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SENC-16-1942Miami Sliorei DAVID A. DACQUISTO, AICP PLANNING & JON'NG DIRECTOR DEVELOPMENT ORDER 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 File Number: PZ -10-16-201684 Property Address: 1190 NE 92nd Street Property Owner/Applicant: David Marcus Address: 1190 NE 92°a Street Agent: Mark Campbell Address: 373 NE 92 Street Whereas, the applicant David Marcus (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One-story addition. Whereas, a public hearing was held on December 8, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. 1) The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval to construct a 300 sf covered patio with a metal roof. 2) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies before beginning work. 4) The applicant to comply with all requirements for development in an AE8 flood zone. 5) The site shall not drain onto neighboring properties or any rights-of-way. 6) The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. Page 1 of 2 7) The Building Official may require an architect or engineer's drainage plan and report prior to the issuance of a building permit to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. 8) The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. 9) Changes to drainage plans or structures approved by the Planning and Zoning Board shall require a new site plan review application and review and approval by the Planning and Zoning Board. 10) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 11) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 12) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 13) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. 14) Applicant to meet all applicable code provisions at the time of permitting. 15) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 8th day of December, 2016 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Mr. Busta seconded by Mr. Diaz and the vote passed 4-1 with Mr. Snow voting against the Motion. Mr. Snow No Mr. Busta Yes Ms. Hegedus Yes Mr. Diaz Yes Chairman Fernandez Yes and M. Fernandez Chairman, Planning Boar Page 2 of 2 Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Permit NO. S E N C-7 -16 -1942 Permit Type: Screen Enclosures Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 2113/2017 Expiration: 08/12/2017 Parcel Number Applicant 1190 NE 92 Street Miami Shores, FL 33138- 1132050270460 Block: Lot: DAVID MARKUS Owner Information Address Phone Cell DAVID MARKUS 1190 NE 92 Street MIAMI SHORES FL 33138-2935 Contractor(s) VENETIAN BUILDERS INC Phone (305)338-3108 Cell Phone Valuation: Total Sq Feet: $ 20,000.00 520 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Work: SCREEN ROOM, INSULATED ROOF W SC Additional Info: Classification: Residential Scanning: 3 Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $500.00 $12.00 $50.00 $9.00 $9.00 $4.00 $600.00 $120.00 $120.00 $80.00 $9.00 $16.00 Total: $1,529.00 Pay Date Pay Type Amt Paid Amt Due Invoice # SENC-7-16-60570 07/12/2016 Check #: 12484 $ 50.00 $ 1,479.00 02/13/2017 Check #: 014179 $ 1,479.00 $ 0.00 Bond #: 3314 Available Inspections: Inspection Type: Slab Final Review Planning Review Planning Review Planning Review Structural Review Structural Review Structural Review Building Review Building Review Building In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELE TRIC • , ' UMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AF ify'th t all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructin a ermo e, I authorize the above-named - ractor to do the work stated. r��I LULic nary 13, 2017 Auth. ze• •natu -:Ow er / Applican / Contractor / (Agent Building Department Copy IDA I': Ice d z. g. Fut Date February 13, 2017 1 )25\n4. 3\-\-•(\ ;N C-tuv�� `\v\i.)\ BUILDING PERMIT APPLICATION 20 cok IVIIdI I II JI IUI CJ V IIId�C Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 RV.0 .P`T\TRD JUL 1.2 2016 FBC 20 rr Master Permit No. ENC 1 b — Sub Permit No. C$UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION 0 RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1\0O 1ST Ca SC City: Miami Shores County: Miami Dade zip: `53k3� Folio/Parcel#: - 32C6 - 021- OtAk.00 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: OWNER: Name (Fee Simple Titleholder): FYI U tk01 ku! Flood Zone: Address: rtO ST • BFE: FFE: Phone#: City: `Fkiari\I cid State: VI,- Zip: 313`. Tenant/Lessee Name: /� Email: dk\ft Itelnc, d00 Q • aril Phone#: CONTRACTOR: Company Name: tie.kbl1 [ lU�l1 4 Phone#: SW, 59U • 2` 2-1 Address: 1-18°J0 TAW 2Q U. City: \OM1 \CQI citAk State: v`(.76 C1Q Qualifier Name: 0,1`11 S-vOtvml I A . tNm Phone#: State Certification or Registration #: Q Q Ij\3U 5O Certificate of Competency #: DESIGNER: Architect/Engineer: 1`A tE f(I Phone #: -3v5. %CZ .qnp9 Address:Nrn gko &t CSC • C(1\v bi-ko City: tQkO\ State: F1 Zip: '53122. Value of Work for this Permit: $ 10020. Square/Linear Footage of Work: 140 L.F: " Type of Work: ❑ Addition Alteration 0 New 0 Repair/Replace 0 Demolition Description of Work:`7L.tUt \ 9 --COM (S.i\S\1K(11kI\SNA V-CTbF' ! SCrea.il u30‘. or c'9► 116l.) Cprlat.If Nk()b) Zip: 3305c.p Specify color of color thru tile: Submittal Fee $ 50 . 0 Permit Fee $ ( 00 CCF $ — 1 J Scanning Fee $ Radon Fee $ DBPR $ Technology Fee $ ALJ • — Training/Education Fee $ 14 Structural Reviews $ 120 110 CO/CC $ ; , 0 Notary $ Double Fee $ Bond $ 500 TOTAL FEE NOW DUE 5 1('�� Bonding*Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the 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 aijinspection fee will be charged. )(Signature OWNER or AGENT The foregoing instrument was acknowledged before me this as day of 1-10ic% , 20U , by CONTRACTOR The foregoing instrument was acknowledged before me this ,2g day of 1UM, , 204 , by 'ONO 1101I -uS , who is personally known to 1\ ‘S sM L h • , who is personally known to me or who has produced r L a0 . as me or who has produced ? :A 4-(1c N Vel\etAs identification and who did take an oath. NOTARY ' BLIC: f NOTARY PUBLIC: identification and who did take an oath. Sign: Si Print: r/.�r �.,�::4`` '�. Print: Ql\CfJI LtC Fri ti1 , NOTARY ' 1 c A. y ` Monica Lee Miele Seal: STATE OF FLORIDA Seal: NOTARY PUBLIC Comm# FF221331 �'''k STATE OF FLORIDA d'iq I) t91b Expires 4/1612018 -'.:44+1'0;_ Came* FF221331 *************************************************************************wri�Rll *es 4 I APPROVED BY Plans Examiner Structural Review Clerk r' L J r BUILDERSku July 11, 2016 State of Florida County of Miami Dade Before me this day personally appeared Christopher A. Noe who, being duly sworn, deposes and says: That he will be the only person working on the project located at: 1190 NE 92 ST, Miami Shores FL 33138 Sworn to and subscribed before me this 11 day of July, 2016 by Christopher A. Personally Known V OR Produced Identification Type of Identification Produced Monica Lee Arrieta NOTARY PUBLIC STATE OF FLORIDA Comm# FF221331 1 Expires 4/16/20 9 Print, Type or Stamp Name of Nota Notice to Owner — Workers' Com p Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be cxcmpt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the rccords of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village docs not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW OU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami-Dadc The foregoing was acknowledge before mc this day of . .) , 20 1 . By � "" �' -. 1\3\0.r. who is personally known to me or has produced Notary: SEAL: as identification. Monica Lee Arrieta NOTARY PUBLIC STATE OF FLORIDA Corms# FF221331 6/2019 STATE OF (FLORIDA) COUNTY OF (DADE) Miami Shores Village Building Department SURVEY AFFIDAVIT The undersigned Affiant, DO f t V\ 01 skiS does hereby attest that (Property owner) The attached survey, performed by 101 'QM' ( (Name of surveyor's company) For address: 11A0 ge U2 '. NU Fl. 53 f 3 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Performed on MC t 9001(date of survey) is an accurate representation of the existing conditions and locations of all structures on the property as of this date. The purpose of this Affidavit is to induce Miami Shores Village to issue a building permit for the property without first providing a survey less than seven (7) years old old. The Affiant, as property owner, further agrees to remove or obtain permits for any structures which now may exist on the property which are not permitted or which may violate zoning or building code regulations. The Affiant further understands that the existence of any such structures may affect final inspections as applicable to this or other permits. Further, Affi. V : a / aught. Property Owner Signature SWORN TO AND SUBSCRIBED before me this day of -Sa (y Affiant is _personally known to me, ? produced, as dentification. \ttia tkQlt.S Property Owner Print Name Revised on 5/22/2009/ Revised on 6112/09 Monica Lee Arrieta NOTARY PUBLIC STATE OF FLOR Camra# FF221331 Expires 4/16/2019 ACORo- CERTIFICATE OF LIABILITY INSURANCE ter;""" DATE(MM/DD/YYYY) 06/30/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER Florida First Ins Of Pembroke Pines 7625 Pines BNd Pembroke Pines, FL 33024 Phone (954) 322-7800 Fax (954) 908-7001 CONTACT Jon or Lilian NAME* PHONE WC Ext)_ (954) 322-7800 p FAX No (954) 843-0842 MAILfloridafirstinsurance©outlook.com A INSURER(S) AFFORDING COVERAGE NAIC if INSURER A : Accident Ins Co Y INSURED Venetian Builders, Inc. 17890 NW 29th Court Miami Gardens, FL 33056 (305) 338-3108 INSURER B : 10/19/2015 INSURER C : EACH OCCURRENCE INSURER D : V COMMERCIAL GENERAL LIABILITY INSURER E : $ 50,000.00 INSURER F : MED EXP (Any one person) COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE NSRLSWVD POLICY NUMBER (MUBR M/DDY/YYYY) (MM/DD/YYVY) LIMITS A GENERAL LIABILITY Y N CPP 0016510 01 10/19/2015 10/19/2016 EACH OCCURRENCE $ 1,000,000.00 V COMMERCIAL GENERAL LIABILITY DAMAGED REM SESTO(EaEoccurrrence) $ 50,000.00 ❑ ❑ CLAIMS -MADE V OCCUR ❑ MED EXP (Any one person) $ 5,000.00 PERSONAL & ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: V POLICY ❑ jE81❑ LOC PRODUCTS - COMP/OP AGG $ 2,000,000.00 $ AUTOMOBILE LIABIUTY ❑ ANY AUTO ALL OWNED SCHEDULED ❑ AUTOS ❑ AUTOS HIRED AUTOS NON -OWNED ❑ ❑ AUTOS ❑ ❑ COaMaBIINEDtSINGLE LIMIT (BODILY • $ INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ ❑ UMBRELLA UAB ❑ OCCUR ❑ EXCESS LIAB ❑ CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ ❑ DED ❑ RETENTION $ $ WORKERS COMPENSATIONWC AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE N /A STATU- OTH- ❑ TORY LIMITS ❑ ER E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? (Mandatory In NH) E.L. DISEASE - EA EMPLOYE $ If yea,describe under DESRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space Is required) General Contractor Insurance. CERTIFICATE HOLDER CANCELLATION I Miami Shores Village 10050 NE 2 Ave Miami Shores Village FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE 4)11d1 -sta ACORD 25 (2010/05) QF @ 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 NOE, CHRISTOPHER ARTHUR VENETIAN BUILDERS INC 3912 ESTEPONAAVE MIAMI FL 33178 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! DETACH HERE RICK SCOTT, GOVERNOR DTEATAEROFNODA BUSINESS AND PRO FESSIOI_J*ALUREGULATION CGC1513450,. ;`' ISSUED:?:07!2012014 CERTIFIED GENERA[ ONTRACTOR NOE, CHRISTOPHER ARTHUR ' VENETIAN BUILDERS.INC ter' •., +r IS CERTIFIED under the provisions of Ch.489 FS. Erp. at:cn date : AUG 31, 2016 11407200031812 KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 HOE, CHRISTOPHER ARTHUR VENETIAN BUILDERS INC' 3912 ESTEPONAAV,E. MIAMI " ,FL.33178=2343 a ISSUED: 07/20/2014 YIP to- h z< s< ' \ 1 A DISPLAY AS REQUIRED BY LAW SEC) # L1407200001812 004081 Local Business: Tax Receipt . Miami—Dade County; State of Florida THIS IS NOTA BILL - 00 NOT PAY 6096630 BUSINESS NAME/LOCATION VENETIAN BUILDERS INC 17890 NW 29 CI MIAMI GARDENS FL 33056 OWNER VENETIAN BUILDERS INC Worker(s) 1 RECEIPT NO. RENEWAL 6359251 SEC TYPE OF BUSINESS EXPIRES SEPTEMBER 30, 2016 Must be displayed at place of business Pursuant to County Code Chapter BA - Art 9 & 10 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED CGC1513450 BY TAX COLLECTOR $45.00 09/30/2015 CREDITCARD-15-052991 This Local Business Tex Receipt only coolrms payment of the Local Busines;Tax. The Receipt Is not a license. penah,'or a codification el the holder's cmtifice8aos, to da Widens. