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RC-10-22-2574Miami Shores Village 10050 NE 2 Ave Miami Shores Fl- 33138 305-795-2204 Permit Type: Building (Residents Work Classification: Alterath Permit Status: Approv Issue Date:10/31/2022 Expiration: 05/01/2023 Location Address Parcel Number _. 365 NE 93RD ST, Miami Shores, FL 33138 1132060136300 Contacts ABEER JADALLAH Owner GENERAL SCREEN SERVICES, CORP Contractor 365 NE 93 ST, MIAMI SHORES, FL 331382854 ZOE RODRIGUEZ JADALLAHAK@GMAIL.COM Mobile:3052260741 rodriguezalberto03764@yahoo.com Other:3058989995 _._._.__..._ .. ..__...__....... __......._.... ___..._......._...._........-_ . __ ... ..... . ....... . . . . . .............................. Inspection Requests: Description: SCREEN ENCLOSURE WITH ALUMINUM ROOF Valuation: $ 18,000.00 305 762 4949 Total Sq Feet: 480.00 Fees Amount Application Fee - Other $200.00 (-.CF $10.80 Certificte of Completion for Single Fam $50.00 .ind Duplex DBPR Fee $8.10 DCA Fee $5.40 Education Surcharge $5.40 Notary Fee $5.00 Permit Fee $340.00 Planning and Zoning Review Fee $70.00 Scanning Fee $12.00 Structural Review ($60) $60.00 Technology Fee $54.00 Tota I : $820.70 Payments Date Paid Amt Paid Total Fees $820.70 Credit Card 10/12/2022 $200.00 Credit Card 10/31/2022 $620.70 Amount Due: $0.00 i3uilding Department Copy 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 FIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws reV6Iati ' onstruc n an zAning. Futhermore, I authorize the above named contractor to do the work stated. Ii M Applicant / Contractor / Agent —2,z�, October 31, 2022 Page 2 of 2 Miami Shores Village Building Department OCT 101 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 I Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 F B C 20c07'"') BUILDING Master Permit No.RC IO—C 33 PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP / CONTR TOR DRAWINGS JOB ADDRESS: (p Y City: Miami Shores County: Miami Dade Zip Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FIFE: OWNER: Name (Fee Simple Titleholder): _A beer-ad,,�( ,� / Phone#: Address: >� S_ Air ey ? City: I / i(t'w S1' NYC � State: ip: 3 3) 3W Tenant/Lessee Name: Phone#: ll�ti �-.� Email: ►/' � /A� � CONTRACTOR: Company Name: (f� C= `A L r J ��%�SU' Phone#: Address: / h �t 7 -1(/ (F r City: Qualifier Name: State Certification or Registration #: State:-5 3 Zip: Phone#: Cp `7 o- tyG Certificate of Competency#: DESIGNER: Architect/Engineer: L'�i�L, e 4E&g/ ju �/N Phone#: Address: 2&C30 ViC� C� % City:00ed L State: Zip::�3 Value of Work for this Permit: $ / S,120 0 Square/Linear Footage of Work: L� �' • F'47" Type of Work: ❑ Addition ❑ Alteration ❑ New Repair/Replace ❑ Demolition Description of Work: e 15— �p.%e�P Specify color of color �tt hru tile: l�l r1 Submittal Fee $ V V ' V I/ Permit Fee $ V V CCF $ V •�U CO/CC $ 510 Scanning Fee $ L•� Radon Fee $ DBPR $ �' Notary $ ' Technology Fee $ fl " Training/Education Fee-1$ /�� •� t/ Double Fee $ Structural Reviews $ WO' z"'' Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ e % (APO • i/ 0 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or ins allation 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 complia ice with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEME YT 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 REC RDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the ap licant 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 ! I U ee 1- Jq- Signatu OWNER or AGENT The foregoing instrument was acknowledged before me this 12- day off]_��f �; IE),LJ(A 20 _� by �b6-y, JV'vl�(JI j(-1h who is personally known to me or who has produced ��as identification and who did take an oath. NOTARY PUBLIC: Sign Print: Y )11 V (/j'jI//% (,j Seal: MERLINE CHERY MY COMMISSION # HH 252206 a; n;•' EXPIRES: April 12, 2026 ############################# ### APPROVED BY �v CONTRACTOR Theforegoinginstrument was acknowledged before me this 1 day�of��� 20 by �P—" E� d L O `tom mho is personally kn Dwn to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: 9 (— �4 Print - Seal: t ######################### Plans Examiner MY COMMMISSION # NH Z2206 EXPIRES: Apra 12, 2026 Z2- Zoning %✓ I1��(�f Structural Review Clerk (Revised02/24/2014) roperty �earcn Application - OFF'CL miamt-liaae Lounty YageIotI OFTHE PROPERr Y APPRAISER Summary Report Property Information Folio: '• :11-3206-013-6300 365 NE 93 ST Property Address: Miami Shores, FL 33138-2854 MOHAMMAD N JADALLAH &W Owner ABEER ......___.._____ _ �__ Mailing Address 365 NE 93 ST MIAMI SHORES, FL 33138-2854 PA Primary Zone _........... --_..... _._......... _......... ........... 1100 SGL FAMILY - 2301-2500 SQ --_-................ -..................... ____.... _------------------------- _.. -------- 0101 RESIDENTIAL -SINGLE Primary Land Use FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 ............... _._....