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DGT-17-993r Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 9120 NE 10 Avenue Miami Shores, FL 33138- Owner Information Permit Address Parcel Number 1132060030010 Block: Lot: 9120 NE 10 Avenue MIAMI SHORES FL 33138- Permit NO. DGT-4-17-993 Permit Type: Decks/Gazebos/Trellises Work Classification: Pergola Permit Status: APPROVED Issue Date: 8/312017 Expiration: 01/30/2018 Applicant BIRGIT OLKUCH Phone Cell Contractor(s) VENETIAN BUILDERS INC Phone (305)338-3108 Cell Phone Valuation: Total Sq Feet: $ 15,000.00 364 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type Const: Pergolas Classification: Residential Scanning: 0_ Additional Info: INSTALL SHADE TRELLIS WITH FO Scanning: 0 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee - Gazebo/Trellise/Pergola Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $9.00 $2.00 $2.00 $3.00 $316.00 $80.00 $80.00 $9.00 $12.00 Total: $513.00 Pay Date Pay Type Invoice # DGT-4-17-63649 08/03/2017 Check #: 014571 $ 463.00 $ 50.00 04/10/2017 Check #: 014345 $ 50.00 $ 0.00 Amt Paid Amt Due Available Inspections: Inspection Type: Slab Final Framing Footing Review Building Review Building Review Building Review Structural Review Structural Review Planning Review Planning Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING . -.-WIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accur to an construction and zoning. Futhermore, I authorize the above-named contractr to Authorized Signature: Owner / Applicant / Contractor Building Department Copy will be done in compliance with all applicable laws regulating d. August 03, 2017 Date August 03, 2017 1 UU6D ��� QGa gq BUILDING PERMIT APPLICATION Miami Shores Village 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 1g3UILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: t I 1-0 ) E 1 Olt City: r 1 APR 1 0 2017 13Y: FBC 20 Iu Master Permit No. -y- �� -'9 3 Sub Permit No. --�� ❑ EXTENSION ❑ RENEWAL ❑ REVISION ❑ CHANGE OF CONTRACTOR ❑ CANCELLATION ❑ SHOP DRAWINGS Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11 • =Co. 033.001 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titieholder):61-R(o=T v L1c.v't C.4•4 Phone#: Address: 1 1 1-cN l0' = Avg• city: %v\Mr 51421x-3 State: zip 33138 Tenant/Lessee Name: Phone#: Email: 1 [� CONTRACTOR: Company Name: Y N �S l.�►i�C (fir R—S�L • Phone#: v 0�G`S� Address: 1.-T55190 NW 'Zqi. City: J AM'S 61-4A-‘010. 010. state: ri Zip:33e'SG Qualifier Name: C+h' TcP _ ,4Phone#: State Certification or Registration #: (--6C._ 15134 500 Certificate of Competency #: DESIGNER: Architect/Engineer: M 1A Sw,(JV) k' \Uq:kiCAS Phone#: Address: 3450 14\13 \)0 5 City: MO.\ Value of Work for this Permit: $ /S, c , Type of Work: ❑ Addition Alteration Description of Work: jALL 5AO�-1-crt'ELL-=L tk 1 State: Y Zip: 3�J ( 22/ Square/Linear Footage of Work: 364-1.5F ❑ New ❑ Repair/Replace ❑ Demolition Specify color of colororTthru tile: Submittal Fee $ - W Permit Fee $ — t G " CCF $ q co Scanning Fee $ " w Radon Fee $ 2 DBPR $ - Technology Fee $ IZ_ - CA Training/Education Fee $ 3 • Structural Reviews $ " W 9D -C33 (Revised02/24/2014) CO/CC $ Notary $ Double Fee $ e' Bond $ 0 TOTAL FEE NOW DUE $ 463• c0 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 a reinspection fee will be charged. ignature \Signature r OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of it (\ ,20\l ,by (.0 day of %il\ ,20 t-7 ,by NO Q` (Y , who is personally known to OP6Skt e\g-i A P. t� , who is personally known to me or who has produced VV.. .1.:1 1 identification and who did take an oath. NOTARY PUBLIC: S : ,wahab.,,s 1111 A 4 A A rint:LO. Seal: AI as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: a �'•; LAUREL DENI E KWIATK ;'c Y COMMISSION # GG071970 ..,. EXPIRES February 12, 2021 ****************** APPROVED BY ************************** ** 11 (Revised02/24/20ft4) 1.4.9 Plans Examiner Structural Review Imo TRAMMMO ,P '% LAUREL ■ ENISE KWIATKOWSKI MY COMMISSION # GG071970 EXPIRES February 12, 2021 in (oning Clerk STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 48 7_1395 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 NOE, CHRISTOPHER ARTHUR VENETIAN BUILDERS INC 17890 NW 29TH COURT MIAMI GARDENS FL 33056 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.myfloridal!cense.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! RICK SCOTT, GOVERNOR STATE OF FLORIDA DEPARTMENT PR FESSIQNAOL-REGUILAT ON AND CGC1513450=;1$SUEDf08/16/2016 . CERTIFIED GENRALC�ONTRACTOR NOE, CHRISTOPFER;ARTHUR:. VENETIAN BUILDERS'INC »,"� ; IS CERTIFIED under the provisions of Ch.499 FS.. Expiration tlafe : AUG 31, 2018 L1508180032524 DETACH_HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER CGC1513450 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2018 NOE, CHRISTOPHER ARTHUR'' -' -- VENETIAN BUILDERS 17890 NW 29TH COURT:- MIAMI OURTMIAMI GARDENS, EL:33056 ISSUED: 08/16/2016 ` . 'i ..\'. DISPLAY AS REQUIRED BY LAW SEQ # L1608160002524 Local Business Tax Receipt Miami -Dade County, State of Florida -THIS IS NOTA BILL - DO NOT PAY 6096630 BUSINESS NAME/LOCATION VENETIAN BUILDERS INC 17890NW29CT MIAMI GARDENS FL 33056 , OWNER VENETIAN BUILDERS INC CHRISTOPHER NOE QUALIFIER Workers) 1 RECEIPT NO. RENEWAL 6369261 LBT EXPIRES SEPTEMBER 30, 2017 Must be displayed et place of business Pursuant to County Code Chapter BA - Art. 9 & 10 SEC. TYPE OF BUSINESS PAYMENT RECEIVED 196 GENERAL BUILDING CONTRACTOR BY TAX COLLECTOR CGC1513450 $45.00 09/08/2016 CREDITCARD-16-051973 This Local Dullness Tax Receipt only confines poymeat of the Local Business Tax. me Receipt is net a license, permit. or a card licatlon of the holder's qualifications, to do business. Halder must comply with eny governmental or nongovernmental regulatory laws and requirements which apply tether business. The RECEIPT NO. above meths displayed on all comroerdal vehicles - Miami -Dade Code See Ba -216. For mare informedon. visit syvimadamIdadomovitexcellectot ACCRD CERTIFICATE OF LIABILITY INSURANCE `...• DATE(MWDDIYYYY) 11/08/2016 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(ies) must have ADDITIONAL INSURED provisions or 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 Finney Insurance Corporation 5601 Sheridan Street CONTACT NAME: Christina Drewyor (A/C. No. Ext): 954-966-5533 FAX No): 954-989-8208 ADDRESS: johnf@finneyinsurancecorp.com Hollywood, FL 33021 INSURER(S) AFFORDING COVERAGE NAIC # INSURERA: Seneca Specialty Insurance Company INSURED Venetian Builders, Inc. DBA michelle.c@venetianflorida.com 17890 NW 29th Court Miami Gardens, FL 33056 INSURER B : 11/14/2016 INSURER C : EACH OCCURRENCE INSURERD. INSURERE: CLAIMS -MADE OCCUR INSURER F : $ COVERAGES CERTIFICATE NUMBER: 00000000-327374 • 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. INSR LTR TYPE OF INSURANCE ADM INSD SUBR' WW POUCY NUMBER POUCY EFF (MM/DDIYYYY) POLICY EXP (MM/DDIYYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY BAG -1050530 11/14/2016 11/14/2017 EACH OCCURRENCE $ CLAIMS -MADE OCCUR DAMAGE TO RENTED PREMISES (Ea occurrence) $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GE AGGREGATE LIMIT APPLIES POLICY 'E X OTHER: PER: LOC GENERAL AGGREGATE $ PRODUCTS - COMP/OP AGG $ $ AUTOMOBILE UABILITY ANY AUTO OWNED AUTOS ONLY HIRED AUTOS ONLY —" _ SCHEDULED AUTOS NON -OWNED AUTOS ONLY COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY(Per accident ) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A PER OTH- STATUTE ER E.L EACH ACCIDENT $ E.L DISEASE- EA EMPLOYEE $ E.L DISEASE- POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) General Contractor Insurance. CERTIFICATE HOLDER Miami Shores Village 10050 NE 2 Ave Miami Shores Village FL 33138 I SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZE REPRESENT / L (CMD) ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Printed by CMD on November 08, 2016 at 04:09PM . Report Viewer ,1 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 bsted below has elected to be 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 Reua+b Cnsptce 440 C:(141 F.5 , an tinea e a tete pratan +.r.? alaas nfacto/. tram Cis e!'a;br qn0 • cer.5:ab st s4eten uCer Cn ssct. 