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT N0. above must be displayed en all commercial vehicles - Miami Oede Cada Sac ea -216. For more info:made%visitjgww.miamldnde.amrhazeollectpy- • Report Viewer /1 100% Page 1 of 1 JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION • • CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW • • CONSTRUCTION INDUSTRY EXEMPTION This certifies that the Individual listed below has elected to bo exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 6/3/2016 PERSON: NOE FEIN: 208712946 BUSINESS NAME AND ADDRESS: VENETIAN BUILDERS INC EXPIRATION DATE: 6/3/2018 CHRISTOPHER 17890 NW 29TH CT MIAMI GARDENS FL 33056 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL LICENSED ROOFING CONTRACTOR CONTRACTOR A Pir1411V. b Cnaxar 410 MO 41, F.S. en etteet eta ea:abbe wno ebbs..aceto Aem his erector e7 tar; a cr .Yat• of *bocx on overt V i err may re mew **netts of erect nuban urea Lha shaotor. Plowsttto Cta,w 44 Q: 112). F.S. Cent -ales *'*lemon b Lf avert ,. no, enl vett Ly SLOE*�Otos Larva et teed* Wee on toe vette et QW eetan to te*forret Furot to Ceara' NS{1 ).C2j. F.S Hoyt et eaettny t. era -4t sot oottbteo eI eteben b t• *ear. r: seal be setier2 b fafw4an i; al Airy tree sty be beg etc* re':v et' toe touter at?* eat:bate, to pro terred en t. exedra cabby, ro longerrsnbte re efirt'nb *fns ..sten Nr bsuarce eta ce"Cad ire Ctflt-.M.t 11,0 etorAtAi OFS•FM:MC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED SA -13 QUESTIONS? (850)4I3-1609 lit tl,c•//;1nns8.11dfs.coni/etTcportviewer/ eportViewer.aspx?data-kdvpginc9D7Q3gHGTERGe... 6/3/2016 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-278941 Permit Number: SENC-7-16-1942 Scheduled Inspection Date: March 17, 2017 Inspector: ------3os-e Qo( Owner: MARKUS, DAVID Job Address: 1190 NE 92 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: VENETIAN BUILDERS INC Permit Type: Screen Enclos res Inspection Type: F dation Work Classification: Addition/Alteration 508 Phone Number Parcel Number 1132050270460 Phone: (305)338-3108 Building Department Comments SCREEN ROOM, INSULATED ROOF W SCREEN WALLS AND NEW CONCRETE SLAB Infractio Passed Comments INSPECTOR COMMENTS False Passed it Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-278241. CREATED AS REINSPECTION FOR INSP-277906. March 16, 2017 For Inspections please call: (305)762-4949 Page 20 of 22 tl -17 s: a a a a a a a a a a a a F) ��r ! k l� i V %� V LO, Ok., LO g LO, i � - :._CS ST._:J�-,✓T—J�-aa�J��J��:JEST-��.J��J--.J1-�._:/��.J�-�SIG):j- 7) GREEN REACTION Corp. PEST CONTROL • LAWN AND ORNAMENTAL TERMITES 9981 NW 127th St • lialeah Gardens, FL 33018 Tel: 786.973.0071 E-mail: greenreactionpc@yahoo.com LICENSED & INSURED CERTWKATh Of PRE CONSTRVCTJON SOIL TREATMENT Property owner: Builder Company: Pn.e 711ti CERTIFICATE No. i g / 7- — 4 A.//) rk) Treatment performed at: J 1 b v 92-- 7— Legal description (if available) // / 7,-; . S 4 eJ .D/ 0 Footing application Slab application 0 Final(perimeter) application (P ) PP THIS CERTIFICATE IS GOOD ONLY FOR ONE KIND OF APPLICATIO Total square foot treated: 5 2- 0 Date of treatment: the Common name of pesticide: Solution applied at: % Quantity of solution applied: S Operator: APP4- Signature of Licensee or Agent: Certified pest control operator: g1/4 f Date: EDUCATION - PREVENTION - HYGIENE " A NEW CONCEPT ON PEST CONTROL TECHNIQUES " ti r 7... a .0: . a 010: a a a a . 0: . a a a a a a c. --. -2 a .0- - -._ g ' -1' �� 0 0 6 0 6 ' - ) 6 ) ' 1 0 ; ) 0 0.)) 0 ) k - ) 0 ) 0 GREEN REACTION Corp.0 PEST CONTROL •UWN ANDO RNAMENMNL TERMITES 9981 NN 117th St • kaleah Cerdens. FL 33018 Tel: 786.973.0071 E-mail: greenreactionpc@yahcmcam LICENSED &1NSUNED LICENSED INSURED CERTIFICATE Of 1'R� CONSTRVCTJON SOlL TREATMENTC£1tT1�1CAT£ 1'R� CERTIFICATE No. Z 2 � /�— Property owner: �Q.J � D /'1,�lr 2 �U CERTIFICATE No. 2 2 ? / 2— Property owner: DO,U i I 1'1Jc4 r2 v Builder Company: Company: t/2 424 6t)� 1t/2 ►7 42�` i �„ r� l 0 '1 6 ki (-)) 01 i � 0.) 0 0 0 0.) 0 0.) ��� t 1 0 0(--)) 0 k-) 0ci..0)--cs):010-__csj-0- /-:0--.0_0-,5- cg --.0-0-00:0-0-, Treatment performed at: 1 l �1 0 Nom �'/ Z Treatment at: V C1 ill ¢� 9 Z Legal description (if available) Legal description (if available) F� ��3 13� F1 -733 13S - ting application ['Slab application 0 Final (perimeter) application THIS CERTIFICATE IS GOOD ONLY FOR ONE KIND OF APPLICATION Total square foot treated: 7° Date of treatment: )- Z - ' Common name of pesticide: C /e'2 I C Solution applied at: e 3 % Quantity of solution applied: 9� Operator: Signature of Licensee or Agen Certified pest control operator. Date: 02 - / 9— EDUCATION - PREVENTION - HYGIENE " A NEW CONCEPT ON PEST CONTROL TECHNIQUES " Soil/Foundation Report (BASED ON FLORIDA BUILDING CODE 2014 EDITION) PROJECT: Mr. DAVID MARKUS ADDRESS: 1190 NE 92 STREET MIAMI SHORES FL 33138 PROJECT NUMBER: 120171 CONTRACTOR: VENETIAN BUILDERS INC MIAMI SHORES, FL PREPARED BY SAYYEDALI ALAVINASAB, P.E. LLC NUMBER: 79666 3450 NW 85TH CT UNIT 540 DORAL FL 33122 PM Structural Solutions MARCH 14, 2017 To: MIAMI SHORES Date: 3/14/2017 A&M Structural Solutions performed design of the insulated aluminum structure and screen enclosure at 1190 NE 92 STREET MIAMI SHORES FL 33138., project number 12017-1.. The following figure shows A&M design for the foundation of the mentioned project using 12" by 12" footing w/ (2) # 5 rebars with elevated slab. 9"LG.#4J—BAR 6X6XW1.4XW1.4 MIN 4" INTO SLAB MIN 314" (1) # 5 REBAR 8"X8"X1 6" CONCRETE BLOCK FILL W/ CONCRETE lull:=llsii.Iill It 1114 l'=11=11-1t-H=H =:11= I_t i_f. JL MIN 3' 6" LG. #4 J—BAR MIN 4" INTO FOOTING MIN 3'" -- i► COVER 6" 4-12"-4 (2) # 5 REBAR SECTION A—A A&M performed a soil investigation to help determine the soil condition and density of the soil at the above address, TEST PROCEDURE: (1) Extrude the soil sample from the cylinder using the extruder. Structural Solutions (2) Cut a representative soil specimen from the extruded sample. (3) Determine and record the length (L), diameter (D) and mass (Mt) of the soil specimen. (4) Determine and record the moisture content of the soil (w). (Note: If the soil is sandy or loose, weigh the cylinder and soil sample together. Measure dimensions of the soil sample within the cylinder. Extrude and weigh the soil sample and determine moisture content) Conclusion: A&M did soil testing at three different locations and the type of the soil found to be sandy lime - rock with soil unit weight moist of 130 pcf and submerged unit weight of 70 pcf. A&M found proper soil type for the foundation we designed and also by visual inspection, the soil bearing capacity of 1500 psi was approved, and type of the soil found to be sandy lime -rock. P4M Structural Solutions Should you have any question or need more explanation please let us know. Sincerely, Sayyedali Alavinasab, PE alavi@aandmss.com 3450 NW 85th CT Doral FL 33122 www.aandmss.com oittuuii,, 0 1' t.1 A -. sc,,,,„4"...v.\!:\.c. .. ......................... ... : No 79666 • F. � '. :cr.: STATE OF :14./:: '' - \'''< \:,116;40. . N A LC )::. : t.‘.44/S PM Structural Solutions `9 1, 1/x3/216 r B siness Florida Departrnentd Busines • Professi Regulation Professional Regu • ion . FloridaNOM CodqPrilin4 ••• •• •• • • • •• •• • • • • • • • • • • • • •.• • • • • . • • • • • • ••• • • • • ••• 1J ••• • • • •• 'CIS Home I Log In 1 User Registration ! Hot Ttpic j s mi.Surtlirge I' Slats & Met i Publications FEC Staff I acts Site Map ' links Search • • . • . •. •• •. • • • • • • • • • • ••• ••• ••• • license ',Scruff Resits lrriv Product Approval U3UR: Public User •• • . . •• ••• •• Product Approval Menu > product or Application Search > jpolicaiiarylisC> ipplca*ont•taa • • •• • • • • • • • • • FL# •• • • FL?561•R3a ••• ••• Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Elite Aluminum Corporation Address/Phone/Email 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954) 949-3200 dk4:Pdokimengineering.net Authorized Signature Do Kim dkt@dokimengineering.net Technical Representative Dan Cooke Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method 1801 NW 64th Street Ft. Lauderdale, FL 33309 (954) 491-3700 elitealumCaol.com Roofing Products Introduced as a Result of New Technology Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report • Hardcopy Received Florida Engineer or Architect Name who developed Do Kim, P.E. the Evaluation Report Florida Ucense PE -49497 Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 11/30/2020 Validated By James L. Buckner, P.E. at CBUCK Engineering s Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL7561 R3 COI Cert of Indeoendence.odf 1709.2 haps://www.floridabuilcfing.org/pr/pr app dU.ripe?param=wGEVXOwtDgsgJla 723euCecN82vice42bRBl 1/2 1/23/2016 Product Approval Method Date Submitted Date Validated •• Date Pending FBC Appro .ae Date Approved • • ••• • • Summary of Products • • • • • • Flakiit B1211.cIngpode Online •• •• • •• • • • • • • • Methoi 2 Option B • • • • • • ••• • • 04/30/2015 • • • Q$(Q1/2Q15 •• • • •• • 04/1040* • • • • • • • 06/23/201Zi • • • ••• ••• ••• • • FL* • P4odeI,;I ;Ambits otaName• •• • • Descri tion 7561.1 *luminun AIil14>jni4n *or>:pc itO Panels• • • • • • • • • • 3"/4 c,0.024"x1112,EPS Composite Panel, 3"/4"/6"x0.032x11b EPS Composite Panel, 3"/4"/6"x0.024"x2lb EPS Composite Panel, 3"/4"/6"x0.030"x2Ib EPS Composite Panel, Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +80/-80 Other. In HVHZ, not to be used in structures considered living areas per FBC Section 1616 unless impact protection is provided. See installation drawing for nominal allowable design pressures and spans. Installation Instructions FL7561 R3 II Elite FL7561-R3 2014 FBC Installation Dwo.Ddf Verified 8y: Do Kim, P.E. PE 49497 Created by Independent Third Party: Yes Evaluation Reports FL7561 R3 AE Elite Alum FL7561-R3 2014 FBC Evaluation.odf Created by Independent Third Party: Yes Back Contact Us :: r h .,, . - -h. -• Phone: 550-457-1824 The State of Florida Is an AA/EEO employer Lppvrlaht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: }tefund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.457.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective OCtober 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dict here . Product Approval Accepts: WI [Eel smyrkvmEmrc:. Cried{SAE haps:/hvww.floridabuildng.orglpr/pr app dtl.aspx?param=wGEVXOwtDgsgJkzX728euCecN82vc°/a2bRBlocAKCgjtE%3d 2/2 • a • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Do KIM & ASSOCIATES, LLTC .•• • • • •• OaNeULTINO STRUOTURAL EN1311$EgR8 • • • • • • • • • • • • • • • • • •• • • • • Florida Boardof Engineers Certificate of Authcitization No. 24387: • • • : • • • •• • • • • • • •• ••• •• • • • • • •• • • • • • ••• •• Certificate of Independence • Do Kim and Associates, LLC. and Do Kim, P.E. do not have not will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval' process of the product named in the accompanying Florida Product Approval DoKim, F.#49497 P 0 Box 10039 Tampa, FL 33679 813374 0321 813.374.0322 (fax) ... . • . •.. . . • •. .• . • • . • • • •• •• •• . ••• • Do KIM & AssoClA-r 5, LL: •:• •• .. • • . . • • • • CONSULTING STRUCTURAL ENGINEERS Florida Board of Engineers Certiicate:of Aut�ro,izatien No.:68$7 .• •. •. •• • . • • •• Date: Report No.: • • • • • • • • . • • • • • • • • • • • • • • April 10, 2015 FL# 7561-R3 Product Category: Product sub -category: Product Name: Manufacturer: Scope: • PYO U_E Nll�llYltMn Report • • • • • • • • • • • •• • • • .. ... • . • • • •• Roofing Products Introduced as a Result of New Technology EPS Foam Core w/ Aluminum Skin Composite Panels Elite Aluminum Corporation 4650 Lyons Technology Parkway Coconut Creek, FL 33073 Phone: 800-421-0682 This product evaluation report issued by Do Kim and Associates, LLC and Do Kim, P.E. for Elite Aluminum Corporation is based on Florida Department of Business and Professional Regulation Rule 61G20-3, Method (2) (b) of the State of Florida Product Approval. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or updates. Do Kim and Associates, LLC and Do Kim, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code, 5`I' Edition (FBC) and where pressure and deflection requirements, as determined by Chapter 16 of the Florida Building Code, do not exceed the design pressures as shown on the approval. ,,,,,K O Y. O.!`gin j' ;: %:4�ONAbr r Do Kim, P.E. FL #49497 4-25-15 • P.O. Box 10039 Tampa, FL 33679 813.857-9955 dk@dokimengineering.nt Sheet 1 of 3 • • •.• • . . •.• .. •• • • •• . .• .. • •• . •• . •• •. ••• . • • •Do KIM & A860CIATEE, LL0 •• �• •�•• • CONSULTING £STRUCTURAL eNGINEERB Sugp3» 1t DQcuh en •• . •• •• •• ••• -- • ••••• • . • • 1. Code Compliance• a. The product assembly described herein has demonstrated compliance with the Florida Building Code 5th Edition (BC) Sci I:109.1." ••• 2. Drawings: •• • • • • • • • • • • . • . • • • . a. Drawing No. FL -1001 titledeE)?Sroatii Cott CQUilnstte Panels", sheet 1-1, prepared by Do Kim and Associates, LLC., signed and sealed by Do Kim, P.E. 3. Testing a. Testing per ASTM E72-05 as performed by Hurricane Engineering & Testing, Inc. (HETI), and reported in test report numbers HETI-05-1988, HETI-06-2104, HETI-06- 2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HETI-06-2107, HETI-05-1987, HETI-06-2069, HETI-06-2070, HETI-06-2071, HETI-05-1994, HETI-05-1991, HETI- 06-2072, HETI-06-2073, HETI-06-2074, HETI-05-1996, HETI-05.1989, HETI-05-1993, HETI-05-1985, HETI-05-1995, HETI-05-1990, HETI-05-1997, HETI-05-2037, HETI- 05-2029, HETI-05.2039, HETI-05-2030, HETI-05-2041, HETI-05-2048, HETI-05-2036, HETI-05-2031, HETI-05-2038, HETI-05-2065, HETI-05-2040, HETI-05-2042. 4. Calculations a. Panel performance engineering analysis for tested loading conditions have been prepared based on comparative and/or rational analysis, prepared, and submitted by Do Kim, P.E. 5. Other a. Quality Assurance Agreement verified with Quality Auditing -Institute, LTD. (QAI' Laboratories, LTD.) (FBC Organization #QUA7628). P.O. Box 10039 Tampa, FL 33679 813.857-9955 dk@dokimengineering.net Sheet 2 of 3 .•. • . • .•. • •• •• • • •• • •• • • • • • • • •• • ••.• • Do KIM & AssoCIA E , CONSULTING STRUCTURAL ENGINEERS • • •• • • • • • •• • • ••• • ••• •• • • •• •• • • •• •• • • • •• •• • •• •• • • Li�itatituis. tud Cohdition of Use •• ••• •• • • • •• 1. Code Compliance • • • • • • ••• • • • • a. The product as$embly lles.ertbdd befeiii hes demonstrated compliance with the Florida Building Code 5'•Et it or (I -'BC), Section 1309.2. 2. Large and small missile impact resistance has NOT been tested to or evaluated for in this approval. In HVHZ, this product shall be used in structures "not to be considered living areas" per Section 1616 unless impact resistance in accordance to the HVHZ requirements are met. 3. Each product listed above shall be installed in strict compliance with its respective Product Evaluation Document and site specific engineering along with all components noted herein. 4. Use of each product shall be in strict accordance with its Product Approval Evaluation and Limitations of Use. 5. Composite panels shall be constructed using type 3003-11154 aluminum facings, 1 or 2 PCF ASTM C-578 carpenter brand EPS adhere to aluminum facings with Ashland Chemical 2020D ISO grip. Fabrication to be by Elite panel products only in accordance with approved fabrication methods. 6. Elite roof panels maintain a UL 1715 (int) class `B' (ext) rating and are NER-501 approved. 7. This specification has been designed and shall be fabricated in accordance with the requirements of the FBC, composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 2603. All local building code amendments shall be adhered to as required. 8. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including load combinations) using the data from the allowable loads tables and spans in this approval. 9. Deflection limits and allowable spans have been listed to meet FBC including the HVHZ (L/80 for spans < 12'-0" and L/180 for spans > 12'-0"). 10. All supporting host structures shall be designed to resist all superimposed loads. 11. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage. 12. Size and Span Limitations: a. Composite panels shall be limited to those specific panels listed in the DWG. FL -1001. b. Allowable panel spans shall not exceed those listed in the tables of DWG. FL -1001. P.O. Box 10039 Tampa, FL 33679 813.857-9955 dk@dokimengineering.net Sheet 3 of 3 ELITE PANEL SPAN TABLES: 1. Net allowable loads are permitted to be multiplied by 1.67 to derive ultimate loads (psf). 3' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS> NET ALLOWABLE LOAD (PSF). MAX, ALLOWABLE SPAN (rT) L/00 L/120 L/180 L/240 a 20 30 16.1 13.44 10.70 15.76 1:1.44 10.70 1503 1222 901 14.10 10.35 660 40 922 922 6.60 2.05 56 8.17 617 3.79 60 7.40 6.39 0.90 70 6.01 4.51 00 6.33 264 4' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)' MAX. ALLOWABLE SPAN (FT) L/00 L/120 L/100 1/240 20 1940 13.01 09.00 0510 17./7 16.53 150 1195 31 12.50 1250 1250 1130 40 10.97 1097 0.97 0.00 50 9.92 9.92 9.44 622 60 9.13 9.13 751 3.64 70 652 652 550 1.07 eo 364 /6' x 1 - LB EP ANELS < OWABABLE CLEAR SPAN C RTS) NET MAX. ALLOWABLE SPAN rT) ALLOWABLE • • • • LOAD (PSr)' 1/00 L/120 L/100 L 240 e 2300 2124 21.47 ...05 20 20 1016 1806 1006 1 1517 30 1543 15.3 1513 1 13 40 1334 13.34 13.34 1 .34 50 12.78 12.10 12.10 2.66 .91 60 11.17 11.17 11.17 43 70 1644 1644 1030 5.95 00 9.05 9.115 8.43 3.47 GE.NP.RAI. NO ES 1. Composite panels shall he . • • using type 3003.11154 aluminMmn facings. 1 or 2 l'CF ASTM C.571 carpenter Mand FOS to aluminum fac' , ' Ashland Cllamkd 2020)) ISO grip. Fabrication to be by Elite panel products cooly io miaowed fabrication methods. 2. Elle md'pateh minutia a (J1. 1715 (int) class 'It' (est) noting and nae NER :50► approved. 3. This specification las horn resigned sod shall be fabric*cd in accordance with the oquiomrnts of the Florida (Wilding Code 5e Edition (PITC►, compoone panels comply with Chapter 7 Secties 720. Clsper R Sect -oh 1103, Class A interior finish, and Chapter 26 Section 2603. All local building code antendments span he adl9rc610 as required. 4. The designer shall determine by atceried engineering practice dm allowable Inds for she specirc lad conditions (including btod co mhhllhen l ming she data nem the allowable heck tables and spats In this approval. 5. Deflection limits and allowable spans hoe been listed te mew FOC including the I IVI17_ In IM 17. this modem shall be used in stn6mmoa'nm4 to be censikkred living arm" per Section 1616 mike' impact resistance in accordance m4 the 11VI17. requirements are mat. 6. Safety factor 01'2.0 has been me to develop onesoatik loads and flans from testing is aaordamor 611.12 Goldermn fie Ahualoam Semmes Pen 1 and marmots to the FOC Charier 16 and 20. 7. Tenbg has bees conducted is accordance to ASTM E72-05: Sncagth Tea of hoods for 0undirg Construction. 11 Rekwae test repots: 1lETI-05.111th, 11111-06-2104,11E11-06-2066. IIETI.06.2105,11E11-06-2067, 11M-05.1002, 1 n11. 06.2107.11E71-05-IM7.11811.06.2069.1IET1-06.2070.11871.06.207), 11IT1.05-1904: I1ET1-05-1091.11E11-06.2072. I0•1'1 -062073,11E11-06.2074, 11E1145-1916. 11811 05.1009.1181 05.1993.tO 1.05.1915.1tp,T1-05.1995. I IfT145- 1990, IWET1:05-1997,11 T1-05.2037.11111-05.2029.11717-05-2039,11111-05.2030, 11E11 -05-2041.11E11-05-20411. 11ET1-0,5.2636, HETI.05-2031,1ILT1-05.2031). I IIT1-05-2065,11(711.05.2040,11671-05-22042. 9. Linear interpolation sial be allowed for figures within the tables shown. 10. Wnels with fan beams shall be considered cquiwdem to similar mete withost sin beams. Design pmfessimmis nay include the t e nglh of the fan bean to raved shown figures as pat of site•sllcesfic esltinecrist. 3' x 0.032 x 1 - L13 EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAD (PSF)' L/00 1/120 1/100 1/240 to -Mit 17.50 16.91 15.96 20 1664 1596 1416 or- . 1517 1106 1121 0.36 40 1369 12.16 8.36 4.56 50 1222 1076 5.51 0.76 60 10.75 636 2.66 - 70 927 6.46 - - 03 790 456 - - 4' x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS> NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAD (PSr)' 1/00 1/120 L/180 1/240 10 2158 2050 2611 1924 20 1961 1924 17.49 19.74 30 18.17 17.49 1417 1224 40 16.72 15/4 1224 674 50 1520 13.99 962 525 60 1314 1224 710 475 /0 17.40 1619 4.311 - 00 10.95 8.74 1.75 - 6' x 0.032 x 1 - LB FPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAD (PSF)' L/00 1/120 L/100 1/240 10 24.00 2410 NM 23.42 20 23.34 2321 2112. 2022 30 22.10 20.63 1912 1712 40 20.06 091.09 17.02 1112 50 19.62 1617 1462 10.62 60 1030 1699 1222 7.42 70 17.14 1330 9.02 422 88 1391 13.72 7.42 1.112 3' x 0.024 x 2 - LB EPS PANELS <ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD- (PSF)0 MAX. ALLOWABLE SPAN (FT) -To 1/00 1 a11 1/120 10.95 07.0.6 L/100 1634 1/240 17.66 1516 30 40 50 16.00 1519 1401 1636 1916 13.76 14.41 12.46 11151 12.46 926 726 60 0207 12.46 657 467 70 11.5/ 11.16 6.62 211 00 0026 9.06 467 4' x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)' MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 N 21.97 21.97 2152 709/ 20 2077 20.71 1916 1616 >0 1937 1957 48 1636 1836 1621 1655 1655 1434 30 60 /7.16 1596 1/.16 1409 12.13 15.96 1324 9.93 70 14.15 14.75 058 7.72 00 1155 ❑.55 9.93 5.51 6' x 0.024 x 2 - LB EPS PANELS <ALLOWABLE CLEAR SPAN CHARTS) ICT MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAB (PSF)' L/00 L/120 1/100 L/240 N 23.93 23.93 23.000 2160 20 23.20 2328 23.03 22.46 30 2207 22.47 22.18 2133 40 2475 21.75 2133 2020 50 2102 2112 20.49 19.07 60 20.29 20.2.9 1944 1/94 70 1957 19.57 1079 1601 00 10.04 1014 17.94 1560 =ST STRU:TUR[j SEAL .01007 VITN (101 0.700110 1.6160100 3' x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET MAX. ALLOWABLE SPAN (FT) ALLOWABLE LOAD (PSr>1 • • • • L/00 L/120 L/180 1/240 10 0011 7015 (9.42 1601 20 19.02 0.01 0250 16.35 30 17.93 17.54 15.73 1399 N 16.113 16.35 13.89 11.43 50 1574 15.12 293 0.97 64 1464 13.09 1021 652 70 1135 12.66 636 4.06 00 12.46 1443 6.52 1.64 4' x 0.030 x 2 - LB FPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) OCT MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAD (PSF)' 1/80 L/120 1/100 1/240 10 24.17 2417 24.1/ 24.17 20 2164 23.64 23.41 23.11 30 22.57 2257 21.90 21.00 40 21.51 21.51 20.39 1691 50 2145 20.43. 111.011 16.10 60 19.39 19.39 17.37 14.70 70 18.3.3 (0.33 • 1396 • 1251 Ie 1726 1726 • 14.35 • 0.49 • • 6' x 0.030 x 2 - LB Eos •F (LS (ALLOWABLE CLEAR SPAN CHARTS) NET ••-W•1 MAX. ALLOWABLE SPAN (FT) ALLOWABLE • • • • LOAD (PSF)' L/80 L/120 •L/100 L•/240 10 24.00 24.011 M1. 1 21(00 20 2365 23.65 23.34 22.134 30 22.94 22.94 • Z2• • tios 40 22.23 22.23 • 1 •20.05 50 2153 21.5311140.41,1(6„..11_1. •• 19.X6 64 2012 2402 y� .4-• e • `1097 ro mit cosi . 1961• 4.1707 00 19.40 19.40 • 1007 _1400 - 1' 0000 000000 r: )0000 00000( • • • •r - •6.4 • • • 10 • 1460 IIILE171f.K1C_C1O55 SCELIM • • • • •• • 4' MBS 11)01(4 Miro never,, PANEL ()74.761 NMI 510111.) IF, EPS CORE 8.0150' 0 010100404 5011130 I . (01(5060 CLEAR SPAN (U 0405111E TO fNSIK ENc111EEa O' arena' 70 PROVI•C r1111 emir emote! Kars 6 SUPPIR1000 ST01C1URC RETRO. IT IMS IR NO 0110.0 (061/6.06. 71111161. (4311217 a(W DO KIM 10 A680C(ATC6. LLC CONSULTING 'STRUCTURAL ENGINEERS 20 040% NOD Ta0/1 R 93001 Tal: 0007.9006 Iw 3ule " Uo olo111r, A s, 1041000000001 A 60410 Mal Mel 000ICT*fl M0101 assWM.ION 7010111C*11 717 840011CT ARNO I A mL.101(IN 1116 T... na9ak:T u9wOVA. •••• • ••••6a 411 Ls •••c meg', • „ 00') o � • U•o ••1E e• • • •N • •45c • �• U • 0 • Q • • 4 •• ••• • CO > J Q u1•ire ••• 0. • • • LU a t_ • F3a9••• a a� o • Bus••• L ••4 ��W • • •• u�` 0311 • •••• •• a u- 0. a 3 112• e • 0 • • • • • 1 • •6•• • • • 1001691)02 APO 11410ECS0 Or WALL UN 110100. PAWL SPAN 164 36• IN% M MONT L 2511 or /OWL 1/1010 2 9103 (12• M% AT SVCS/ EPS ROOF PANED SPAN DESCRIPTION -25-15 Drawing N0. - FL -1001 SHEET 1 OF 1 // . • •.