___.___...___._-_ _.__--._ Floors ............. ...... __..______._---.-__..___._.___ 1 Living Units 1 ............ Actual Area Sq.Ft ..... .._.._._..... __. 'Living Area _ Sq.Ft Adjusted Area 2,449 Sq.Ft Lot Size 9,287.68 Sq.Ft Year Built Multiple (See Building Info.) Assessment Information Year 2022 2021 2020 Land Value $436,302 $298,176 $298,176 Building Value $226,288 $170,450 $170,450 _ XF Value $3,956 ............................... $3,956 __.-.._ .____........ ___ $3,956 Market Value $666,546 $472,582 $472,582 Assessed Value $191,0601 $185,496 $182,935 Benefits Information Benefit Type 2022 2021 2020 Save Our Homes Assessment $475,486 $287,086 $289,647 Cap Reduction -i :,mestead Exemption $25,000 $25,000 $25,000 16; cond Exemption $25,000 $25,000 $25,000 Homestead 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 LOT 25 & W22.56FT OF LOT 26 BLK 46 DT SIZE 72.560 X 128 R 15586-0612 0792 1 Generated On : 10/12/2022 Taxable Value Information 2022 2021 2020 -. ............................. ............... _.... _.._.._..--- ........... .._........-... - ---............. ......... _--_......... ____1 --.... ................... ............_ ........._ County Exemption Value $50,000 $50,000 $50,000 Taxable Value $141,060 $135,496 $132,935 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $166,060 $160,496 $157,935 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $141,060 $135,496 $132,935 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $141,060 $135,496 $132,935 Sales Information Previous Sale Price OR Book -Page Qualification Description 07/01/1992 $140,000 15586-0612 Sales which are qualified 06/01/1988 $131,000 13745-1786 Sales which are qualified 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 https://www.miamidade.gov/Apps/PA/propertysearch/ 10/12/2022 ploniradfqeualifyingConstrucBoard INESS CERTIFICATE OF COMPETENCY 000009560 SCREEN SERVICES CORP D.B.A.: F�Df IGUEZ ZOE A s certified under the provisions of Chapter 10 of Miami -Dade County QUALIFYING TRADE(S) 0029 METAL AWNG & SHUTR 0048 SCREEN ENCLOSURES 0050 SHOWER&TUB ENCLOS NIAM Jaime D. Gascon, P.E. %�` 1� iiii w�w.miamidade.goNeconomy MIAMI-DADE COUNTY DEPARTMENT OF PERMITTING, ENVIRONMENT AND REGULATORY AFFAIRS 11805 SW 26TH ST. SUITE 207 MIAMI FL, 33175 (786) 315-2880 CONTRACTOR'S BUSINESS CERTIFICATE OF COMPETENCY ISSUED THIS IS TO CERTIFY THAT GENERAL SCREEN SERVICES CORP CONTRACTOR CERTIFICATE NO.: 000009560 TRADE: BUILDING CERTIFICATE EXPIRATION DATE: 06/30/2023 HAVING MET THE CODE REQUIREMENTS OF MIAMI-DADE COUNTY, AS AMENDED, IS CERTIFIED AS A CONTRACTOR IN THE FOLLOWING CATEGORY(S): 0029 METAL AWNG & SHUTR 0048 SCREEN ENCLOSURES 0050 SHOWER&TUB ENCLOS WITH ALL WORK TO BE DONE UNDER THE SUPERVISION, DIRECTION AND CONTROL OF QUALIFYING AGENT RODRIGUEZ ZOE A S.S.N. - -2099 ALTERATION, REPRODUCTION OR TRANSFER OF THIS CERTIFICATE IS PROHIBITED. EDWARD A. ROJAS SECRETARY, CONSTRUCTION TRADES QUALIFYING BOARD GENERAL SCREEN SERVICES CORP 13842 SW 142 AVE MIAMI FL 33186 FEE FOR THIS CERTIFICATE WAS PAID ON PROCESS NO. T2022136522 Municipal Contractor's Tax Receipt Miami —Dade County, State of Florida —THIS IS NOT A BILL — DO NOT PAY CC NO:.000009560 BUSINESS NAME/LOCATION GENERAL SCREEN SERVICE CO 14221 SW 142ND AVE MIAMI, FL 33186 RECEIPT NO. EXPIRES 7642792 SEPTEMBER 30, 2023 Pursuant to County Code Sec10-24 OWNER TYPE OF BUSINESS GENERAL SCREEN SERVICE CO SPECIALTY BUILDING CONTRACTOR Restricted to City of Miami Shores M AMFD. , For more information, visit www miamidadgyovRexcollector PAYMENT RECEIVED BY TAX COLLECTOR 87.50 10/ 19/2022 0217-23-000140 For information regarding Transfer Presorted First -Glass Mail MIAMM of Business/Owner, please visit US Postage �® www.miamidade.gov/taxcollectorJ PAID Tax Collector Miami, FL 200 NW 2nd Avenue Permit 0231 Miami, FL 33128 107 01-222 H/i! 000469 GENERAL SCREEN SERVICE CO C/O ZOE A RODRIGUEZ 5033 SW 151 ST PL MIAMI FL 33185-4002 =i.l:' ...I,"I. a I111'I1.11�1�'1,•.�f"'11111I�lll 11/��lll�f /ll�ll'�ff 11/t!!6'�I�I'1 *W0 JIMMY PATRONIS CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVI..SION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 5/19/2021 EXPIRATION DATE: 5/19/2023 PERSON: ZOE A RODRIGUEZ FEIN: 201414595 BUSINESS NAME AND ADDRESS: GENERAL SCREEN SERVICES, CORP. 5033 SW 151 PL M IAM I, FL 33185 SCOPE OF BUSINESS OR TRADE: Door and Window Installation All Types Residential and Commercial EMAIL: RODRIGUEZALBERT03764@YAHOO.COM IMPORTANT: Pursuant to subsection 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to subsection 440.05(12), F.S., Certificates of election to be exempt issued under subsection (3) shall apply only to the corporate officer named on the notice of election to be exempt and apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to subsection 440.05(13), F.S., notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the Issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 E01339987 QUESTIONS? (850) 413-1609 GENERAL SCREEN SERVICES CORP. License #9560 13842 SW 142"d AVE Miami, FL 33186 Phone#: (305) 226-0741 Date: October 11, 2022 State of� Y't County of Before me this day personally appeared who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: r Contractor Signature Sworn to (or affirmed) and subscribed before me this day of l/C' �-�$� 202Z, by Haily Ponce lidano _ CommAH 239582 •.'o Expires: March 13, 2026 Notary Public • State of Florida Personally know OR Produced Identification Type of Identification Produced int,.Type or Stamp Name of Notary ENTERED I OCT 1 2 zQ 2 BY: SCOPE OF WORK: SCREEN ROOM STRUCTURE 30'X18' CITY COPY J �_i1UC; (4Ul;AL RcVILW `-- APPROVED _DATE pE LOT COVERAGE CALCULATIONS HOUSE COVERED ON GROUND: 2449 SF SCREEN ROOM: 540 SF OTHER: 178 SF TOTAL COVERED: 3167 SF LOT AREA: 9287 SF COVERAGE: 34.1 % < 45% OK z O 0 w p-- 0 N O N U m LL Z W m Z C� w N C/) C N O Z O W W J Q U U) af ❑ U) cc N 00 _O w N N Q' L M < O w -� LL ❑ LL W E75 c M Ow► -wD = O c) H w _I w W � � M Q- W N O_ (U) F_ W N z �ZcM ZD mcnZ -1❑O a' a- N Q p m W2r-0C7< Z_�M�ZC� O M � LLCJ00JO— Z > LL M W F- wLij zQ UjZ W O U <oO�Z< U N❑ 0- w U FOUNDATION NOTES: EXISTING CONCRETE SLAB 4 INCHES, AND NEW CONTINUOUS FOOTER 18"X12". NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS NOTE: - DOOR IS NOT A STRUCTURAL COMPONENT, LOCATION IS OPTIONAL, TO BE DETERMINED BY CONTRACTOR. -ANY ISSUES REGARDING LEAK, SEALANT, OR DRAINAGE BY THE CONTRACTOR. 4" x 0,024 x 2 — LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)' MAX, ALLOWABLE SPAN (FT) L/80 L/12O L/180 L/240 10 21.97 21,97 21.52 20.97 20 20.77 20.77 19.96 M76 30 19.57 19.57 18,21 11 16.55 40 18,36 18,36 14.34 50 17.16 17.16 14,89 12.13 60 15.96 15,96 13.24 9.93 70 ------------ --- ._....--- ..... 80 I4.75 _..---._..._.............._..... 13.55 14.75 ..__..__.5 - 13.55 11.58 7.72 --..._......_.. - ....-.....__........_ 9.93 5.51 EXISTING CBS (V1 r N N N I'll r 0 m 7LB "C D O Z N C) f° co N 1X2 T-6" GENERAL NOTES: - WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-16, WIND SPEED OF 175 MPH, EXPOSURE C. - THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2020, DESIGN CRITERIA OR SPANS BIGGER THAN STATED IN THE PLANS MAY REQUIRE ADDITIONAL CALCULATION AND CHANGE IN THE PLAN. - CALC ENGINEERING SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE THE WORK AND DESIGN UPON DISCOVERY OF ANY INACCURATE INFO PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. - NO EXTRA LOAD IS PERMITTED TO APPLY ON THE STRUCTURE AT THE TIME OF INSTALLATION. - CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. - ALL FASTENERS TO BE #10 OR GREATER ASTM F593 COLD WORKED 304 STAINLESS STEEL UNLESS NOTED OTHERWISE. - ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN 2 TIMES DIAMETER END DISTANCE AND 2 TIMES DIAMETER MIN SPACING TO ADJUST ANCHORS. - ANY EXISTING SIZE OF SLAB OR FOOTER HAS TO BE CONFIRMED BY CONTRACTOR OR OWNER. W V_ DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY II) 175 MPH DESIGN BASED ON CATEGORY II EXPOSURE CATEGORY: C 3-SEC PEAK GUST IN MPH DESIGNED BASED ON 6005-T5 OR 6061-T6 ALUMINUM ROOF PRESSURE (SOLID) : 30 PSF UPLIFT CALCULATION: TRIBUTARY ROOF AREA = 255 SQ FEET WIND UPLIFT FORCE = 6375 LB WEIGHT OF SLAB = 150X0.33X3OX3= 4455 LB WIGHT OF CONT. FOOTER = 150X30X1.5Xl = 6750 LB TOTAL WEIGHT = 11205 LB > 1.67X6375= 10646.3 LB; OK ATTACHED TO 2" FASCIA 30' PLAN 2X6X% CARRY BEAM + lX2 A N 0 N m + 04 m m m (` m O N ti ti ti 202 0 202 202 202 IX2 lX2 lX2 lX2 DENOTES NEW 18°x12•CONT1N000S 7'-3" 7'-3" 7'-3" 7'-3" FOOTER (SEE SHEET 2)-11 31' FRONT ELEVATION m x cn -I z Q cn C n c m GENERAL NOTES: - ALUMINUM SHALL BE 6005-T5 OR 6061-T6 ALLOY ASTM A653 WITH MIN YIELD STRENGTH OF 45 KSI. - ALL EXISTING SLABS AND FOOTING CONCRETE MUST BE WITHOUT ANY CRACK OTHERWISE NEED TO BE INSPECTED BY CALC ENGINEERING. - ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED AND INTACT CONCRETE SURFACE. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. FOUNDATION NOTES: 1) ALL REINFORCING STEEL TO BE GRADE 60 WITH YIELD STRENGTH 40 KSI 2) THE EXISTING SOIL MEETS OR EXCEEDS THE MINIMUM REQUIRED LOAD BEARING CAPACITY OF 1500 PSF. 3) SOIL IS MAIN COMPOSITION IS SANDY AND LIMEROCK 4) CONCRETE FOR FOOTING TO BE 3000 PSI MINIMUM. 5) FILL PLACED WITHIN 5'-0" OF THE STRUCTURE PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12". 6) SPLICES SHALL BE 40 BAR DIAMETERS ALL AROUND THE CORNERS AND CHANGES IN DIRECTION. 