'rat ntto w tan.Y.a tr ce,�aenaynv ar0.os0aC.o. P�:rsuarttotnsater 4:050(1 F..S, Cert._14111 e0.10*n b to e.s.'pt split? 4f t:ppa ettL tut,rssat.0 341013m tns eG:re tttptt.. 0, los Iur tVunurtH Cns?'ar4/2.6(1?t,F.S.I iisa et•yWnerte tra t�..��...?!i"t:t'4nb to an%t t0a7?4F::ICb terti,cnL.at an)VIMabet CatWt; CttY r, tee Cil aila Ye Of tert'<a!i, Ce prs:nto^^e2 Cn7+noes a cer.Tcatano krcr meets re teyafnnsnp says b• ;ten to. nwaxs eta eeteax 1045.7000403.41414 rr.osea OFS.F2.DWC•252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08.13 QUESTIONS? (8503413.18(0 htlps://apps8.fld t s.coin/crrcporty icwcr/report V i ewcr.aspx?data—kci vpgi nc9l )7Q3 gI16TERGa.. 6/3/2016 61114471W., BUILDERS July 10, 2017 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: 9120 NE 10 AVE, Miami Shores, FL Contrac r Signature 4 �I; Pie, MICHELLE CASTILLO ,.j 4 ?r*, —•, -_ Notary Public - State of Florida • • E My Comm. Expires Oct 28.2017 , ! "sN in �c c,�,o` As Commission # FF 066643 i Bonded Through National Notary Assn. Sworn to (or affirmed) and subscribed before me this 10 day of July of 2017 Personally Known Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation 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 exempt 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 records 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 does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. State of Florida County of Miami -Dade The foregoing was acknowledge before me this 1( day o ,20/7 . By . e5 • l -t' 0 I L� (.,t.�j�] / who is personally known to me or has produced J Notar SEAL: as identification. � .R•,�w PHILIPPA SAMUEL WELLS-HARRISON 9` °`n''' MY COMMISSION #FF106194 EXPIRES: JUL 23, 2018 Bonded through 1st State Insurance 1150 E. ATLANTIC BLVD. P01 ANO BEACH, f1.ORDA 33060 Air ACCURATE LAND . SURVEYORS. INC. LB. /3635 I SHEET 2 OF 2 1 TEL (954) 762-1441 FAX. (954) 762-1442 FOUND 5/6'1 IRON ROD NO D I •/s 11-0.50' ON UNE Id DUE TO 'Z OBSTRUCTION 0.0' L N0018 '£ 101 r �. r r ) ' 1, APR 10 2017 tWlcd 6 fence 4' clod. SMI LOT 2, BLOCK 1 to o- 0 10 20 rt....:. Ci ,._ �� L11' ' cUI c z 5.IN CC 41 I 4' CBS I 'WALL I 125.00' r d GRAPHIC SCALE • • • . • •••• • •••• • • • • • • • • • •• L1 • ••• _ • ,* . . • ▪ ♦ • FOUND DwON 5�. KO I NO 0 • •••• • • ••..' • • • S. • CD O FOUND 5 IRON RW NO ID •1. 5-0.26' ON LR1E DUE TO OBSTRUCTION 125.13' 0 FOUND NAIL ANO ID. ' (50' RIGHT OF ' AY CURVE TABLE CURVE RADIUS DELTA LENGTH CI 25.00' 92.46'25' 40.48' 2gX12 ct IS'pta, c0/ stgig •••••• • • • • • • • f • ••• • •••• • NOTES: 1. UNLESS OTHERWISE KITED FIELD MEASUREMENTS ARE N ACRES,ENT WITH RECORD MEASUREMENTS. 2. BEARINGS SHOWN HEREON ARE RASED ON A SEARNO OF WA. 3. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR OWNERSHIP. RRMTSOFWAY, EASElEN7$ OR 011ER LMTTIRS OF RECORDS BY ACCURATE LANG SURVEYORS. NC. 4. OWNERSHOF FENCES AND WALLS F ANY NOT DETERMINED. 5. THIS DRAWING E THE PROPERTY OF ACCURATE LAND SURVEYORS, INC. AND SHALL NOT SE USED FOR REPRODUCTION N WHOLE OR N PART WITHOUT WRITTEN AUTHORIZATION. I. THIS SURVEY CONSISTS OF A LMP AND TEXT REPORT. ONE IS NOT VALID WITHOUT THE OTHER. 7. THIS SURVEY IS MADE FOR THE EXCLUSIVE USE OF THE CERTFEO HEREON. TO SE VALD ONE YEAR FROM THE DATE OF SURVEY AS SHOWN. REVISIONS DATE BY a(2TIFICATION: This is to certify that this above ground sketch of boundary survey was made Under my responsible charge and is accurate and correct to the best of my knowledge and bead. 1 further certify that this sketclmeets the current Standards of Practice, established by the Board of Professional Surveyors and Mappers, Chapter 5J-17, Florida Administrative Codes, pursuant to current Section 472.027, Florida Statutes. 3-09-/7 ROBERT L THOMPSON (PRESIDENT) PROCESSIONAL SURVEYOR AND MAPPER No.3889 — STATE OF FLORIDA C Al Net VON .lthoot Vol, store .W the raised ••d of • Florida Lkensed Surveyor and Mapper. DATE OF SURVEY 03-27-2017 DRAM SY ER CHECKED BY RL7 ,, FIELD 501f I SCALE 1"=20' I MI'ISU-17-0865 l• • • • 1150 E. ATLANTIC BLVD. POMPANO BEACH FLORIDA 33060 j ACCURATE LAND SURVEYORS, INC. L8. /3635 �� LB. Ij3635 SHEET 1 OF 21 1 OF 2 TEL (954) 782-1441 FAX. (954) 782-1442 TYPE OF SURVEY: BOUNDARY JOB NUMBER: SU -17-0865 LEGAL DESCRIPTION: LOT 1, BLOCK 1 OF BISCAYNE RIDGE, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 39, PAGE 41, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. • ADDRESS: 9120 NE 10TH AVENUE MIAMI SHORES, FL 33138 • FLOOD ZONE: BASE FLOOD ELEVATION: CONTROL PANEL NUMBER: EFFECTIVE: X . N/A " 120652-0306-L • REVISED: 9/11/2009 LOWES;T'I POR ELEVATION: N/A • ; 'GARAGEre.00R gL• EVATION: N/A • ; 6.1,QWEST ADJACEN. eRADE : N/A • HIGHEST,ADJACEN7 'GRADE : N/A • .... • • • 4 •I'12 • ERERC� BEN�ktMARK: N/A • • • • . . CERTIFY 1'O;, • 1. SANIddrb .KUCH € BII�GIT OLKUCH . •• •• 2. •• • •. •• 3. 4. 5. 11..4101 1. THIS SURVEY CONSISTS OF A MAP AND A TDR REPORT. ONE IS NOT VALID WITHOUT THE OTHER. 2. OOWrERSHIP OF FENCE AND WALLS IF ANY. NOT DETERMINED. 3. THIS SURVEY IS MADE FOR THE OCCLUSIVE USE OF THE CERTIFIED HEREON. TO BE VAUD ONE YEAR FROM THE DATE OF SURVEY AS SHOWN HEREON. R• •B • RIW • P.C. • P.T. - WM • OH • N - S• E • W ELM FH • •1,• SEC. TRP. • ARC UINGTH • `A"°`� LEGEND OF ABBREVIATIONS: CHORD BEARING�•RADIUS�+c9 RIGHT OF WAY SU FT. • POINT OF CURVATURE P.C.P. • • ►.600. PONT OF TANGENCY WATER METER OVERHANG NORTH SOUTH EAST WEST BE14CIM1ANt FIRE HYDRANT OFFSET SECTION TOWNSHIP P N80 P.O.C. P.O.B. AIC FMD. CHATT. F,P.L ELEV. MH ESMT. ELEC. • • • • • • • ELEVATIONS BASED ON NOVO 1329 SQUARE FEET PERMANENT CONTROL POINT PALM BEACH COUNTY RECORD(' PUT NAIL& OISC POINT OF COMMENCEMENT POINT OF BEGINNING NR CONDITIONER FOUND CIMTTANOOCFEE FLORIDA POWER & LIGHT ELEVATION MANHOLE EASEMENT • ELECTRIC MALAR. • CR. D.0 R. P.B. 0 R F.F. ENCK MIAMI—DADE COUNTY NGVD1929 • MAMRENANCE • SROWARD COUNTY RECORDS • RADE COUNTY RECORDS • PIAT •001( • OFFICIAL RECORDS BOOK • FINISHED FLOOR • ENCROACH •N••••X — • SIA- II --I •• • O 0• O 0 0 • - CHAIN LINT FENCE WOOD FENCE METAL FENCE PVC FENCE CONCRETE FENCE • CONCRETE WALL WIRE FENCE h h h h h h• CLF WF 'LTD. AD I.M. I.R. GAR CA. L LP UE. D.E. AE. P. RAL N GV.D. • • • • • • • • • DEED BOOK CION UNE WOOD FENCE /C A` AssumeD Daum /NOTT VAUD NITHOUT DE SWIM NE THE ORIGINAL RAPED SE& OF A FLORIDA LICENSED ENV EYOR AND MAPPER IRON PIPE IRON ROO GARAGE CENTERLNE MEASURED LIGHT POLE U TUTY EASEMENT DRAINAGE EASEIENT ANCHOR EASE AM PERMANENT REFERENCE MONUMENT NORTH GEODETIC VERTICAL DATUM STRUCTURAL CALCULATIONS INSULATED ALUMINUM (BASED ON FLORIDA BUILDING CODE 2014 EDITION) PROJECT: SANIQUE OLKUCH PROJECT NUMBER: 3201718 ADDRESS: 9120 NE 10TH AVE MIAMI SHORES FL 33138 CONTRACTOR: ALUMA OUTDOORS DESIGNS STRUCTURAL REV MIAMI FL APPROVED PREPARED BY MASOOD HAJALI, P.E. LIC NUMBER: 82038 3450 NW 85TH CT UNIT 540 DORAL FL 33122 Pill Structural Solutions February 2nd, 2017 DANA .... • • • • .... • • • • •• • .... . • ...• • • • • .... • . • • • • ..