Loading...
DGT-18-1570Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-310374 Permit Number: DGT-6-18-1570 Scheduled Inspection Date: August 16, 2018 Inspector: Naranjo, Ismael Owner: BERGMAN COHEN, HARRISON AND 11A tarn Job Address: 262 NE 98 Street Miami Shores, FL 33138-2408 Project <NONE> Contractor: HOME OWNER Permit Type: Decks/Gazebos/Trellises Inspection Type: Final Work Classification: Pergola Phone Number Parcel Number 1132060134170 Building Department Comments NEW PERGOLA tnfractto Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid August 15, 2018 For Inspections please call: (305)762-4949 Page 36 of 42 Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Parcel Number Permit N©. DGT-6-18-1570 Permit Type: Decks/Gazebos/Trellises Work Classification: Pergola Permit Status:: APPROVED issue Oats: 6/27/2018 Expiration: 12/24/2018 Applicant 262 NE 98 Street Miami Shores, FL 33138-2408 1132060134170 Block: Lot: HARRISON AND DARCI BERGM, Owner Information Address Phone Cell HARRISON AND DARCI BERGMAN 262 NE 98 Street MIAMI SHORES FL 33138- 262 NE 98 Street MIAMI SHORES FL 33138- Contractor(s) HOME OWNER Valuation: $ 5,800.00 Total Sq Feet: 465 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type Const: Pergolas Classification: Residential Scanning: 3_ Additional Info: NEW PERGOLA Scanning: 3 Fees Due Amount CCF $3.60 DBPR Fee $5.12 DCA Fee $3.41 Education Surcharge $1.20 P&Z Review Fee $35.00 Permit Fee - Gazebo/Trellise/Pergola $341.25 Plan Review Fee (Engineer) $45.00 Scanning Fee $9.00 Technology Fee $4.80 Total: $448.38 Pay Date Pay Type Invoice # DGT-6-18-67843 06/27/2018 Credit Card 06/07/2018 Credit Card , Amt Paid Amt Due $ 398.38 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Slab Final Framing Footing Review Building Review Structural 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 and SWIMMING POOL work. OWNERS AF constru V I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating g. Futhermore, I authorize the above -named contractor to do the work stated. orized Signatur miner / Applicant / Contractor / Agent June 27, 2018 Date Building Department Copy June 27, 2018 1 • $, r�1�3 Miami Shores Village �\2 Building Department BUILDING PERMIT APPLICATION 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 +10 FBC 2011 Master Permit NoTt CT (O — d Sub Permit No. ❑■ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL El PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOBADDREss: 262 NE 98TH STREET City: Miami Shores Folio/Parcel#: 11-3206-013-4170, Occupancy Type: Owner Load: County: Construction Type: Miami Dade Zip: Is the Building Historically Designated: Yes NO X Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Harrison Bergman and Darci Cohen phone#: 3057266932 Address: 262 NE 98TH STREET City: Miami Shores State: Florida Zip: 33138 Tenant/Lessee Name: Phone#: Email: Harrison.Bergman@gmail.com CONTRACTOR: Company Name: -}VOmt L1)rrey Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 5148•CO • 00 Square/Linear Footage of Work: LI bS -f+ • Type of Work: ❑ Addition ❑ Alteration 1p New ❑ Repair/Replace ❑ Demolition 10OA) Pevpto.. y Description of Work: Specify color of color thru tile: Submittal Fee $ Zoo paid Permit Fee $ 4•�z> •CCF $ CO/CC $ c Scanning Fee $ Radon Fee $ 3 ` % DBPR $ J" • I 2- Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 3�e •• 3t:7/' (Revised02/24/2014) a..e, 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. 1 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. Signature OWNER or AGEN The foregoing instrument was acknowledged before me this Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of /J` t--k/ , 20 20(e , by day of , 20 , by who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: �} Print: Seal: ############ 4.;,r'; ILEANA ROJAS Wit;;=Commission # GG 050051 _ Expires December 22, 2020 ..914 ?,"• Bonded ThruTroy Fain Insurua600485.7019 APPROVED BY identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ******************************************** **************** ************* C�Plans Examiner u Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER ILBUILDER/DISCLOSURE STATEMENT NAME: I� tS O,r1 Iv O�M4w) DATE: 676446 ADDRESS: 2 2 .&1 7CC4-‘ S 1 / " ((owl t slLaQ5). g)' Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000): The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure.the people employed by ybu have licenses required by state law and by county or municipal licensing ordinances: Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act ay own contractor with certain restrictions even though I do not have a license. Initia/ 2. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. I understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits - contracts. Initi 4. I understand that I may build or improve a one family or two-family residence or a farm outbuilding. I m.y also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or le ,, e hic, violates the exemption. Initial 5. I understand that, as the owner -builder, I must provide direct, onsite supervision of the constructs, !hit 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by %. unty or'municipal ordinance. Initial 7. I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initi 8. I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee.) understand that my failure to follow these may subject to serious financial risk. Initial 9. I agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulatio Initial 10. I understand that I may obtain moreinformation regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.html Initial 11. I am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: 7 Z fiuf4,, sek, r F(33138 12. I agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initi Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry' Licensing Board and Department of Business and Professional Regulation'may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court, It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement'must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this day o By TT (%►rri SOrti:1-61wQA s r who was personally known to me or who has Produced there License or L)) yI\M,Y `< <1/412,11S-k_ as identification. ER �^ .g!itU9.,, YANADY PRIETO MY COMMISSION # FF 214031 +.,; EXPIRES: March 25, 2019 ,o Bonded Thu Notary Public Underw!iters Prope Search Application - Miami -Dade County Summary Report Property Information Folio: 11-3206-013-4170 Property Address: 262 NE 98 ST Miami Shores, FL 33138-2408 Owner HARRISON T BERGMAN DARCI E COHEN