7) CORNER BARS SHALL BE 40 BAR DIAMETERS IN EACH WAY. 8) MAXIMUM WATER -CEMENT RATIO BY WEIGHT TO BE 0.4. nN T EREID 0C N � co H o Z o = Iw- Q Z U' Q U (A tY 0 U) 0 N 00 W M N U Q OWp LL W W 2 Fn u co O W H W 0 W W W 2 Cr) 0 rn U W Q Z 2 O U) -) iM d Z x O ch I-_ z W cn m 1� ?g o N °u N m y ta.0 N -KICK PLATE .yr ; L C)U) Lo JON4F Z ZZ Z) Z M C)J o�0 Z Z> W co W af j C)c Z U W Qo0.�ZQ ❑ 0 04 0 12 W 0 --2 7/8°--f 1 2 14" 125-: 4 /4 0.125 6 /z '� E 2X3 RECIVING 4" RECEIVING CHANNEL CHANNEL .5" 055" 8 /2 0.044" 1�2 1X2 202 FASCIA RECEIVING CHANNEL WITH #12 TEK SCREWS @ 8" O.C. TOP & BOTTOM 0 ?:a E-GUTTER 05" DOORJAMB Y4%3" LAGS 12" O.C. ALONG HEADER. 1 /4"x4 1 /2" LAGS TO EXIST. TRUSSES (@ 24" O.C. MAX.) HURRICANE STRAPS FOR TRUSSES TO BE CHECKED BY THE CONTRACTOR - 2" FASCIA 4" INS. PANEL CONT. SHIM ANGLE (FOR SLOPED FASCIA) INSULATED PANEL TO FASCIA ti N 2" c� w 125' #12 TEKS� a 8" O.C. TOP & BOTTOM 2X6X1 /8 2X6X)g" CARRY BE Y" TAPCONS @ 24" O.C. FOR CONCRETE & )/" LAGS @ 18" O.C. FOR WOOD (4) #10 S.M.S. FROM INSIDE FACE OF 1X2 INTO SCREW SPLINES OF 202 (1)2' EMBEDMENT MIN.) (APPLIES ONLY FOR CHAIR RAIL) r(2) 1x2 #10 SMS 1X2 ATTACHMENT TO HOST STRUCTURE USE #5 DOWELS (12"LONG) @24" O.C. TO CONNECT NEW & EXIST. SLAB 6" EMBEDDED (MIN) NEW 12"X12" FOOTER - Roof is designed for 30 psf live load L/180 - All concrete (existing & new) shall have a min. compressive strength of 3,000 psi - All concrete anchors supporting columns shall be installed at least 3" from the edge of concrete and have min. 2%2" embedment w/ min ultimate ten. strength of 60ksi - Contractor must insulate aluminum members from dissimilar metals to prevent elecrolysis - All aluminum structural component shall be of 6005-T5 OR 6061-T6 alloy and be certified to comply with all applicable specification - Fasenter must have min %2" head or be provided with %2" dia. washers min - Bolts and all other fasteners shall be aluminum, non-magnetic stainless, & hot-dip/electro-galvanized steel/ double cadmium plated steel with coating for corrosion resistance 12' FOOTER DETAIL 1X2 W/#10 X 2" _✓ TEK SCREW TO BEAM 4" INSULATED ALUM. PANEL ATTACHED TO CARRY BEAM W/ Y4" LAG OR #14 TEK (4" LONG) W/1" WASHER @ 6" O.C. W-1 N � o Z o = (2) %" OR Y2„ Lii 2 THRUBOLTS IL Q Z b @ EACH COLUMN Q U co Q� COLUMN 0 co 0 0 E�T T .JL�I ll D INS. PANELS TO BEAMS ATTACHMENT BY: OCT 112 20a 1X2 2X2X1/8 ANGLE W/ (1) 3/8"X4" TAPCON & (2) #14X2" TEK SCREWS 0 2X2X1 /8 ANGLE W/ (1) 1X2 1/4"X3" TAPCON & (2) #14X3" TEK SCREWS 7LB-/ 1X2 -4--L CORNER COLUMN COLUMN EXISTING 4" 3" Qv IN.) CONCRETE SLAB 1X2 O ° O l �4 4 B 2 # 5 CONTINUOUS 2X2X24" ANGLES W/(3) #14 TEK EACH SIDE FOR 2X5 AND GREATER COLUMN, ADD ANOTHER ANGLE W/ (3) #14 TEK AND (1) WXY TAPCON EACH SIDE (1) Wx4" TAPCON EXISTING CBS WALL EACH SIDE (MIN 2V EMBEDMENT INTO CONC.) COLUMN ATTACHMENT (SIDE VIEW - LAP BEAM) N W � N U coQ O w _j Q� LL_ p LL W : U ED O cr- z Z Q r F— W J W W LU Q Z � U) � c 0- Z O 0 W � W 0 N O N U m N u- o U) CD Q F-- W N u, z r' C) z W Z:D rnUz. e m wa mF {Z F— M� Z U 00 J O LL WZQ a)ZW _joW oC7U Q o O� Z Q 0 N 0 IL W U N N ENTERED OCT 12 20 2 BY: STRUCTURAL CALCULATIONS (BASED ON FLORIDA BUILDING CODE 2020, 7th EDITION) S rkv�' IIUhgC � �V�--.,.. APPROVED vv SCREEN ROOM FOR: JADALLAH RESIDENCE 365 NE 93 ST MIAMI SHORES, FL 33138 PROJECT NUMBER: A22162 PREPARED BY Masood Hajah, P.E. LIC NUMBER: 82038 CALC ENGINEERING LLC 2000NW89PLUNIT 102 DORAL FL 33172 OCTOBER 2022 OAT V Miami shores Village Building Department Date Dept. ___ --- Zoning Date Building Dept liancl Federal, State Subject to coules and regulations. and County Permit# TABLE OF CONTENT SCREEN ROOM FOR: JADALLAH RESIDENCE 365 NE 93 ST MIAMI SHORES, FL 33138 PROJECT NUMBER: A22162 1. WIND ANALYSIS...................................................................................................1-3 2. COLUMN ANALYSIS.............................................................................................4-5 3. BEAM ANALYSIS..................................................................................................6-8 4. DEFLECTION ANALYSIS..........................................................................................9 No 820.38 i 6l '�j r PROJECT • SCREEN ROOM CLIENT: JADALLAH RESIDENCE PAGE: 1 �jznl/lP!'IUCI� ADDRESS 365 NE 93 ST, MIAMI SHORES, FL 33138 DESIGN BY: SA ''� �✓ JOB NO.: A22162 DATE: 10/06/22 REVIEW BY: MH INPUT DATA County: Surface Roughness (B,C, of D) Exposure category (B, C or D, ASCE 7-16 26.7.3) Importance Category (I,II,III,IV) (ASCE 7-16 Table 1.5-2) Importance factor (ASCE 7-16 Table 1.5-1) Basic wind speed (ASCE 7-16 26.5.1 or 2015 IBC) Topographic factor Topographic factor Topographic factor Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width Roof angle Enclosure Classification (Open, Partially Enclosed, Enclosed) Effective area of components Miami -Dade County C Note:(B for Urban& Subsuban areas, C for open terrain with scaftered obstructions.. D for Flat: unobstructed areas and water surfaces) C 11 Note:( B for h<301M Suriace Roughness=B. C for nor Bor D. D for Surface Roughness=D) Iw = 1.00 V = 175 mph K, = 0 A K3 = 0 Kr = 1 Flat hr he ha = 7.500 ft S. h, = L = 8.000 30.000 ft ft B = 18.00 ft e = 0.0 Rad= 1.6 Degree Enclosed Open=A building having each wall at least 80 percent open, A = 139.50 ft2 SIGN SUMMARY x horizontal force normal to building length, L, face ix horizontal force normal to building length, B, face ix total upward force undation Area = 9686.66 lb = 5722.70 lb =-23380.29 lb = 967 ft' lower foundation thickness allowed ALYSIS locity pressure = 0.00256 Kr, Krt Kd V2 = 56.64 psf ere: 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 Table 26.6.1 h = mean roof height = 7.75 ft 60 ft Heigh limit [Satisfactory] (ASCE 7-16 26.2.1) < Min (L, B), [Satisfactory] (ASCE 7-16 26.2.2) locity Pressure Exposure Coefficients, Kh and Kz ble 28.3-1 Terrain Exposure Constants Table 26.9-1 Height above ground Exposure level, z B C D Exposure a zg (ft) a b 8 ft m 0-15 04.6 0.7 0.85 1.03 B 7.0 1200 1f7.0 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 Exposure 6 c I e zmin (ft) 40 12.2 0.76 1.04 1.22 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 0.15 650 118.0 7 Notes: 1. The velocity pressure exposure coefficient Kz may be determined Notes from the following formula: zmin= minimum height used to ensure that the equivalent height Z is greater For 15ftszszg For zs15ft of 0.6 h or zmin. Kz=2.01 (z/zg)1(2/a) Kz=2.01 (15/zg)1(2/a) For building with h<zmin, Z shall be taken az zmin. 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. Design pressures for MWFRS p = qe [(G Cpf)-(G CPi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pi, = 16 psf (ASCE 7-16 28.4.4) G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp i = product of gust effect factor and internal pressure coeffrcient.(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, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 fit G__ O_ PROJECT: SCREEN ROOM (�{�� CLIENT: JADALLAH RESIDENCE PAGE: 2 �IZy(�tPPJ[(/Zy ADDRESS 365 NE 93 ST, MIAMI SHORES, FL 33138 DESIGN BY: SA JOB NO. DATE: 10/06/22 REVIEW BY: MH ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS Condiluions: 1- The building is a simple diaphragm building as defi ned in Section 26.2. ok 2. The building is a low-rise building as defi ned in Section 26.2. ok 3. The building is enclosed as defi ned in Section 26.2 ok 4. The building is a regular -shaped building or structure as defi ned in Section 26.2. 5. The building is not classifi ad as a fl exible building as deli ned in Section 26.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to 7. The building has an approximately symmetrical cross-section in each direction with either a flat roof B. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1 The wind oressures are obtained directly from a tahlP. Case A Case B B=0 B=0 C= 180 C= 112.5 D=0 D=0 E= 54 E= 54 F= 54 F= 54 G= 216 G= 216 H= 216 H= 216 s s " t f6'�'�i6t�atldLs Figure: 28.6-1 ASCE 7-2016 Main Wind Force Resisting System - Method 2 h S 60 FT Figure 28.6-1 1 Design Wind Pressures WALLS AND ROOFS Enclosed Buildings Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h=30 feet) Basic Wind Speed (mph) Roof Angle (degrees) Load Case zones Horizontal Pressures Vertical Pressures A B C D E F G H 150 5 .0 - 66.9 34.0 -9.6 -48.8 -31.9 3 . -24.3 160 37.5 - 8.2 250 2 __ __ __ __ 6 716.8 -2.3 -10.7 301 to 45° 45.7 31.2 1 36.3 25.0 1 .6 1 15.2 -9. 180 150 1 6 .5 21. 3.0 2. 61.7 0.3 3. 0.8 )ssure wall & Roof I Honzontai (psp ==> watts I - e ica(psi) == oo s 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 A for Exposure B=1 PROJECT: CLIENT PAGE: UI9&6P,Ll W CONTRACTOR 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 Reduction Factor Surface Area Minus Plus 88 29 92 /A 2 72 18-0.96204082 N/A 3 9 -1 N/A 4 180 90 -0.82-0.89591837 5 22.5 -0.92-0.99234694 ore reduction as a ormu a does not consider me logant imic axis 0eaucWnFecbtc FlfeciNe Nlaa Ar54 . � cta.trrermer.. ns �� •« �.• Roof Forth Slim Pressure Zone 1 Zone 2 Zone 3 Zone 4 Zone 6 Flat Minus D D D C E Flat Plus NA NA NA D D Gable Mansard Minus B C C C E Gable Mansard Plus B B B D D Hip Minus B C C C E Hip Plus B B B D D Monoslo a Minus A B D C E Monoslo a Plus C C C D D Ove'a s All A A B NA NA DESIGN BY: REVIEW BY: Mansard Roof Roof and Wall Pressures- Components and Cladding ExposureAdjustment Factor tExposure e i1n tm E poseree ....... Adjuslotant Factor ' Expo urc0 t in J xp xp 150 0-806 1.116 140 130 0.801 0.796 1.118 t.121 120 0.792 110 100 0.786 0.701 1128 1.132 tP to m .., .. ..... 90 80 0.776 0.768 .137 1.141 _ "" '3 70 0.760 1.147 w - ..:..r -- .:_!.. ::.. 