•. • . . . . • • • •• .• .... • • • ... • • • • • • ..• ••• . .. • TABLE OF CONTENT 1. WIND ANALYSIS 1-3 2. COLUMN ANALYSIS 4-5 3. BEAM ANALYSIS 6-8 4. DEFLECTION ANALYSIS 9 .... • • •••• • • • •. 'I..• .... • • .... • • • • •••• • • • • • .... • •••• • •• ••••.... • • PROJECT : ,ALUMINUM PERGOLA STRUCTURE CLIENT : SANIQUE OLKUCH PAGE : 11 111 CONTRACTOR VENETIAN BUILDERS INC. DESIGN BY : Ali JOB NO.: 3201718 DATE : 04/05/17 REVIEW BY : Masood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 INPUT DATA County: Miami -Dade County Surface Roughness (B,C, of D) C Note:( B for Urban& Subsuban areas, C for D for flat, unobstructed areas and water surfaces) Exposure category (B, C or D, ASCE 7-10 26.7.3) C Note:( B for hs3oft& Surface Roughness=B, Importance Category (I,II,III,IV) (ASCE 7-10 Table 1.5-2) II Importance factor (ASCE 7-10 Table 1.5-1) Iw = 1.00 r Basic wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V = 175 I mph Topographic factor K, = 0 Topographic factor K2 = 0 Topographic factor K3 = 0 Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kz, = 1 • Flat Building height to eave h, = 8 I ft hr Building height to ridge h, = 8.1 ft Building length L =, 31 1ft Building width B = 12 s ft Roof angle e = 0.0 Rad= 0.6 Degree Enclosure Classification (Open, Partially Enclosed, Enclosed) Enclosed,Open=A building having each wall at least 2 Effective area of components A = 96.6 ft Foundation thickness t= 4 I inch open terrain with C for nor Bor r A� .-� 8 80 percent scattered obstructions, D, D for Surface Roughness=D) / L open, I he DESIGN SUMMARY _ _ _ Max horizontal force normal to building length, L, face = 10645.10 Ib Max horizontal force normal to building length, B, face = 4228.22 Ib Max total upward force = -16069.83 Ib Foundation Area = 665 ft2 lower foundation thickness allowed ANALYSIS Velocity pressure • • qh = 0.002561(h K. Kd V2 = 56.64 psf . .•• •••• • where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) • • • • • • • • • Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) •... : • • 0.85 • • See ASCE Table 28.3.1 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) • •=• • • • 0.85 • See ASCE l• h = mean roof height s• • • 8.S5 R • • 60 ft Heigh limit [Satisfactort]. • . • : •(7M? 7-10 264Q•1. • • < Min (1, B), [Satisfactory] •(`§SIE 7-10 26;4 • • • Velocity Pressure Exposure Coefficients, Kh and Kz • • •• Table 28.3-1 1 Terrain Exposure Constants - - - - • • • _• • Table 26.9-1 • • • • Height above ground Exposure • • • • level,z B C D Exposure • •••••• ft (m) a tg (ft)• • a• b : ••••%•• 0-15 0-4.6 0.7 0.85 1.03 B 7.0 1200 1/7.0 r •0.84 1/4.0 20 6.1 0.7 0.9 1.08 C 9.5 900 1/9.5 • •1.00 1/6.5 25 7.6 0.7 0.94 1.12 D 11.5 700 1/11.5 1.07 1/9.0 30 9.1 0.7 0.98 1.16 40 12.2 0.76 1.04 1.22 Exposure 8 c I c zmin (ft) 50 15.2 0.81 1.09 1.27 B 0.45 0.3 320 1/3.0 30 60 18 0.85 1.13 1.31 C 0.65 0.2 500 1/5.0 15 D 0.8 0.15 650 1/8.0 7 Notes: 1. The velocity pressure exposure coefficient Kz may be determined from the following formula: For15ft5z5zg Forz515ft Kz=2.01 (z/zg)"(2/a) Kz=2.01 (15/zg)"(2/a) Note: z shall not be taken less than 30 feet in exposure B. 2. a and zg are tabulated in Table 26.9-1 3. Linear interpolation for intermediate values of height z is acceptable 4. Exposure categories are defined in Section 26.7. Notes zmin= minimum height used to ensure that the equivalent height Z is greater of0.6horzmin. For building with h<zmin, Z shall be taken az zmin. Design pressures for MWFRS p = qh [(G Co )-(G C. )1 where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). pm„, = 16 psf (ASCE 7-10 28.4.4) G Cor = product of gust effed factor and extemal pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Co; = product of gust effect factor and intemal pressure coeffident.(Tab. 26.11-1,page 258) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft • PROJECT : ALUMINUM PERGOLA STRUCTURE DM CLIENT : SANIQUE OLKUCH PAGE : 2 CONTRACTOR VENETIAN BUILDERS INC. DESIGN BY : ,Ali str�oaa�s�s JOB NO.: 3201718 DATE : 04/05/17 REVIEW BY : 'Masood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS Condituions: 1- The building is a simple diaphragm building as deli ned in Section 26.2. ok 2. The building is a low-rise building as deli ned in Section 26.2. ok 37The builain'g is enclosed as deft red in -Section 26:2- _ ok 1 4. The building is a regular -shaped building or structure as deft ned in Section 26.2. 5. The building is not classifi ed as a fl exible building as deft ned in Section 26.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability 7. The building has an approximately symmetrical cross-section in each direction with either a flat roof 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1 The wind pressures are obtained directly from a table # due to Area (Square feet) Case A Case B #,�# ,*:t p '# A= 48 B= 0 D= 000 E= 36 F= 36 G= 150 H= 150 A= 24 B= 0 D. 02 E= 36 F= 36 G= 150` H= 150 i lila II "►�, 'di ' ' 0►• \ _ice ;o �' �� �1��� � © ## f EXPOSUREMEAN /•15 ROOF HEIGHT (FT) B C D �SeA / ;IP 1.00 1.21 1.47'© O•••• 20 1.00 1.29 1.55 •• • •••• •• 25 1.00 1.35 1.61 SG. Case B • • 30 1.00 1.40 1.66 h� • • • • • 35 1.05 1.45 1.70 Figure: 28.6-1 ASCE 7-2010 • • • 40 1.09 1.49 1.74 •••• • • • • • • •••• • Main Wind Force Resisting System - Method 2 h s 60 FT • - • • • • Figure 28.6-1 I Design Wind Pressures • • • • Enclosed Buildings WALLS AND ROOFS • • • • ',alp. - S mplified Design Wind Pressure, Ps30 (psf) (Exposure B at h=30 feet) • • • • • • • • • zones • • • - Basic wnd Speed (mph) Roof Angle (degrees) Load Case Horizontal Pressures Vertical Pressures • • • • • A B C D E F G • • • • I• ••• • • • 0-5° 1 40.6 -21.1 26.9 -12.5 -48.8 -27.7 -34.0 -21.5 • • • • 100 1 45.8 -19.0 30.4 -11.1- -48.8 -29.8 -34.0 -22.9 150 1 51.0 -16.9 34.0 -9.6 -48.8 -31.9 -34.0 -24.3 160 200 1 56.2 -14.8 37.5 -8.2 -48.8 -34.0 -34.0 -25.8 250 1 50.9 8.2 36.9 8.4 -22.6 -30.8 16.4 -24.8 2 - - - - -8.6 -16.8 -2.3 -10.7 30° to 45° 1 45.7 31.2 36.3 25.0 3.5 -27.7 1.2 -23.8 2 45.7 31.2 36.3 25.0 17.6 -13.7 15.2 -9.8 0-5° 1 51.4 -26.7 34.1 -15.8 -61.7 -35.1 -43.0 -27.2 100 1 58.0 -24.0 38.5 -14.0 -61.7 -37.7 -43.0 -29.0 180 150 1 64.5 -21.4 43.0 -12.2 -61.7 -40.3 -43.0 -30.8 200 1 71.1 -18.8 47.4 -10.4 -61.7 -43.0 -43.0 -32.6 250 1 64.5 10.4 46.7 10.6 -28.6 -39.0 -20.7 -31.4 Pressure wall & Roof Honzontal (psf) ==> Walls ( Vertical (pst) __> Roots I Wind Speed Load case A B C D E F G H 175 1 58.927 -30.613 39.083 -18.11975 -70.75475 -40.2325 -49.308 -31.18775 175 __ 2 0 0 0 0 0 0 -4.1528 0 ps = A Kzt pS30 A for Exposure B=1 RM PROJECT: ALUMINUM PERGOLA STRUCTURE CLIENT : SANIQUE OLKUCH CONTRACTOR VENETIAN BUILDERS INC. JOB NO.: 3201718 DATE : 04/05/17 PAGE : t3 DESIGN BY : 1AIi REVIEW BY : EMasood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 Components & Cladding _ _ p = ptable(EAF)(RF)Kzt Eq (30.7-1) RF = effective area reduction factor from Table 30.7-2 EAF = Exposure adjustment factor from Table 30.7-2 Surface Area Reduction Factor Minus Plus 1 150 -0.91428571 N/A 2 75 0 -0.96020408 N/A 3 9 -1 N/A 4 200 48 -0.82 -0.88367347 5 24 -0.92 -0.99142857 More reduction as the formula does not consider the logant mic axis 56.42 51 e8eu0a08535.We Et•ceeewewxrea r -~-1-- .} _ -1- ,-"''_.-_ - +4 ft }. 1, --+--'----.- 5 u- •--- -144. -i- - .1+- nit 1t ii=MICIM .1 o xa aua.•Wre No. PO Roof Form Flat Flat Gable, Mansard Gable, Mansard Hip Hip Monoslope Monoslope Overhangs Sign Pressure Minus Plus Minus Plus Minus Plus Minus Plus All Zone 1 D NA B B B B A C A Zone 2 D NA C B C B B C A Zone 3 D NA C B C B D C B Zone 4 C D C D C D C D NA Zone 5 E D E D E D E D NA la 150- 1.101:°0 .