Mailing Address 262 NE 98 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half 4/2/0 Floors 1 Living Units 1 Actual Area 2,180 Sq.Ft Living Area 1,914 Sq.Ft Adjusted Area 2,043 Sq.Ft Lot Size 8,625 Sq.Ft Year Built 1941 Assessment Information Year 2018 2017 2016 Land Value $258,854 $258,854 $215,711 Building Value $162,278 $163,753 $165,228 XF Value $2,165 $2,189 $2,213 Market Value $423,297 $424,796 $383,152 Assessed Value $423,297 $424,796, $351,663 Benefits Information Benefit Type 2018 2017 2016 $31,489 Save Our Homes Cap Assessment Reduction Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 5 & E1/2 OF 6 BLK 31 LOT SIZE 75.000 X 115 20585-3527 08 2002 4 COC 23931-4227 09 2005 5 Page 1 of 1 Generated On : 6/7/2018 Taxable Value Information 2018 i 2017 2016 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $373,297 $374,796 $301,663 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $398,297 $399,796 $326,663 City Exemption Value . $50,000 $50,000 $50,000 Taxable Value $373,297 $374,796 $301,663 Regional Exemption Value ( $50,000 $50,000 $50,000 Taxable Value { I $373,297 $374,796 $301,663 Sales Information Previous Sale Price OR Book - Pa 9a Qualification Description 11/08/2016 $572,500 30308 1954 Qual by exam of deed 04/16/2010 $310,000 27257 1637 Affiliated parties 09/01/2005 $639,999 23847 4010 Sales which are qualified 09/01/2005 $0 23931- 4227 Sales which are disqualified as a result of examination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: https://www.miamidade.gov/propertysearch/ 6/7/2018 0 10 20 30 40 50 B.C. MAP OF SURVEY: o ' SCALE 1" : 20' 320.0 ......................................... .......................................... GRAPHIC SCALE 1" : 20' (IN FEET) ...........................................................••.• •..•••••••.••..• •. ................................................................................... ................................................................................... ............................................................................................••-•••..•••.••......•.••.•..•. ......................................................................................................................................................... • • F.IP"0 (NO ID) Remainder Lot 6, Block 31 (P.B. 10, Pg. 70) Not a part 4'ht. CHAIN LINK 22.5' GRASS PARKWAY :eri 9.55' J = FENCE (TYP.) F.IP3"0 (NO ID) 11.40';?, Ii 15.00' 13.1' TILE PORC CHIMNEY (5.1'x2') 13.80' L L II 13:40' ro co 8 26.85' 3.50' ONE STORY RESIDENCE.:No. 262 Lot 5 & E 1/2 of Lots 6 ti Block 31 (P.B. 10, Pg. 70) M 27.00' WOODEN 0 o w 0 t Z W CD LL CiK 9.00' N' 20.00' 2.15' N 0 10.30' PIL S 87°28'09"W 75.00' (R&M) PERMIT ##: APPROVED Miami Shores Village BY DA ZONING DEPT BLDG DEPT T TO COM4PLIAN 1/. itt • •• •• • •••••• • •••••. • • • • • ••••• ••... t. • • •• r ••••• •• • ••••• ••••• • 115.00' (R&M) J O. • F•.IPF"0 : •..; (I10ID) • •• • •.••. Lot 4, Block 31 (P.B. 10, Pg. 70) Nota '•rt •• • aim • •' •••• • • ••••• • ••••. .....• • • • • ED 2D18 4'ht. CHAIN LINK FENCE (TYP.) SURVEYOR'S CERTIFICATE : I hereby'certify:4That•this "Boundary rand Iopographic?Suryey' and Report resulting therefor was performed under my direction and is true.and correct to the -best of — my knowledge and belief and further, that said "Boundary and Topographic Survey" meets the intent of By: the applicable provisions of the "Standards of Practice for Land Surveying in the State of Florida", Miguel Garay pursuant to Section 5J-17.050 through 5J-17.052 of the Florida Administrative Code and ifs Professional Surveyor and Mapper implementing law, chapter 472.027 of the Florida Statutes. No. 6592 State of Florida 8801 NW 176th Street Miami Lakes, FI. 33018 P. 305_362_7926 P. 305_305_4143 M.madelin @surveyinflorida.com Date: 10-26-2016 Job No.16-8008F Sheet No. 2 of 2 NEW BEARINGS, INC. SURVEYOR AND MAPPERS LB. 7611 north central and south florida SURVEYOR'S REPORT : LOCATION SKETCH: SCALE: N.T.S. /lIIIIII\ NORTH ; 1. MAP OF BOUNDARY SURVEY FOR PROPERTY: 262 NE 98th STREET MIAMI SHORES FLORIDA 33138 2. LEGAL DESCRIPTION : Lot 5 & East OF 6, Block 31, of "MIAMI SHORES SEC 1 AMD "; according to the Plat thereof, as recorded in Plat Book 10, Page 70, of the Public Records of Miami -Dade County, Florida. 3. SOURCES OF DATA (HORIZONTAL CONTROL): The North Arrow and Bearings as shown hereon are based of bearings value N87°28'09"E, along the center line of NE 98th Street thereof as recorded in Plat book 10 Page 70 of the Public Records of Miami Dade County. 4. SOURCES OF DATA (VERTICAL CONTROL): 14 32 NE 98th STREET NE 97th STlitre' 30 ••. . ••. •: :• • • •.•. • ••4 . • 1 • ••• i • Flood information Based on the Flood Insurance Rate Map of the Federal Emergent Management Agency. (NGVD 1929) F.I.R.M. date 09-11-2009 Flood Zone: X Base elevation: N/A Community: 120652 Panel No. 0302 Suffix: L BM used: N / A Elevation: N / A 5. ACCURACY : The accuracy obtained by measurement and calculation of closed geometric figures was found to exceed this requirement. 6. LIMITATIONS : - Since no other information other than what is cited in the Sources of Data were furnished, the Client is hereby advised that there may be legal restrictions on the Subject Property that are not shown on the Survey Map or contained within this Report that may be found in the Public Records of Miami -Dade County, or the records of any other public and private entities as their jurisdictions may appear. - Land shown hereon were not abstracted for easements and/or right-of-way of record except as shown on the Record Plat if any. - The Surveyor makes no representation as to ownership or possession of the Subject Property by any entitie or individual who may appear of public record. - No excavation or determination was made as to how the Subject Property is served by utilities. - No improvements were located, other than those shown. - No underground foundations, improvements and/or utilities were located or shown hereon. - This survey is exclusively for the use of the parties to whom it was certified. - The elevations (if any) of well identified features as depicted on this survey and map were measured to an estimated vertical positional accuracy of 1/10 foot for natural ground surfaces and 1/100 foot for hardscape surfaces, including pavement, curbs, sidewalks and other manmade structures. - This notice is required by the "Standards of Practice for Land Surveying in the State of Florida", pursuant to Section 5J-17.050 through5J-17.052 of the Florida Administrative Code and its implementing law, Chapter 472.027 of the Florida Statutes. Notice is hereby given that Sunshine State One Call of Florida, Inc. must be contacted at 1-800-432-4770 at least 48 hours in advance of any construction, excavation or demolition activity within, upon, abutting or adjacent to the Subject Property. This notice is given in compliance with the "Underground Facility Damage Prevention and Safety Act", pursuant to Chapter 556.101-111 of the Florida Statutes. ABBREVIATIONS AND LEGEND: A =arc B.B.Q.