• • . • •.• ,_�. LOCATION'•' SKETCH .� . ....... . .1.15N.412 (07 z NC - /1 z •• • •e•• 2?"..0 ••• •• 0 , 4. 7 •••• .. .:.11 .• Sale i• • i 4 " 9 - •Y..•••• •• j.., • . . • .• •• •• • •••••..••• . •. • . • • • 1.. • •. •• • • ••• (, 9 // 7,.51 f0 '75# /1 z •• • •e•• 2?"..0 ••• •• 0 , 4. 75 ' yr, O 5 , r ,i I , 4 , " 9 - ft pir y, F, H (, 9 // 7,.51 f0 '75# t, LEGAL DESCRIPTION: LOT 8, IN,BLOCK 3, OF PLA4' BOOK 44, AT PAGE ORDER NO. M-9432 BAY LURE, ACCORDING TO THE -PLAT THEREOF AS RECORDED IN 63, OF THE PUBLIC RECORDS OF MIAMI DA; E COUNTY, FLORIDA. DATE: DECKER 10, 2007 FOR: DAVID MARKUS 1190 NE 92nd Street Miami, FL. 33138 NOTE: All elevations shown refer to National Geodetic Vertical Datum of 1929. Bench Mark used No. B-62, with elevation: 8.65' PROPERTY LOCATED IN FLOOD ZONE: AE, PANEL 0093 J, BASE FLOOD ELEVATION: 8.0', COMMUNITY NO. 120652, DATE OF FIRM: JULY 17, 1995. 1 HEREBY CERTIFY: That attached "SKETCH OF SURVEY" of.the'above described property ie true and comet to the best of my knowledge and ballet as recently surveyed and platted under my direction, also that the survey represented herstan nests the cnbtimum technical standards for land surveyors as set forth by the Florida Board at tare p to Chapter 472,027 of the Florida Statutes. ATLANTIC SERVICES OE FLORIDA 8341 SUNSET DRIVE MIAMI , FLORIDA 33143 TEL. (305) 596-0888 NARGZ80 J. RAMIRBZ uta: Lmo wRv# Yort,Nc. rig ©r,k NOT VA UD UNLa3X IM PSUNTSD V T) AN alkeOS SO. =At - - •'• SKETCH OF SURVEY %2 0 /) A-7/ ,5VEy Z APPRbVE %©' f Pi4 vC x4ci4;-r" S f11ND REG ,1.11,0 iS 147 lCjk Tt40.14,--?0, r. �L 'CI: A 'Ire .ttie rc /vim ve ' • 41 94.32 NOIlVA313 i131 C) z 0 0 c c z NOTE: ALTERATION LEVEL 1 BASED ON FBC SECTIONS 502-505. TYPE II CONSTRUCTION AS THE INSULATED ROOF AND BEAMS AND COLUMNS ARE NONCOMBUSTIBLE MATERIALS BASED ON TABLE 601, CONSTRUCTION TYPE IIB GROUP B. EXISTING HOUSE 1' fC N CM •' r if 4 j III11III - 5LB 111 5L8 lir ll N K X u 1 0 5LB 111 303 I 1-3'-1 0' 3' DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY 11): 175 MPH EXPOSURE CATEGORY: C 3 -SEC PEAK GUST IN MPH DESIGNED BASED ON 6005-T5 ALLUMINUM WALL WIND PRESSURE: 26.65 PSF SCREEN ROOF PRESSURE: 7.36 PSF SOLID ROOF PRESSURE: 25.5 PSF 18X14 MESH TYPE UPLIFT CALCULATION: WIND UPLIFT FORCE ON INSULATED ROOF = 5294 LB WIND UPLIFT FORCE ON SCREEN = 1515 LB TOTAL WIND UPLIFT FORCE = 6809 LB WEIGHT OF SLAB = 150X0.33X26.9X20.3 = 27030 LB WEIGHT OF FOOTING = 150X1.00X1.00X47 = 7050 LB TOTAL WEIGHT = 27030+7050 = 34080 TOTAL WEIGHT = 34080 LB > 1.67X6809 = 11371 LB OK EXISTING HOUSE NOTE: LOCATION AND NUMBER OF DOOR IS OPTIONAL AND CONTRACTOR MAY ADJUST IN FIELD PER HOMEOWNER REQUEST. NOTE: CONTRACTOR MAY USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. ATTACHED TO FASCIA Er) NEW 6" INSULATED ROOF APPROVAL # FL -7561 O) GO N r— r 17'-4" 20'-4" PLAN r - r v A co X 10 1X3 GJO N 2X3X0.05 NJ co X 1X3 -■ 1 ) 3,..9. 3._9. 51.911_____j 7A' A" FRONT ELEVATION 0 z EXISTING H FOUNDATION NOTES 1. FLOOR SLAB TO BE 4" THICK CONCRETE SLAB WITH 6"X6"XW1.4XW1.4 W.W.M. OR FIBERMESH ON 0.006 VISQUEEN. 2. ALL REINFORCING STEEL TO BE GRADE 40 W1TH YIELD STRENGTH 40 KSI. 3. FOOTING DESIGN IS BASED ON SOIL BEARING CAPACITY OF 1500 PSF. 4. CONCRETE FOR FOOTING AND SLAB TO BE 2500 PSI MINIMUM. 5. SLAB SHOULD BE ON CLEAN AND WELL COMPACTED SOIL. 6. FILL PLACED WITHIN 5-0" OF THE STRUCTURE PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12". 7. SPLICES SHALL BE 40 BAR DIAMETERS ALL AROUND THE CORNERS AND CHANGES IN DIRECTION. 8. CORNER BARS SHALL BE 40 BAR DIAMETERS IN EACH WAY. EXISTING HOUSE NEW 4 -INCH ELEVATED SLAB W/ 6X6XW1.4XW1.4 6X6XW1.4XW1.4 20'-4" FOUNDATION PLAN 9" LG. #4 J -BAR MIN 4" INTO SLAB W 8"X8"X16" i FI�W/CONCRETE 6 1-12 —i (2) # 5 REBAR SECTION A -A 6" LG. #4 J -BAR MIN 4" INTO BASED ON FBC 2014, 5TH EDITION. O i )) QO � 1 W W J < 0 0 cn INSULATED ALUMINUM MIAMI SHORES FL 33138 CONTRACTOR: VENETIAN BUILDERS INC PROJECT # 1-2017-1 ••� •+• „•• • _J•••r • • �• Li!• •• ''cry •• U)V • N_ 46 co t ▪ Z LL s 12 o Q M LC) C) 0) 0 co O) co 1.0O c 0 a • e • •• ••• • • •8 • � Z . gm• o ZU W ~ ZW 30 z< ••)•p• • • •••••• • tV4••• • • 00000 • • 00000 • • b • • • • • • •a•••• • • • • NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. NOTE: LOCATION AND NUMBER OF DOOR IS OPTIONAL AND CONTRACTOR MAY ADJUST IN FIELD PER HOMEOWNER REQUEST. NOTE: ALTERATION LEVEL I BASED ON FBC SECTIONS 502-505. TYPE II CONSTRUCTION AS THE INSULATED ROOF AND BEAMS AND COLUMNS ARE NONCOMBUSTIBLE MATERIALS BASED ON TABLE 601, CONSTRUCTION TYPE IIB GROUP B. ATTACHED TO CBS WALL EXISTING HOUSE S o ioNEW 36' O.H. / d 1- LL K a 6" INSULATED ROOF `v APPROVAL # FL -7561N a 0 y x O / 4X4X0.125 1X3 1X3 4X4X0.125 12" O.H. ''7' PLAN DBL 2X5X0.125 / 1X2 fsi X N X 4X4X0.125 1X3 X X N w w >< 0 0 1X3 4X4X0.125 1X3 1X3 4X4X0.125 1X3 1X3 4X4X0.125 3 DOOR 36"X80" DOOR 36"X80" } 1 8' 9" 0 9" 5'-9" 5'-9" EXISTING HOUSE \\\\\\\\\\\\\\ FRONT ELEVATION EXISTING HOUSE 1X3 1X3 4X4X0.125 1X3 4X4X0.125 1 1 DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY I): 157 MPH BASIC WIND SPEED (RISK CATEGORY II): 169 MPH EXPOSURE CATEGORY: B 3 -SEC PEAK GUST IN MPH DESIGNED BASED ON 6005-T5 ALLUMINUM 18X14 MESH TYPE UPLIFT CALCULATION: WIND UPLIFT FORCE = 7337 LB WEIGHT OF SLAB = 150X0.33X23X17.33 = 19730 LB WEIGHT OF FOOTING = 150X1.00X1.00X40 = 6000 LB WEIGHT OF CONCRETE BLOCK = 2520 TOTAL WEIGHT = 19730+6000+2520 = 28250 TOTAL WEIGHT = 28250 LB > 1.7X7337 = 12473 LB OK SIDE ELEVATION FOUNDATION NOTES 1. FLOOR SLAB TO BE 4" THICK CONCRETE SLAB WITH 6"X6"XW1.4XW1.4 W.W.M. OR FIBERMESH ON 0.006 VISQUEEN. 2. ALL REINFORCING STEEL TO BE GRADE 60 WITH YIELD STRENGTH 60 KSI. 3. FOOTING DESIGN IS BASED ON SOIL BEARING CAPACITY OF 2000 PSF. 4. CONCRETE FOR FOOTING AND SLAB TO BE 3000 PSI MINIMUM. 5. SLAB SHOULD BE ON CLEAN AND WELL COMPACTED SOIL. 6. FILL PLACED WITHIN 5'-0" OF THE STRUCTURE PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12". 7. SPLICES SHALL BE 48 BAR DIAMETERS ALL AROUND THE CORNERS AND CHANGES IN DIRECTION. 8. CORNER BARS SHALL BE 48 BAR DIAMETERS IN EACH WAY. j A NEW 4 -INCH ELEVATED SLAB W/ 6X6XW1.4XW1.4 A 4 23' FOUNDATION PLAN 9" LG. #4 J -BAR 6X6XW1.4XW1.4 MIN 4" INTO SLAB MIN 3/4" N (1)#5REBAR 8"X8"X16" CONCRETE BLOCK FILL W/ CONCRETE 11-11- �IL11.II. II - 1111 -II-II-.11-.11-11-11-11 =11=11=11=11=11=11=. 11-.11 1=11 1=11=1L =11=11=11=11= =11 MIN 3 6" LG. #4 J -BAR MIN 4" INTO FOOTING MIN 3" COVER 6" -12"—{ (2) # 5 REBAR SECTION A -A .I • • • DATE: 6/28/16 SCALE: 1/8"= 1'-0" 0 0 0 c� > 2 o- Q Z CO V) Q 000 0 Z •••• w • •••• • • w • • • •• 0 • • • • J • • L • •••• •©• ro : • •© • •z • • • •a • • co < M p • • •• - • •• W Z ch Z • •••••• J W • • .LL • D ••�••• (I•••••o) •f-' W • • • < • � •ay. •� p • • 0 Or W Q 0) = U Q W (n CC H o <rn Q 0 W z U) CO Z Q O W r- W N Zo _ 0 —w0 '� ... • .• • • • •• • • • • • • • 0 • h • • . • • • • • • ••. • • • • ••• • • • • ••• • • •• • • • • • •• • • • • • •• • • •• • • • 0 • • • • • •• • • • • •• • •• • • • Y • • • • • • • ••• •• ••• •• • .• ••• • •• • • • • • • • • •• • • • • • •• • NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. w 0 0x 0 z y 6 • • ••• • • • ••• • • • • • • • • • • • • • • • •• •• •• • • • •• • • •• •••• •• • •• • • •• •• • •• •• • • • • 000 • • • • • • • • •.• • • .• • • • • • • • • • • • • • • • • . • ••. • • • • • • •• • • • • •• • • •• • • ••. •.• •.• . •• •• •• •• •• ••• •• . • • • • • • • • • • • • • • 000 • • NOTE: LOCATION AND NUMBER OF DOOR IS OPTIONAL AND CONTRACTOR MAY ADJUST IN FIELD PER HOMEOWNER REQUEST. EXISTING HOUSE • NOTE: ALTERATION LEVEL I BASED ON FBC SECTIONS 502-505. TYPE II CONSTRUCTION AS THE INSULATED ROOF AND BEAMS AND COLUMNS ARE NONCOMBUSTIBLE MATERIALS BASED ON TABLE 601, CONSTRUCTION TYPE IIB GROUP B. ATTACHED TO CBS WALL 36" O.H. / = L re NEW 6" INSULATED ROOF a APPROVAL # FL -7561 v Z -- 4X4X0.125 1X3 1X3 4X4X0.125 M a 0 y / 1X3 7A' PLAN DBL 2X5X0.125 / 1X2 E X 4X4X0.125 1X3 0 0 c 1X3 4X4X0.3125 1X3 4X4X0.125 1X3 1X3 4X4X0.125 DOOR 36'x80" DOOR 361(80" 1X3 ` 8' 0" V-9"5'-9"5' 1 ear 8 FRONT ELEVATION EXISTING HOUSE 1X3 1X3 4X4X0.125 X 1X3 4X4X0.125 1X3 1X3 4X4X0.125 1 1 1 DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY I): 157 MPH BASIC WIND SPEED (RISK CATEGORY II): 169 MPH EXPOSURE CATEGORY: B 3 -SEC PEAK GUST IN MPH DESIGNED BASED ON 6005-T5 ALLUMINUM 18X14 MESH TYPE UPLIFT CALCULATION: WIND UPLIFT FORCE = 7337 LB WEIGHT OF SLAB = 150X0.33X23X17.33 = 19730 LB WEIGHT OF FOOTING = 150X1.00X1.00X40 = 6000 LB WEIGHT OF CONCRETE BLOCK = 2520 TOTAL WEIGHT = 19730+6000+2520 = 28250 TOTAL WEIGHT = 28250 LB > 1.7X7337 = 12473 LB OK SIDE ELEVATION FOUNDATION NOTES 1. FLOOR SLAB TO BE 4" THICK CONCRETE SLAB WITH 6"X6"XW1.4XW1.4 W.W.M. OR FIBERMESH ON 0.006 VISQUEEN. 2. ALL REINFORCING STEEL TO BE GRADE 80 WITH YIELD STRENGTH 60 KSI. 3. FOOTING DESIGN IS BASED ON SOIL BEARING CAPACITY OF 2000 PSF. 4. CONCRETE FOR FOOTING AND SLAB TO BE 3000 PSI MINIMUM. 5. SLAB SHOULD BE ON CLEAN AND WELL COMPACTED SOIL. 6, FILL PLACED WITHIN 5'-0" OF THE STRUCTURE PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12". 7. SPLICES SHALL BE 48 BAR DIAMETERS ALL AROUND THE CORNERS AND CHANGES IN DIRECTION. 8. CORNER BARS SHALL BE 48 BAR DIAMETERS IN EACH WAY. NEW 4 -INCH ELEVATED SLAB W/ 6X6XW1.4XW1.4 A 1 A 4 A 23' FOUNDATION PLAN 9" LG. #4 6X6XW1.4XW1.4 MIN 4" IN MIN 3/4" $ (1) # 5REBAR 8"X8"X16" CONCRETE BLOCK FILL W/ CONCRETE =u—n=n=n=n=n=ii =n=uen=n=n=n- i=nH MIN 3" MIN 3" Mrh COVER DATE: 6/28/16 SCALE: 1/8"= 0 0 0 2aQ Z O c 000 4 INSULATED ALUMINUM ROOF 0) Y CC 2 0 > 0 0 1190 NE 92 ST U Z 0) ce W 0 J_ 5 m Z co< M M Z LU LL ct WO O 1U 2 rA 5 U • 12'x. SECTION A -A 6" LG. #4 J -BAR MIN 4" INTO FOOTING (2) # 5REBAR U) 0) W Z C CO Z CO LU N- � p W 0 ZO) 0p WU 40.0 ill tit t it oil t 2. w . t`1 n, ; n Ow .� N -• +l c? N .^t. ti(\:\L��ti��, •• • • • • • • • • • • • •• •• • • •• • • • • •••• • • • • • • • • ••• • •• • • • •• • •••• • • • ••• • • • • •• • • •• • ••• • • • • • • •••• • • • • • • • • ••• 2"-I M. 2X4 2X5 m� FINISH GRADE FOR EROSION PROTECTION 2" mil cover COL. SEE COL. ANCH. DETAIL 1X2 OR 1X3 3" FROM EDGE TO BOLT (MIN) 4"•CAN.CRE7E:.SLAB• " 3' MIN 3' MIN SLAB FOOTING i SITE SPECIFIC ENGINEERING REQUIRED FOR SCREEN ROOFS WHEN THE SPACING IS LESS THAN 3' AND FOR ALL SOLID ALUMINUM ROOFS H-2 1 H-3 L2X2 IIS Z -GUTTER BRACE ear 1 1 3X3X0.07 303 DOOR JAMB FOR COLUMN 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X2"X2"X1/8" ANGLE EACH SIDE OF INSIDE OF COL. W/(3) - #6 TO COL &(1)-3/8"X21/2"LG. NOTE: LOCATION OF 2X2 ANGLE CAN BE MOVED MAX 1 INCH ON COLUMN 3X3 OR 4X4 ALUM. COLM. 2"X3"X1/8"X2" LONG MIN ANGLE EACH SIDE OF COL. W/(4) - #6 TO COL. & 3 1/2" LG.TAPCON TO CONC. a Oxy Z • NIDD EMI 1111 2" MIN BETWEEN FASTENERS COL. ANCH. DETAIL CLIP ANGLE d' 4 - #6 TO COL. 2- I #3 • 18" C iEg •lil�lir 11111111111111111111111111 3/8"X3 1/2" LG. TYP. 4 PER COL. NOTE: FRONT ELEVATION ANGLES ARE NOT REQ. FOR 203 DOOR JAMB COLUMNS 3/8X5" TAPCONS CAN BE USED. NOTE: 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. EXPANSION BOLTS TO BE 3/8"X5" TAPCON SYSTEM OR EQUAL. FINISH GRADE COL. SEE COL. ANCH. DETAIL 1X2 OR 1X3 TO BOLT a FOOTING & SLAB DETAILS 4 4" CONCRETE SLAB W/ 8"X8" FOOTING W/ 1-#5 NOTE: FIBERMESH MAY BE USED IN LIEU OF 6X6 -10/10 VWVM 1X2 1X3 1 2 2 102 rZ" 1"I - FASCIA -2"-1 C 2X2 12 FASCIA 2' C 2X3 5" SUPER GUTTER C 1X2 1-2" in I- C 1X3 11-2' 2X2 LATTICE TUBES 0 4" 0.G W/ 1) 114 TEK 0 EACH RAFTER PERGOLA DETAILS T fV 2X2 LATTICE —3"—I GUTTER T-2 L T-3 3X3 4X4 3X2X0.05 202 3X2X0.07 1-2"1 2X5X0.125 1-2' 3x8 HEADER 8/ 045w4 2X6106. OR 2770'. Box INSERT AND (2) X' THRUBOLTS AT EACH COLUMN YX21% BRACKET WITH (4) 114 TER SCREWS EA. SIDE 2X3X0.06 2X3X0.07 2X4X0.05 2X5X0.05 4X4 2" 2X2X0.046" I--2" 2"X&1(" DECORATIVE COVER W/ /14X1" 0 24" O.C. W/ 45" BUTTON CAPS & C CHAMEL EACH SDE DOSRNG CBS WALL 2x2x1E" ANGLE EACH SIDE W/ (3) /10 TEK SCREWS EA. FACE. 3X3 OR 4X4 COLUMN 2x2 LATTICE TUBES 04'0.C.W/1)/14 TEM 0 EACH RAFTER 2X6.5 2.5" STEEL INSERT/ \\\c,_ 3X8 2"X5"X0.05X0.116"SM B 5 LB 2"X7"X0 055X0 12"SMB 7 LB 2"X10"X0.092X0.374"SMB 10 LB 4 LB 2"X6"X0 05X0.12"SMB 6 LB 2"X9"X0.082X0.306"SMB 9 LB (2) X"X 2 le. TAPCONS 0 18" O.C. (MAX.) MEOW INEIEC BRACKET 8/8• P4 EC EACH SIX 3" x 8" CARRY BEA1vY FLANGE BRACKET 2"X8"X0 072X0 224"SMB 8 LB METAL USA DECO DETAIL 1 (PERGOLA CONNECTION) 3X3X.125 FOS 3X3 OR 4X4 ALUM. COLM. SEE COL. ANCH. DETAIL 1X2 OR 1X3 PAVERS OR TILES 3" FROM LOGE /TO BOLT • FASTENING SCHEDULE #1 - #14 TEK SCREW/HEX HEAD #2 - #10 S.M.S. / HEX HD. #4 - 1/4" BOLTS/VVASHER/NUT #5 - CLIP ANGLE .125" MIN THICKNESS #12 - CLIP ANGLE 3/32" MIN. THICKNESS MIN (SEE DETAIL SHEET C DECO COLUMN COVER (2) - 3/8"X21/2" LONG SEE COL ANCH DETAIL 2"X6.5" DECORATIVE FOAM FILLED SIDE PLATE TWO SIDES OF POST (TYP.) PAVERS OR TILES • • 4 NOTE FOR NUMBER OF SCREWS: #14 TEK SCREWS FOR 7LB OR LARGER #10 S.M.S. FOR 6LB OR SMALLER AND 18 INCH C -C TOP AND BOTTOM COL. ANCH. DETAIL ANGLE TWO SIDES OF COL. 3X3 OR 4X4 ALUM. COLM CONCRETE FOUNDATION • • • • • • • • • • FRONT ELEVATION • • • • STRIP FTG. DETAIL W/ PAVER OR TILE 12"X8" FOOTING IS MINIMUM FOOTING SIZE SPECIFIC PLANS AND STRIP FOOTING SCHED ANY ADDITIONAL REQUIREMENTS AND MIN FTG SIZE APPLY TO NEW FOOTING ONLY FASTENING EACH SIDE COLUMN RAIL 2 CHAIR RAIL CONNECTION FASTENING 6- #10X3/4" 3 EACH SIDE COLUMN 2"X2"X0.062" RECEIVING CHANNEL W/ 6- #10X3/4" SMS. TO SIDE OF COLUMN ALT. CHAIR RAIL CONNECTION GENERAL DETAIL SHEET: F.B.0 2014 AND ASCE7 6005-T5 ALUM GENERAL NOTES FOR SCREEN ENCLOSURES: 1) DESIGN PRESSURES TAKEN FROM TABLE 2002.4, FLORIDA BUILDING CODE 2014 (5TH EDITION) AND HAS BEEN CHECKED \MTH ASCE 7-10. 