- , a SO s>0 tti ao so a 30 ao 10 OM Mansard Roof Roof and Wall Pressures- Components and Cladding ExposureAdjustment Factor ExposWB Table 30.7-2 ASCE 07-2010, Components and Cladding, Exposure C Exposure Adjustment Factor h (ft) Exp B Exp D 160 0.609 1.113 150 0.805 1.116 140 0.801 1.118 130 0.796 1,121 120 0.792 1.125 110 0.786 1.128 100 0.781 1.132 90 0775 1.137 80 0.768 1.141 70 0.760 1.147 60 0.751 1.154 50 0.741 1.161 40 0.729 1.171 30 0.713 1.83 20 0.612 •1.200 15 0.677• • 1.210 010 015 093 Das 0,90 005• • lap • 9.10 Exposure Adjustment Mawr • • •• • • •••• Exposure ••• • • • •••• • • • •l• • tie Ix • • • • • • • • •••• • • • • •• •• •••• • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • • • V (mph) 160 180 Roof Form Load Case Zone Zone 1 2 3 4 5 1 2 3 4 5 15 Flat Roof 1 -74.7 -117.3 -159.8 -51.1 -93.6 -94.6 -148.4 -202.3 -64.6 -118.5 2 NA NA NA 51.1 51.1 NA NA NA 64.6 64.6 Gable Roof Mansard Roof 1 -55.8 -93.6 -140.9 -60.5 -93.6 -70.6 -118.5 -178.3 -76.6 -1185 2 32.2 32.2 32.2 55.8 51.1 40.7 40.7 40.7 70.6 64.6 Hip Roof 1 -51.1 88.9 -131.5 -60.5 -93.6 -112.5 -166.4 -76.6 -118.5 -79.8 2 32.2 32.2 32.2 55.8 51.1 40.7 40.7 40.7 70.6 64.6 Monoslope Roof 1 -65.3 -84.2 -145.6 -60.5 -93.6 -82.6 -106.5 -184.3 -76.6 -118.5 2 27.4 27.4 27.4 55.8 55.8 34.7 34.7 34.7 70.6 70.6 Comp. & Cladding Pressure (psf) Load case 1 (psf) Load case 2 (psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 -66.90 38.58 -112.28 I -93.95 I -72.58 I -112.28 38.575 38.575 66.9 61.225 Design Wind Pressures Screen Enclosures for 18/14 screen Table 2002.4, Category C (psf) Wind (mph) 110 120 130 140 150 160 170 1/5 Vertical Pressure on Screen Surfaces 3.16 3.51 4.15 4.79 5.42 6.16 6.96 7.96 Vertical Pressure on Solid Surfaces 10 12 14 16 18 21 24 25.5 Horizontal Pressure on Winward Surf. 11.4 13.2 15.8 18.5 21.1 23.8 26.4 26.7 Horizontal Pressure on Leeward Surf. 8.8 11.4 12.3 13.2 15.8 18.5 21.1 22.4 DM 8trncinnl S.IWns PROJECT : 'ALUMINUM PERGOLA STRUCTURE CLIENT : 'SANIQUE OLKUCH CONTRACTOR ,VENETIAN BUILDERS INC. JOB NO.: 3201718 DATE : 04/05/17 PAGE: 4 DESIGN BY : Ali I REVIEW BY : Masood Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual Column height h_col 8 ft Column Spacing S_col 7.25 ft Deal Load Roof ( 4psf check Column Axial Load Tension P_col_Ten -1109.25 Ib Column Axial Load Tension P_col_Comp 1196.25 Ib Moment 412.1867 Ib.ft End conditions Fix -Fix Select Column Section 4X4X0.125 X-axis support (L Preliminary) Weak -axis support (Purlins Spacing) Modulus of Elasticity Safety Factor Ld 87 in Lb 87 in in E 10100 ksi S.F. 1.95 width b 4 in Web Thickness t_w 0.125 in b l d i tw 1 tf 1 A I Ix 1Sx I rx Flange Thickness t_f 0.125 in S2X4 2 4 0.046 0.100 0.782 2.000 1.000 1.600 Area 1.937 in^2 S2X5 2 5 0.050 0.116 0.917 3.644 1.510 1.993 I_xx 4.854 in^4 S2X6 2 6 0.050 0.120 1.022 5.660 1.944 2.354 I_yy 4.854 in^4 S2X7 2 7 0.055 0.120 1.229 8.472 2.425 2.626 S2X8 2 8 0.072 0.224 1.847 16.557 4.441 2.994 Allowable Moment Ma 38.832 kip.in S2X9 2 9 0.082 0.306 2.357 27.16 6.123 3.395 Beam Depth d 4 in S2X10 2 10 0.092 0.374 3.013 • Ai.i82 8.462 3.746 Channel Flange Width be 1-4 in 4X4X0.25 4 4 0.250* 0.;50 3.754 **4.0 4.414„ • 1434 Open -channel Properties (one side of SMB) 4X4X0.125 4 4 0.125' • •4.12 i 1.937 4f;t5i 2.427 1.183 Channel Flange Width used for buckling bf 4 in 2X4X0.05" Hollow 2 4 0.050 0.050 0.701•01.4228 0.642• • 1.t2•i5 • Web Height used for buckling hw 3.75 in 3X3X0.125 3 3 0.125 0,125 1.431 1.9672 1.3115 1.1724 Member Flange Width bm 3.75 in 3X3X0.09 3 3 0.090 ' • .6.6915 1.088 15488 1.03 •1.14 Total Area 1.938 inA2 3X3X0.25 3 3 0.250 • • II .% 2.75: • a.4439 2.3249 1.1271 Web Area Area_web 0.938 in^2 3X3X0.125 3 3 0.125 •'Q f25 1.43f 1.9672 1.31f5' r1,Z4 Flange Area Area_flange 1 in^2 3X3X0.09 3 3 0.090'' 41OA9p 1.081 • •15413 1.0328''1!1934 Torsional Constant J 7.273193 DBL S2X6 4 6 0.05 • • •42 2.044 • •1592 3.886• •2754 Section Modulus_xx S_xx 2.427 inA3 DBL S2X7 4 7 0.055 • • • 943 2.4574 1619434 4.8508 1626 Section Modulus_yy S_yy 2.427 in^3 DBL S2X8 4 8 0.072: 6.221 3.6946 33.114 8.8847• •1U Radius of Gyration_xx r_xx 1.583 in DBL S2X9 4 9 0.082 • 0.06 4.71/ "SAV 12.2' 3.39,5 Radius of Gyration_yy r_yy 1.583 in DBL S2X10 4 10 0.092 • 80.370, 6.025 84.564 16.9r •11441 • Bending Capacity Fb 38.74 ksi 5X5X1/8 5 5 0.125 • 0.125• .437 •• �9r66b 3.864 1.991 Open Channel Properties in Weak Axis 1 5X5X1/4 5 5 0.25 0.25 4.75 17.11 7.165 1.942 channel -width in buckling bcf 3.875 in Channel Height dc 3.9375 in Center of Gravity to Outer Fiber Distance C1 1.055 in C2 2.946 in Channel Moment of Inertia lyc 1.58324 in^4 Radius of Gyration r_yc 1.27 in Area Channel Area_Channe 0.977 in^2 Design Method Alloable Stress Design Material Aluminum Alloy 6005-T5 or 6061-T6 Welded Aluminym Alloy No Ultimate Tensile Stress Ftu 38 ksi Yield tensile Stress Fty 35 ksi Yield Compression Stress Fcy 35 ksi Ultimate shear Stress Fsu 24 ksi Yield Shear Stress Fsy 20 ksi PROJECT : ALUMINUM PERGOLA STRUCTURE I pm CLIENT : SANIQUE OLKUCH PAGE : 15 CONTRACTOR VENETIAN BUILDERS INC. i DESIGN BY : !Ali sir/storm swims JOB NO.: 3201718 DATE : 04/05/17 REVIEW BY : IMasood Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual factor of safety of buckling na 1.2 factor of safety of yeild strength ny 1.65 factor of safety of ultimate strength nu 1.95 Type of Stress Type of Member or Component Eq. Set (a) Allowable Stress Slenderness S S, (b) Slenderness Limit S. (c) Allowable Stress Slenderness Between S, and S2 (d) Slenderness Limit S2 (e) Allowable Stress Slenderness >_ S2 Compression in All columns6 Eq. 6-7 hn, nith-. Bc 1 ( kL) - Bc - De - kL - = Cc n2 Columns, axial, gross section kcnv ken, nu r (kL = L r nu )2 7. Compression in Flat plates supported along Eq. 6-8 ham, n,1F BP Fey I ( bl - BP - S.IDP b kt B P k B E 2,� Components of Columns, gross section one edge --columns buckling about a kcnv b kcny nu t J _ t 5.1D P b symmetry axis` _ 1 5. I Dp nu \5.1! Flat plates supported along Eq. 6-9 FnuFF, n Bo 1 bl IBP - 5. I DP b C b P 2 rt 6 one edge -columns not buckling about a kcnv b keny. n J u \= 1 5.1 b\2 symmetry axis 1 5. I D- P nu 5.1 JI k_xx 1 assume most severe case k_yy 1 assume most severe case Slenderness in xx axis Sx=kL/r_xx Slenderness_ 60.64435 Slenderness in yy axis Sy=kL/r_yy Slenderness_ 60.64435 Maximum Slenderness Slenderness_ 60.64435 •••• Maximum Allowable axial stress Fcm 12.56 ksi • • Fec 27.10 ksi ADM Eq. 4.7.4-3 • • • • Member Elastic Buckling Fec • • Member Buckling between itch screws (beam half) [ADM 3.4.7] t • • • • k_channel 0.5 • Slenderness_channel Slenderness_ 37.69796 • • • si •••• • • • • Maximum Allowable axial stress_ _ Fch 15.45 k • • Local Web Buckling Specification 3.4.9 r •••• • Slenderness web Slenderness_ 13.2 •••• Maximum Allowable axial stress Fcw 19.84 ksi • • • • • • • •••• • Local Elastic Buckling,_ Web_ Fcrw 223.5 ksi Specification 4.7.1 • • • Local Flange Buckling Specification 3.4.8.1 1 • • • • - - - - --- • • • • Slenderness flange Slenderness_ 64 • ksi t • • • • • • Maximum Allowable axial stress Fd0.48 • Local Elastic Buckling, Flange Fcrf 0.9 ksi + • • • • • • • • • •• Weighted Average: Web/Flange Local Buckling Fca 9.848042 ksi ADM 4.7.2 Fca =(Fcw * Aw+F cf* Af)/A Member Buckling Elastic (ADM 4.7.4) F„,= n2E/(kL/r)2 ksi (Eq. 4.7.4-3) Fec 27.10444 ksi Local and Member Buckling Interaction Fcr 0.9 ksi Specification 4.7.4 Frc 1.47 ksi Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fc 0.94 ksi Fa 1.81 kip _ RMts - Axial compression in Column: fa 1196.25 Ib - 1 fa/Fa= 0.65991 <1, Satisfactory __ Combined Loading fb 2038.006 psi i fa/Fa+fb/Fb= 0.7 <1, Satisfactory __. PROJECT CLIENT JOB NO. 