60 50 0.751 0,741 1.154 1.161, ...:_ o ... .;..; .,. _ 40 30 20 0.729 0.713 0,692 1177 i ia3 1207 m ab1 0.10 Ol5 15 0.677 .214 04G a - a94 1L4 toy Lt4 Lts L3l 11S x• FxpotureAtljustmant Factor Table 30.7-2 ASCE 07-2016. Comnonents and Cladding_ Exnosure C V (mph) 160 180 h(ft) Roof Form Load Case Zone Zone 1 2 3 4 6 1 2 3 4 5 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 1 -55.8 -93.6 -140.9 -60.5 -93.6 -70.6 -118.5 -178.3 -76.6 -118.5 16 Mansard Roof 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 1 27.4 1 55.8 1 55.8 1 34.7 1 34.7 1 34.7 1 0.6 70.6 I Pressure (psf) Load case 1 (psf) -66.90-112.28 1 -93.95 -72.58 A 12.28 Load case 2 (psf) 38.58 38.575 3B.575 66.9 61.225 1 Horizontal Pressure on Winward Surf. 11.4 13.2 15.8 18.5 21.1 N. 26.4 26.7 Horizontal Pressure on Leeward Surf. s.a 11.4 123 13.z 1s.R 18s z> 1 n a 'J �"L��L,L{[�7 „ PROJECT: SCREEN ROOM CLIENT: JADALLAH RESIDENCE PAGE: 4 �Gn�°pNinn '"� �-'" ✓✓ ADDRESS 365 NE 93 ST, MIAMI SHORES, FL 33138 JOB NO.: A22162 DATE: 10/06/22 DESIGN BY: REVIEW BY: Ail Masood umn height umn Spacing 31 Load Roof umn Axial Load Tension umn Axial Load Tension ment I conditions ?ct Column support (L Preliminary) axis support (Purlins Spacing) lus of Elasticity Factor Thickness e Thickness )wable Moment 3m Depth 3nnel Flange Width en -channel Properties (one side of SMB) 3n'nel Flange Width used for buckling �b Height used for buckling mber Flange Width al Area !b Area nge Area sional Constant :lion Modulus_xx Yion Modulus_yy iius of Gyration_xx iius of Gyration_yy iding Capacity en Channel Properties in Weak Axis mnel-width in buckling 3nnel Height iter of Gravity to Outer Fiber Distance 3nnel Moment of Inertia iius of Gyration Design Method Material Aluminum Alloy 6005-T5 or 6061-T6 Welded Aluminym Alloy Ultimate Tensile Stress Yield tensile Stress Yield Compression Stress Ultimate shear Stress Yield Shear Stress h_col 7.500 ft 5-col 7.250 ft I 2 psf check P_col_Ten -1663.875 lb P_col_Comp 1794.375 lb 452.8418 Ib.ft Fix -Fix S2X7 Ld 90 in Lb 87 in in E 10100 ksi S.F. 1.95 b 2 in t_w 0.055 in t_f 0.12 in Area 1.2287 in12 I xx 8.4717 in^4 I_yy 0.9491 in^4 Ma 22.3 kip.in d 7 in be 2 in bf 2 in hw 6.76 in bm 1.89 in 1.224 in^2 Area_web 0.744 in^2 Area -flange 0.48 in^2 1 2.534581 S_xx 2.425 1n^3 S_yy 0.8503 in^3 r_xx 2.6258 in r_yy 0.8313 in Fb 9.2 ksi bcf 1.945 in do 6.94 in C1 0.407 in C2 1.593 in lyc 0.218512 in^4 r_yc 0.60 in Area Channe 0.615 in^2 Alloable Stress Design No Ftu 38 ksi Fty 35 ksi Fcy 35 ksi Fsu 24 ksi Fsy 20 ksi b I d tw tf A I Ix I Sx I rx S2X4 2 2 2 2 2 2 2 4 4 2 3 3 3 3 3 4 4 4 4 4 5 5 4 5 6 7 8 9 10 4 4 4 3 3 3 3 3 6 7 8 9 10 5 5 0.046 0.050 0.050 0.055 0.072 0.082 0.092 0.250 0.125 0.050 0.125 0.090 0.250 0.125 0.090 0.05 0.055 0.072 0.082 0.092 0.125 0.25 0.100 0.116 0.120 0.120 0.224 0.306 0.374 0.250 0.125 0.050 0.125 0.090 0.250 0.125 0.090 0.12 0.12 0.224 0.306 0.374 0.125 0.25 0.782 0.917 1.022 1.229 1.847 2.357 3.013 3.750 1.937 0.701 1.431 1.088 2.750 1.431 1.088 2.044 2.4574 3.6946 4.714 6.025 2.437 4.75 2.000 3.644 5.660 8.472 16.557 27.16 42.282 8.828 4.854 1.4228 1.9672 1.5488 3.49479 1.9672 1.5488 11.32 16.9434 33.114 54.32 84.564 9.661 17.911 1.000 1.510 1.944 2.425 4.441 6.123 8.462 4.414 2.427 0.649 1.3115 1.0328 2.3299 1.3115 1.0328 3.888 4.8508 8.882 12.246 16.924 3.864 7.165 1.600 1.993 2.354 2.626 2.994 3.395 3.746 1.534 1.583 1.425 1.1724 1.1934 1.1273 1.1724 1.1934 2.354 2.626 2.994 3.395 3.746 1.991 1.942 S2X5 S2X6 S2X7 S2X8 S2X9 S2X10 4X4X0.25 4X4X0.125 2X4X0.05" Hallow 3X3X0.125 3X3X0.09 3X3X0.25 3X3X0.125 3X3X0.09 DBL S2X6 DBL S2X7 DBL S2X8 DBL S2X9 DBL S2X10 5X5X1/8 5X5X1/4 6X6X1/8 6X6X3/16 6X6X114 6 6 6 6 6 6 0.125 0.1875 0.25 0.125 0.188 0.25 2.938 4.359 5.75 16.906 24.573 31.745 5.635 8.191 10.582 2.399 2.374 2.35 CIENT ' ADDRESS JOB NO.: Horizontal Design Pressure (Windward): Horizontal Design Pressure (Leeward): Roof Pressure (solid roof) height leave height): ar to center spacing mansard frames: 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: Flange Support Modulus of Elasticity Safety Factor Jlowable Stress Design (ASD) Load Combinations: 1= Dead Load, L= Live Load, W= Wind Load cad Combinations: -D -D+L D+W D+0.75L+0.75W pw_wall 25 psf pl_wall 25 psf 30 psf heave 7.500 ft Spacing 9.000 ft w_col 2.7 kip/in w_beam 1.125 kip/in M_col _center 18.99438 kip.in M_beam 11.39063 kip.in M_col_side 9.492188 kip.in 2X6X1/8 Ld '108In Lb < 108 In Spacing_stitching 1 in E 10100 ksi S.F. 1.95 Eq 16-8 FBC Eq 16-9 FBC Eq 16-12 FBC Eq 16-15 FBC GE: BY: BY: Ccc&' PROJECT: CONTRACTOR PAGE: 3N BY: width b 2 in Web Thickness t_w 0.125 in Flange Thickness t_f 0.125 in Area 1.937 in-2 I_xx 8.276 in^4 I_yy 1.432 in^4 Allowable Moment Ma 44.144 kip.in_':[}@j-X•8X'jf4�? Beam Depth d 6 in,yQX114.�?"'