=barbecue B.O.B.=basis of bearings B.M. =bench mark B.C. =block comer BLDG.=building C.M.E.=canal maintenance easement C. =calculated CH. =chord distance CH. B.=chord bearing C.B.S.=concrete block structure CL =dear CONC= concrete 0 =diameter D =central angle DH. =drill hole D.M.E.=drainage maintenance easement ° =degrees E =east ENC. =encroachment FIP =found iron pipe FIR =found iron rebar F.F.E. =finish floor elevation F.N&D.=found nail and disc HT. =high (height) L.F.E. =lowest floor elevetion L.M.E. =lake maintenance easement L.S. =land surveyor (M) measured distance M / L =monument line N / A =not applicable N & D =nail & disc N.G.V.Dnational geodetic vertical datum N =north N.T.S =not to scale No. number 0 .H. O.U.L. O.R.B. P P.B. P.C. PG. P.C.P. PKWY P/L PL. P.O.B P.O.0 P.R.0 =overhang =overhead utility line =official record book =plat =plat book =point of curvature =page =permanet control point =parkway =property line =planter =point of beginning =point of commencement =point of revrse curvature P.R.M =point of refemce monument P.T =point of tagency R radius RNG =range R / R =railroad R/W SWK SEC. S T TWP. U.E UTIL. W =right-of-way =sidewalk =section =south =tangent =township =utility easement =utility =west Ool POOL EQUIPMENT AIR CONDITIONER FIRE HYDRANT © CABLE TV BOX ® WATER METER On ELECTRIC BOX Ei TELEPHONE BOX FPL BOX CPP,E3-) CONCRETE POWER POLE WPg.O-3 WOOD POWER POLE U3'31. LIGHT POLE a) UNKNOWN MANHOLE CATCH BASIN - CHAIN LINK FENCE - WOOD FENCE - METAL BAR FENCE $— CENTER LINE SPOT ELEVATION Q TEMPORARY BENCHMARK qvp WATER VALVE NI SEWER VALVE C8I GAS VALVE ® ELECTRIC METER elm IRRIGATION WELL AND ELECTRIC PUMP FOR MORE INFORMATION VISIT US ON THE WEB CERTIFY TO : HARRISON T. BERGMAN & DARCI COHEN; BERGMAN & JACOBS, P.A.; FIRST AMERICAN TITLE INSURANCE, CO. JP MORGAN CHASE N.A. ISAOA ATIMA NOTICE: Not valid without the signature and original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to Survey Maps and Reports by other than the signing party are prohibited without the written consent of the signing party. (See 2 of 2) • 8801 NW 176th Street, Miami Lakes, FI. 33018 P. 305_362_7926 P. 305_305_4143 M.madelin @surveyinflorida.com Date: 10-26-2016 Job No.16-8008F Sheet No. 1 of 2 NEW BEARINGS, INC. SURVEYOR AND MAPPERS LB. 7611 north central and south florida ENGINEERING EXPRESS® Calculations Prepared For: Project: Subject: YOUR PATIO EXPERTS 16801 SW 83RD AVE PALMETTO BAY, FL DARCI COHEN 262 NE 98TH STREET MIAMI SHORES, FL DARCI COHEN Project # 18-6229 • • . . .. . ••.• • • •••. ••••.. •. .. ••..•. • • • • • • • • • • •• • REFERENCE SEALED DRAWING BY BELOW -SIGNED ENGINEER FOR ALL NOTES AND DETAILS INCORPORATED HEREIN. STRUCTURAL RE 'J APPROVED .. _.�..-----OAT" \\\0 111110 /i .•. • • ••.• ••.. • • • •• • • •••• • • •... ••• • • • •• • • • • •.• • • • •• • \\\\` �e�1i ngI'' pr's eal Valid For •; Pages. O,� Thr i ugh / 1 >� 0 -c� Go • •" tsto, P. 5�P P`� 828 ',A�a' F- Ce with 9885 ////// FESIS1"\\\\\. 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: (954) 354-0660 FAX: (954) 354-0443 ENGINEERINGEXPRESS.COM Page 1 of 17 ••••.. • •• • • •••.•. • • • • ••.•. •.••.• • • • • • • • • • • •••.•. • • ENGINEERING EXPRESS® Work Prepared For: Your Patio Experts Project: Darci Cohen A FRANK L. BENNARDO, P.E., INC. INNOVATION DESIGN CRITERIA: H = g 10.00-r' _ ft, Mean Roof Height O = 0.0 ° Roof Slope Vult = E-- 175� mph, Wind Velocity (3-Second Gust) Kd = 0.85 Directionality Factor G = 0.85 Gust Effect Factor Kz = 0.85 Velocity Pressure Coefficient Kzt = 1 Topographic Factor I = 1 Risk Category Wind Flow: E Obstructed— L = 20.00 ft, Overall Canopy Length W = ft14.00 ft, Overall Canopy Width a= 3.00� ASCE: 7-1-10 Exposure: C Snow: N Design Snow Load: 0.00 psf Design Live Load: 20.00 psf Design Dead Load: 2.0 psf LOADS ON COMPONENTS & CLADDING: (Roof Decking and Decking Fasteners) L1 = 14.00 ft, Effective Deck Panel Length W1 = 4.67 ft Effective Deck Panel Width A = 65.33 ft^2 Effective Wind Area, L1*W1 CNp = 0.5 Positive Pressure Coefficient CNn = -1.2 Negative Pressure Coefficient qz = 56.57 psf Velocity Pressure WLp = 24.04 psf Positive Wind Load, = qz*G*CNp WLn = -57.70 psf Negative Wind Load, = qz*G*CNn A> 4.0*a^2 Gray = 27.82 psf Critical Positive Dp, 0.45*WLp+0.75*LL+DL Uplift = -33.42 psf Critical Negative Dp, 0.6WLn+0.6*DL • . • • •. . • - -- •••• • • •••. .•••.. • •• .• • • • • • . • . • . • •. . •••. • • •••• ••.. • • • •• • • ••.. • • •••. ••. . • . •• • • • • • • . • . • •. • • • •. • • • • • ••••.. • O 0000• • . O 00000 .•• • . •••. •.•.• 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 2 of 17 • • • • • • • • •.••. • ENGINEERING .11W411.".5XPRESS® Work Prepared For: Your Patio Experts Project: Darci Cohen A FRANK L. BENNARDO, P.E., INC. INNOVATION Wind Direction, v = 0° CNWa = -0.5 CNWb = -1.1 CNLa = -1.2 CNLb = -0.6 Wind Direction, v = 90° CNa = -1.2 CNp = 0.5 CNn = -1.2 WLp = 24.04 psf WLn = -57.70 psf Gray = 27.82 psf Uplift = -33.42 psf LOADS ON MAIN WIND FORCE RESISTING SYSTEM: (Beams, Columns, Foundations) Cnw value, Toad case A Cnw value, Toad case B CnI value, load case A CnI value, load case B Wind Direction, v = 180° CNWa = -0.5 CNWb = -1.1 CNLa = -1.2 CNLb = -0.6 Cn value, load case A CNb = Critical Positive Pressure Coefficient Critical Negative Pressure Coefficient Critical Positive Wind Load, = qz*G*CNp Critical Negative Wind Load, = qz*G*CNn Critical Positive Dp, 0.45*WLp+0.75*LL+DL Critical Negative Dp, 0.6WLn+0.6*DL Cnw value, load case A Cnw value, load case B CnI value, load case A CnI value, load case B 0.5 Cn value, load case B • • • • • • • • • • •••• • • •• •• •••• • • •••• •••• • • • •• • • •••• • • •••• ••• • • • GCpn1 = GCpn1 = LOADS ON CANOPY FASCIA: 1.5 Combined Net Pressure Coefficient on windward fascia -1 Combined Net Pressure Coefficient on leeward fascia WL = 70.71 psf Average Wind Load on Fascia, qz*GCpn1 • • • • • • • • • • •• • • • • •••••• • •• • • . • •. • • • 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 3 of 17 •••••• • •• • • • • •• • ••••• • W-4,( ENGINEERING EXPRESS° Work Prepared For: Your Patio Experts Project: DarciCohen Detail/Member: r Main Beam A FRANK L. BENNARDO, P.E., INC. INNOVATION ALUMINUM DESIGN MANUAL (2010 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of 3"x8"x0.125"10.125" 6061-T6 Aluminum Tube (Per 2010 Aluminum Design Manual) Critically Alloy: I___. 