'ALUMINUM PERGOLA STRUCTURE : MSANIQUE OLKUCH : VENETIAN BUILDERS INC. : 3201718 DATE : 04/05/17 PAGE : 6 DESIGN BY : Ali REVIEW BY : Masood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2014 Allowable Span design Wind Indormation Horizontal Design Pressure (Windward): Horizontal Design Pressure (Leeward): roof pressure Deflection Limit (L/60) Frame Geometry Wall height (eave height): Center to center spacing mansard frames: arbitrary area of the beam Design Calculations Horizontal force applied inward on Columns: Horizontal force applied inward on Beams: Induced beam moment from windward on column: Induced beam moment from windward on column: Induced beam moment from windward on column: Select Beam Properties Section pw_wal I pl_wall 0 psf 0 psf 7.36 psf h_eave 8.1 ft Spacing 6 ft w_col w_beam M_col_center M_beam 0 kip/in 0 kip/in 0 kip.in 0 kip.in M_col_side 0 kip.in 2X6X1/8 X-axis support (L Preliminary) Weak -axis support (Purlins Spacing) Flange Support Modulus of Elasticity Safety Factor Allowable Stress Design (ASD) Load Combinations: D. Dead Load, L= Live Load, W= Wind Load Load Combinations: 1-D 2-D+L 3- D+W 4- D+0.75L+0.75W 5-0.6D+W 6.0.6(D+W) Ld Lb Spacing_stitching E S.F. -108in 72 in 1 in 10100 ksi 1.95 Eq 16-8 FBC Eq 16-9 FBC Eq 16-12 FBC Eq 16-15 FBC 2X6X1 /8 2X7X1/8 3X8X1/8 DBL 2X6X1/8 DBL 2X7X1/8 DBL 3X8X1/8 S2X4 S2X5 S2X6 S2X7 S2X8 S2X9 S2X10 b 2 2 3 4 4 6 2 • • • • •2 •• • 2 d 6 7 8 6 7 tw 0.125 0.125 0.125 0.125 0.125 8 0.125 0.046 0.050• a 0.050 0.055.4 0.072• 0.082: 1 2 • •••• 2 • •2 2X2X0.046" Hollow • • 2 2X3X0.05" Holf6t: • •: 2 2X4X0.05" Holt* • • 2 3X3X0.125 3 3X3X0.09 • • 3 Double S2X19 • 4 2X5X0.1250••• i 2 Double 2X5X0.125 4 2X6.5X0.04" Hollow 2 3X8X0.042 3 •44•• •s•• • •••7• 8• • 9 . ••90►•l • 2 •3•• •a•• 0.092 •4 0.046 0.050• 0.050• a 3• 0.125 • 3 • 0.090,1 0.092• 0.125:1 0.125 0.040 8 0.042 ••,••• 5' 0 •• 6.5 2.916 7.916 •••• • • • • ••• • •••• • ••• • • ••• •••• • • • •• • • • •••• • ,ALUMINUM PERGOLA STRUCTURE PROJECT : 1SANIQUE OLKUCH CLIENT : VENETIAN BUILDERS INC. JOB NO.: 13201718 DATE : 04/05/17 • PAGE : .7 DESIGN BY : Ali REVIEW BY : Masood Wind Analysis for Low-rise Building (11<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2014 width Web Thickness Flange Thickness Allowable Moment Beam Depth Channel Flange Width Open -channel Properties (one side of SMB) Channel Flange Width used for buckling Web Height used for buckling Member Flange Width Total Area Web Area Flange Area Torsional Constant Section Modulus_xx Section Modulus_yy Radius of Gyration_xx Radius of Gyration_yy Open Channel Properties in Weak Axis channel -width in buckling Channel Height Center of Gravity to Outer Fiber Distance Channel Moment of Inertia Radius of Gyration Area_Channel Allowable Stresses Allowable Axial Tension Flat elements in uniform tension Flat elements bending in their own plane b t_w t_f Area I xx I_W Ma d be bf hw bm Area_web Area_flange S_xx S_yy r_xx r_yy bcf dc C1 C2 lyc r_yc Area_Channel 2 in 0.125 in 0.125 in 1.937 in^2 8.276 in^4 1.432 in^4 44.144 kip.in 6 in 1 2 in 1.875 in 5.75 in 1.75 in 1.938 in^2 1.438 in^2 0.5 in^2 3.914322 2.759 in^3 1.432 in^3 2.067 in 0.86 in 1.875 in 5.9375 in 0.303 in 1.698 in 0.247756 in^4 0.50 in 0.977 in^2 b d tw tf 2X6X1/8 2 6 0.125 0.125 2X7X1/8 2 7 0.125 0.125 3X8X1/8 3 8 0.125 0.125 DBL 2X6X1/8 4 6 0.125 0.125 DBL 2X7X1/8 4 7 0.125 0.125 DBL 3X8X1/8 6 8 0.125 0.125 S2X4 2 4 0.046 0.100 52X5 2 5 0.050 0.116 S2X6 2 6 0.050 0.120 S2X7 2 7 0.055 0.120 S2X8 2 8 0.072 0.224 S2X9 2 9 0.082 0.306 52X10 2 10 0.092 0.374 2X2X0.046" Hollow 2 2 0.046 0.046 2X3X0.05" Hollow 2 3 0.050 0.050 2X4X0.05" Hollow 2 4 0.050 0.050 3X3X0.125 3 3 0.125 0.125 3X3X0.09 3 3 0.090 0.090 Double S2X10 4 10 0.092 0.374 2X5X0.125 2 5 0.125 0.125 Double 2X5X0.125 4 5 0.125 0.125 2X6.5X0.04" Hollow 2 6.5 0.040 0.040 3X8X0.042 3 8 0.042 0.042 F_btf F_btw Allowable Axial Compression Member Buckling Slenderness in xx axis Sx=kL/r_xx Slenderness in yy axis Sy=kL/r_yy Maximum Slenderness Maximum Allowable axial stress Member Elastic Buckling Member Buckling between stitch screws (beam half) [ADM 3.4.7] Slenderness_channel Maximum Allowable axial stress Local Web Buckling Specification 3.4.9 Slenderness web Maximum Allowable axial stress Local Elastic Buckling, Web Local Flange Buckling Specification 3.4.8.1 Slenderness flange Maximum Allowable axial stress Local Elastic Buckling, Flange Weighted Average: Web/Flange Local Buckling Fca=(Fcw*Aw+Fcf*Af)/A Member Buckling Elastic (ADM 4.7.4) Fa = n2E/(kL/r)2 Icsi (Eq. 4.7.4-3) Local and Member Buckling Interaction 19 ksi 28 ksi Specification 3.4.2 Specification 3.4.4 k 1 assume most severe case Slenderness_xx 52.24964 Slenderness_yy 83.72093 Slenderness_max 83.72093 Fcm 7.29 ksi Fec 14_22 ksi ADM Eq. 4.7.4-3 k_channel Slenderness_chann Fch Slenderness_web Fcw Fcrw Slenderness_flangE Fcf Fcrf Fca Fec Fcr Frc 0.5 0.992677 20.07 ksi 46 10.67 ksi 18.4 ksi 30 2.19 ksi 4.3 ksi 8.484229 ksi 14.22175 ksi 4.3 ksi 3.26 ksi Specification 4.7.1 ADM 4.7.2 Specification 4.7.4 Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fc 3.26 ksi Fa 6.32 kip Allowable Stresses Allowable Major Axis Bending Member Buckling Slenderness major axis xx Slenderness_xx Fbcx 84.81762 21 ksi Specification 3.4.14 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • •••• • • •••• •••• • •••• • • • • •• • • • • •••• • • • • ••• • • • •• (ALUMINUM PERGOLA STRUCTURE PROJECT : SANIQUE OLKUCH CLIENT : VENETIAN BUILDERS INC. JOB NO.: 3201718 PAGE : i8 DESIGN BY : iAli DATE : 04/05/17 REVIEW BY : 'Masood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2014 Member Buckling between stitch screws Slenderness between stitch Slendemess_xx 1.985354 Fbcxh 21 ksi Local Buckling Web Specification 3.4.18 Slenderness Slenderness_web 46 Fbcxw 28 ksi Local Buckling Flange Specification 3.4.15 Slenderness Slenderness_flange 30 Fbcxf 6.066667 ksi Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength): Dimensions Allowable Stress: Minor Axis Bending Tension 3.4.4 Fay 28.000 Web Local Budding 3.4.16 S=h/t„ IF S <= 21 Then Fay„=21ksi IFS>21AND 5<33Then Fay,,,=27.3-0.292*S IF S >= 33 Then Fm,,,, = 580/5 46.000 Actual Fes„ 12.609 Flange Local Budding 3.4.17 5=2bt/tr IFS<=9.1Then Fayr=28ksi IFS>9.1AND S<19Then Fbtyr=40.5-1.41*S ksi IFS >= 19 Then Farr = 4930/S2 ksi 30.000 Actual F.., 5.478 ksi Ratio ksi ksi Allowable Bending Moment per Section 4.7.3 Ccf 2.875 in Ccw 2.75 in Cif 3 in Ctw 2.75 in Flange Group Moment of Inertia Flange Group If = 2[(b•tf3 / 12) + b`tf If 4.315104 in^4 Web Group Moment of Inertia Web Group Moment of Inertia lw = 2)( lw 3.960612 in^4 Allowable Compressive Bending Moment: Mac 49.43173 kip.in M,t = ((Far*Ir)/Cd)+((Ftp,„*I„)/Ca„) • Allowable Tension Bending Moment: Mat 67.65522 kip.in M,t = ((Far*Ir)/C,r)+((Fa„*I„)/C., )• • • Maximum Allowable Major Axis Moment (Paragraph 4.7.3) I 49.43173 kip.in Section 4.7.3 Governed by Flange Compression Average Allowable Bending Stress for 4.7.3 method: .... • • • • • • Major Axis Allowable Bending Stress per Section 4.7.3 Fbma — 17.91654 ksi Weighted Average for Web/Flang Local Buckling (Section 3.4): Fbcxa 13.17183 ksi Maximum Allowable Bending tress for section 3.4& 4.7.3: Major Axis Allowable Bending Moment Fbx 21 ksi Mx 57.939 kip.in Allowable minor axis bending stress 49.432 Maxim allowed Bending Moment M, = Fyr * Sy May 70.786 ksi Kip -In • • •• • • •••• •••• • •••• • • •••• • • • • •••• • • •••• • • • • • •• •• •••• • • • • • • • • • • • •• • • • • • ••• • .