT CLIP ANGLE,.125" MIN. THICKNESS 6 — #12 X 1"LG. S.M.S /HEX HEAD #7 — 1/4" X 2 1 2" LAG #9 — #10 X 1 1/2" S.M.S. /HEX HD. EAVE MEMBER 6005 —T5 C.T. TARNO KI, P.E STRUCTURAL ENGINEER - FUL UC. 0050882 ENGINEERING BUSINESS CA X877 TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 — 2027 Plantation, FL. 33317 Fax (954) 727 — 9644 THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. d1.011 4.1.G 4, 2.0° 1, le 2.0" 4, 07 1 X� 1X3 230 2X3X.060 2.0° 2X3X.050 2X4X.050 2X5X.050 FASCIA H -3 L 2X2 2°X2°X1/8° X 2° LG. MIN. A ANGLE (4 —EAA. SIDE OCAL O& TA(�COR1 TO CONC �2` LG. 3X3 OR 4X4 ALUM. COL ;$''J:1(1 /8° X 3° LG. MIN. ': LE :TWO SIDES OF COL #1 TO COL 4•(2)— 3/8"X2 1/2" LG. . TAPCONS TO CONC. BEAM TYPE t, to 41.8 .100 .046 5L8 .116 .050 6L8 .120 .050 71.6 .120 .055 BLS .224 .072 9LB .224 .072_ 9LBH .306 .082 101.9 .389 .092 CONC. FOUND. 4LB.5LB.6LB.7LB 8LB.9LB.9LBH 10LB LAP BEAM Z— GUTTER BRACE COLUMN ANCHORING DETAIL (4)— #6 �T�O COL ('IYP) /- iA(�CON TO CONC /2° LG. (TYP.) 2 PER COL 3018 "0.C. • 1X2/1X3 G1-1 [[ 1 . ELSEWHERE CLIP ANGLE •ANCHQRING DETAIL FOUND ; ;� AVERS W "18— 65 / / / /L / / / / / /// / / / / / / / /// // / / / / / / / / / /// FRONT ELEVATION NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS. ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE A MIN. 2°X2°X1/8°X2° LONG. 1/2" DIA. BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAI EXPANSION BOLTS TO BE °Hu.TI KWIK BOLT II° SYSTEM OR EQUAL STRIP FTG. DETAIL W/ PAVER OR TILE * 12"X 8" FTG. IS MINIMUM FOOTING SIZE REFER TO SITE SPECIFIC PLANS, AND STRIP FTG. SCHED. FOR ANY ADDRIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. SEE COLUMN ANCHORING DETAIL FINISH GRADE SODDED REQD FOR EROSION PROTECTION / F1NIS11 "GRADE NOTE: FIBERMESH MAY BE USED IN UEU OF 6X6 — 10/10 W.W.M. 2"X3°X1/8" X 2° LG. 2" MIN. ANGLE EA. SIDE OF COL & (2)— #6 TO COL & (2}— 3/8' X ® 3 /2" LG. TAPCON TO CONC. 0 EACH CLIP. NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLUMNS. *4` LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN UEU OF TAPCON TAPCONS ARE TO BE SIMPSON 'TREK° OR EQUAL SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS GENERAL THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN ACCORDANCE W/ ' i niiREME1�::01 hE F.B.0 2010 EDITION. THE MIN. MECH. PROPERTIES OF AtLG:. ;i(l.,ACCf1('{TUA Cad• YK/ LAiEET ED. OF THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO CQNH�Q lS: :3Q;:j).5(GNIA OF THE ASCE 7 -10, CATEGORY 1 SCREEN WALL & SCREEN ROOF .LOADS ik.'» —8X14 SCRE :A111ESH. ALUM. PAN & INS. PANEL STRt{ E$ BASE1 0A:r: *•!QD�a•.LIVE LOADS 1. ALL PRIMARY MEMBERS WILL BE CONNECTED 'a J LT, POP '•Ft llk : t OTHER POSITIVE FASTENERS. 