6061 Temper rT6 i Welded: rN, Member Properties b tb h th Ix ly Sc nc ry J A MEMBER SPANS L Lb k 0.125" 8.000" 21.33 in"4 4.57 in^4 5.33 in^3 2.82 in 1.30 in 11.92 in^4 2.69 in^2 Flange width Flange thickness Web height Web thickness • • • • • •• • •••••• • 000000 Moment of Inertia about axis parallel to flange • • • • • • Moment of Inertia about axis parallel to web • • • • • • Section modulus, compression side (about X-axia). •. • • Radius of gyration about centroidal axis parallel tpgam Radius of gyration about centroidal axis parallel to web Torsion constant • • Cross sectional area of member •• •••• • • •••• • • • •• • • •••• • . •••• ••• • • • • 000000 •• • • • • ••• • 18.0.ff Unsupported member length (between supports) 5.0 ft Unbraced length for bending (between bracing against side -sway) 11..0 Effective length factor MATERIAL PROPERTIES Ftu 38 ksi Tensile ultimate strength Fly 35 ksi Tensile yield strength Fcy 35 ksi Compressive yield strength Fsu 24 ksi Shear ultimate strength Fsy 23 ksi Shear yield strength E 10,100 ksi Compressive Modulus of Elasticity BUCKLING CONSTANTS Bc 39.37 ksi Compression in columns & beam flanges (Intercept) Dc 0.25 ksi Compression in columns & beam flanges (Slope) co....(Intersection) ..,.... Cc 65.67..._..Compression in columns & beam flanes ._�.._._......,.,_,,,,.,,.......,...........,.....,.. Bp 45.00 ksi Compression in flat plates (Intercept) Dp 0.30 ksi Compression in flat plates (Slope) Cp 61.42 Compression in flatylates (Intersection) Bbr 66.82 ksi Compressive bending stress in solid rectangular bars (Intercept) Dbr 0.67 ksi Compressive bending stress in solid rectangular bars (Slope) Bs 29.76 ksi Shear stress in flat plates (Intercept) Ds 0.16 ksi Shear stress in flat plates (Slope) Cs 75.53 ksi Shear stress in flat plates (I,ntersection) 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 4 of 17 •••.•• • • • •••••. • • • • 00000 ••.••. • • • • • 000000 • • '1 ENGINEERING EXPRESS® A FRANK L. BENNARDO, P.E., INC. INNOVATION klc 0.35 Ultimate strength coefficient of flat plates in compression (slenderness limit S2) k2c 2.27 Ultimate strength coefficient of flat plates in compression (stress for slenderness>S2) k1b 0.50 Ultimate strength of flat plates in bending (slenderness limit S2) k2b 2.04 Ultimate strength of flat plates in bending (stress for slenderness > S2) kt 1.0 Coefficient for tension members . • .. • . .... . . . . .. . .... . . . • . .. . . . .... .... • . . .... .... ... . . . . • . .. .. .. • . . • . • • • • •• ..• .. . • • • 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 5 of 17 • • • • • • ENGINEERING INMiut4_1p."-,.EXPRESS® D.2 Axial Tension [Tensile Yielding (unwelded members)] Fty_n = 35.00 ksi [Fly] [Tensile Rupture (unwelded members)] Ftu n = 38.00 ksi [Ftu/kt] AXIAL COMPRESSION ELEMENTS E.3 Compression Member Buckling (Axial, gross section subject to buckling) S1 S2 (kL/r)max Fc n = 0.0 Lower slenderness limit 65.67 Upper slenderness limit 76.68 Slenderness 14.41 ksi (0.85rr2E/(kL/r)2] Slenderness >_ S2 E.5 Buckling Interaction Fe(flange) = 80.45 ksi [Tr2*E/ (1.6*b/tb)2] Fc n = 14.41 ksi [Fc_n (E.3 member Buckling)] Fe(web) = 10.13 ksi [TT2*E/ (1.6*h/th)2] Fc n = 11.39 ksi [0.85Tr2E/(kL/r)max2]^1/3 * [Fe^2/3] A FRANK L. BENNARDO, P.E., INC. INNOVATION Fty_n/Ot = 21.21 ksi Ftu_n/Qt = 19.49 ksi S2 = 1.65 Fc_n/Q = . •'8.73 ksi • • . . .... .•• . .... . . . • Fe(flange) > Fc n (E.3 Msrobec Buckling). • 0 = 1.65 • Fc. n/Q = ..g,73 ksi . .• .... ..•• Fe(web) < Fc n (E.3 McMd4'r aucklinZ l ' . II = 1.65 e e Fc nh i = 6?3b ksi ••••r. E.4 Local Buckling For column elements in uniform compression subject to local buckling, the uniform compressive strength is addressed in Section B.5.4 8.5.4.2 - Flat elements supported on both edges (Flange) 8.5.4.2 - Flat elements supported on both edges (Web) FLEXURAL ELEMENTS F.3.1 Lateral -Torsional Buckling (Nominal flexural strength for closed member in bending) S1 0.0 Lower slenderness limit S2 1684.75 Upper slenderness limit 2*Lb*Sc/CbV(IyJ) 86.69 Slenderness < S2 Fb n = 35.70 ksi t2 = 1.65 F.8.1.1 Uniform Tension (Flexural strength, tensile yielding) Fb n = 35.00 ksi (Fty] (Flexural strength, tensile rupture) Fb_n = 38.00 ksi [Ftu/kt] F.8.1.2 Flexural Tension (Flexural strength, tensile yielding) Fb n = 45.50 ksi [1.3*Fty] (Flexural strength, tensile rupture) i2= 1.65 0 = 1.95 0 = 1.65 • • • • • • • • • •• • • • • •• • • • •• • Fc_n/0 = 21.64 ksi Fb_n/Q = 21.21 ksi Fb n/S2 = 19.49 ksi Fb_n/0 = 27.58 ksi 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 6 of 17 • ENGINEERING EXPRESS® Fb n = 53.96 ksi [1.42*Ftu/kt] F.8.2.1 Elements in Uniform Compression (Flexural strength, uniform compression) For beam elements in uniform compression, the flexural compressive strength is given in Section 8.5.4 calculated below. 8.5.4.2 - Flat elements supported on both edges A FRANK L. BENNARDO, P.E., INC. INNOVATION f2 = 1.95 Fb n/Q = 27.67 ksi ... . . .• .... . . . . .. • .... . • . . ..• . . • . .... .... .. . . • • • . ...... • • • . . . • . • • . • • • ..• .. • • .. 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 7 of 17 ENGINEERING 8)<RR8SS® F.8.2.2 Elements in Flexural Compression (Flexural strength, flexural compression) For beam elements in flexural compression, the flexural compressive strength is given in Section 8.5.5 calculated below. 8.5.5.1 - Flat elements supported both edges A FRANK L. BENNARDO, P.E., INC. INNOVATION ELEMENTS - UNIFORM COMPRESSION B.5.4.2 Flat Elements Supported on Both Edges S1 20.8 Lower slenderness limit S2 32.8 Upper slenderness limit (1)-b/tb 22.0 Flange Slenderness Slenderness between S1 & S2 (2)-h/th 62.0 Web Slenderness Slenderness z S2 Fc n1 = Fc n2 = 34.43 ksi [8p-1.6*Dp*b/t] 15.43 ksi [k2c*-48p*E)/(1.6*b/t)J ELEMENTS - FLEXURAL COMPRESSION f2 = 1.65 f2 = 1.65 Fc_n/12 = 20.87 ksi Fc n/S2 = 4e36• ksi • • •.