2) SCREEN ENCLOSURES MUST BE CONNECTED TO A HOST STRUCTURE. CARRY BEAM ALSO MUST BE CONNECTED TO HOST STRUCTURE AT LEAST FROM ONE SIDE. 3) WND SPEED FOR DESIGN CALCULATION IS TAKEN USING THE ADDRESS OF THE PROJECT FROM VV1NDSPEED.ATCOUNCILORG 4) INCLUDED ANGLES IN CORNERS MUST BE PERPENDICULAR ±10 DEGREE 5) FOR ALUMINUM STRUCTURE MEMBERS OR ALUMINUM PANELS USED IN SKYLIGHT AND SLOPED GLAZING FRAMING, ROOFS OR PATIO COVERS, NOT SUPPORTING EDGE OF GLASS OR ALUMINUM SANDWICH PANELS, THE TOTAL LOAD DEFLECTION SHALL NOT EXCEED U60. FOR CONTINUOUS ALUMINUM STRUCTURAL MEMBERS SUPPORTING EDGE OF GLASS, TOTAL LOAD LOAD DEFLECTION SHALL NOT EXCEED U60. FOR CONTINUOUS ALUMINUM STRUCTURAL MEMBERS SUPPORTING EDGE OF GLASS, TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/75. FOR ALUMINUM SANDWICH PANELS USED IN ROOFS OR WALLS OF SUNROOM ADDITIONS OR PATIO COVERS, THE TOTAL LOAD DEFLECTION SHALL NOT EXCEED U120. CONCRETE COVER: FOR FOUNDATIONS, MINIMUM CONCRETE OVER REINFORCING BARS SHALL BE 3 INCHES IN FOUNDATIONS WHERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH. FOR NO. 5 AND SMALLER BARS 1 W W-IERE CONCRETE IS FORMED AND WLL BE EXPOSED TO THE EARTH OR WEATHER. WHERE CONCRETE IS NOT EXPOSED TO TO WEATHER, THE MINIMUM COVER FOR REINFORCING SHALL BE 1 Y. INCHES REGARDLESS OF BAR SIZE NOTE: 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. 0%11 1 1 1 1 191. EXPANSION BOLTS TO BE "HILT! KWK BOLT II" SYSTEM OR EQUAL. wiii • 4" CONCRETE SLAB FOOTING/ SLAB W/ PAVER OR TILE UNDERNEATH ( q-1( A&M Structural Solutions LLC 3450 NW 85th Ct Unit 540 Dora! FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: A EMI STATE OF LUZ FINISH GRADE FOR EROSION • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • SEE COL ANCH. DETAIL • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 3" FROMIEDGIE TO BORT (MIR) • • SLAB FOOTING SITE SPECIFIC ENGINEERING REQUIRED FOR SCREEN ROOFS VVFIEN THE SPACING IS LESS THAN 3' AND FOR ALL SOLID ALUMINUM ROOFS • • • FOR COLUMN 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X2-X2X1/8" ANGLE EACH SIDE OF INSIDE OF COL W/(3) - 46 TO COL & (1) - 3/8" X 2 1/2" LG. 'ckr NOTE: LOCATION OF 2X2 ANGLE CAN BE MOVED MAX 1 INCH ON COLUMN - ° ° MN!2" MIN BETWEEN FASTENERS 3X3 OR 4X4 ALUM. COLM. 2"X3"X1/8"X2" LONG MI ANGLE EACH SIDE OF COL W/(4) - 46 TO COL & 31/2" LG.TAPCON TO CONC. COL ANCH. DETAIL • 3/8"X3 1/2" LG. P. 4 PER •L 43 , 18" C -C NOTE: FRONT ELEVATION ANGLES ARE NOT REQ. FOR 203 DOOR JAMB COLUMNS 3/8X5" TAPCONS CAN BE USED. NOTE: 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. EXPANSION BOLTS TO BE 3/8"X5" TAPCON SYSTEM OR EQUAL. 2X6.5 2"X4"X0 046X0.1"SMB 2"X5"X0.05X0.116"SMB 2"XETX0 05X0.12"SMB 4 LB 5L8 6 LB 2"X7"X0 055X0 12"SMB 7 LB 4X4 2" CLOW. 2X4 2X5 VDOT H-3 41, asr. 3 GUTTER 2" FASCIA 1" FASCIA 2"X8"X0 072X0.224"SMB 2"X9"X0.082X0.306"SMB 8 LB 9 LB E -GUTTER 2" 5" 5" SUPER GUTTER a.lar 2X10"X0.092X0.374"SMB 10 LB DOOR JAMB 3X2X0.05 3=0.07 5" 2 -GUTTER BRACE 3" 3X3X0.07 303 FASTENING SCHEDULE 41 - 414 TEK SCREW/HEX HEAD #2 - 410 S.M.S. / HEX FID. #3 - 1/4" X 2 1/4" TAPCON ANCHOR 44 - 1/4" BOLTS/WASHER/NUT 45 - CLIP ANGLE .125" MIN THICKNESS 46 - 412 X 1" LONG S.M.S./HEX HD. 47- 1/4" X 3" LAG 48 - 1/4" LAG VVITH 1" WASHER 49 - #10 X 1 1/2" S.M.S./HEX HD. #12 - CLIP ANGLE 3/32" MIN. THICKNESS NOTE FOR NUMBER OF SCREWS: #14 TEK SCREVVS FOR 7LB OR LARGER 410 S.M.S. FOR 6LB OR SMALLER AND 18 INCH C -C TOP AND BOTTOM FINISH GRADE COL SEE COL ANCH. DETAIL 1X2 OR 1X3 ID I .41 . 4 3" FROM,DGE • • 4.' TO BOLT ' • 44 8" FOOTING 8 SLAB DETAILS 4 4" CONCRETE SLAB W/ 8X6 - 10/10 W.W.M W/ 8"X8" FOOTING W/ 145 NOTE: FIBERMESH MAY BE USED IN LIEU OF 6X13 -10/10 VVWM COL SEE COL ANCH. DETAIL 1X2 OR 1X3 PAVERS OR TILES 3" FROM DGE /TO BOLT o 12" X 8" FTG. W/ 1-45 1' STRIP FTG. DETAIL W/ PAVER OR TILE 12"X8" FOOTING IS MINIMUM FOOTING SIZE SPECIFIC PLANS AND STRIP FOOTING SCHED ANY ADDITIONAL REQUIREMENTS AND MIN FTG. SIZE APPLY TO NEW FOOTING ONLY 3X3 OR 4X4 ALUM. COLM. LONG MI W/(6) 41 TO COL. (2) - 3/8"X21/2" LONG • COL. ANCH. DETAIL ANGLE TWO SIDES OF COL. 3X3 OR 4X4 ALUM. COLM. a CONCRETE FOUNDATION FRONT ELEVATION COLUMN FASTENING Mira 4- #10X1 1/2 EACH SIDE 2 RAIL CHAIR RAIL CONNECTION FASTENING 6- #10X3/4" 3 EACH SIDE COLUMN 2"X2"X0.062" RECEIVING CHANNEL W/ 6- #10X3/4" SMS. TO SIDE OF COLUMN ALT. CHAIR RAIL CONNECTION GENERAL DETAIL SHEET: G.B.0 2014 AND ASCE7 6005-T5 ALUM GENERAL NOTES FOR SCREEN ENCLOSURES: 1) DESIGN PRESSURES TAKEN FROM TABLE 2002.4, FLORIDA BUILDING CODE 2010 AND HAS BEEN CHECKED WTH ASCE 7-10. 2) SCREEN ENCLOSURES MUST BE CONNECTED TO A HOST STRUCTURE. CARRY BEAM ALSO MUST BE CONNECTED TO HOST STRUCTURE AT LEAST FROM ONE SIDE. 3) WIND SPEED FOR DESIGN CALCULATION IS TAKEN USING THE ADDRESS OF THE PROJECT FROM VVINDSPEED.ATCOUNCILORG 4) INCLUDED ANGLES IN CORNERS MUST BE PERPENDICULAR ±10 DEGREE 5) FOR ALUMINUM STRUCTURE MEMBERS OR ALUMINUM PANELS USED IN SKYLIGHT AND SLOPED GLAZING FRAMING, ROOFS OR PATIO COVERS, NOT SUPPORTING EDGE OF GLASS OR ALUMINUM SANOVVICH PANELS, THE TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/60. FOR CONTINUOUS ALUMINUM STRUCTURAL MEMBERS SUPPORTING EDGE OF GLASS, TOTAL LOAD LOAD DEFLECTION SHALL NOT EXCEED L/60. FOR CONTINUOUS ALUMINUM STRUCTURAL MEMBERS SUPPORTING EDGE OF GLASS, TOTAL LOAD DEFLECTION SHALL NOT EXCEED U75. FOR ALUMINUM SANDWICH PANELS USED IN ROOFS OR WALLS OF SUNROOM ADDITIONS OR PATIO COVERS, THE TOTAL LOAD DEFLECTION SHALL NOT EXCEED U120. CONCRETE COVER: FOR FOUNDATIONS, MINIMUM CONCRETE OVER REINFORCING BARS SHALL BE 3 INCHES IN FOUNDATIONS MERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WTH THE EARTH. FOR NO. 5 AND SMALLER BARS 1 'N WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO THE EARTH OR WEATHER. WHERE CONCRETE IS NOT EXPOSED TO TO WEATHER, THE MINIMUM COVER FOR REINFORCING SHALL BE 1 4 INCHES REGARDLESS OF BAR SIZE NOTE: ALL ANGLES SECURING THE COLUMN TO THE CONCRETE 'TO BE A MIN LONG 1/2" DIA. BOLTS ARE TO BE EXPANSION TYPE. EXPANSION BOLTS TO BE "HILTI KWIK BOLT II" SYSTEM OR EQUAL. COL SEE COL. ANCH. DETAIL 1X2 OR 1X3 PAVERS OR TILES 4 41 44 3" FROMpDGE • a a. TO BOLT • 44 A&M Structural Solutions LLC 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: A #5 (EA SIDE) W2 - TO BM (W2 - 87 EA.CLIP INTO FASCIA) ppf MIN 2" FASCIA AL.710 OPTIONAL RUSS EAM ORT BEAMS OR GREATER USE (3) -1/4 8 (3) -#7 8M. CONN. AT FASCIA CARRY BEA PER SCHEDULE #BTHRU PANEL, BM 8"00 1X2 OPTIONAL 2 (1-12" LONG) @1 i"C C. (TYP.) 523452" LONG CLIP ANGLE W/3 -#2 EA FACE SCREEN ROOM COL. TO BEAM CONN. 4) -4B TO COL (TYP) 1- 3)8" X 4" LG. EXPANSION BOLT EXPANSION BOLT(WEDGE ANCHOR) TO CONC. (TYP.) 2 PER COL. FRONT ELEVATION #30 18"C -C ELSEWHERE NOTE: ANGLES ARE NOT REO'D FOR 202 DOOR JAMB COLS. ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE 2-%2"%1/8'X7 LONG. USE ONE ANCHORS PER CLIP- MIN. TWO ANCHORS PER COLUMN IN ALL CASES 4 DIA BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAIL) EXPANSION BOLTS TO BE "41171 KMAA4 BOLT II" SYSTEM OR EQUAL. #j" TAPCON MAY BE USED IN LIEU OF 1. EXPANSION BOLT SEE GENERAL NOTE 4 FOR ADDITIONAL REOUIREMENTS FOR COUMNS 5" DEEP OR GREATER INSTALL ADDITIONAL 2"X 2"X2"%4" ANGLE EA. SIDE OF INSIDE OF COL. W/3 -86 TO COL 61 -'L"X 4" LG. EXPANSION BOLT (WEDGE ANCHOR) TO CONC. (rp EA. CLIP COLUMN ANCHORING DETAL 7X7 LONG X 4" ANGLE EA. SIDE OF COL W/4 #8 TO COL &,_ 5 d' LG. EXPANSION BOLT (WEDGE ANCHOR) TO CONC. @EA. CLIP 2'%1.5"%0.062X2" MIN LG. CHANNEL W/(3)-#14 TEKS EACH SIDE OF 2X6.5 (6 TOTAL) (4)414 TEKS TO BEAM 2)(2%0024 ALUM TUBE @26' C -C ATTACHED 70226.5 W/(i) 414X3' LG TEK SCREW 11 11 11 256.5 2% TYPICAL PERGOLA SECTION HOUSE CONC WALL 2#3 TAPCON ANCHOR THRU CLIP INTO EXS CONCRETE WALL /INS. ROOF NOTE 6" APART IF NO ACCESS TO TOP 2'X2"X1/8" CLIP ANGLE EACH SIDE W2- #4 OR 3-2 EA. CLIP TO BM. FOR 7" BEAMS OR GREATER USE 344 OR 4#1 BM TO HOUSE CONN TYP ONN. DET WALL PANEL MAY BE 4" PLYWOOD AL. TIC ALLOY 3003-H16 ROOF PANEL CONNECTION (FRONT ELEVATION) SELF - STICKY ALUM ROLL ROOFING TAPE OR CAULKING OR EQUAL SEAL :/ CONTINUOUS IIe.: . • CAULKING 2' ROOF SPAN FROM TABLE OR FL PRODUCT APPROVAL MIN ROOF P7TCH IS 1- PER 12-, MAXIS6.1N12- ROOF 8 WALL PANEL DETAILS PANEL SCHEDULE: ROOF PANELS PANEL U80 U120 U180 R-2 11'-6" 12'-0" NA R-3 12'-0" 13'-6" NA R-4 NA 16-2" 13'-10" R-5 NA 20'-8" 1T-6" R-6 NA 24'-4" 21'-3" PANEL SPAN TABLE EXIST MOBILE HOME 1/4- AIR GUTTER W/#2 @ 17' C.0 TOP 8 BOT 3/PANE8" C.0 CARRY BEA PER SCHEDULE •PTIONAL 1X2 -EXIST. DRIP CAP / AL. FIRS INP E ANCHORING DETAIL FOR CORRECT SPECS(SHEET "C") Cr CC EAM 2 - 3/B" THRU BOLTS W/ WASHERS & NUTS 88 © 8" C.0 BEAM PER SCHEDULE OR SITE SPECIFIC SECTION 8-8 (SCREEN ROOM) NOTE: INSTEAD OF TWO SCREWS EVERY 12 -INCH C -C ONE SCREW EVERY 6 -INCH C -C CAN BE USED. #3012"00T CONC. #7-16" 0.0 T02X4 STUD PTIONAL FLASHING 2 01700 /PANEL T88 -20R H NOTE IF THERE 15 NOT ENOUGH SPACE PANEL TO WALL CONN. ABOVE PANEL ALL SCREWS MAY BE USED ON ONE SIDE. ANEL #8@8"C 2 - " THRU- BOLTS 3X3" SECTION A -A (CARPORT) (COVERED PATIO) T-20RT- INSUL ALUM PANEL P- EL WINDO FRAME UNSUL ALU PANEL SECTION C -C SUN ROOM) @.8" C.0 EA SIDE OF C -CHANNEL @.6" 0.0 SIDE @18O.0 J W z 0 z VJ 1/2 SPAN 1/2 SPAN Z 0 o- 6/3 W J 7 02 W -I co SEE SCHEDULE BEAM SPAN VARIES ROOF PLAN �1 ELEVATION -3" x 3" COL BEARING WALL SEE COL. SCHEDULE (SHT. "B2") J)6356.6t2S444.FIL-a.&4244,1.-663-41 COL CHAIR RAIL PER SCHED COLOR CNER BEARING WALL 8"- 0' MAX (SCREEN RMS ONLY) ELEVATION SCREEN ROOM AL. KICK PL.OPT. USE 202 TOP ATT. KP /1 - #2 8" 0.0 NOTE: IF THERE 15 NOT ENOUGH SPACE ABOVE PANEL, ALL SCREWS MAY BE USED ON ONE SIDE. 2 @ 12" C.C. / PANEL T8B #7 TO EA EXIST RUSS FROM CHANNEL AND C 12' 0 . MAX. TO FASCIA NOTE: FASCIA MAY BE BUILT UP BY LAGGING NEW V MEM. TO OLD 2-4' X 3-1' LAGSTTRUSS OR RAFTER 7 SUB-FASCIABEHIND 1" FASCIA IS ALSO ACCEPTABLE FASCIA CONN. T-2 OR T-3 WINDOW FRAME BY IMMI WINDOW MANUFACT. NCHOR WINDOW FRAME TO CHANNEL OR 302 W/ #10 VMS x 1" LONG @ 16" 0.0 MAX FIRST SCREW ON ALL SIDES TO BE NO FURTHER THAN 2" FROM ANY CORNER OF WINDOW SECTION E -E SECTIOND-D N. TO BE TO BOTTOM ANEL OF JOINTS ELEVATION SUNROOM 3" INSUL. LUM. ROOF NOTE: INSTEAD OF TWO SCREWS EVERY 12 -INCH C -C ONE SCREW EVERY 6 -INCH C -C CAN BE USED. 2"X3"X.064" C W/ /4'X2 1/2" TAPCON @ 12" O C. TO CONC. & #10 SMS @ 4" C.C. TO INSUL. ROOF (BOTTOM ONLY) PANEL TO HOUSE CONNECTION NOTE: 1) KICKPLATE AND CHAIR RAIL OPTIONAL, BUT MAXIMUM VERTICAL DISTANCE BETWEEN HORIZONTALS 84", 2) MINIMUM ROOF SLOPE 1/2" PER FEET FOR 3" RISER PANELS AND 1/4" PER FOOT FOR COMPOSITE PANELS. 3) ALLOWABLE AVERAGE INTERIOR HEIGHT FOR ROOM 84". 