2. ANCHORS SHALL BE PLACED GREA7;EJ4 r N 3" � :- E; OF CtNJCRETE SLAB OR FOOTINGS. ALL CONC. FASTENERS MUST BE:; HP,13.'•' A MIN. C$F :; 7„?. F.45 .SOUD CONC. REGARDLESS OF LENGTHS SPECIFIED IN INDM0041 :4 TAILS,.. :; :, "' 3. FASTENERS FOR ALUM. SHE: Sf(ALL Nff,.f :1D 86'1:�ENTER 4. ALL CONC. ANCHORS SHU T J /E A .t: 2p :'FdjN • AN1)%OR BE PROVIDED W/ 1/2 INCH DIA. WAS&11 :M)N. ' 5. CONTRACTOR IS RESPONa}1 .'(A INSULATE ALk7 f • MEMBERS FROM DISSIMILAR METALS TO PREVENT ELEA ROLYS(E:::: ; • : :; . 6. ALUM. IN C0104:)y/ Cat::•' ::b :YdQQQ; Alg:BE PROTECTED W/ HEAVY BOOTED BITUMINOUS PAINT OR WAq`% R METH' tt lt...:IJA'C{ ER OR THE WOOD SHALL BE PAINTED W/ TWO COATS OF ALl7ti>I; *4{jEi ;PAINT"b [7 7k1 :; INTS SEALED W/ A GOOD QUALITY CAULKING. 7. ALL DOORS TO . • L• c 4L1,k.OSING MD LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR SPA:'k'JCi$ir; (H}OR 11.0411 1+3,4.202 DOOR JAMB PLACEMENT IS OPTIONAL ALL OTHER COLUMNS TO 16MA2 1 t0tn(ttii : ; 8. AL. :; 404';. (: A'1EA :sF11'1yttg: Q(• 4• SITE— SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON THIS :S StrIDf H3' �E$7(I 'r . X2'SAtd4.XS. ARE NON - STRUCTURAL MEMBERS :'AND MAY.:; T , INTERCHANGEABLY. FONS TO 'L;bjJ(t�LY W/ LOCAL BUILDING CODES. . Si PURIJAIGS, (:ptUMNS *AL 6005 —T5 . ig4 :. :OTHER; �l (1SIONS AL. 6063 —T5 � } JIAINU ATiE ••,: *AL 3003 —H16 : �9.4:T, ?5C► l�tk; RIVETS, WASHERS .AL 2024 —T4 rA1L: .A'NERS TO BE ALUM., NON— MAGNETIC :::61151141.1 5 STEEL, CADMIUM PLATED STEEL, OR {4111' HEADED (NYLO —TEC OR PRO —TECT) *UNLESS OTHERWISE NOTED GENERAL DETAIL SHEET: FRONT ELEVATION INTERIOR FASTENING 4— #10 X 1 1/2° SMS. INTO SCREW SLOTS EA. SIDE RAIL* own COL - CHAIR RAIL CONNECTION *CHAIR RAIL PER SCHEDULE 2°X2°X1/8° X 3° LG. MIN. ANGLE TWO SIDES OF COL. W/ (6)— #1 TO COL & (2)— 3/8°X2 1/2° LG. TAPCONS TO CONC. (6) — #10 X 3/4° SMS. (3 EA. SIDE) 2° X 2" X .062" RECEMNG CHANNEL W/ 6 — #10 X 3/4° SMS. TO SIDE OF COLUMN 2" STRIP FOOTING SCHEDULE STRUCTURE FOOTING (MIN.) REBAR WIDTH X DEPTH SCREEN ROOF 12° X 10° 2—#5 W/ UP TO 71.8 BEAM SCREEN ROOF W/ 81.8 12" X 12" 2—#5 SCREEN ROOF W/ 9LB 12" X 16" 2—#5 SCREEN ROOF W/ 101.9 12" X 18" 2 — #5 ALL SOU ALUMINUM 12" X 12" 2—#5 MIN. FOOTING SIZES SHOWN APPLY TO NEW FOOTING'S FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. F.B.C. 2010 EDITION & ASCE 7-10 6005 —T5 RAIL* COL - ALT. CHAIR RAIL CONNECTION *CHAIR RAIL PER SCHEDULE RAIL* ° FASTENING SCHEDULE 1 — #14 TEK SCREW /HEX HEAD 2 — #10 S.M.S./ HEX HD. 3 — 1/4" X 2 1/4" TAPCON ANCHOR 4 - 1/4" BOLTS /WASHER /NUT 5 — CLIP ANGLE,.125" MIN. THICKNESS 6 — #12X1" LG. S.M.S. /HEX HD. 7— 1/4 "X3 "LAG 8 — 1 4" LAG *, WITH 1" WASHER 9 — #0 X 1 1/2" S.M.S. /HEX HD. 12 — CLIP ANGLE, 3/32" MIN.THICKNESS *LAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS DATE : 05/15/12 SCALE : N.T.S. TARNOWSKI, P.E. STRUCTURAL ENGINEER — FIA. LIC. 0050662 ENGINEERING BUSINESS CA 00009877 TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 — 2027 Plantation, FL 33317 Fax (954) 727 — 9844 THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. ROOFS STRUCTURE FOOTING (MIN.) REBAR WIDTH X DEPTH SCREEN ROOF 12° X 10° 2—#5 W/ UP TO 71.8 BEAM SCREEN ROOF W/ 81.8 12" X 12" 2—#5 SCREEN ROOF W/ 9LB 12" X 16" 2—#5 SCREEN ROOF W/ 101.9 12" X 18" 2 — #5 ALL SOU ALUMINUM 12" X 12" 2—#5 MIN. FOOTING SIZES SHOWN APPLY TO NEW FOOTING'S FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN. F.B.C. 2010 EDITION & ASCE 7-10 6005 —T5 RAIL* COL - ALT. CHAIR RAIL CONNECTION *CHAIR RAIL PER SCHEDULE RAIL* ° FASTENING SCHEDULE 1 — #14 TEK SCREW /HEX HEAD 2 — #10 S.M.S./ HEX HD. 3 — 1/4" X 2 1/4" TAPCON ANCHOR 4 - 1/4" BOLTS /WASHER /NUT 5 — CLIP ANGLE,.125" MIN. THICKNESS 6 — #12X1" LG. S.M.S. /HEX HD. 7— 1/4 "X3 "LAG 8 — 1 4" LAG *, WITH 1" WASHER 9 — #0 X 1 1/2" S.M.S. /HEX HD. 12 — CLIP ANGLE, 3/32" MIN.THICKNESS *LAG BOLT LENGTH TO BE 1" LONGER THAN ALUMINUM PANEL THICKNESS DATE : 05/15/12 SCALE : N.T.S. TARNOWSKI, P.E. STRUCTURAL ENGINEER — FIA. LIC. 0050662 ENGINEERING BUSINESS CA 00009877 TARNOWSKI ENGINEERING CIVIL & STRUCTURAL ENGINEERING 7360 N.W. 5th Street Phone (954) 727 — 2027 Plantation, FL 33317 Fax (954) 727 — 9844 THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING, INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC. vaqk LOT 13 Fnd. W I.P. (No 1.D.) @ BLOCK CORNER C3- P.P. Fn (N. 0.05' Cl. 0.25' Enc. Fnd. 1/2" I.P. (No 1.D.) Cl. p oa mm WEST 1/2 OF LOT 14 0.50' Enc. 2.88' Cl. LLLL_LLLL LLLLLLLLLLL' LL' .�_• .L' LLL L_'..A LLLLLLL_. LLLLLLLLLLL LL. LLLLLL.LLLL LLLLLLLLL' L_LLLLLL L.L.' LL... POOL EQUIPMENT 2.45' CI. (CL 1.30' Cl. (C.B.S. WALL) 0.40' Enc. (CLF) 0.8 ' CI. (METAL FENCE) 0.40' Enc.LCLFj ,L,_i_L� .. tiLL.LLL. L.L' LLLLL LL '1' 41 LL, L-LL LL2_ tJLLLL' LLQLLLLL LLLL .11aLLLLL N �r L.LLL—LL _�� L-LLLL_.LL_:.L_ L ._ fr�LLLLLL LLLLL . LLr.,L;_.LL LLLL LLL' LLLLLLLLL L::.LL'C'LLL .3 i LL.L.LL_L _LLL' _LLLLLLL + LLLL 7.85' • �; i~ i 'LLL LLLL..: ' ` LLLL LLL _ ' -N �� 12.35' LLLLLL _;...LL 24.55' LOT 15 One Story Residence No. 515 27.70' 5' W.F. 10.05' -w-- -1.50' CI. LOT 16 01 0 x.85' Cl. .45' Cl. 75.00' AREA TABLE POOL SURFACE AREA 618.141 S.F PAVERS 955.01± S.F. UTIL 5' .F. ADJA NT 4' CLF 1+ rn r m m z n m 0.35' Cl. Fnd: t/i' P. (Nc f:D.) 11KM >131813 P 1NJDV OV 5' CONC..SDAIK. w V O 39.90' 0.1T•x 0•.47 I METAL POST fV .24' Cl. AL POST ON CORNER 21.5' PKWY N.E. 93rd STREET Miami Shores Village SUBJECT TO COMPUANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS • 6 • a !Us-13 (e) Vim