•• • • • • •• • •••. • • •• ••• B.5.5.1 Flat Elements Supported on Both Edges • S1 49.28 Lower slenderness limit S2 77.22 Upper slenderness limit h/th 62.0 Slenderness Slenderness between S1 & S2 Fb_n = 40.00 ksi ((8br-m*Dbr*b/t)J C = 1.65 SHEAR G.2 Web Shear Supported on Both Edges (Flat web elements supported on both edges) S1 34.5 Lower slenderness limit S2 60.4 Upper slenderness limit h/th 62.0 Slenderness Fv_n = 16.60 ksi rr2E/(1.25*b/t)2 ALLOWABLE STRESSES Slenderness z S2 Q= 1.65 • • • • •••• •••• • • • • •••• •••• • • • • •• • • • ••Fw•A/S2 = 24.24 ksi •' • •-• • • • • • • • • • •• • •• • •• • • • • • • ••• • Fb = 21.64 ksi Allowable bending stress Fac = 7.38 ksi Allowable axial stress, compression Fv = 10.06 ksi Allowable shear stress; webs Fe = 8.69 ksi Elastic buckling stress MEMBER LOADING Bending Moments Mz 9.47 kip-ft Bending moment developed in member fb = 21.33 ksi Bending stress developed in member Fb = 21.64 ksi Allowable bending stress of member Axial Loads Fx 0 lb Axial load developed in member Fv n/Q = 10.06 ksi fb/Fb < 1.0 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 8 of 17 ENGINEERING N.4._171.&EXPRESS® fa = 0.00 ksi Fac = 7.38 ksi A FRANK L. BENNARDO, P.E., INC. INNOVATION Axial stress developed in member Allowable compressive axial stress of member fa/Fac < 1.0 Shear Loads Vz v2105 Ib Shear load developed in member fv= 1.09 ksi Shear stress developed in member Fv= 10.06 ksi Allowable shear stress of member webs Combined Bending & Compression fa/Fa + fb/Fb = 0.985 fv/Fv < 1.0 Eq H.1-1 fa/Fa + fb/Fb = < 1.0 Configuration and Moment Tabulation Tools: Beam: Simple I Support Type L = 18.00 ft t Beam Length • • • • W = 7.00 ft i Tributary Width • • RL = 33.42 psf i Load on Tributary (LL, WL, DL, etc) .... ••' • DL = L0.00' Il;/ft_ Additional •Beam Load (Weight or Service Loads) • • • �• • P = 233.94 Ib/ft Total Loading on Beam • • Vy = 2105 Ibs Shear Loading at End of Beam • • • • •. • • • • • • • •••• •••• • Deflection Check CALCULATED MOMENT: Mmax = 9.5 kip-ft . • • •• •• •• • •' Support r Simple , •• •• •• • •• • Defl Limit , L / 60• • • w ,233.94_Ib/ft, •..• •• . • • • • • ALLOWABLE DEFLECTION: iAllow = 3.60 in MAXIMUM DEFLECTION: AMax = 2.57 in (Simple Max Deflection = 5w1^4/384EI) OK, Allowable Deflection Sufficient 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 9 of 17 ENGINEERING iftWil&APos".8X1=31=?E'S.S® Work Prepared For: Your Patio Experts Project: Darci Cohen Member/Detail: Beam to Post Anchors A FRANK L. BENNARDO, P.E., INC. INNOVATION Steel Spaced Thread Tapping Screw to Aluminum Connections t2010 Aluminum Design Manual, *AMMA TIR-A9-2014 Anchor: Size: Alloy: Ftu= Fy = D= Dmin = As = Ar = 1/4 14 SMS, 304 SS, Steel Screw 1/4-14 SMS !Nominal Anchor Size Designation _ _ 304uSS Screw Material 100 ksi Anchor Ultimate Tensile Strength 65 ksi Anchor Yield Strength 0.250" Nominal Screw Diameter (*Table 20.1,20.2) 0.185" Basic Minor Diameter (*Table 20.1,20.2) 0.027 in' Tensile Stress Area (*Table 20.1,20.2) 0.027 in' Thread Root Area (*Table 20.1,20.2) n= 14 Dw= [�_ 0.688 Dws = 0.500" Dh = 0.250" Screw Boss? j No Countersunk? No CS Depth = de = — 0.50_0" Thread Per Inch Washer Diameter ❑ Consider Washer? Anchor Head Diameter Nominal Hole Diameter Is anchor placed in a screw boss/chase/slot? Yes or No? Countersink depth Aluminum Edge Distance Member in Contact with Screw Head: Alloy 1: ` —6063-T6 t1= i . 0.125" ° Thickness of Member 1 Ftul = 30 ksi Tensile Ultimate Strength of Member 1 Ftyl = 25 ksi Tensile Yield Strength of Member 1 Member not in Contact with Screw Head: Alloy 2: 6063-T6 t2 =E 0.125" `Thickness of Member 2 Le = 0.125" Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point) Ftu2 = 30 ksi Tensile Ultimate Strength of Member 2 Fty2 = 25 ksi Tensile Yield Strength of Member 2 t3 = L 0.125" Screw Boss Wall Thickness Let = 0.500" Minimum Depth of Full Thread Engagement Into Screw Boss If Applicable (Not Including Tapping/Drilling Point) • • • • • • • • • • • • • • • •• • •••• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• •• • • • • • • • • • • • • •• • •• • • •• • Allowable Tension C= ; 1.0 Ks= 1.2 Rn_t1 = 937.5 Ib Rn_t2 = 937.5 Ib Rn_t3 = N/A Pnt = 896.0 Ib 0 = 3.0 f2 = 3.0 Coeff. Dependent On Screw Location (tSect. J.5.5.2) Coeff. Dependent On Member 2 Thickness (tSect. J.5.5.1.1b) Nominal Pull -Out Strength Of Screw (tSect. J.5.5.1.1b) Nominal Pull -Over Strength Of Screw (tSect. J.5.5.2) Nominal Pull -Out Strength From Screw Boss (tEqn. J.5-7) Allowable Tensile Capacity Of Screw (*Eqn. 10.4-10.7) Safety Factor For Connections; Building Type Structures Safety Factor For Anchor 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 10 of 17 OrENGINEERING EXPRESS® Allowable Tension = 313 Ib Allowable Shear: Rn_v1 = 1875.0 Ib Rn_v2 = 1875.0 Ib Rn_v3 = 2784.2 Ib Rn_v4 = N/A Pnv = 517.3 Ib O = 3.0 O = 3.0 A FRANK L. BENNARDO, P.E., INC. INNOVATION Bearing On Member 1 (tSect. J.5.6.1) Bearing On Member 2 (tSect. J.5.6.1) Screw Tilting (tSect. 1.5.6.2) Shear Capacity Of Screw Boss Wall Allowable Shear Capacity Of Screw (*Eqn. 7.5) Safety Factor For Connections; Building Type Structures Safety Factor For Anchor Allowable Shear = 517 Ib-1 Alternate Options: ❑ Disregard the limiting allowable capacities from Member 1 (member in contact with. • screw head) ' • ❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in.contact with screw head) Concentrated Shear & Tensile Reactions 0 (Select this connection type) Qty 8 Anchor Qty at Connection Treq 0 Ib Required Tensile Loading on Connection Vreq 2339 Ib Required Shear Loading on Connection n 1.00 Exponent factor Tcap 2500 Ib Tensile capacity of connection (Qty * Rz) Vcap 4138 Ib Shear capacity of connection (Qty * Rx) R + R x < TCAP VCAP 0.57 OK, (8) anchors sufficient .... . . . .. • . .... .... . . .... .... . . • . . • • • • ... . • • .. • . • . • • • . .. . .. . . . • . . .. . 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 11 of 17 ENGINEERING �^EXPRESS® Work Prepared For: Your Patio Experts Project: Darci Cohen A FRANK L. BENNARDO, P.E., INC. INNOVATION COLUMNS (STRONG DIRECTION) Design Uplift Load = 33.42 psf Beam Type: fin _ 4"x4'`x0 125 Alloy/Temper: 60-63-T6 ALUMINUM E = 10100 ksi (Elastic Modulus) Detail: HT1 = W1 = B1 = FH1 HT2 = W2 = B2 = FH2 = FL = I Design Gravity Load = 27.82 psf ❑ Critically Welded? -Cantilever? Attached to host? Y 10.00 ft, (overall column height from top of footer to bottom of beam) 7.00 .eft, (roof trib dim at HT1, along walkway) 10.00 I ft, (roof trib dim at HT1, across walkway) 8.00 l in, (side fascia height at HT1, normal to lateral windload) 0.00 ft (overall column height from top of footer to bottom of beam) 0.00 ft (roof trib dim at HT2, along walkway) • •• •••, 0.00 ft (roof trib dim at HT2, across walkway) • • • 0.00 in 1(side fascia height at HT2, normal to lateral windloa8j: • • 70.71 psf (lateral load on fascia) .... . • . .. . . . CHECK