• • • • • • • • • • PM PROJECT : ,ALUMINUM PERGOLA STRUCTURE CLIENT : ESANIQUE OLKUCH JOB NO.: `;VENETIAN BUILDERS INC. ;3201718 PAGE : "9 DESIGN BY : Ali DATE : 04/05/17 REVIEW BY : .Masood Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 Summary of Results for Section and Dimensions Considered: Member I F, I Fa J F J M. Fby J Mr 2X6X1/8 3.26 6.32 21 57.939 49.43173 70.78623 [Allowable Stress values in ksi; Fa in kips; Moments in kip -in] 0.470015426 0.91042 3.024 Weight/ft of Section Considered: 2.327 lbs/ft 0.470015426 0.91042 3.024 Beam net stress capacity based upon axial stress utilization: axial compression in beam due to horizontal winward pressure at screen eave and windward mansard rise: Efa 0 Ib fa/Fa= 0.0 Net allowable bending moment Mn 57.939 kip.in Note: If Mn is negative, trial section N.G., select a deeper beam linear wind load per length w 44.16 Ib/ft Allowable span per Mn LM 354.9005 in 29.57504 ft Allowable span limit (L/180) LA 213.2035 in 17.76696 ft Allowable Span Limit Min(LA,LM) Allowable Span 17.77 ft Y • • • •••• • • • •• • •••• • •••• • •• • • 1 • 1 •••• • • 1 • • • •••• • 1•••• • • •••• 1•••• • • • • •• •• •••• 1 • • • • • • • • • • • 1 • • • 1 • • • • 1 •• 1 ••• • • • • • STRUCTURAL ANALYSIS (BASED ON FLORIDA BUILDING CODE 2014 EDITION) PROJECT: Mr. SANIQUE OLKUCH ADDRESS: 9120 NE 10TH AVE MIAMI SHORES FL 33138 CONTRACTOR: VENETIAN BUILDERS INC MIAMI DADE COUNTY, Florida PREPARED BY Masood Hajali, P. LIC NUMBER: 8203 3450 NW 85TH CT UNIT 540 DORAL FL 33122 pm.. Structural Solutions APRIL 24, 2017 Finite Element Model Results: A Finite Element Analysis of the WOOD PERGOLA structure was performed to analyze the level of stress and deflection in the structure. Here are the load combinations considered in the model: • 1.4DL • DL+ W • 1.2DL + W • 1.2DL - W • 0.9DL + W • 0.9DL - W Extreme fiber strength in bending for the wood is 351.0 psi, which is greater than maximum stress in the structure considering Toad combination of 1.2DL plus wind load. Maximum stress in the wood structure under worst Toad case scenario (1.2DL + W) is 1050 psi which is less than half of the Extreme fiber strength in bending for the wood. Stress diagram under dead Toad and wind load is shown in Figure 1 and 2. • * `v0111 itrrrr4 No 82038 * *= • 1 '. STATE OF �'O40 R 0 .0. v• /01\1” AL E��`�• ►rtsitt Structural Solutions Figure 1. Stress under dead Toad 455. 390. 325 1 260. 195. 130. 65. 0.1 -65. -130. -195. -260. -325. -390. DM Structur:I Sobtiois Figure 2. Stress under wind load 420. 350.. 280. 210. 140. 70. 0. -70, -140. -210. -280. -350. -420. -490. PM Structural Solutions Deformed shape of structure is shown in Figure 3. Maximum deflection in the middle of DBL 2X8 beam is 0.128 inches which is Tess than allowable deflection. Figure 3. deformed diagram Stress diagram on the 2X8 wood beams shown in Figure 4. Structural Solutions Case UDSTL2 Items 1 Stress SM x v Single valued Stress Diagram -1 End Length Offset (Location) Jt: 123 1 -End: O. n (0. in) Jt. 124 J -End:._ O. in (162. n) ucs%way, ism -c tress Diagram - 3 1 Display Options Q SCro] far Values Q Stow Max SMax Max 378.81 Lb/I2 et 0.n SMax Mn Stress O'agram - 4 0.Lbit2 at 162. in LSMax Point 0 5.95 Lbfn2 at O. in lir -- 0- ..141 Reset to Inlet Unts Done Figure 3. Stress diagram in 2x8 beam Wax Pont 1 182.2 Lb/112 at 87.5 in tints t,, in, F Should you have any question or need more explanation please let us know. Sincerely, `,,`11111D11htiiiili Masood Hajali, P.E. `p oo Hq✓q'',, �•,�\G E N 3F•./ �'•i .. /1,//::: No 82038 • STATE OF • lv % 'c4 O R 1 p'i•-..••• %• %. ''f, iWO 3450 NW 85th CT Doral FL 33122 DM Structural Solutions '444 10, , L.L1 <Li DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II): 175 MPH DESIGNED BASED ON CATEGORY II EXPOSURE CATEGORY: C WIND PRESSURE ON WALLS: 26.65 PSF WIND PRESSURE ON SOLID ROOF: 25.5 PSF WIND PRESSURE ON SCREEN ROOF: 7.36 PSF 2X8 P.T. RAFTER @ 12" O.C. (MAX) UPLIFT CALCULATION: TOTAL AREA OF STRUCTURE = 418.5 SQ. FEET WIND PRESSURE ON ROOF: 7.36 PSF WEIGHT OF THE STRUCTURE: 2 PSF WIND UPLIFT FORCE = 2243 LB TOTAL LENGTH OF FOOTING = 31 FEET WEIGHT OF FOOTING = 150X1.0X1.0X31 = 4650 LB TOTAL WEIGHT = 4650 LB > 1.67X2243 = 3746 LB OK ATTACHMENT HOUSE WALL @ 9'-3" i /////////////////////////////////iii/iii/ 31' TOP VIEW 14'-6" 29' 14'-6" FRONT VIEW 12' 1'6" i i INDICATES 2X2 WOOD SLAT 6" MAXIMUM SPACING NOTE: CONTRACTOR MAY USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. NOTE: ALL FASTENERS AND BOLTS SHALL BE STAINLESS STEEL. EXISTING HOUSE WALL 6X6 WOOD POST N 2X8 RAFTER FASTENED TO BEAM W/ (4) 3" STAINLESS STEEL DECK SCREWS 2X8 W000 BEAM ATTACHED TO 6X6 WOOD POST W/ (2) 1/2" STAINLESS STEEL THRU BOLTS WITH NUT & WASHER 2X2 WOOD SLAT ATTACHED TO RAFTER W/ (1) 3" DECK SCREW AT EACH RAFTER 6" (MAX) 1 1 ATTACH RAFTER �� TO HEADER W/ SIMPSON ANGLE W(4) 1" DECK SCREW EA. FACE & EACH SIDE NOTCH 6X6 WOOD COLUMN TO ALLOW 2X8 BEAM SIT ON TOP (EACH SIDE) 6X6 WOOD POST ae SIMPSON ABE66 FOR 6X6 PT. NO. 1 SYP SIMPSON ABA66R FOR ROUGH SAW CEDAR 5/8" EXPANSION OR EPDXY ANCHOR EMBED 4" MINIMUM WELL COMPACT FILL 1/4"X4 1/2" TAPCONS C 18" O.C. (MAX) 2X6 W000 HEADER NEW 12"X12" FOOTER W/ (2) #5 CONTINUOUS TOP AND BOTTOM CONNECTION DETAIL EXISTING HOUSE WALL NEW 12"X12" Footing r with (2) #5 BOTTOM AND TOP 31' FOUNDATION PLAN • (V DESIGN IS BASED ON FBC 2014, 5TH EDITION. DATE: 6/07/17 ��PRO� CO 1111 M cc < w 2 a u) O COCC2 ADDRESS: 9120 NE 10TH AVE MIAMI SHORES FL 33138 PERMIT BY OWNER PROJECT NUMBER: 620178 O c rn UNQO) N CO co — O Co) Z aj c 0 0 Moa w 0 .45 0 1-5 65 cco co W ZCY) v)Z ZU Fe LT W 1- w w Ix z 50 wo O • 16X6 WOOD POSTIL u) O a O O X cc DBL 2X8 WOOD BEAM J OPEN 0 a O O X cc OPEN 14'-6" 29' 14'-6" FRONT VIEW 12' 1'6" i i INDICATES 2X2 WOOD SLAT 6" MAXIMUM SPACING NOTE: CONTRACTOR MAY USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. NOTE: ALL FASTENERS AND BOLTS SHALL BE STAINLESS STEEL. EXISTING HOUSE WALL 6X6 WOOD POST N 2X8 RAFTER FASTENED TO BEAM W/ (4) 3" STAINLESS STEEL DECK SCREWS 2X8 W000 BEAM ATTACHED TO 6X6 WOOD POST W/ (2) 1/2" STAINLESS STEEL THRU BOLTS WITH NUT & WASHER 2X2 WOOD SLAT ATTACHED TO RAFTER W/ (1) 3" DECK SCREW AT EACH RAFTER 6" (MAX) 1 1 ATTACH RAFTER �� TO HEADER W/ SIMPSON ANGLE W(4) 1" DECK SCREW EA. FACE & EACH SIDE NOTCH 6X6 WOOD COLUMN TO ALLOW 2X8 BEAM SIT ON TOP (EACH SIDE) 6X6 WOOD POST ae SIMPSON ABE66 FOR 6X6 PT. NO. 1 SYP SIMPSON ABA66R FOR ROUGH SAW CEDAR 5/8" EXPANSION OR EPDXY ANCHOR EMBED 4" MINIMUM WELL COMPACT FILL 1/4"X4 1/2" TAPCONS C 18" O.C. (MAX) 2X6 W000 HEADER NEW 12"X12" FOOTER W/ (2) #5 CONTINUOUS TOP AND BOTTOM CONNECTION DETAIL EXISTING HOUSE WALL NEW 12"X12" Footing r with (2) #5 BOTTOM AND TOP 31' FOUNDATION PLAN • (V DESIGN IS BASED ON FBC 2014, 5TH EDITION. DATE: 6/07/17 ��PRO� CO 1111 M cc < w 2 a u) O COCC2 ADDRESS: 9120 NE 10TH AVE MIAMI SHORES FL 33138 PERMIT BY OWNER PROJECT NUMBER: 620178 O c rn UNQO) N CO co — O Co) Z aj c 0 0 Moa w 0 .45 0 1-5 65 cco co W ZCY) v)Z ZU Fe LT W 1- w w Ix z 50 wo O • c ATTACHMENT HOUSE WALL @ 8'-0" ///////////////////////////////////////// 2X8 P.T. RAFTER @ 12" O.C. (MAX) 31' TOP VIEW r 1 INDICATES 2X2 WOOD SLAT 6" MAXIMUM SPACING 1'6" L r r 14'-6" r 29' 14'-6" J FRONT VIEW r r - 00 DENOTES NEW 12"X12" FOOTER (SEE PAGE 2) EXISTING HOUSE /,/ t".