. Channel Flange Width be 2 in Open -channel Properties (one side of SMB) Channel Flange Width used for buckling bf 1.875 in Web Height used for buckling hw 5.75 in Member Flange Width bm 1.75 in Total Area 1.938 in^2 Web Area Area_web 1.438 in^2� Flange Area Area flange 0.5 in^2 Torsional Constant J 3.91432239 Section Modulus xx S xx 2.759 in^3�;",.,: Section Modulus _yy S_yy 1.432 in^3Xi, Radius of Gyration_xx r_xx 2.067 in2X2K Radius of Gyration_yy r_yy 0.86 in Open Channel Properties in Weak Axis channel -width in buckling bcf 1.875 in Channel Height do 5.9375 in Center of Gravity to Outer Fiber Distance C1 0.303 in C2 1.698 in Channel Moment of Inertia lyc 0.24775594 in^4 Radius of Gyration r_yc 0.50 in Area Channel Area Channel 0.977 in^2 Allowable Stresses - Flat elements in uniform tension F_btf 19 ksi Specification Flat elements bending in their own plane F btw 28 ksi Specification b d tw ., ..t $X118 ;"e,� - 2 6 0.125 :;:" ". , �lB ' 2 7 0.125 V ',. 2 8 0.125 -'-- mxvA --:z 2 8 0.25 -, DBL 2X8XJ18 ,' 4 8 0.125 4 8 0.25 4 10 0.25 '�� + •8X1!$ 3 8 0.125 ,; "DBL-2X6X1/6:- ,; ". 4 6 0.125 y,��'QBL�u,`X7i('j%W;' ; 4 7 0.125 ; ;, "L B •^1,7;.. 6 8 0.125 SV4' 2 4 0.046 S2X5 `:�-IJ(4 ;"' 2 2 5 6 0.050 0.050 ,,,•;`. 52X7_:,_,__��' 2 2 7 8 0.055 0.072 �2X9 2 9 0.082 �,__. ; `.:, 046' Hollow' 2 2 10 2 0.092 0.046 `=2X3X0.05",Hol1ow 2 3 0.050 2X4iSQ 05'jQlipw%t 2 4 0.050 )(90; ;•r` „ ?:;' XO AfDorJiileS2Xif1 _ ; 3 3 4 3 3 10 0.125 0.090 0.092 ,,.;fX5X0 725 <• 2 5 0.125 ��y(3(Xj"Q 5`: 4 5 0.125 . - 0?.• .. 4=,: ;, cW' --n-'3X80,042 2 3 6.5 8 0.040 0.042 .' 6X8XQ4$8,; 6 6 4 8 12 6 0.188 0.250 0.; �Q 25 X1f4 3.4.2 3.4.4 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 Maximum Allowable axial stress LbcaI Web 0vckling Specification, 3,4.9 Slenderness web Maximum Allowable axial stress Local Elastic Buckling, Web Local Flange Suckling Specificat(on'3,4.8. 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 = n'E/(kL/r)' ksi (Eq. 4.7.4-3) Local and Member Buckling Interaction Buckling ass major axis xx k 1 assume most severe case Slenderness xx 52.2496372 Slenderness_yy 125.581395 Slenderness -max 125.581395 Fcm 3.24 ksi Fec 6.32 ksi ADM Eq. 4.7.4-3 k_channel 0.5 Slenderness_chann 0.99267706 Fch 20.07 ksi Slenderness -web 46 Fcw 10.67 ksi Fcrw 18.4 ksi Specification 4.7.1 Slenderness -flange 30 FcF 2.19 ksi Fcrf 4.3 ksi Fca 8.48422939 ksi ADM 4.7.2 Fec 6.32077761 ksi Fcr 4.3 ksi Specification 4.7.4 Frc 2.49 ksi Specification 3.4.14 Slenderness-xx 127.226433 Fbcx 21.2154863 ksi ?SCREEN ROOM PROJECT: JADALLAH RESIDENCE PAGE :8 4c�izyuze�nsitc� CONTRACTOR 365 NE 93 ST, MIAMI SHORES, FL 33138 DESIGN BY: 'SA DATE' 10/06/22 REVIEW BY: MH Member Buckling between stitch screws Slenderness between stitch Slenderness_xx 1.98535413 Fbcxh 21 ksi Local Buckling Web Slenderness Slenderness_web 46 Fbcxw 28 ksi Local Buckling Flange Slenderness Slenderness flange 30 Fbcxf 6.06666667 ksi Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength): Dimensions Allowable Stress: Minor Axis Bending 3.4.4 Web Local Buckling 3.4.16 S=h/t„ IF S <= 21 Then Fbn = 21 ksi IF S > 21 AND S < 33 Then F�_ = 27.3 - 0.292* S IF S >= 33 Then Fc w = 580/S Flange Local Buckling 3.4.17 S=2G/4 IF S <= 9.1 Then Fx,,,. = 28 ksi IF S > 9.1 AND S < 19 Then Fbc,, = 40.5 - 1.41*S ksi IF S >= 19 Then Fbc,r = 4930/Sz ksi Allowable Bending Moment per Section 4.7.3 Ccf Ccw Cif Ctw Flange Group Moment of Inertia Flange Group If = 2[(b*tf3 / 12)+ b*tf If Web Group Moment of Inertia Web Group Moment of Inertia Iw= 2[(11w Allowable Compressive Bending Moment: Mac Allowable Tension Bending Moment: Mat Maximum Allowable Maior Axis Moment (Paraoraoh 4.7.31 Average for Web/Flang Local Buckling (Section 3.4): Fbcxa 2.875 in 2.75 in 3 in 2.75 in 4.31510417 In-4 3.96061198 in-4 49.4317262 kip.in 67.6552241 kip.in 49.4317262 kip.in 13.171831 ksi -In Specification 3.4.18 Specification 3.4.15 Ml _ ((Fba*If)/Cc)+((Fb w*Ica)/C= ) Mat = ((Fbv*Ir)/Ca)+((F, w*Ica)/Cb.) Section 4.7.3 Governed by Flange Compression PROJECT: CLIENT: CONTRACTOR Summary of Results for Section and Dimensions Considered: Member Fc Fa I Fbx I M. I Fb M 2X6X1/8 2.49 4.82 21 57.939 49.43173 70.78623 [Allowable Stress values in ksi; Fa in kips; Moments in kip -in] 0.358688901 0.69478 3.024 Weight/ft of Section Considered: 2.327 Ibs/ft 0.358688901 0.69478 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: #a 1687.50 lb 0.35 Net allowable bending moment Mn 26.28 kip.in Note: If Mn is negative, trial section N.G., select a deeper beam linear wind load per length w 270.00 lb/ft Allowable span per Mn LM 96.67 in 8.056002 ft owable span limit LA 121.26 in 10.10537 ft PAGE: 3N BY 10/27/2020 Florida Building Code Online Comments Archived Product Manufacturer Elite Aluminum Corporation Address/Phone/Email 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954)949-3200 dk@dokimengineering,net Authorized Signature Do Kim dk@dokimengineering.net Technical Representative Bruce Peacock Address/Phone/email 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954)949.3200 bpeacock@elitealuminum.