COLUMN FOR COMBINED BENDING & AXIAL COMPRESSION ... . COLUMN: 4"x4"x0.125" b = 4.000 in t1 = 0.125 in h = 4.000 in t2 = 0.125 in Ix = 4.847 in"4 Sx = 2.424 inA3 rx = 1.582 in per Aluminum Design Manual • • flange width flange thickness sidewall width sidewall thickness (strong axis) (strong axis) (strong axis) Compression In Columns Axial, All columns kUr = 113.8 Slenderness Ratio (k=1.5) S1 = 0 Lower Slenderness Limit S2 = 78 Upper Slenderness Limit Compression In Column Elements Gross Section, Flat Elements Supported on Both Edges h'/t = S1 = S2 = 28.0 Slenderness Ratio 6.7 Lower Slenderness Limit 39 Upper Slenderness Limit Tension in Beams Extreme Fiber, Net Section . . . b' = 3.500 in effective flange vyaith h' = 3.500 in effective sidev�i'�II width ly = 4.847 inA4 (weak axis) Sy = 2.424 inA3 (weak axis) ry = 1.582 in (weak axis) A = 1.938 inA2 (cross -sectional area) J = 8.00 in^4 (torsion constant) Use minimum of Fc_7 & Fc_9: Fc_7 = 3.95 ksi Fc_9 = 12.07 ksi Fc = 3.95 ksi Fb 2 = 15.00 ksi 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM . .. . . . . .. . Page 12 of 17 ENGINEERING EXPRBSS® Work Prepared For: Project: Darci Cohen Tension in Beams Extreme Fiber, Net Section Your Patio Experts Compression In Beams Extreme Fiber, Gross Section, Tubular Shapes 93.4 Slenderness Ratio S1 = 130 Lower Slenderness Limit S2 = 2400 Upper Slenderness Limit A FRANK L. BENNARDO, P.E., INC. INNOVATION Compression In Beam Elements Uniforn Compression, Gross Section, Flat Elements Supported on Both Edges bit = S1 = S2 = 28.0 Slenderness Ratio 23 Lower Slenderness Limit 39 Upper Slenderness Limit Compression In Beam Elements Bending in Own Plane, Gross Section, Flat Elements Supported on Both Edges h'/t = 28.0 Slenderness Ratio S1 = 53.0 Lower Slenderness Limit S2 = 90.0 Upper Slenderness Limit Fb_4 = 20.00 ksi Fb_14 = 15.00 ksi Fb_16 = 44.24•ksi .. . . .... • . .... Fb_18 =2000 lesi Use minimum of Fb_2, Fb_4, Fb_14, Fb_16 & Fb_18: Fb = :4.24 I;si Axial Compressive Load: Axial Compressive Stress: Bending Moment (X-axis): Bending Stress (X-axis): fa/Fc + fb/Fb = 0.36 1947 Ib = Gray * (W1*B1+W2*B22... fa = 1005.1 psi = 1,947 Ib / A 3536 Ib-in =FL*(b*HT1^2/8) fb = 1458.8 psi = 3,536 Ib-in / Sx OK, less than 1.0 • • .... . .... . • • • • ..• • . • • • • • • • .. . • . • . . .. • CHECK COLUMN FOR COMBINED BENDING & AXIAL TENSION per Aluminum Design Manual COLUMN: 4"x4"x0.125" Axial Tension Allowable Axial Stress (Tension, Ft_1): Allowable Bending Stress (from previous): Axial Tensile Load: Axial Tensile Stress: Bending Moment (X-axis): Bending Stress (X-axis): fa/Fc + fb/Fb = 0.18 Ft_1 = 15.00 ksi Ft = 15000.0 psi Fb = 14240.0 psi 2339 Ib = WL * (W1*B1+W2*B2) fa = 1207.5 psi = 2,339 Ib / A 3536 Ib-in =FL*(b*HT1A2/8) fb = 1458.8 psi = 3,536 Ib-in / Sx OK, Tess than 1.0 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 13 of 17 ENGINEERING EXPRESS® Work Prepared For: Your Patio Experts Project: Darci Cohen A FRANK L. BENNARDO, P.E., INC. INNOVATION CHECK COLUMN FOR SHEAR per Aluminum Design Manual COLUMN: 4"x4"x0.125" Shear In Elements Gross Section, Unstiffened Flat Elements Supported on Both Edges h'/t = 28.0 Slenderness Ratio S1 = 39 Lower Slenderness Limit S2 = 77 Upper Slenderness Limit Fv_20 = 8.50 ksi Max Shear at Critical Column = 565.70 lb =FL*(FH1*W1+FH2*W2)+FL*b*HT1 Actual Shear Stress, fv = 292.0 psi = 565.70 lb / A fv/Fv = 0.03 !OK, less than 1.0 • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •• •• • • • • • • • • • • • •• • •• • • • • • • 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 14 of 17 �����U���U��U������U��U��� ~~~" `"~-�"" '�~--�_." """ `°~~-" m xFRANK L.esmmxnoo ,.s,INC. INNOVATION Job Name: Subject: Job Number: Input Data: Fomtnq Data: Footing Length, L= Footing Width, B= Footing Thickness, T= Concrete Unit Wt..yc= Soil Depth, D = Soil Unit Wt,vo= Pass. Press. Coe[.Kp= Coe[ofBase Friction, p= Uniform Surcharge, Q= Pier/Lmmdnq0ato: Number of Piers 2.750 2.750 3.000 0.15 0.000 0.120 3.000 0.250 0.100 1 a � o mcf ft. wcf km Originator: Nomenclature ° ° 0.080 ~°°°°~ ~° 0.000 0.333 0.333 0.000 '2.34 0.57 ° 0.00 , 0.00 0.29 FOOTING PLAN ° °°°° ° °°° ° ° ° " z*oswzzrnAVENUE #zmiossnpcuoBEACH, pLss44z pHoms:ys+ss4'oa*o FAX: os«' 5**443 www.smssxp.com Page 1am1r ° == ° ° " I B P4=0.301 ksf L P1=1.444 ksf CORNER PRESSURES Results: Total Resultant Load and Eccentricities: EPz = ex = ey = -6.60 kips 0.30 ft. (<= us) 0.00 Overturning Check: EMrx = EMox = FS(ot)x = EMry = EMoy = FS(ot)y = N.A. N.A. N.A. 8.03 1.99 4.033 ft-kips ft-kips Sliding Check: Pass(x) = Frict(x) = FS(slid)x = Passive(y) = Frict(y) = FS(slid)y = Uplift Check: EPz(down) = EPz(uplift) = FS(uplift) = 4.46 1.46 10.457 4.46 1.46 N.A. -5.84 0.00 N.A. ft-kips ft-kips (>= OK kips kips (>= 1.5) kips kips kips kips Bearing Length and % Bearing Area: Dist. x = Dist. y = Brg. Lx = Brg. Ly = %Brg. Area = Biaxial Case = N.A. ft. N.A. ft. 2.750 ft. 2.750 ft. 100.00 % N.A. Gross Soil Bearin Corner Pressures: P1 = 1:444 ksf P2 = 1:444 ksf P3 = 0.301 ksf P4 = 0.301 ksf P3=0.301 ks Maximum Net Soil Pressure: Pmax(net) = Pmax(gross)-(D+T)*ys Pmax(net) =I 1.084 Iksf P2=1.444 ksf Nomenclature for Biaxial Eccentricity: Case 1: For 3 Corners in Bearing (Dist. x > L and Dist. y > B) Dist. x Brg. Ly Line of zero / pressure Lx Pmax Dist. y Case 2: For 2 Corners in Bearing (Dist. x > L and Dist. y <= B) Dist. x Pmax • • • • • Qist. y •6rQ. Ly2 • ••• •. • • • • • • • • • Y • • • • Case 3: For 2 Corners in Bearing • • (Dist. x <= L and Dist. y > B)' • Dist. x • • • • Brg. Lx2 • Prtiax Line of zero pressure Brg. Lx1 1' OK Case 4: For 1 Corner in Bearing (Dist. x <= L and Dist. y <= B Dist. x Brg. Lx Uplift Check Weight 3.50 kips=ys*L*B*T Total Uplift 2.34 kips See "Axial Tension" in column calculations RF.O.S. Check_ _ 1.50>1.5=Weight/Total Uplift Pmax Dist. y Brg. Ly • • • • .• • • ••• • • • •• • • • •, • • • • •• . 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Page 16 of 17 • • • • • • • •• • • OK •••• • • • •••• • • • • •• • •••• • • • • • •• • • • • • • • •••• •••• ••• • • • • • •• •• •• • • • • • • • • • •• • • • • • • • • • • • • •• • •• • • • • • • 160 SW 12TH AVENUE #106, DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 W W W.ENGEXP.COM Page 17 of 17 V:\Projects\18-6229 Darci Cohen\WP\18-6229a - Darci Cohen - Elite Pergola.dwg 0 05/18/2018 - 1:26pm i YOUR PATIO EXPERTS INSULATED ROOF DESIGN EXISTING HOST STRUCTURE ;/2/7 /' ,� 3" x 0.032" x 1LB INSULATED ROOF PANELS PER PRODUCT APPROVAL #FL7561.1 n 0 r,D 74. • 4"x4"xYg" 6063-T6 ALUM MIN POST, TYP. 18'-0" 20' 0" (1) 3"x8"x0.125" 6061-T6 ALUM MIN CARRY BEAM HOST ATTACHED SOLID ROOF 20'-0" 3" INSULATED ROOF PANELS POST, TYP. EXISTING SLAB/PAVERS OR SIMILAR (BY OTHERS) PLAN 0 -� r 33" HOST ATTACHED SOLID ROOF FRONT ELEVATION PROVIDE (4) #5 BARS BOTH DIRECTIONS, SPACE 3" APART TOP AND BOTTOM, WITH 3" CC 6" MIN. 33" SQ. -} LOADING: WIND LOAD: .27.82/-33.42 PSF LIVE LOAD: +/-20 PSF DEAD LOAD: +/- 2 PSF ROOF PANEL TO BE VERIFIED BY PRODUCT APPOVAL POST ISOLATED FOOTING N.T.S. FOUNDATION NOTES: (WHERE APPLICABLE) 1. CONCRETE FOR FOUNDATION SHALL BE 3,000 PSI MINIMUM. 