///////// w 0 6X6 WOOD POST r DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II): 175 MPH DESIGNED BASED ON CATEGORY II EXPOSURE CATEGORY: C WIND PRESSURE ON WALLS: 26.65 PSF WIND PRESSURE ON SOLID ROOF: 25.5 PSF WIND PRESSURE ON SCREEN ROOF: 7.36 PSF CV UPLIFT CALCULATION: TOTAL AREA OF STRUCTURE = 418.5 SQ. FEET WIND PRESSURE ON ROOF: 7.36 PSF WEIGHT OF THE STRUCTURE: 2 PSF WIND UPLIFT FORCE = 2243 LB TOTAL LENGTH OF FOOTING = 31 FEET WEIGHT OF FOOTING = 150X1.0X1.0X31 = 4650 LB TOTAL WEIGHT = 4650 LB > 1.67X2243 = 3746 LB OK JUN 262017 Z 0 0 w 1 0 N U CO LI_ z 0 0 w CO CO z 0 w MIAMI SHORES VILLAGF W W 1 Q • H X 0 W �=• U W O 0 �Jrn CL W 0 w • C1 ct o � ca < co ti co v - M M J w W u- Z co w Oz o m • I— H W baa 0 J C L) C o� U)U T2 w 46 co 2 inz 20 of < COco W o Z (t) CT) z 09RO m ZU W I- W z OU wU O O co X co DBL 2X8 WOOD BEAM % OPEN 0 O X co O 0 O O X CO OPEN- L r r 14'-6" r 29' 14'-6" J FRONT VIEW r r - 00 DENOTES NEW 12"X12" FOOTER (SEE PAGE 2) EXISTING HOUSE /,/ t".///////// w 0 6X6 WOOD POST r DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II): 175 MPH DESIGNED BASED ON CATEGORY II EXPOSURE CATEGORY: C WIND PRESSURE ON WALLS: 26.65 PSF WIND PRESSURE ON SOLID ROOF: 25.5 PSF WIND PRESSURE ON SCREEN ROOF: 7.36 PSF CV UPLIFT CALCULATION: TOTAL AREA OF STRUCTURE = 418.5 SQ. FEET WIND PRESSURE ON ROOF: 7.36 PSF WEIGHT OF THE STRUCTURE: 2 PSF WIND UPLIFT FORCE = 2243 LB TOTAL LENGTH OF FOOTING = 31 FEET WEIGHT OF FOOTING = 150X1.0X1.0X31 = 4650 LB TOTAL WEIGHT = 4650 LB > 1.67X2243 = 3746 LB OK JUN 262017 Z 0 0 w 1 0 N U CO LI_ z 0 0 w CO CO z 0 w MIAMI SHORES VILLAGF W W 1 Q • H X 0 W �=• U W O 0 �Jrn CL W 0 w • C1 ct o � ca < co ti co v - M M J w W u- Z co w Oz o m • I— H W baa 0 J C L) C o� U)U T2 w 46 co 2 inz 20 of < COco W o Z (t) CT) z 09RO m ZU W I- W z OU wU 2X8 RAFTER FASTENED TO BEAM W/ (4) 3" STAINLESS STEEL DECK SCREWS 2X2 WOOD SLAT ATTACHED TO RAFTER W/ (1) 3" DECK SCREW AT EACH RAFTER mumm 1111110BMI N;Niii�i�ir 5" y 18" 2X8 WOOD BEAM ATTACHED TO 6X6 WOOD POST W/ (2) 1/2" STAINLESS STEEL THRU BOLTS WITH NUT & WASHER NOTCH 6X6 WOOD COLUMN TO ALLOW 2X8 BEAM SIT ON TOP (EACH SIDE) .0=n. WELL COMPACT FILL 6" (MAX)1 1 „ ATTACH RAFTER TO HEADER W/ SIMPSON ANGLE W(4) 1" DECK SCREW EA. FACE & EACH SIDE 6X6 WOOD POST j SIMPSON ABE66 FOR 6X6 PT. NO. 1 SYP SIMPSON ABA66R FOR ROUGH SAW CEDAR 5/8" EXPANSION OR EPDXY ANCHOR EMBED 4" MINIMUM n=n W i !- 1/4"X4 1/2" TAPCONS 18" O.C. (MAX) 2X6 WOOD HEADER NEW 12"X12" FOOTER W/ (2) #5 CONTINUOUS TOP AND BOTTOM CONNECTION DETAIL GENERAL NOTES: ALL FASTENERS AND BOLTS SHALL BE STAINLESS STEEL. OPTIONAL PRESSURE TREATED PINE OR CEDAR TO BE USED IN ALL MEMBERS AND DETERMINED BY CONTRACTOR /OWNER HEIGHT OF THE PERGOLA SHOULD NOT EXCEED THE HEIGHT OF THE HOUSE AND NOT BE MORE THAN 10' HEIGHT. CONTRACTOR MAY USE BIGGER SECTIONS FOR BEAMS AND COLUMNS JUN 2 '1n4 I MIAMI SHORES VILLAGE DESIGN IS BASED ON FBC 2014, 5TH EDITION. � (4 N F' N Z w J < 0 0 m w a' 1- 0 1— -J Cr w• 0 aw O • z ADDRESS: 9120 NE 10TH AVE co co 0 c) CND M ce J w 'Co Z co ce0Z m H w Q a0 2 a a 0 J J N 0 0 co co co O w zch C/)Z m� 0 < Z_.) w� z ED 0 WU J ATTACHMENT HOUSE WALL @ 8' , i i i 4'=8" • 1f1 31' 1 TOP VIEW I I I I I I I I 1 1 1 1 1 1 J DBL 2X8 WOOD BEAM 1- 0 a aa 0 — OPEN —� 0 �- OPEN —-. 00 X \CD \cxo 14'-6" 14'-6" 29' FRONT VIEW 1'716" INDICATES 2X2 WOOD SLAT 6" MAXIMUM SPACING ZONING SPECS. ATTACHMENT 0 8' EXISTING FASCIA 0 10' EXISTING HOUSE ROOF 0 15' JUN 6 MIAIVII SHORES VILLAGE 2X6.5 RAFTERS @ 24" O.C. DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II): 175 MPH DESIGNED BASED ON CATEGORY II EXPOSURE CATEGORY: C WIND PRESSURE ON WALLS: 26.65 PSF WIND PRESSURE ON SOLID ROOF: 25.5 PSF WIND PRESSURE ON SCREEN ROOF: 7.36 PSF DESIGNED BASED ON 6005-T5 ALLUMINUM UPLIFT CALCULATION: TOTAL AREA OF STRUCTURE = 295 SQ. FEET WIND PRESSURE ON ROOF: 7.36 PSF WEIGHT OF THE STRUCTURE: 2 PSF WIND UPLIFT FORCE = 2737 LB TOTAL LENGTH OF FOOTING = 29 FEET WEIGHT OF FOOTING = 150X1.0X1.0X31 = 4650 LB TOTAL WEIGHT = 4650 LB > 1.67X2737 = 4572 LB OK ATTACHMENT HOUSE WALL @ 9'-3" ///////////////////////////////////// ///, // • 12"O.H. ■ / 12" RAFTER TAILS @ 24" O.0 31' TOP VIEW I I 1 I I I 3X8 HEADER W/2X6X%6 oo >% `- OPEN 03 OPEN � 14'-6" 29' 14'-6" FRONT ELEVATION CI INDICATES SHADE LATTICE 2' SPACING (60% SHADE) NOTE: CONTRACTOR MAY USE BIGGER SECTIONS FOR BEAMS AND COLUMNS. NOTE: CONTRACTOR HAS VERIFIED THE SIZE OF EXISTING CONCRETE SLAB AND FOOTING. EXISTING HOUSE WALL r2.5"-1 GA 14 11 3X8 3X8 STEEL 2X6X.125" INSERT 0.125" CO O W - J w W EXIST. TRAVERTINE PAVERS EXISTING HOUSE WALL w z 0 CO (2) #10 TEK SCREWS O 24• O.C. STAGGERED 3X8 W/ BOX INSERT 4X4X.125 COL. (8• MIN EMBEDMENT) COAT COL W/BITUMINOUS PAINT #5 BAR 12• LONG THRU COLUMN 1 1-cr 2 #5 EACH WAY TOP & BOTTOM FOOTER DETAIL NEW 12"X12" Footing with (2) #5 BOTTOM AND TOP 31' FOUNDATION STr:Lic `NEVI PLAN APPROVED_ .01111111,. • DATE: 3/17/17 SCALE: 3/16"= 1'-0" 0 0 0 f/) > 2a Q 00 U •. • •. •• • • -74•••p O O+ •Z W " O J 0) • 0 °' ZD w Ore Q o Q - rA Q U z••• • ur•• 0 • 5. J • ca • • M W M • LL W LL... m• W• O U • Z g U a 0r° -4 0 Co -J O C l WM o _ Ln Z ' •E rn Z oDDO cn y-' 00 r- -c_'4 o Z__O o CO In ., M c IY LL W — L J.- wce WZu. g _Z W � S�o OU oif, p_c z < c 0, WO • • • • • • • • • • (2) /10 TEX SCREAM • 24" MG STAGGERED 3X8 W/ BOX INSERT FINISH GRADE FOR EROSION 2" 2X4 2X5 2" 4"•ODN.CRE7f;.SlAS ` L1 H-2 H-3 I 5" Z -GUTTER BRACE 3"—I 3X3X0.07 303 SLAB FOOTING SITE SPECIFIC ENGINEERING REQUIRED FOR SCREEN ROOFS WHEN THE SPACING IS LESS THAN 3' AND FOR ALL SOLID ALUMINUM ROOFS 1n DOOR JAMB L 2X2 1X2 L 2X2 1X3 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" X 2 1/2" LG. NOTE: LOCATION OF 2X2 ANGLE CAN BE MOVED MAX 1 -INCH ON COLUMN or 5L8, 6LB, 7LB & 8LB ALUM. COLM. 3X3 OR 4X4 ALUM. COLM. 2"X3"X1/8"X2" LONG MIN ANGLE EACH SIDE OF COL. W/(4) - 88 TO COL. & 3 1/2" LG.TAPCON TO CONC. a -a 0 0MIK �c 2" MIN BETWEEN FASTENERS N C COL. ANCH. DETAIL X1111 111IIIENEM� • , NOTE: IIM 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 l.. COL SEE COL. ANCH. DETAIL 1X2 OR 1X3 to 2 4 al c I 3 FROM pGE /TO BOLT • d a a4 4 8 FOOTING & SLAB DETAILS a 4" CONCRETE SLAB W/6X8-10/10 W.W.M W/ 8"X8" FOOTING W/ 145 NOTE: FIBERMESH MAY BE USED IN LIEU OF 6X6 -10/10 W WM 3X2X0.05 3X2X0.07 0 2X5X0.125 FASCIA C 2X2 1= 2X3X0.06 1-2" 2X2X0.046" FASCIA 2"-1 C 2X3 2X3X0.07 2"X5"X0.05X0.116"SMB 5 LB 2"X10"X0.092X0.374"SMB 10 LB 2"X4"X0.048X0 1"SMB n COL. 4 LB SEE COL. ANCH. DETAIL 1X2 OR 1X3 PAVERS OR TILES 3" FROM DGE TO BOLT 12"X8"FTG. • W/ 1 - #5 1' STRIP FTG. DETAIL W/ PAVER OR TILE 5" SUPER GUTTER - C ▪ 1X- 2 1-2" 2X4X0.05 2X5X0.05 C 1X3 2`�il 12X2 GUTTER T-2 T-3 -4"-I E -GUTTER 3X3 I-2 2"X7"X0.055X0.12"SMB 7 LB 2"X6"X0 05X0.12"SMB 6 LB 12"X8" FOOTING 18 MINIMUM FOOTING SIZE SPECIFIC PLANS AND STRIP FOOTING SCHED ANY ADDITIONAL REQUIREMENTS AND MIN FTG. SIZE APPLY TO NEW FOOTING ONLY 4X4 2" 2"X9"X0.082X0.306"SMB 9 LB 2"X8"X0 072X0 224"SMB 8 LB FASTENING SCHEDULE 01 - #14 TEK SCREW/HEX HEAD 82 - #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 NOTE FOR NUMBER OF SCREWS: #14 TEK SCREWS FOR 7LB OR LARGER #10 S.M.S. FOR 8LB OR SMALLER AND 18 INCH C -C TOP AND BOTTOM COLUMN FASTENING IK 4- #10X1 1/2" EACH SIDE M 2' RAIL CHAIR RAIL CONNECTION FASTENING 6-#10X3/4" 3 EACH SIDE COLUMN 2"X2"X0.082" RECEIVING CHANNEL W/ 8- #10X3/4" SMS. TO SIDE OF COLUMN ALT. CHAIR RAIL CONNECTION GENERAL DETAIL SHEET: F.B.0 2014 AND ASCE7 6005-T5 ALUM PERGOLA DETAILS AND CONNECTIONS 0 4' 0.G W TEK 0 EACH LATTICE K UM HEADER W/ 230!" LiElar2X74 (23 Jr THRIAIOLTS AND AT EACH COLUMN Mr I ECCRA111F / COMER W/ /14X1• —/ • 24" OA 8/ 8 %' HUM CAPS 04 2X2 1A c' QC. 1E1( 0 EA SW11NNG (2TAPCCMS O/ 11' 0.C. (YAX) T` 6CARRY BEAM - FLANGE BRACKET 3X3X.125 POS 2.5" STEEL INSERT 3X3 OR 4X4 ALUM. COLM. 2"X2"X1/8"X3" LONG MIN W/(6) - #1 TO COL. (2) - 3/8"X21/2" LONG COL. ANCH. DETAIL ANGLE TWO SIDES OF COL. 3X3 OR 4X4 ALUM. COLM. CONCRETE FOUNDATION FRONT ELEVATION GENERAL NOTES FOR SCREEN ENCLOSURES: 1) DESIGN PRESSURES TAKEN FROM TABLE 2002.4, FLORIDA BUILDING CODE 2014 (5TH EDITION) AND HAS BEEN CHECKED WITH 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 WINDSPEED.ATCOUNCIL.ORG 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 L/80. 