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 - # 12 X 1" LONG S.M.S. EX HD. #7 - 1/4" X 3" LAG #8- 1/4" LAG WITH 1"„WASHER #9 - #10 X 1 1/2" S.M.S./HEX HD. #12 - CLIP ANGLE 3/327,,MIN. THICKNESS MAX COLUMN HEIGHT PER TABLES 8" 0_ 6 .. MAX COLUMN HEIGHT PER TABLES ••••.• • NOTE: 1) ROOF MAY BE CONNECTED TO WALL OF FASICA PER DETAILS • • • • • 2) ALLOWABLE AVERAGE HEIGHT OF ROOM 7-0" (MIN)• • • - • 3) KICKPLATE RAIL AND CHAIR RAIL ARE SECONDARY WALL MEMBERStgw).• • • • • 4) KICKPLATE AND CHAIR RAIL OPTIONAL , BUT MAXIMUM VERTICAL DISTAN,13ETWEE111IIYALI ••• HORIZONTALS IS 7'-0" •• • •• •• •• 5) MAXIMUM ROOF PANEL CANTILEVER IS 2'-6", MAXIMUM ROOF SLOPE 7 DEI E. • • #8 8" O. C. (VIP.) ANEL GUSSET MOMENT CONNECTION CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL N8 © 8" O.C. RYP.) ANEL 82 SCREWS (5 SCREW MIN. EACH SIDE X2X4-THK.)LENGTH DETERMINED BY BM. SIZE) RECEIVING CHANNELANCHORED TO COL W/ #14 TEK SCREWS (5 SCREWS MIN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL • • o•f••• NOTE: 1X3 CONNECT TO 3X3 OS RECOMMENEED HERE. • • • ••• • •• • ANCHOR 1X2 TO 2020 • W/#2@16'C.0 •• X 2" X t ALUM ANGLE W/ ONE 444X.. LO TAPCON TO CONC 8 (4) -#8 TO COL. (TYP) CORNER COL. .••••• f ••`y •• dA • 000 • • •••••• • •.••• •••.•• • • • ••.••• • • 000000 • • k I ((Th COLOUMN^ h/d� • • s• q/ GENERAL NOTES: 1) DESIGN PRESSURES FROM ASCE 7 WITH INTERNAL PRESSURE COEFFICIENTS (GCpi) DETERMINED, IMPORTANCE FACTOR FOR CATEGORY I STRUCTURES (0.87 FOR 100 MPH ZONE AND 0.77 FOR ALL OTHER ZONE. 2) EXTRUSION ALLOY ASSUMED TO BE 600575 OR 6061T6 UNLESS NOTED OTHERWISE. 3) CONCRETE ANCHOR TERMINOLOGY, EXPANSION ANCHOR / SLEEVE ANCHOR / WEDGE ANCHORS ARE TERMS FOR VARIOUS TYPES OF COMPRESSION ANCHORS. 4) "APPROVED MASONRY FASTENER" FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 2 1/2" EMBEDMENT INTO 2500 PSI (MINIMUM) CONCRETE: a) 3/8" PHI: ALLOWABLE TENSION 1055 # SHEAR 1716#, b) 1/4" PHI: ALLOWABLE TENSION 567 #, SHEAR 394 #. 5) FOR SCREEN ROOMS CONSTRUCTED UPON AN APPROVED LUMBER DECK, 3/8" PHI LAG SCREWS EMBEDDED BY 3" INTO SYP LUMBER FRAME CAN BE SUBSTITUTED FOR THE APPROVED MASONRY FASTENERS SPECIFIED IN DETAILS C1 AND C2. INSULATED ALUMINUM DETAIL SHEET F.B.C. 2014 EDITION & ASCE 7-10 RMEDIA.JE COM• SCRE.N ROOM • O � *; A&M Structural SolutionsV 3450 NW 85th Ct Unit 5415 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B 82038 * E OF IDII8 'Illlf:{11.1 NQS �CO2 CONNECTOR CON TOP AF ALLL, 34 34 SECTIOND-D N. TO BE TO BOTTOM ANEL OF JOINTS ELEVATION SUNROOM 3" INSUL. LUM. ROOF NOTE: INSTEAD OF TWO SCREWS EVERY 12 -INCH C -C ONE SCREW EVERY 6 -INCH C -C CAN BE USED. 2"X3"X.064" C W/ /4'X2 1/2" TAPCON @ 12" O C. TO CONC. & #10 SMS @ 4" C.C. TO INSUL. ROOF (BOTTOM ONLY) PANEL TO HOUSE CONNECTION NOTE: 1) KICKPLATE AND CHAIR RAIL OPTIONAL, BUT MAXIMUM VERTICAL DISTANCE BETWEEN HORIZONTALS 84", 2) MINIMUM ROOF SLOPE 1/2" PER FEET FOR 3" RISER PANELS AND 1/4" PER FOOT FOR COMPOSITE PANELS. 3) ALLOWABLE AVERAGE INTERIOR HEIGHT FOR ROOM 84". 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 - # 12 X 1" LONG S.M.S. EX HD. #7 - 1/4" X 3" LAG #8- 1/4" LAG WITH 1"„WASHER #9 - #10 X 1 1/2" S.M.S./HEX HD. #12 - CLIP ANGLE 3/327,,MIN. THICKNESS MAX COLUMN HEIGHT PER TABLES 8" 0_ 6 .. MAX COLUMN HEIGHT PER TABLES ••••.• • NOTE: 1) ROOF MAY BE CONNECTED TO WALL OF FASICA PER DETAILS • • • • • 2) ALLOWABLE AVERAGE HEIGHT OF ROOM 7-0" (MIN)• • • - • 3) KICKPLATE RAIL AND CHAIR RAIL ARE SECONDARY WALL MEMBERStgw).• • • • • 4) KICKPLATE AND CHAIR RAIL OPTIONAL , BUT MAXIMUM VERTICAL DISTAN,13ETWEE111IIYALI ••• HORIZONTALS IS 7'-0" •• • •• •• •• 5) MAXIMUM ROOF PANEL CANTILEVER IS 2'-6", MAXIMUM ROOF SLOPE 7 DEI E. • • #8 8" O. C. (VIP.) ANEL GUSSET MOMENT CONNECTION CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL N8 © 8" O.C. RYP.) ANEL 82 SCREWS (5 SCREW MIN. EACH SIDE X2X4-THK.)LENGTH DETERMINED BY BM. SIZE) RECEIVING CHANNELANCHORED TO COL W/ #14 TEK SCREWS (5 SCREWS MIN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL • • o•f••• NOTE: 1X3 CONNECT TO 3X3 OS RECOMMENEED HERE. • • • ••• • •• • ANCHOR 1X2 TO 2020 • W/#2@16'C.0 •• X 2" X t ALUM ANGLE W/ ONE 444X.. LO TAPCON TO CONC 8 (4) -#8 TO COL. (TYP) CORNER COL. .••••• f ••`y •• dA • 000 • • •••••• • •.••• •••.•• • • • ••.••• • • 000000 • • k I ((Th COLOUMN^ h/d� • • s• q/ GENERAL NOTES: 1) DESIGN PRESSURES FROM ASCE 7 WITH INTERNAL PRESSURE COEFFICIENTS (GCpi) DETERMINED, IMPORTANCE FACTOR FOR CATEGORY I STRUCTURES (0.87 FOR 100 MPH ZONE AND 0.77 FOR ALL OTHER ZONE. 2) EXTRUSION ALLOY ASSUMED TO BE 600575 OR 6061T6 UNLESS NOTED OTHERWISE. 3) CONCRETE ANCHOR TERMINOLOGY, EXPANSION ANCHOR / SLEEVE ANCHOR / WEDGE ANCHORS ARE TERMS FOR VARIOUS TYPES OF COMPRESSION ANCHORS. 4) "APPROVED MASONRY FASTENER" FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 2 1/2" EMBEDMENT INTO 2500 PSI (MINIMUM) CONCRETE: a) 3/8" PHI: ALLOWABLE TENSION 1055 # SHEAR 1716#, b) 1/4" PHI: ALLOWABLE TENSION 567 #, SHEAR 394 #. 5) FOR SCREEN ROOMS CONSTRUCTED UPON AN APPROVED LUMBER DECK, 3/8" PHI LAG SCREWS EMBEDDED BY 3" INTO SYP LUMBER FRAME CAN BE SUBSTITUTED FOR THE APPROVED MASONRY FASTENERS SPECIFIED IN DETAILS C1 AND C2. INSULATED ALUMINUM DETAIL SHEET F.B.C. 2014 EDITION & ASCE 7-10 RMEDIA.JE COM• SCRE.N ROOM • O � *; A&M Structural SolutionsV 3450 NW 85th Ct Unit 5415 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B 82038 * E OF IDII8 'Illlf:{11.1 • •••• • • • ••• .• •. • • •• • •• •• • • • • . •. •• •• •• • • . •. • • •• •••• •. • • • • • . • • • • . ••. • • • • ••• • •.. • • • • •• • • . . • • • • • •• • • .. • • . . •• • • • • 1- OS(EA SIDE) Wl2- TO BM (WG -07 EACUP INTO FASCIA) MINS FASCIA ALFL'O OPTIONAL RUSE ORT BEAMS OR GREATER USE (3)-848(3)-S7 BM. CONN. AT FASCIA SCREEN ROOM COL TO BEAM CONN. • • • ••• ••• • •• • • • • • • • • 8 IT ELEVATION 4) -N TO COL./TY% 1- YT x f 1.0. EXPANSION BOLT EXPANSION BOLTMEDGE ANCHOR) TO CONC. (TYP.) 2 PER COL. 03018•CC ELSEWHERE NOTE ANGLES ARE NOT REOD FOR 202 DOOR JAMB COLS. ALL ANGLES SECURING 71E COLUMN TO THE CONCRETE TO BE TXSX1/17X27 LONG. USE ONE ANCHORS PER CUP. MIN. TWO ANCHORS PER COLUMN IN ALL CASES j• DM BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAIL) EXPANSION BOLTS TO BE KALTI KWH( BOLT IC SYSTEM OR EQUAL. Oj TAPCON MAY BE USED IN UEU OF r EXPANSION BOLT SEE GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS FOR COLJMNB 4 DEEP OR GREATER INSTALL ADDITIONAL SX SXSX? ANGLE EA. SIDE OF INSIDE OF COL. W13.08 TO COL 5T- j• X f LG. EXPANSION BOLT (WEDGE ANCHOR) TO CONC.. EA. CLIP COLUMN ANCHORN 0 DET AL, X2X2 LONGxf• ANGLE EA. &DE OF COL. 004 b TO COL.814 x f LO. EXPANSION BOLT (WEDGE ANCHOR) TO CONC. .EA. CUP SXI.57.0.082X2" MIN LG. CHANNEL 00(9)414 TEKS EACH SIDE OF 2X8.5 (8 TOTAL) (44114 TEKS TO BEAM 2X2X0.024 ALUM TUBE 0247C -C ATTACHED 020.500(1) 4141T 10 1� TEK SCREW W 1 2X8.5 TYPICAL PERGOLA SECTION HOUSE CONC. WALL 203 TAPCON ANCHOR THRU CUP INTO EX CONCRETE WALL NOTE: r APART IF NO ACCESS TO TOP TX27X1/8" CLIP ANGLE EACH SIDE WO. 04 OR 342 EA CLIP TO 80. FOR 7" SEAMS OR GREATER USE344 OR401 810 TO MOUSE CONN CONN. DET 'WALL PANEL MAY BE )•PLYWOOD Al. M. ALLOY 3003-H18 ROOF PANEL CONNECTION 0R00T ELEVATION) ELF - STICKY ALUM ROLL ROOFING TAPE OR CAULKING OR EQUAL SEALJOINT ; CAULKING AUL XXJB • • .;. CAULXB 0 2' 3 8 ROOF SPAN FROM TABLE OR FL PRODUCT APPROVAL MN ROOF P170110)• PER 13. MMX18S"IN12" ROOF 8 WALL PANE` pETNLS PANEL SCHEDULE: ROOF PANELS PANEL R-2 180 11'-6 L/120 0180 12'-0 NA R-3 R-4 R-5 12'-0" NA NA 13'-6" 16'-2" 20'-8" R-6 NA 24'-4 NA 13'-10" 1T-6" 21'-3" PANEL SPAN TABLE EXIST MOBILE HOME 1l4 -AIR OA GUTTER WM2 0 17 C.C7 TOP 8 BOT. 3/PANE /I . 0 8" C.0 CARRY BEA PER SCHEDULE • PTIONAL 1X2 /EXIST. 0810 CAP / L FUS ING 08.0.0 giRYFReggiGETAIL 2 -1B" TMN BOLTS W/ WMIER58 NUTS #808"C. BEAM PER SCHEDULE OR SITE SPECIFIC = EE ANCHORING DETAIL FOR CORRECT SPECS(SHEET "C") RECTION 8-8 )SCREEN ROOM) NOTE: INET • OF TWO BOLTS EVERY 12. 'CH CC ONE BOLT EVERY . CH OC CAN BE USED. 001700 CONC. A- 1100.0 TO X4STUD NO PANEL TO WALL CO ANEL A•0SC THRU- BOLTS SECTION A -A )CARPORT) (COVERED PATIO) T-2 ORT INSUL ALU PANEL P EL VAN FRAME UNSUL ALU PANEL 0.r C.0 EA. SIDE OF C -CHANNEL 0.8.0.0 SIDE SECTION C -C (SUN ROOM) 01/• 0.10 J W z a z 0 0) 2 a m N O. O. CO N a I 6D m VARIES ROOF PLAN ELEVATION BEARING WALL SEE COL. SCHEDULE (SHT. "B2") COL CHAIR RAIL PER SCHED CORNER COL. 3 BEARING WALL 8" - 0" MAX (SCREEN RMS ONLY) ELEVATION SCREEN ROOM AL. KICK PL.OPT. USE 202 TOP ATT. KP /1 -#2080.0 01S C.C. / PANEL T88 07 TO EA EXIST FROM CHANNEL AND. 12" O.C. MAX. TO FASCIA 501E: FASCIA MAY BE BUILT UP BY LAGGING NEW ?MEM. TO 010 2-1" X 34 LAG0RRU55 OR RAFTER S OUB- FASCIA BEHIND 1" FASCIA 18 ALSO ACCEPTABLE FASCIA CONN. T-2 OR Ta NOON FRAME BY WNOOW MAMIFACT. WINDOW FRAME TO CHANNEL OR 302 W/010 8M8, ?LONG. 1T 0.10 MAX FORT SCREW ON ALL &DEB TO BE NO FURTHER THAN T FROM ANY CORNER OFNANOOW SECTION EE 0- i g CONNECTOR CONN. TO BE TOP TO BOTTOM OF PANEL OF AU. JOINTS NOTE: 1) KICKPLATE AND CHAIR RAIL OPTIONAL, BUT MAXIMUM VERTICAL DISTANCE BETWEEN HORIZONTALS 84", 2) MINIMUM ROOF SLOPE 1/2" PER FEET FOR 3" RISER PANELS AND 1/4" PER FOOT FOR COMPOSITE PANELS. 3) ALLOWABLE AVERAGE INTERIOR HEIGHT FOR ROOM 84". ELEVATION SUN ROOM SECTIOIDD FASTENING SCHEDULE #1 -814 TEK SCREW/HEX HEAD #2 - 810 S.M.S. / HEX HD. 83 - 1/4" X 2 1/4" TAPCON ANCHOR #4 - 1/4" BOLTS/WASHER/NUT 85 - CLIP ANGLE .125" MIN THICKNESS #6 - # 12 X 1" LONG S.M.S./HEX HD. 87 - 1/4" X 3" LAG #8 - 1/4" LAG WITH 1" WASHER #9 -CO X 1 1/2" S.M.S./HEX HD. 812 - CLIP ANGLE 3/32" MIN. THICKNESS MAX COLUMN HEIGHT PER TABLES 5 (0 STRUCTV APPROVED M K MAX COLUMN HEIGHT PER TABLES NOTE: 1) ROOF MAY BE CONNECTED TO WALL OF FASICA PER DETAILS 2) ALLOWABLE AVERAGE HEIGHT OF ROOM 7'-0" (MIN) 3) KICKPLATE RAIL AND CHAIR RAIL ARE SECONDARY WALL MEMBERS (GIRT) 4) KICKPLATE AND CHAIR RAIL OPTIONAL , BUT MAXIMUM VERTICAL DISTANCE BETWEEN WALL HORIZONTALS IS 7'-0" 5) MAXIMUM ROOF PANEL CANTILEVER IS 2'-6", MAXIMUM ROOF SLOPE 7 DEGREE. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL M . r 0.0 (TYP.) ANEL 82 50REW8 (5 EACH 610E DK/LENGTH DETERMINED BY BM. sap RECEIVING CHAMELANCHORED TO COL 00814 TEN SCREWS 0 SCREWS MN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL NOTE: 1X3 CONNECT TO 303 18 RECOMMENDED HERE. INTERMEDIATE COL FOR SCREEN 80041 GENERAL NOTES: 1) DESIGN PRESSURES FROM ASCE 7 WITH INTERNAL PRESSURE COEFFICIENTS (GCPi) DETERMINED, IMPORTANCE FACTOR FOR CATEGORY I STRUCTURES (0.87 FOR 100 MPH ZONE AND 0.77 FOR ALL OTHER ZONE. 2) EXTRUSION ALLOY ASSUMED TO BE 600575 OR 6061T6 UNLESS NOTED OTHERWISE. 3) CONCRETE ANCHOR TERMINOLOGY, EXPANSION ANCHOR / SLEEVE ANCHOR / WEDGE ANCHORS ARE TERMS FOR VARIOUS TYPES OF COMPRESSION ANCHORS. 4) "APPROVED MASONRY FASTENER” FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 2 1/2" EMBEDMENT INTO 2500 PSI (MINIMUM) CONCRETE: a) 3/8" PHI: ALLOWABLE TENSION 1055 # SHEAR 1716#, b) 1/4" PHI: ALLOWABLE TENSION 567 #, SHEAR 394 #. 5) FOR SCREEN ROOMS CONSTRUCTED UPON AN APPROVED LUMBER DECK, 3/8" PHI LAG SCREWS EMBEDDED BY 3" INTO SYP LUMBER FRAME CAN BE SUBSTITUTED FOR THE APPROVED MASONRY FASTENERS SPECIFIED IN DETAILS C1 AND C2. INSULATED ALUMINUM DETAIL SHEET F.B.C. 2014 EDITION & ASCE 7-10 A&M Structural Solutions LLC 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B „Az f�I1( ,v,1s111111U//##',, `••401.. •A e J a = SEE SCHEDULE I y ABEAM 1 I VARIES ROOF PLAN ELEVATION BEARING WALL SEE COL. SCHEDULE (SHT. "B2") COL CHAIR RAIL PER SCHED CORNER COL. 3 BEARING WALL 8" - 0" MAX (SCREEN RMS ONLY) ELEVATION SCREEN ROOM AL. KICK PL.OPT. USE 202 TOP ATT. KP /1 -#2080.0 01S C.C. / PANEL T88 07 TO EA EXIST FROM CHANNEL AND. 12" O.C. MAX. TO FASCIA 501E: FASCIA MAY BE BUILT UP BY LAGGING NEW ?MEM. TO 010 2-1" X 34 LAG0RRU55 OR RAFTER S OUB- FASCIA BEHIND 1" FASCIA 18 ALSO ACCEPTABLE FASCIA CONN. T-2 OR Ta NOON FRAME BY WNOOW MAMIFACT. WINDOW FRAME TO CHANNEL OR 302 W/010 8M8, ?LONG. 1T 0.10 MAX FORT SCREW ON ALL &DEB TO BE NO FURTHER THAN T FROM ANY CORNER OFNANOOW SECTION EE 0- i g CONNECTOR CONN. TO BE TOP TO BOTTOM OF PANEL OF AU. JOINTS NOTE: 1) KICKPLATE AND CHAIR RAIL OPTIONAL, BUT MAXIMUM VERTICAL DISTANCE BETWEEN HORIZONTALS 84", 2) MINIMUM ROOF SLOPE 1/2" PER FEET FOR 3" RISER PANELS AND 1/4" PER FOOT FOR COMPOSITE PANELS. 