2. FOOTING DESIGN BASED ON A KNOWN MINIMUM SOIL BEARING CAPACITY OF 1,500PSF AS CERTIFIED BY THIS ENGINEER FOR THIS LOCATION. 3. SLAB/ FOOTING TO BE POURED OVER A WELL COMPACTED & FILL FREE OF ORGANIC MATTER SOIL (95% OPTIMIMUM DENSITY). MAXIMUM SIZE OF ANY ROCKS WITHIN 12" BELOW THE SLAB SHALL BE 3" MAXIMUM IN DIAMETER. 4. ALL REINFORCING STEEL TO BE GRADE 60. 5. SPLICES SHALL BE 48 BAR DIAM. & CONTINUOUS AROUND AL CORNERS AND CHANGES IN DIRECTION. EXISTING HOST STRUCTURE 1' 0" O.H. T io 33" 14'-0" PROJECTION POST, TYP. 6„ 3" INSULATED ROOF PANELS EXISTING SLAB/PAVE OR SIMILA (BY OTHE )APPr (Th'., HOST ATTACHED SOLID ROOF SIDE ELEVATION i DESIGN NOTES: FIBERM 15. E EDATE CONTRA _DATE ERGTN E APPEL \\\O• VA,.•' FLORIDA BUILDING CODE SIXTH EDITION (2017) � Q- .• 1. WIND PRESSURES HAVE BEEN DETERMINED BASED 6N SCE 7-10, ROOF OVER OPEN STRUCTURE, OBSTRUCTED WIND : NO P FLOW, DESIGN PRESSURES CONSIDER WIND LOAD FRAM Y/ Vult=175 MPH 3-SECOND GUST (Vasd EQUIVALENT_ 136 MPH), IN EXPOSURE C ACTING SIMULTANEOUSLY WI-I1-U10 PSF ROOF LIVE LOAD, DIRECTIONALITY FACTOR Kd=0.85, 00.85, Kz=0.85, Kzt=1.0, 10' MRH. , Q S`AT T GENERAL NOTES: ��•oF S/GN/ 11 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE REFERENCED FLORIDA BUILDING CODE. STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. 4. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. 5. EPS CORE COMPOSITE PANELS SHALL BE PER PRODUCT APPROVAL BY OTHERS OR BY SEPARATE ENGINEERING. • • • • 6. ALL FASTENERS TO BE #10 OR GREATER ASTM F593 COtD • WORKED 410 STAINLESS STEEL, UNLESS NOTED OTHERWISE FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR ALUMINUM STRUCTURES" SECTION J.3•f 9f •• THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE FEDER} P,• • STATE, AND/OR LOCAL CODES. 7. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPice'D • WITH 2xDIAMETER END DISTANCE AND 2.5xDIAMETER MIN. SPACING TO ADJACENT ANCHORS, UNLESS NOTED OTHERWISE. • • • • • • • 8. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITII •• MANUFACTURERS' RECOMMENDATIONS. EMBEDMENT SHALL lip AS • NOTED HEREIN. MINIMUM EMBEDMENT AND EDGE DISTANCE• • • EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES'. • • 9. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY. 10. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 11. ALL ALUMINUM SHALL BE 6063-T6 ALLOY AND TEMPER OR BETTER UNLESS NOTED OTHERWISE. 12. ALL LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC WITH MINIMUM Fy = 55KSI. 13. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 7 DAYS. 14. ALL CONCRETE SHALL BE UNCRACKED ONLY WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI U.N.O. AND SHALL BE MINIMUM 1.5X THICKER THAN ANY MEMBER EMBEDMENT. ALL EPDXY AND GROUT SHALL MEET OR EXCEED COMPRESSIVE STRENGTH OF THE CONCRETE AND SHALL BE IRON -FREE, NON -SHRINK AND -REACTIVE. CONCRETE FOOTERS SHALL CONTAIN MIN 0.1% H ADMIXTURE PER CY. GINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL S SHOWN ONLY. USE OF THIS SPECIFICATION BY OR, et. al. INDEMNIFIES & SAVES HARMLESS THIS FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & E FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM N, & CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 16. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. • • • • • • • • Die TIP 6d464 _D30EiD, ,CORDON 82328 f E VALID FOR 1'PERM8IONLY U.N.O. VAIJO ONLY WITH oRIGINAL ENGINEER SEAL PALMETTO BAY , FL • • • • • • • • • •••61 u W� U) U=.O O,• II• �• < Q I••N to I••We • •• �•••• • • • • • • a m 8, 0 Y U m F co Y cc 2 cc w 0) CO z COPYRIGHT ENGINEERING EXPRESS° 18-6229 SCALE: N.T.S. I f OF 2 1 FRANK L BEN LARDO, P.E. PE# 0046549 V:\Projects\18-6229 Darci Cohen\WP\18-6229a - Darci Cohen - Elite Pergola.dwg m 0 7 05/18/2018 - 1:26pm EPS PANELS PER PRODUCT APPROVAL #FL7561.1 (1) 3 " SAE GR. 5 SMS WITH 11/2" FENDER WASHER, 4" FROM ENDS & 12" MAX. O.C., 2" MIN LONGER THAN PANEL THICKNESS TO SECURE ROOF TO EACH PANEL END. / ° 0 ° O °\ 0 O o 0 ° 0 ° ° 0 o o 0° 00 0 0 0 000 0 00 0 0 ° o o ° 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 O ALUM POST °° 0 0 0 0 0 O ,O 0 0 0 O 0 0 0 0 ° O 0 0 0 0° 0 0 0 0 0 0° O 0 0 0 0 0 0 0 12" MAX 3" X 8" CARRY BEAM, TYP ACCESS HOLES, TYP. ATTACH BEAM TO POST WITH (8) 3 "0 SMS, TYP. #10 SMS AT 16" TYP. TOP AND BOTTOM GUTTER (OPTIONAL) PANEL, BEAM & POST ATTACHMENT DETAILS CONCRETE OR FILLED MASONRY* 1/4"ITW TAPCON WITH 1/4" EMBED, 21/2" EDGE DISTANCE, SPACED 41/2" FROM ENDS AND 16" MAX. O.C. SECTION VIEW 0 00 0 #8 SAE GR. 5 SMS AT 8" O.C. (TOP AND BOTTOM) AND 4" FROM ENDS HEAVY ADHESIVE CAULK TOP & BOTTOM CONTINUOUS .024" FLASHING (BY OTHERS) 0.045" THICK (6063-T6) CONTINUOUS ALUM CHANNEL PANEL TO HOST STRUCTURE ATTACHMENT SECTION VIEW ACCESS HOLE ATTACH 2' x6" DECORATIVE TUBE TO POST WITH (1) #10 SMS CENTERED, SPACED EVERY 12" O.C. 0R R SS AFER #14 WOOD SCREWS AT 12" O.C. (STAGGERED) AND 6" FROM ENDS. PROVIDE 11/4" MIN THREAD PENETRATION AND 1" FROM ANY WOOD EDGE. POST ACCESS HOLE 2"x6//2"x %" DECORATIVE SIDE PLATE (ONE EACH SIDE OF POST) DECORATIVE TUBE TO POST ATTACHMENT 2X WOOD FASCIA BY OTHERS (G = 0.55 MIN) PLAN VIEW ,,-1.5"4 0.045" t-1.5" MIN REQUIRED CHANNEL DIMENSIONS #8 SAE GR. 5 SMSAT41,0•:1 (TOP AND BOTTOM) AND 4" 'r A�� FROM ENDS 'p ✓i E 0.045" THICK (6063-T6) CONTINUOUS ALUM CHANNEL PANEL TO FASCIA ATTACHMENT SECTION VIEW IlI/._._.I JIFDEMED,a GORDON G3 8 DIB 2018 APHIS LEM TO, P.E. * VALID FOR f ONLY U.N.O. V1 �1 ALID ONLY WITH GIKk ENGINEER SEAL :Q STAT %i Sl•. Ft••OF �fq uF //// S/Q� • • • •• ••• • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • • • • • (n W •EL• •x• 0 • 4.10, pit>- .Q ea °D O w •kr O J •a.