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 WHERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH. FOR NO. 5 AND SMALLER BARS 1 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 11 INCHES REGARDLESS OF BAR SIZE (SEE DETAILEHEET-O //DECO COLUMN COVER SEE COL ANCH. DETAIL 1X2 OR 1X3 • • 2X8.5 3 •It •• ►• • •••• • • • • • •• 1• • • • 2"X6.5" DE•ORATIYE FOAM FILLED SIDE PIL.ATE TV SIDES OF POST (TYP.) PAVERS OR TILES 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 "HILT! KWIK BOLT II" SYSTEM OR EQUAL. 8" 4" CONCRETE SLAB W/ 8X6. 10/10 W. W.M W/ 8"X8" FTG. W/ 145 FOOTING/ SLAB W/ PAVER OR TILE UNDERNEATH A&M Structural Solutions LLC 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: A • •••• • • •••• •••• • •••• • • • • •••• • • •••• •• • • • • • • • • • ••• • • • ••• • • • •• o,,`s-I/1,/ it • No 82038 * STATE OF :41/• � ss ,./111101 N A; • 3120T • 0 (EA BIDE) W0 • TO 8M(W2.07 EA.CLIP INTO FASCIA) 0 AL.FL0 OPTIONAL MIN 2" FA8CIA ORT BEAMS OR GREATER USE (3) 418 (3) • A BM. CONN ATNF/ 92.B CARRY = . THRU PANEL. BM PER SCHEDULE 8•C.0 (1-112• LONG) 011' C.C. (TVP.) •X2'X}"X2" LONG CLIP ANGLE WO.42 EA. FACE SCREEN ROOM COL. TO BEAM 0314N. 4) -48 TO COL. (TYP) 1- 3)8" X C 1.0. EXPANSION BOLT EXPANSION a0LT(WEDGE ANCHOR) TO CONC. (TVP.) 2 PER COL. monm FRONT ELEVATION 0018' FC ELSEWHERE NOTE: ANGLES ME NOT REO'D FOR 202 DOOR JAMS COLS. ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE YX2'X1/rxr 1040. USE ONE ANCHORS PER CLIP. MIN. TWO ANCHORS PER COLUMN IN ALL CASES 1' DIA BOLTS ME TO BE EXPANSION TYPE (BEE MOLE TO CONC. DETAIL) EXPANSION BOLTS TO BE 'HILT! KOOK BOLT II' SYSTEM OR EQUAL. 4t TAPCON MAY BE USED IN LIEU OF % EXPANSION BOLT BEE GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS FOR COUMNB S DEE OR GREATER INSTALL ADDITIONAL 2•X 21(2•0" ANGLE EA SIDE OF INSIDE OF COL. WG • I8 TO COL 41 -}` X4. 10. EXPANSION BOLT (WEDGE ANCHOR) TO CONC. 0 EA CLIP COLUMN ANCHORING DEMI XrXr LONG X}• ANGLE EA SIDE OF COL. W4 0 TO COL.81-a" X 4•1.0. EXPANSION BOLT (WEDGE ANCHOR) TO CONC. 0EA CLIP SX1.51X0.08202' MIN LO. CHANNEL W83H414TEKS EACH SIDE OF 2X8.5 (8 TOTAL) (4)=14 TEKS TO BEAM 2%2X0.024 ALUM TUBE 024.0-C ATTACHED TO 2X51.5 W/(1)414X3- LG ■I 3"l TEK SCREW IS 1 2X8.5 TYPICAL PERGOLA SECTION HOUSE CONC. WALL 243 TAPCON ANCHOR THRU CLIP INTO US CONCRETE WALL N8.12007 NOTE: B' APART IF NO ACCESS TO TOP 21%7X1/8" CLIP ANGLE EACH SIDE W2- 44 0R 342 EA CLIP TO BM. FOR 7" BEAMS OR GREATER USE 344 OR 441 BM TO HOUSE CONN EXIST MOBILE HOME 1/4- AIR OA /EXIST. DRIP CM / AL. FLAB IND LMOBIL0140M COl1FlABRIRO RETAIL 5•0.0 EMI EAI 2.3/84 THRU BOLTS W/ WA8HER8 B NUTS NOTE: INSTEAD OF TWO SCREWS EVERY 12 -INCH CC ONE SCREW EVERTS -INCH CC CAN BE USED. 0012'O.CT• CONC. 07.18" 0.0 TO2 X4STUD IONAL FLASHING 012. C.0 /PANEL T88 .2OR H. NOTE: IF THERE IS NOT ENOUGH SPACE PANEL TO WALL COM ABOVE PANEL, ALL SCREWS MAY BE USED ON ONE SIDE. NOTE: IF THERE 18 NOT ENOUGH SPACE ABOVE PANEL, ALL SCREWS MAY BE USED ON ONE SIDE. 2 012" C.C. / PANEL TSB 47 TO EA EXIST RU FROM CHANNEL AND • 17 O.C. MAX. TO FASCIA NOTE: FASCIA MAY BE BUILT UP BY LAGGING NEW 1• MEM. TO OLD 2. }• X 3.? LAGS/TRUSS OR RAFTER r SUM FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE FASCL4 CONN. NDOW FRAME 8Y WNDOWMANUFACT, CNOR WINDOW FRAME TO CHANNEL OR 3021/%1410 84811L0480 1C 0.0 MAX FIRST SCREW ON ALL SIDES TO BE NO FURTHER THAN r FROM ANY CORNER OF WINDOW SECTION Et BECTIOND-D 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"X3"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 • • •••7 • • 41. TYP LALL PANEL MAY BE }• PLYWOOD AL. TK. ALLOY 3003•H18 ROOF PANEL CONNECTION (FRONT ELEVATION) ELF - SILKY ALUM ROLL ROOFlNG TAPE OR CAULKING OR EQUAL BEAT JOINT CONTINUOUS CAULKING ROOF SPAN FROM TABLE OR FL PRODUCT APPROVAL MIN ROOF PDCH I8 } • PER 17, MAXIS IF IN 12. ROOF B WALL PANEL Tu 132 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 IABLE GUTTER WM12 ® 17 C.0 TOP & BOT. 3/PANE a 5" c.c CARRY BEA PER SCHEDULE PTIONAL 1X2 EE ANCHORING DETAIL FOR CORRECT SPECS(SHEET "A") BEAM PER SCHEDULE OR SITE SPECIFIC SECTION 841 (SCREEN ROOM1 SECTION A -A (CARPORT) (COVERED PATIO] T.2ORT- INSUL ALU PANEL WIN FRAME UNSUL ALU PANEL NEL 0.8" C.0 EA SIDE OF C.- CHANNEL 0.8" 0.0 SIDE SECTION CC ]SUN ROOM) 12 1B' 0.0 SEE SCHEDULE ROOF PLAN ELEVATION BEARING WALL SEE COL. SCHEDULE (SHT. "BT) CHAIR RAIL PER SCHED BEARING WALL 8"-0"MAX (SCREEN RMS ONLY) ELEVATION SCREEN ROOM CORNER COL. AL. KICK PL.OPT. USE 202 TOP ATT. KP /1 -#2 8"0.0 N. TO BE TO BOTTOM ANEL OF JOINTS ELEVATION SUNROOM 3" INSUL. LUM. ROOF NOTE: INSTEAD OF TWO SCREWS EVERY 124NCH CC ONE SCREW EVERY IS -NCH CC CAN BE USED. 2"X3"X.084" C W/ /4"X2 1/2" TAPCON (11/ 12" O C. TO CONC. 8, #10 SMS CO 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". • • • •• • 0. O MAX COLUMN HEIGHT PER TABLES • •••• ••• • ••• •••• •••• • •••• • •♦ • •••• •••• • • • • •• •••B •••• • • • • • • • • • • • ••• • • • •• 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. GUSSET MOMENT CONNECTION CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL 0 SCR (S SCREW MIN. EACH SIDE X?Xj• THK(LENOTH DETERMINED BY BM. BRE) RECEIVING CHANNELANCHORED TO COL W 814 TEK SCREWS (5 SCREWS MIN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL NOTE: 1X3 CONNECT TO 3X3 IS RECOMMENDED HERE. OMR 1X2 T0202 we 8201C c.c X 2" X}• ALUM ANGLE WI C;E,`ei� OO r iH • 82038 • •• • • • • • • •• •.•••• • • • • COL STM Il°I(PL- OF :•� 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 6005T5 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) 114" 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 jNTEtvR P, *, J' • �� ♦♦ A&M Structural Solutions LLC ``'/r,, B 111 A; 1, 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B NO me TOP OF F r, IX) m - 3 -/CONNECTOR ALL, N. TO BE TO BOTTOM ANEL OF JOINTS ELEVATION SUNROOM 3" INSUL. LUM. ROOF NOTE: INSTEAD OF TWO SCREWS EVERY 124NCH CC ONE SCREW EVERY IS -NCH CC CAN BE USED. 2"X3"X.084" C W/ /4"X2 1/2" TAPCON (11/ 12" O C. TO CONC. 8, #10 SMS CO 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". • • • •• • 0. O MAX COLUMN HEIGHT PER TABLES • •••• ••• • ••• •••• •••• • •••• • •♦ • •••• •••• • • • • •• •••B •••• • • • • • • • • • • • ••• • • • •• 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. GUSSET MOMENT CONNECTION CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL 0 SCR (S SCREW MIN. EACH SIDE X?Xj• THK(LENOTH DETERMINED BY BM. BRE) RECEIVING CHANNELANCHORED TO COL W 814 TEK SCREWS (5 SCREWS MIN.) GUSSET MOMENT CONNECTION ALT. CARRY BEAM TO ALUM. COLUMN CONNECTION DETAIL NOTE: 1X3 CONNECT TO 3X3 IS RECOMMENDED HERE. OMR 1X2 T0202 we 8201C c.c X 2" X}• ALUM ANGLE WI C;E,`ei� OO r iH • 82038 • •• • • • • • • •• •.•••• • • • • COL STM Il°I(PL- OF :•� 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 6005T5 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) 114" 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 jNTEtvR P, *, J' • �� ♦♦ A&M Structural Solutions LLC ``'/r,, B 111 A; 1, 3450 NW 85th Ct Unit 540 Doral FL 33122 Phone: (305)898-9995 DATE: 5/8/2016 SHEET: B NO me