3) ALLOWABLE AVERAGE INTERIOR HEIGHT FOR ROOM 84". ELEVATION SUN ROOM SECTIOIDD FASTENING SCHEDULE #1 -814 TEK SCREW/HEX HEAD #2 - 810 S.M.S. / HEX HD. 83 - 1/4" X 2 1/4" TAPCON ANCHOR #4 - 1/4" BOLTS/WASHER/NUT 85 - CLIP ANGLE .125" MIN THICKNESS #6 - # 12 X 1" LONG S.M.S./HEX HD. 87 - 1/4" X 3" LAG #8 - 1/4" LAG WITH 1" WASHER #9 -CO X 1 1/2" S.M.S./HEX HD. 812 - CLIP ANGLE 3/32" MIN. THICKNESS MAX COLUMN HEIGHT PER TABLES 5 (0 STRUCTV APPROVED M K MAX COLUMN HEIGHT PER TABLES NOTE: 1) ROOF MAY BE CONNECTED TO WALL OF FASICA PER DETAILS 2) ALLOWABLE AVERAGE HEIGHT OF ROOM 7'-0" (MIN) 3) KICKPLATE RAIL AND CHAIR RAIL ARE SECONDARY WALL MEMBERS (GIRT) 4) KICKPLATE AND CHAIR RAIL OPTIONAL , BUT MAXIMUM VERTICAL DISTANCE BETWEEN WALL HORIZONTALS IS 7'-0" 5) MAXIMUM ROOF PANEL CANTILEVER IS 2'-6", MAXIMUM ROOF SLOPE 7 DEGREE. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL M . r 0.0 (TYP.) ANEL 82 50REW8 (5 EACH 610E DK/LENGTH DETERMINED BY BM. sap RECEIVING CHAMELANCHORED TO COL 00814 TEN SCREWS 0 SCREWS MN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL NOTE: 1X3 CONNECT TO 303 18 RECOMMENDED HERE. INTERMEDIATE COL FOR SCREEN 80041 GENERAL NOTES: 1) DESIGN PRESSURES FROM ASCE 7 WITH INTERNAL PRESSURE COEFFICIENTS (GCPi) DETERMINED, IMPORTANCE FACTOR FOR CATEGORY I STRUCTURES (0.87 FOR 100 MPH ZONE AND 0.77 FOR ALL OTHER ZONE. 2) EXTRUSION ALLOY ASSUMED TO BE 600575 OR 6061T6 UNLESS NOTED OTHERWISE. 3) CONCRETE ANCHOR TERMINOLOGY, EXPANSION ANCHOR / SLEEVE ANCHOR / WEDGE ANCHORS ARE TERMS FOR VARIOUS TYPES OF COMPRESSION ANCHORS. 4) "APPROVED MASONRY FASTENER” FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 2 1/2" EMBEDMENT INTO 2500 PSI (MINIMUM) CONCRETE: a) 3/8" PHI: ALLOWABLE TENSION 1055 # SHEAR 1716#, b) 1/4" PHI: ALLOWABLE TENSION 567 #, SHEAR 394 #. 5) FOR SCREEN ROOMS CONSTRUCTED UPON AN APPROVED LUMBER DECK, 3/8" PHI LAG SCREWS EMBEDDED BY 3" INTO SYP LUMBER FRAME CAN BE SUBSTITUTED FOR THE APPROVED MASONRY FASTENERS SPECIFIED IN DETAILS C1 AND C2. INSULATED ALUMINUM DETAIL SHEET F.B.C. 2014 EDITION & ASCE 7-10 A&M Structural Solutions LLC 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B „Az f�I1( ,v,1s111111U//##',, `••401.. •A e 4`t;;1l11i���f • 4' ..1• • •• • • • • •• • •••• • • • • • • • • • • • • • •• •• • •• • • • • • • • • •••• • • • •••• • • • •• • • • • •• • • • • ••• • •••• • • • •• • • • • • • •• • 2" MIN FASC NOTE - 1" FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEM TO OLD W/2 - " X3 LAGS/TRUSS OR RAFTER. " SUB - FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE NOTE - PURLINS MAY BE FLAT OR SLOPED lit 1112 2X3X.050 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 - # 12 X 1" LONG S.M.S./HEX HD. #7 - 1/4" X 3" LAG #8 - 1/4" LAG WITH 1" WASHER #9 - #10 X 1 1/2" S.M.S./HEX HD. #12 - CLIP ANGLE 3/32" MIN. THICKNESS 1X2/1X3 2"X2"4" 2 2" LG. ANGLE EA. SIDE W/ 2 - #7 TO FASCIA & (4) - #6 TO PURLIN PURLIN TO FASCIA DETAIL (1) NOTCH COL. 2X3X0.080 (SLOPING PURLIN) EAVE MEMBER CONTINUOUS 1"X.090"X8" LG. STRAP W/(7) - #10 TEK SCREWS 1 - g' THRU BOLT OR 3 - #6 EA. SIDE 2X3X.050 FLAT 2"X2"XgANGLE OR STRAP W/3 - #1 EA.FACE CO L PURLIN TO COLUMN DETAIL 4 - #10 SMS. INTO SCREW SLOTS EA. PURLIN 2X3X05 LAP BM PURLIN CONNECTION 2X3X050 "K" BRACE INSTALLED AT COL OUTSIDE FACE USE 5" X 8" X 0.064" MIN. PLATE W/(12)- #2'S INSIDE: USE 0.064" MIN ANGLE 1"X3"X8" LG. W/(12) - #2'S -OR- TWO1"X3"X4" LG. ANGLES W46) - #2'S NOTES: "K" BRACE INSTALLED Nil 5"X5"X0.064" MIN. PLATE OUTSIDE W/ (9) - #2 S.M.S PER PLATE INSIDE : USE 0.064" MIN ANGLE 1" X 3" X 4" LG. ANGLES W/(9) -#2'S "K" BRACING DETAIL GENERAL REQUIREMENTS : ONE "K" BRACE IS REQUIRED FOR EACH 15' -0' OF SCREEN WALL 1) PROVIDE MIN 4" BETWEEN FASTENERS & MIN g' EDGE DISTANCE 2) PROVIDE A MIN. OF TWO FASTENERS PER MEMBER 3) 2X2X.090 MAY BE USED IN LIEU OF 2X3X.060 ' LONG 2"X2"Xg' U -CHANNEL W/(4) - #14 TEK SCREWS TO BMB* TWO g' THRU - BOLTS OR (4) #14 TEK SCREWS EA. SIDE i" BACKER PLATE INTERNAL SMB DOWN PURLIN CONNECTION 2X3X0.060 SLOPING PURLIN 2"X2"Xg" CUP ANGLE EA. SIDE W/ #40R(4)-#6 TOB LAP BEAM FLAT OR SLOPED IN 2" FASCIA g' X 2 4' LONG LAG ANCHOR THRU CLIP & 1X2 AND INTO EXT. FASCIA AND ©16" C.0 ELSEWHERE ADD. #5 REQ. FOR 8 LB BEAMS OR LARGER BEAM CONNECTION AT FASCIA WITH (3)#1 TO BEAM & (1) # 7 TO FASCIA NOTE: ALL EXIST. FASCIA TO BE A MIN. OF 2" THICK AND MUST BE SECURED TO EACH TRUSS OR W/A MIN. OF 1/4"X3-1/2" LAG SCREW PER TRUSS OR RAFTER END BEAM ALUM FLUSHING #14 @10" C -C TOP & BOTTOM OPTIONAL NON- STRUCTURAL SPLAS GUARD ATTACHED TO GUTTER W/ #14 TEKS @24" 0. 3 - g" LAG BOLTS @EA. GUTTER BRACE TO FASCIA & 1 - g" X 3" LAG @12" C.0 ELSEWHERE AT CUTTER INSUL ALUM PANEL 2X3 C -CHANNEL W (2) #14 INTO BEAM @ 8 -INCH C -C GABLE INSUL ROOF W/ BEAM CONNECTION CONTINUOUS ANGLE SPACER USED FOR INCLINED FASCIA ALUM SUPER GUTTER 2"X2"Xg"CLI ANGLE EA. SIDE W/ (2)- #4 OR (4) - #6 TO BEAM 1X2 2"X2"X.125" CLIP ANGLE ONE EA. SIDE OF BEAM EAM 2-#4 OR4-#6 EA. CLIP OPTIONAL1X2 / 1X3 1-g' THRU BOLT PER CLIP THRU 1X2 / 1X3 GUTTER @ GUTTER BRACE OPTIONAL CUT OFF & CAP ALT. GUTTER CONNECT DETAIL (MANSARD / FLAT ROOF) AP BEAM FLAT R SLOPED EXIST TIE BEAM OR CONC BLOCK 1/4"X2-1/2" LONG TAPCON ANCHOR THRU CUP & 1X2 AND INTO EXT. TIE. BEAM AND @ 16 C -C ELSEWHERE ADDITIONAL #5 REQD. FOR 8 LB BEAMS OR LARGER W/(3) - #6 TO BEAM & (1) - #3 TO CONC/CMU BEAM CONNECTION AT TIE BEAM OR MASONARY WALL 2X4 OR LARGER UPRIGHT 303 W/1 -3/8"X4" THROUGH BOLT INTO GUTTER BRACE 1X2/1X3 2" LG. SCREWS REQUIRED LIP ANGLES PER SHEET C 1X2/1X3 2" LG. SCREWS REQUIRED ALTERNATIVE CORNER COLUMN GUTTER BRACE SUPPER GUTTER KNEE WALL WITH SUPER GEUTTER TYP. SELF ATING BEAM VARIES 3"AL. GUSSET PLATE INSIDE OF SPLICE W/ SCREWS PER SCHED. BELOW NOTE: PROVIDE MIN 1" SEP BETWEEN FASTENERS. MIN 1" EDGE DISTANCE BETWEEN FASTENERS & GUSSET PLATE MANSARD BEAM SPLICE REQ'D # OF #14 TEK SCREWS 4LB - 6LB 6 24 7LB 8 32 8LB 9 36 9LB 10 40 10LB 11 44 SIDE VIEW OF POST/ BEAM/ GUTTER CONNECTION INTERIOR FASTENING 4 - #10 X 1 4" SMS. INTO SCREW SLOTS EA. SIDE IL* * CHAIR RAIL PER COL SCHEDULE RAIL CHAIR RAIL CONNECTION 2"X2"X1 /8" X7' LG ANGLE W/(5)-614 EACH SIDE XLB BEAM COLUMN XLB BEAM COLUMN z W/(s RIR ea! X7%i/8" XT LG ANGLE )414 EACH SIDE • •• 04.13 • •• • • •5WW • 11'• • • • • • ••• •••• •• •• ry • •• • ••• • • • •• • • •••••• • ••• • • • •• COLUMN/BEAM DETAIL 1 1/2"X 21/8"X 0.62" RECEIVING CHANNEL W/6 41 OR 14 SMS. INTO BEAM & (3)#2 SMS INTO BOTH SIDES OF 2X3 ALT. PURLIN CONNECTION *ROOF BRACE TO BE 2"X2"X.090" OR 2"X3"X.060" R "X2"X.125" ANGLE g' ANGLE OR a' PICKED CUT TO FIT EAVE ME ROOF BRACE* 1-#4W/1" DIA. WASHER MAX ALT. ROOF BRACING 1-#4W/1" IA. WASHER *ROOF BRACE TO BE 2"X2"X.090" OR 2"X3"X.060" OR 2"X2"X.125" ANGLE ROOF BRACE* g" ANGLE OR i" PICKET CUT TO FIT ALT. ROOF BRACING SCREEN FABRIC DETAIL SHEET F.B.C. 2014 EDITION 6005-T5 ALUM HOST STRUCTURE BRACING MEMBER TO BE 2"X2"X.090" OR 2"X3"X.606" OR 2"X2"X.125" ANGLE -ANCHOR TO PRLIN OR EAVE MEMBER W/(1) g' THRU BOLT -BRACING MAY BE INSTALLED ON TOP OR ON THE SIDES OF PURLINS, BEAMS, AND EAVE MEMBERS -ANCHOR TO LAP BEAMS W/(1) - 4" THRU BOLT OR (2)414 TEK SCREWS ROOF BRACING (TYPICAL PLAN) MANSARD BEAM 2X3 2X2X1 CLIP ANGLE W/(3) #14 SMS TO BEAM EA. SIDE OF MANSARD BM. DETAIL D-2 2X10 BEAM •••••• • • • •••••• • • •••••• s • 00000 • • • •• •••••• • • 000000 • • 2X2Xi CLIP ANGLE W/(3) #14 SMS TO 4X4 COL. & (1) (3) #14 SMS TO 2X10 BEAM EACH SIDE OF COLUMN 2X10 oq 4X4 ti vim - (1) t li,?43�3�Tyq✓�,,i ColumnA B jrC E T(�'•�� Plcturenlrko. o 82038 A&M Structural Soll icOS 3450 NW 85th Ct Uralt�4b Doral FL 33122 •.:9‘.‘:. Phone: (305)898-999. F DATE:5/8/2016 �'.,s SHEET: C '� • • ••• • • • •• •• • • • •• •• • • • • •• •. •• • • • • •• •••• •• • 2" MIN FASCI NOTE - 1" FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEM TO OLD W/2 - }" X3 LAGSITRUSS OR RAFTER. " SUB - FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE • • 11 • • • • • • NOTE - PURI•INS • • • • c MAY BE FIt4TOR• • • • • • • SLOPED • • r • • • 40f(0 0 ••• ••• `I Ilial 1X2/1 "XeX}I'E22�2'SLG. • • •412N-�tQ7 0fASIEli4d4• • (4s -76 TO PURLIN PURLIN TO • • FASCIA DETAIL • •. • • •• • ••• • •• • • • • NOTCH COL. • • • • • • ••• • 2X3X.050 FLAT 2X3X0.080 (SLOPING PURLIN) VE MEMBER CONTINUOUS 1"X.090"X8" LG. STRAP W/(7) - #10 TEK SCREWS - }" THRU BOLT OR 3 - #6 EA. SIDE (1) 2"X2"X}ANGLE OR •• • SATRAP W/3 - #1 EA.FACE • • •• • • • • • ••• •• CO L PURLIN TO COLUMN DETAIL "IO' BRACE INSTALLED AT COL OUTSIDE FACE : USE 5" X 8" X 0.064" MIN. PLATE W/(12) - *ZS INSIDE: USE 0.064" MIN ANGLE 1"X3"XS' LG. W/(12) -NYS -OR- TW01"X3"X4" LG. ANGLES W/(6) - #2'S NOTES: "K" BRACE INSTALLED W/5"X5"X0.064" MIN. PLATE OUTSIDE W/ (9) - #2 S.M.S PER PLATE INSIDE: USE 0.084" MIN ANGLE 1" X 3" X 4" LG. ANGLES W/ (9) - 978 "K" BRACING DETAIL GENERAL REQUIREMENTS : ONE "K" BRACE IS REQUIRED FOR EACH 15' -0' OF SCREEN WALL 1) PROVIDE MIN 4' BETWEEN FASTENERS & MIN 4" EDGE DISTANCE 2) PROVIDE A MIN. OF TWO FASTENERS PER MEMBER 3) 2X2X.090 MAY BE USED IN LIEU OF 2X3X.060 " LONG 2"X2"X}' U -CHANNEL W/(4) - #14 TEK SCREWS TO BMB• TWO }" THRU - BOLTS OR (4) #14 TEK SCREWS EA. SIDE }" BACKER PLATE INTERNAL SM DOWN PURLIN CONNECTION 2X3X0.060 SLOPING PURLIN 2"X2"X}" CLI ANGLE EA. SIDE W/ #4 OR (4) - #6 TO B P BEAM FLAT OR SLOPED IN 2" FASCIA` X 2 }" LONG LAG ANCHOR THRU CLIP & 1X2 AND INTO EXT. FASCIA AND ©16" C.0 ELSEWHERE ADD. #5 REQ. FOR 8 LB BEAMS OR LARGER WITH (3)#1 TO BEAM & (1) # 7 TO FASCIA BEAM CONNECTION AT FASCIA NOTE: ALL EXIST. FASCIA TO BE A MIN. OF 2" THICK AND MUST BE SECURED TO EACH TRUSS OR W/A MIN. OF 1/4"X3-1/2" LAG SCREW PER TRUSS OR RAFTER END OPTIONAL NON- STRUCTURAL SPLAS GUARD ATTACHED TO GUTTER W/ #14 TEKS 024" 0 3 - I" LAG BOLTS ©EA. GUTTER BRACE TO FASCIA & 1 - }" X 3" LAG ©12" C.0 ELSEWHERE AT CUTTER 4 - #10 SMS. INTO SCREW SLOTS EA. PURLIN 2X3X05 LAP BM. 2X3X050 PURLIN CONNECTION CONTINUOUS ANGLE SPACER USED FOR INCLINED FASCIA 2"X2"X.125" CLIP ANGLE ONE EA. SIDE OF BEAM ALUM SUPER GUTTER 2"X2"X}"CLIP ANGLE EA. SIDE W/ (2)- #4 OR (4) - #6 TO BEAM 1X2 EXIST TIE BEAM OR CONC BLOCK OPTIONAL1X2 / 1X3 EAM 2-#4 OR4-#6 EA. CLIP 1- }" THRU BOLT PER CLIP THRU 1X2 / 1X3 GUTTER (!Q GUTTER BRACE PTIONAL CUT OFF & CAP ALT. GUTTER CONNECT DETAIL (MANSARD / FLAT ROOF) P BEAM FLAT R SLOPED 1/4"X2-1/2" LONG TAPCON ANCHOR THRU CLIP & 1X2 AND INTO EXT. TIE. BEAM AND 16 C -C ELSEWHERE ADDITIONAL #5 REQD. FOR 8 LB BEAMS OR LARGER W/(3) - #8 TO BEAM & (1) - #3 TO CONC/CMU BEAM CONNECTION AT TIE BEAM OR MASONARY WALL 2X4 OR LARGER UPRIGHT 303 W/1 -3/8"X4" THROUGH BOLT INTO GUTTER BRACE 1X2/1X3 2" LG. SCREWS REQUIRED LIP ANGLES PER SHEET C 1X2/1X3 2" LG. SCREWS REQUIRED ALTERNATIVE CORNER COLUMN GUTTER BRACE SUPPER GUTTER KNEE WALL WITH SUPPER GEUTTER TYP. SELF TING BEAM VARIES!, i" AL. GUSSET PLATE INSIDE OF SPLICE W/ SCREWS PER SCHED. BELOW NOTE: PROVIDE MIN 1" SEP BETWEEN FASTENERS. MIN 1" EDGE DISTANCE BETWEEN FASTENERS & GUSSET PLATE MANSARD BEAM SPLICE REQ'D # OF #14 TEK SCREWS 4LB - 6LB 6 24 7LB 8 32 8LB 9 36 9LB 10 40 10LB 11 44 INTERIOR FASTENIN 4-#10X1}"SMS. INTO SCREW SLOTS EA. SIDE IL' • CHAIR RAIL PER COL SCHEDULE CHAIR RAIL CONNECTION 1 1/2"X 21/8"X 0.62" RECEIVING CHANNEL W/8 41 OR 14 SMS. INTO BEAM & (3)#2 SMS INTO BOTH SIDES OF 2X3 1111 2X3X' • 2X3X050 LAP BM. ALT. PURLIN CONNECTION *ROOF BRACE TO BE 2"X2"X.090" OR 2"X3"X.060" "X2"X.125" ANGLE }" ANGLE OR }" PICKED CUT TO FIT EAVE ME OOF BRACE' 1-#4W/1" DIA. WASHER MAX ALT. ROOF BRACING 1-#4W/1" DIA. WASHER 'ROOF BRACE TO BE 2"X2"X.090" OR 2"X3"X.060" OR 2"X2"X.125" ANGLE ROOF BRACE* 114E�"ANGLE OR I,� } }" PICKET CUT W TO FIT ■� ALT. ROOF BRACING SCREEN FABRIC DETAIL SHEET F.B.C. 2014 EDITION 6005-T5 ALUM HOST STRUCTURE M. Ill PALI II BRACING MEMBER TO BE 2"X2"X.090" OR 2"X3"X.606" OR 2"X2"X.125" ANGLE -ANCHOR TO PRLIN OR EAVE MEMBER W/(1)"THRU BOLT -BRACING MAY E INSTALLED ON TOP OR ON THE SIDES OF PURLINS, BEAMS, AND EAVE MEMBERS -ANCHOR TO LAP BEAMS W/(1) - }" THRU BOLT OR (2) 414 TEK SCREWS REFER TO SITE SPECIFIC PLAN FOR ADDITIONAL BRACING REQUIREMENTS SITE SPECIFIC ENGINEERING SUPERCEDES THIS GENERAL GUIDE ROOF BRACING (TYPICAL PLAN) 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 - # 12 X 1" LONG S.M.S./HEX HD. #7 - 1/4" X 3" LAG #8 - 1/4" LAG WITH 1" WASHER #9 - #10 X 1 1/2" S.M.S./HEX HD. #12 - CLIP ANGLE 3/32" MIN. THICKNESS A&M Structural Solutions 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: C Stmetnrel Seta= • STATE:.;.0 • ';•.S ONAL ; �IISH I S I %%° •• • • • • • • • • • • • •• •• • • • • •• • • • • • • •• • • • • •••• • • • • • •• • • Y •• • • • • • •• • • ••• • •••• • • • • • • • •• • • • • • •• • • ROOF BEAM EAVE RAIL OPTIONAL 1X3 BELO DIAGONAL (K -BRACE) HOLLOW EAVE RAIL COLUMN PARTIAL ELEVATION/ UPPER K -BRACE AT EAVE RAIL GIRT OR CH #14 SMS DIAGONAL (K -BRACE SCREEN SIDE GUSSET ANGLE BEHIND COLUMN PARTIAL ELEVATION/ K BRACE AT CHAIR RAIL 2"X3"X2" LONG Xi' ANGLE EA. SIDE OF COL W/4 #6 TO COL.