�a • •R• • Rr• • • • • • • • • WS LL up Li) U = O 1-4 moo,. a • .r •••V• •� • • 1- co 0 Y U � 0 W co co Y 4 a f cc W '0 Z COPYRIGHT ENGINEERING EXPRESS°. • 18-6229 SCALE: N.T.S. OF 2 • V:\Projects\18-6229 Darci Cohen\WP\18-6229a - Darci Cohen - Elite Pergola.dwg t 0 05/18/2018 - 1:26pm YOUR PATIO EXPERTS INSULATED ROOF DESIGN EXISTING HOST STRUCTURE 3" x 0.032" x ROOF PANELS APPROVAL 1LB INSULATED PER PRODUCT #FL7561.1 n o Fn '-I b � \----- 18' 0" 20' 0" 4"x4"x'/6" 6063-T6 ALUM MIN POST, TYP. X?S'•xU.12 bUbl- ALUM MIN CARRY BEAM HOST ATTACHED SOLID ROOF 20' 0" 1 3" INSULATED ROOF PANELS POST, TYP J EXISTING SLAB/PAVERS OR SIMILAR (BY OTHERS) HOST ATTACHED SOLID ROOF T- PLAN 0 33" ELE VATION FRONT ELEVATION PROVIDE (4) #5 BARS BOTH DIRECTIONS, SPACE 3" APART TOP AND BOTTOM, WITH 3" CC 6" MIN. LOADING: WIND LOAD: .27.82/-33.42 PSF LIVE LOAD:/-20 PSF DEAD LOAD: .1- 2 PSF ROOF PANEL TO BE VERIFIED BY PRODUCT APPOVAL POST 33" SQ. -f ISOLATED FOOTING N.T.S. FOUNDATION NOTES: (WHERE APPLICABLE) 1. CONCRETE FOR FOUNDATION SHALL BE 3,000 PSI MINIMUM. 2. FOOTING DESIGN BASED ON A KNOWN MINIMUM SOIL BEARING CAPACITY OF 1,500PSF AS CERTIFIED BY THIS ENGINEER FOR THIS LOCATION. 3. SLAB/ FOOTING TO BE POURED OVER A WELL COMPACTED & FILL FREE OF ORGANIC MATTER SOIL (95% OPTIMIMUM DENSITY). MAXIMUM SIZE OF ANY ROCKS WITHIN 12" BELOW THE SLAB SHALL BE 3" MAXIMUM IN DIAMETER. 4. ALL REINFORCING STEEL TO BE GRADE 60. 5. SPLICES SHALL BE 48 BAR DAM. & CONTINUOUS AROUND AL CORNERS AND CHANGES IN DIRECTION. EXISTING HOST STRUCTURE 14'-0" PROJECTION // /, 1' 0" O.H. POST, TYP. 3" INSULATED ROOF PANELS EXISTING SLAB/PAVERS OR SIMILAR (BY OTHERS) HOST ATTACHED SOLID ROOF SIDE ELEVATION i ,tl J DESIGN NOTES: \\ FLORIDA BUILDING CODE SIXTH EDITION (2017) \" 0 . - 1. WIND PRESSURES HAVE BEEN DETERMINED BASED -ON , E , 1t 7-10, ROOF OVER OPEN STRUCTURE, OBSTRUCTED,W w•. FLOW, DESIGN PRESSURES CONSIDER WIND LOAD-FR• No P Vult=175 MPH 3-SECOND GUST (Vasd EQUIVALENT - 136 MPH), IN EXPOSURE C ACTING SIMULTANEOUSLY_WP$ H 20 PSF ROOF LIVE LOAD, DIRECTIONALITY FACTOR Kd=07850G"0.85, Kz=0.85, Kzt=1.0, 10' MRH. GENERAL NOTES: o sT T 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL // `SS F( 6 FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVIS1&'4S OF THE REFERENCED FLORIDA BUILDING CODE. STRUCTURE SHALL oE11 FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. 4. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO giNY • CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN • • CRITERIA. • • • 5. EPS CORE COMPOSITE PANELS SHALL BE PER PRODUCT • • • • • • APPROVAL BY OTHERS OR BY SEPARATE ENGINEERING. • • •: • • 6. ALL FASTENERS TO BE #10 OR GREATER ASTM F593 COL4 WORKED 410 STAINLESS STEEL, UNLESS NOTED OTHERWISE. • •••• FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE • • • • CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH • • • • • • "SPECIFICATIONS FOR ALUMINUM STRUCTURES" SECTION J.3.10• • • THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE FEDEPAJ • • • STATE, AND/OR LOCAL CODES. • • • 7. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPAtED • WITH 2xDIAMETER END DISTANCE AND 2.5xDIAMETER MIN. SfACINC TO ADJACENT ANCHORS, UNLESS NOTED OTHERWISE. • • • •• • 8. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. 9. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY. 10. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 11. ALL ALUMINUM SHALL BE 6063-T6 ALLOY AND TEMPER OR BETTER UNLESS NOTED OTHERWISE. 12. ALL LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC WITH MINIMUM Fy = 55KSI. 13. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 7 DAYS. 14. ALL CONCRETE SHALL BE UNCRACKED ONLY WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI U.N.O. AND SHALL BE MINIMUM 1.5X THICKER THAN ANY MEMBER EMBEDMENT. ALL EPDXY AND GROUT SHALL MEET OR EXCEED COMPRESSIVE STRENGTH OF THE CONCRETE AND SHALL BE IRON -FREE, NON -SHRINK AND NON -REACTIVE. CONCRETE FOOTERS SHALL CONTAIN MIN 0.1% FIBERMESH ADMIXTURE PER CY. 15. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, & CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 16. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. FRANK L BEN RDO, P.E. PE# 0046549 II //, CN, -LI. 'if 2018 E IFOCCKED,CHI I u�A2 ANUS 8 :O0ON DIB • STO, P.E. 82328 • *- VALID FOR 1 - E ' IT -ONLY U.N.O. VALID ONLY 1fIALENGINEER SEAL AO/ E �� jI :�- o muiMMui 1 , W" J W O A Y a=WmaNrn z IS 1->< - " w �Q W owL7 LLO O L coo z Z V' c ix AND^WWU U'>� W Gd Z V)C2LLI p W WD p ZEE W WW •••••• •• •••4•• � PZ gis K In �-•Wit ap 4f<14 A •� 0 Q f •••.• • • •••••• • • 1- 0 DRWNICHKD n co 16 0 m 1- COPYRIGHT ENGINEERING EXPRESS° 18-6229 OF SCALE: N.T.S. f J V:\Projects\18-6229 Darci Cohen\WP\18-6229a - Darci Cohen - Elite Pergola.dwg 05/18/2018 - 1:26pm EPS PANELS PER PRODUCT APPROVAL #FL7561.1 (1) 1/4" SAE GR. 5 SMS WITH 11/2" FENDER WASHER, 4" FROM ENDS & 12" MAX. O.C., 2" MIN LONGER THAN PANEL THICKNESS TO SECURE ROOF TO EACH PANEL END. 0 0 0\ 0 0 ° 0 0 ° o co)O 0 ° 0 0 0 0 0 Eo 0 0 0 0 0° 0 0 0 ° °° ° ° ° 0 0 ° ° ° ° , 0 0 ° 0 ° o0 0 0 ° 0 °i 0 0 ° o o° o o 0 0 o 0 0 0 O o ° o ° O O ° 0 ° O O ° 00 00 0 #10 SMS AT 16" TYP. TOP AND BOTTOM ALUM POST 12" MAX 3" X 8" CARRY BEAM, TYP eeileg ACCESS HOLES, TYP. ATTACH BEAM TO POST WITH (8) 1/4"0 SMS, TYP. GUTTER (OPTIONAL) PANEL, BEAM & POST ATTACHMENT DETAILS SECTION VIEW CONCRETE OR FILLED MASONRY* 1/4"ITW TAPCON WITH 13/4" EMBED, 21/2" EDGE DISTANCE, SPACED 41/2" FROM ENDS AND 16" MAX. O.C. #8 SAE GR. 5 SMS AT 8" O.C. (TOP AND BOTTOM) AND 4" FROM ENDS HEAVY ADHESIVE CAULK TOP & BOTTOM CONTINUOUS .024" FLASHING (BY OTHERS) 0.045" THICK (6063-T6) CONTINUOUS ALUM CHANNEL PANEL TO HOST STRUCTURE ATTACHMENT SECTION VIEW ACCESS HOLE ATTACH 2' x6" DECORATIVE TUBE TO POST WITH (1) #10 SMS CENTERED, SPACED EVERY 12" O.C. R MUSS .ER #14 WOOD SCREWS AT 12" O.C. (STAGGERED) AND 6" FROM ENDS. PROVIDE 11/4" MIN THREAD PENETRATION AND 1" FROM ANY WOOD EDGE. ACCESS HOLE 2"x61/2"x 18" DECORATIVE SIDE PLATE (ONE EACH SIDE OF POST) DECORATIVE TUBE TO POST ATTACHMENT 2X WOOD FASCIA BY OTHERS (G = 0.55 MIN) PLAN VIEW i-1.5"—+ 0.045" co -1 I' j—1.5"—f MIN REQUIRED CHANNEL DIMENSIONS #8 SAE GR. 5 SMS AT 8" O.C. (TOP AND BOTTOM) AND 4" FROM ENDS 0.045" THICK (6063-T6) CONTINUOUS ALUM CHANNEL PANEL TO FASCIA ATTACHMENT SECTION VIEW \\ \ , I 1 FRANKL BE ARDO, P.E. 1 \\ M D//E#�Od4549 • NC, - :..... ,/T oRO.•'\CENSE •..- CD ��',2018 No PE8232 1_ • />.Y- * * 0 .]if OiOla PF.APPEAPS BHOBaal!GORDON p iTISTO, P.E. 82328 • !' — VALID FQR,P R8 IT ONLY U.N.O. , STATE 0VALIOONLYWR}i0R16INALENGINEERSEAL %''"�•-FLOR\O^ �. ",ONA\- \ • • • • • •• • 000000 • •••••• • • • • • • • • • • •••••• • • •• •• 000000 • • • • • • • • • • •• • • • (1) • Lis• LL •S?.a soi r'" au Ao ••�zo• ArJ• �0 J LL co Q • • w z a • 00000 • • 40.10 .o N° [PW Ag•E• a •yyipp f • •••• • • • • •• co 1 0 0 U co w Y w W W 0) N Z COPYRIGHT ENGINEERING EXPRESS° 18-6229 SCALE: N.T.S. I OF 2