& 2- }" X 3-1 /2"LG. LAG. BOLTS TO WOOD @ EA.CLIP PLAN #7@24'O.0 ELSEWHERE MINIM d 1 COLUMN TO WOOD ROOF DETAIL #8 TO COL. (TYP) 2 -}"X3 -}" LG. LAG BOLTS TO WOOD (TYP.) 4 PER COL EXIST WOOD ROOF 1 X 2 NOTE: ANGLES ARE NOT CLIP ANGLE REQ'D FOR 202 OR 402 DOOR JAMB COLS. FRONT ELEVATION 3X3 202 2-#2 02 2@16"O.0 CORNER COL 2"X4"X1/8" ANGLE INTERIOR LB BEAM BEAM 1/4" 0X3" LONG LAG SCREWS FOR LUMBER HOST " 3/8" 0X3" LONG MASONRY HOST STRUCTURE ELEVATION BEAM TO HOST (WALL) CONNECTION PLAN 1/8" TH CK BACKER PLATE REQUIRED K & HORIZONTAL ELEMENT EDGE OF CONCRETE FOUNDATION SECTION/ K -BRACE CONNECTION GENERAL NOTES FOR SCREEN ENCLOSURES: 1. DESIGN PRESSURES TAKEN FROM FLORIDA BUILDING CODE 2014. 2. SCREEN ENCLOSURES MUST BE CONNECTED TO A HOST STRUCTURE. 3. INCLUDED ANGLES IN CORNERS MUST BE PERPENDICULAR +-10 DEGREE. 4. SCREEN EAVE MAY NOT EXCEED 14 FEET EXCEPT FOR GABLE END OF TRANSVERSE GABLE OR DOME, SLOPING EAVE FOR TRANSVERSE GABLE MAY NOT EXCEED 18 FEET IN HEIGHT. 5. MEAN ROOF HEIGHT IN EXPOSURE C MAY NOT EXCEED 15 FEET. 6. EXTRUSIONS ASSUMED TO BE ALLOY 6005T5 OR 6061T6 UNLESS NOTED OTHERWISE. 7. APPROVED MASONRY FASTENER FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 21/2" EMBEDMENT INTO 2500 PSI MINIMUM CONCRETE: - 3/8" 0 ALLOWABLE TENSION 1055 #, SHEAR 1716 # - 1/4" 0 ALLOWABLE TENSION 567 #, SHEAR 394 # 8. FOR MANSARD BEAMS, CONNECTION AT HOST END OF BEAMS HEIGHT MUST BE EQUAL OR GREATER THAN THE EAVE HEIGHT OF THE ENCLOSURE. 9. CONCRETE COVER: FOR FOUNDATIONS, MINIMUM CONCRETE OVER REINFORCING BARS SHALL BE 3 INCHES IN FOUNDATIONS WHERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH. 10. FOR NO 5 AND SMALLER BARS 1 1/2" COVER WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO WEATHER, THE MINIMUM COVER FOR REINFORCING SHALL BE 1 1/2" REGARDLESS OF BAR SIZE. 11. ALL PRIMARY MEMBERS WILL BE CONNECTED WITH BOLTS OR OTHER POSITIVE FASTENERS. 12. ANCHORS SHALL BE PLACED GREATER THAN 3 -INCH FROM EDGE OF CONCRETE SLAB OR FOOTINGS. 13. ALL CONCRETE FASTENERS MUST BE EMBEDDED A MIN OF 1 1/2" INTO CONCRETE. 14. CONTRACTOR HAS TO VERIFY SIZE OF THE EXISTING CONCRETE SLAB AND FOOTING. 15. CONTRACTOR CAN USE BIGGER SECTIONS FOR THE BEAMS AND COLUMNS. 16. LOCATION AND NUMBER OF DOORS ARE OPTIONAL AND CONTRACTOR MAY ADJUST IN THE FIELD PER HOMEOWNER REQUEST. SCREEN FABRIC DETAIL SHEET 2"X4"X1/8" ANGLE INTERIOR K & HORIZONTAL ELEMENT EDGE OF CONCRETE FOUNDATIO SECTION/ K -BRACE CONNECTION 1X 2" LG SCREWS REQUIRED LIP ANGLES PER SHEET OLUMN PER SCHEDULE ALT. CORNE COLUMN (6)- #10 X }" SMS (3 EA. SID 2 X 3' 2"X2"X0.062" CHANNEL W/6 -#10X3/4" SMS. TO COLUMN COL 2 X 3" ALTERNATIVE CHAIR RAIL CONNECTION 2 -#3 TO CONC. (TYP) 4 PER COL #3 @ 24" O.0 ELSE WHER 2" MI EDGE. DISTANC "X3"X2" LONG X ' ANGLE EA. SIDE F COL W/ (4) -#6 TO COL. & (2)- #3 TO CONC @ EA CLIP [NOTE - (1) - " TAPCON OR (1) 4" TAPCON OR (1) -I" EXPANSION BOLT MAY BE USED IN LIEU OF (2) -}" TAPCONS, 3 ° IEEE OL EXIST. CONCRETE ROOF/FOUNDATION COLI -2"-1 PLAN "X2"X2" LONG X }" ANGLE EA. SIDE OF COL. W/(4) #12 TEK SCREWS EA. ANGLE FACE (TYP.) 2X ALUM. BEAM LEDGER (TO MATCH COLUMN SIZE) 3) }"X5"LG (4) LAG BOLTS TO WOOD 1 11 EXIST. WOOD ROOF 2"X2"X2" L•NG Xi"' P 2X ALUM. BEAM LEDGER ANGLE EA. SIDE OF COL (TO MATCH COLUMN SIZE) W/(4) #12 TEK SCREWS EA. ANGLE FACE(TYP.) XIST. STUCCO SOFFIT 4-#6 TO COL (TYP) FRONT ELEVATION NOTE ' ANGLES ARE NOT REQ'D FOR 202 OR 402 DOOR JAMB COLS. NOTE: i' TAPCONS MAY BE USED IN LIEU OF SPECIFIED EXPANSION BOLTS COLUMN TO CONCRETE ROOF OR FOUNDATION DETAIL 1X2 CLIP ANGLE NTERIOR FASTENING 4-#10X1}"SMS. INTO SCREW SLOTS EA. SIDE 2X3" 2X3" 1 OL CHAIR RAIL CONNECTION FRONT ELEVATION (3) - #14 TEKS @ EA. GUTTE BRACE & 10" C.0 ELSEWHE INSUL ALUM. ROOF ATTACH PER DETAIL SHEET CARRY BEA 5" SUPER GUTTE 6" LONG Z GUTTER BRACE @EA. ALUM. BEAM OPTIONAL 1X3, ATTACH TO GUTTER W/#14X2" LG. TEKS @24" C.0 SECTION 1-1 OPTIONAL NON - STRUCTURAL SPLASH GUARD ATTACH TO GUTTER W/ #14 TEKS @24" O.0 CREEN ROOF SG 04, SGP "X2"X.125"X3" LG. ANGLE EA SIDE OF BEAM W/(3)- 3/8" THRU BOLTS OR (3) - #12 SMS TO SCREEN ROOF BEAM & (4) - #14X3" LG TEKS TO GUTTER OPTIONAL CUT OFF with CAP CARRY BEA CONT .064" MIN. REC CHANNEL w)iLii44. 3" INSUL ALUM ROOF 10 SMS 12" QC FOR 7" GUTTER #14 TEK SCRE @ ER @ 12" C.0 #10 SMS @ 10" C.0 FOR 5" GUTTER MAX TOP & BOTTOM SECTION 2-2 • • • • INCULATED ALUM pOOF CONNECTION .... • • • • •• • • • • $2BL 6" LONG GUTTEFZ't' SF�LE Ftr'dA 5" SUPER GUTTER • ei/i9E)A W/(6) - #14 TEII SCREWS MIN. ••• •• • • • • • • •• ATTACH TO FASCIA PER DETAIL SHEET EXIST. 2" MIN FASCIA 5" OR 7" SUPER GUTTER • ••• ••• • • • • .SCREEN ROOF ATTACHMENT • • • •Figl DETAIL SHEET • • • • • • • • • • • ALL EXISTING FASCIA TO BE A MIN OF 2" THCK AND MOST BE SECURED TO EACH TRUSS OR RAFTER END W/A MINIMUM OF •WO 1.1" X 3 1/2"4L•G• • SCREW PER TRUSS OR RAFTER END. • • •• NOTE 1" FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEM. TO OLD W/2 - 1/4"X3 1/2" LAGS/TRUSS OR RAFTER, 2" SUB -FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE 5" OR 7" SUPER GUTTER DETAIL V ANGLE BRACKET W/(9) /14 S.M.S. TO WALL MEMBERS EAVE RAIL •• • • • ••a•• • • • •• • • • NOTE: ANGLES ARE NOT REQ'D FOR 202 DOOR JAMB COLS. COLUMN TO SOFFIT DETAIL EXISTING HOUSE COLUMN EXISTING HOUSE ROOF HAIR RAIL (PER SCHEDULE) EXISTING HOUSE WALL I-11" - 0" MAXI '64 S.F. MAX. SCREEN AREAS TYPICAL ELEVATION W/ SCREEN WALLS W/ NO COLUMNS 2 1/2"X3 /2 X1/8" BACKING PLATE #14 SMS PER LEG, 4 EACH FOR 8LB & 9LB, 5 FOR 10 LB F.B.C. 2014 AND ASCE 7 18X14 MESH 6005-T5 ALUM 2"X2"X1/8" ANGLE EACH SIDE OF BEAM CARRIER TO BEAM CONNECTION 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- 114" BOLTS/WASHER/NUT #5 - CLIP ANGLE .125" MIN THICKNESS #8-#12X1" LONG S.M.S/HEX HD. #7-1/4" X 3" LAG #8 - 1/4" LAG WITH 1" WASHER #9 - #10 X 1 1/2" S.M. S./HEX HD. #12 - CLIP ANGLE 3/32" MIN. THICKNESS 56 EYE -BOLT WELDED CLOSED WITH DBL NUTS DOUBLE COMPRESSION SLEEVES X" STAINLESS STEEL CABLE V STAINLESS STEEL CABLE DOUBLE COMPRESSI SLEEVES 2 • P - )'q'f comitoti gill No 82038 1 y•x 5 V x y•FLAT BAR V TICS 4'x2 1/2• * •. CABLE BRACE DETAIL= A&M Structural Solutions 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: D STA j 1`E OF k/: • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • ROOF BEAM EAVE RAIL • • • • • • • • • • •• • • • •••• • • • i GIRT OItCH DIAGONAL4B♦4CE) • • tIAttFIAL (K- MCE • ••• #14 SMS OPTIONAL 1X3 BELO HOLLOW EAVE RAIL COLUMN •• • • • •• ••• PARTIAL ELEVATION/ UPPER K -BRACE At AVEg• • • • P,•pifIAL EYEVATION/ K BRACE AT CHAIR RAIL • • • SCREEN SIDE GUSSET ANGLE BEHIND COLUMN 3X3 1._ 202 2-#2 02 2616"O.0 CORNER COL • • •• • • • 2"X4"Xf/8"AlIGLE INTERIOR LB BEAM 1X21 1/4" 0X3" LONG LAG SCREWS FOR LUMBER HOST 3/8" 0X3" LONG MASONRY HOST STRUCTURE ELEVATION BEAM TO HOST (WALL) CONNECTION PLAN 2"X3"X2" LONG X }' ANGLE EA. SIDE OF COL W/4 #6 TO COL.& 2- }" X 3-1/2"LG.LAG.BOLTS TO WOOD @ EA.CLIP L-2^-1 PLAN #7624'0.0 ELSEWHERE 2-}"X3-}" LG. LAG BOLTS TO WOOD (TYP.) 4 PER COL EXIST WOOD ROOF // % %//////%///////% */ r- #8 TO COL. (TYP) COLUMN TO WOOD ROOF DETAIL 1 X 2 NOTE: ANGLES ARE NOT LIP ANGLE REQ'D FOR 202 OR 402 DOOR JAMB COLS. FRONT ELEVATION 1/8" THICK BACKER PLATE REQUIRED K & HORIZONTAL ELEMENT GENERAL NOTES FOR SCREEN ENCLOSURES: • DESIGN PRESSURES TAKEN FROM TABLE 2002.4, FLORIDA BUILDING CODE 2010 • SCREEN ENCLOSURES MUST BE CONNECTED TO A HOST STRUCTURE. • INCLUDED ANGLES IN CORNERS MUST BE PERPENDICULAR ±10 DEGREE. • SCREEN EAVE MAY NOT EXCEED 14 FT EXCEPT FOR GABLE END OF TRANSVERSE GABLE OR DOME, SLOPING EAVE FOR TRANSVERSE GABLE MAY NOT EXCEED 18 FT IN HEIGHT. • MEAN ROOF HEIGHT IN EXPOSURE C MAY NOT EXCEED 15 FT. • EXTRUSIONS ASSUMED TO BE ALLOY 6005T5 OR 6061T6 UNLESS NOTED OTHERWISE. • APPROVED MASONRY FASTENER FOR CONNECTION TO FOUNDATION MUST MEET THE FOLLOWING SPECIFICATIONS FOR 21/2" EMBEDMENT INTO 2500 P51 MINIMUM CONCRETE: 3/8" 0 ALLOWABLE TENSION 1055 #, SHEAR 1716 # 1/4" 0 ALLOWABLE TENSION 567 #, SHEAR 394 # • FOR MANSARD BEAMS, CONNECTION AT HOST END OF BEAMS HEIGHT MUST BE EQUAL OR GREATER THAN THE EAVE HEIGHT OF THE ENCLOSURE. • CONCRETE COVER: FOR FOUNDATIONS, MINIMUM CONCRETE OVER REINFORCING BARS SHALL BE 3 INCHES IN FOUNDATIONS WHERE THE CONCRTE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH. FOR NO. 5 AND SMALLER BARS 1 34" WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO THE EARTH OR WEATHER. WHERE CONCRETE IS NOT EXPOSED TO WEATHER, THE MINIMUM COVER FOR REINFORCING SHALL BE 1 % INCHES REGARDLESS OF BAR SIZE. • ALL PRIMARY MEMBERS WILL BE CONNECTED WITH BOLTS OR OTHER POSITIVE FASTENERS. • ANCHORS SHALL BE PLACED GREATER THAN 3" FROM EDGE OF CONCRETE SLAB OR FOOTINGS. ALL CONCRETE FASTENERS MUST BE EMBED A MIN OF 1''A" INTO CONCRETE. EDGE OF CONCRETE FOUNDATION SECTION/ K -BRACE CONNECTION 2"X4"X1/8" ANGLE INTERIOR K & HORIZONTAL EDGE OF CONCRETE FOUNDATIO SECTION/ K -BRACE CONNECTION 2" LG SCREWS YREQUIRED D 1 X 1.1, LIP ANGLES 11 PER SHEET OLUMN PER % SCHEDULE ALT. CORNE COLUMN (6)- #10 X }" SM (3 EA. SID 2 X 3" 2"X2"X0.082" CHANNEL W/6 - #10X3/4" SMS. TO • COLUMN /ME 1" COL 2 X 3" ALTERNATIVE CHAIR RAIL CONNECTION 2 - #3 TO CONC. (TYP) 4 PER COL #3 (1124" O.0 ELSE WHER 2" MI EDGE. DISTANCE EXIST. CONCRETE ROOF/FOUNDATION "X3"X2" LONG X " ANGLE EA. SIDE OF COL W/ (4) - #6 TO COL. & (2)- #3 TO CONC EA CLIP [NOTE - (1) - TAPCON OR (1) - TAPCON OR (1) -t EXPANSION BOLT MAY BE USED IN LIEU OF (2) - TAPCONS, 4-#6 TO COL (TYP) FRONT ELEVATION NOTE : ANGLES ARE NOT REQ'D FOR 202 OR 402 DOOR JAMB COLS. NOTE: t TAPCONS MAY BE USED IN LIEU OF SPECIFIED EXPANSION BOLTS COLUMN TO CONCRETE ROOF OR FOUNDATION DETAIL YX2 LIP ANGLE 1_Z"_1 OL 2"X2"X2" LONG X ANGLE EA. SIDE OF COL. W/(4) #12 TEK SCREWS EA. ANGLE FACE (TYP.) PLAN 211 2"X2"X2" LNG Pt1 XALUM. BEAM LEDGER ANGLE EA. SIDE OF COL (TO MATCH COLUMN SIZE) W/(4) #12 TEK SCREWS EA. ANGLE FACE(TYP.) 2X ALUM. BEAM LEDGE (TO MATCH COLUMN SI 3) }"X5"LG (4) LAG BOLTS TO ST. STUCCO SOFFIT EXIST. WOOD ROOF FASTENING SCHEDULE *1 - *14 TEK SCREW/HEX HEAD 82 - 010 S.M.S. / HEX HD.' •3- 1/4" X 2 1/4" TAPCON ANCHOR *4 - 114" BOLTSNVASHER/NUT 05 - CLIP ANGLE .125" MIN THICKNESS 08 - 012 X 1" LONG S.M.SJHEX HD. 87 - 1/4" X 3" LAG 08 - 1/4" LAG WITH 1" WASHER M - 810 X 1 12" S.M.SJHEX HD. 012 - CLIP ANGLE 3/32" MIN. THICKNESS FRONT ELEVATION NOTE: ANGLES ARE NOT REQ'D FOR 202 DOOR JAMB COLS. COLUMN TO SOFFIT DETAIL 1/-o 1////i/ i q 46 NTERIOR FASTENING 4-#10X1}"SMS. INTO SCREW SLOTS EA. SIDE 2X3" 2X3" 1 OL CHAIR RAIL CONNECTION EXISTING HOUSE COLUMN EXISTING HOUSE ROOF I--11" - 0" MAXI •64 S.F. MAX. SCREEN AREAS HAIR RAIL (PER SCHEDULE) EXISTING HOUSE WALL TYPICAL ELEVATION W/ SCREEN WALLS W/ NO COLUMNS • SCREEN FABRIC DETAIL SHEET G.B.C. 2014 AND ASCE 7 18X14 MESH 6005-T5 ALUM ,1l1,01a 1Ta&cICpo PLATE 11FA•'blfa"E"R &Britt. s:OR 10 LB T1fT%IT tra CARRIER TO BEAM CONNECTION A&M Structural Solutions 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: D Structural Sulotlo'S �Q.: • No 79666 • : * • * • • - • 1"L '▪ 'ot E pF .:W. ,9 • • STAj i�*10i;3 SIGN A\- 0-(‘ •• • • • • •• • .••• • • • • • • • • • • • • • • • • • • • • • •• •• • •• • • • • • • • • •••• • • • •••• • • • • • • • •w • • • •• • ••• • • • • • • • • •••• • • •