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Products introduced as a Result of New Technology Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Do Kim, P.E. Evaluation Report Florida License PE-49497 Quality Assurance Entity QAI Laboratories Quality Assurance Contract Expiration Date 12/30/2022 Validated By James L. Buckner, P.E. @ CBUCK Engineering Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1709.2 https://www.floridabuilding.org/pr/Pr_app_dti.espx?paramwwGEVXQwtDgsgJkzX72BeuCecN82vc%2bRB4bKA13Rr85k%3d 112 10/27/2020 Florida Building Code Online Product Approval Method Method 2 Option B Date Submitted Date Validated Date Pending FBC Approval Date Approved 08/06/2020 08/07/2020 08/19/2020 10/13/2020 Summary of Products FL ig Model, Number or Name 7561.1 Aluminum/Aluminum Composite Panels Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +80/-80 Other: in HVHZ, not to be used in structures considered living areas per FBC Section 1616 unless impact protection is provided, See installation drawing for nominal allowable design pressures and spans. Description 3"/4"/6"x0,024"x11b EPS Composite Panel, 3"/4"/6"x0,032x1lb EPS Composite Panel, 3"/4"/6"x0,024"x21b EPS Composite Panel, 31'/4"/6"x0.030"x2lb EPS Composite Panel, Installation Instructions Verified By: Do Kim, P.E. PE 49497 Created by independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Contact Us :: 26,01. Blair Stone Road, Tallahassee Ft. 3239a Phone: a50.4t37 1824 The State of Florida is an AA(EEO employer. Qgynglit "07.2013_State. of Florida. ;: Prrvacy.Statement :: Ac i i ity ¢tatgment :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a-maii address released in response to a public -records request, do slot send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. -Pursuant to Section 455,275iij, Florida Statutes, effective October 1; 2012, licensees licensed under Chapter 455, F.s. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licenset- under Chapter 455, ES., please click hug-, Product Approval Accept((s:�?"".�",� 1M e:r . t-i j Credit Card Safe <,R i https://www.fioridabuilding.org/pr/pr, app_dti.aspx7param=wGEVXQwtDgsgJkzX72BeuCocN82vc%2bR84bKA13Rr85ka/o3d 212 Do Kim & ABBOCIATES9 LLC CONSULTING STRUCTURAL ENGINEERS 4uppor•tin ; Documents 1. Code Compliance: a. The pnodLict assembly described herein has demonstrated compliance: with the Florida Building Code 7°' Edition (FHC'), Section 1709.2. '. Drawings: a. Drawing No. FL-1001 titled "FPS Faam Core Composite. Panels", Sheets 1 and prepared by Do Kim and Associates, LLC., signed and scaled by Do Kim, P.E. 3. Testing a. Testing per ASTM F72 as performed by Hurricane Engineering & Testing, Inc. (HFTI), and reported in test report numbers HFTI-05-1988, HETI-06-2104, FIFTI-06-2066, I-IETI-06-2t05, HI TI-06-2067, HIA-1-05-1002, HFTI-06-2107, HF-FI-05-1987, HETl- 06-2069, HFTI-06-2070, HETI-06-2071, HET1-05-1994, I:II TI-05-1991. I-IF.TI-06-2072, HFTI-06-2073, HFTI-06-2074, IIETI-05-1996, HFTI-05-1989, HFTI-05-1993, HETI- 05-1985. I-FETI-05.1995, IIETI-05-1990, 1IETI-05-1997, HETI-05-2037, HE"1'I-05-2029, I-IETI-0S-2039, HFTI-05-2030, HFTI-05-2041, I-IETI-05-2048, HET1-05-2036, HFTI- 05-2031,11 ETI-05-2038, HFTI-05-2065, HETI-05-2040, HFTI-05-2042. 4. Calculations a. Panel performance engineering analysis for tested loading conditions have been prepared based on comparative and/or rational analysis, prepared, and submitted by Do Kim, P.E. 5. Other a. Quality Assurance Agreement verified with Quality Auditing -Institute, LTD. (QAJ Laboratories, LTD.) (FBC Organization ##QLIA7628). P.O. Box ) 0039 813,857-9955 Tampa. FI. 33079 dk(rt%dokiuiciigineering.nct Shect 2 of 3 DO Kim & ABB©CIA,TEBy LLC CONSULTING STRUCTURAL ENBINEER13 Florida Board of (Engineers Certificate of Authorization No. 26887 Product Evaluation Report Date: August 8, 2020 Report No.: FL# 7561-R5 Product Category: Rooting Product sub -category: Products Introduced as a Result of New Technology Product Name: EPS Foam Core w/ Aluminum Skin Composite Panels Manufacturer: Elite Aluminum Corporation 4650 Lyons Technology Parkway Coconut Creek, FL 33073 Phone: 800-421-0682 Scope: This product evaluation report issued by Do Kim and Associates, LLC and Do Kim, P.E. for Elite Aluminum Corporation is based on Florida Department of Business and Professional Regulation Rule 61G20-3.005 (2) Method 2 (b) of the State of Florida Product Approval. Re-evaluation ofthis product shall be required following pertinent Florida Building Code modifications or updates. Do Kind and Associates, LLC and Do Kim, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code, T" Edition (FBC) and where pressure and deflection requirements, as determined by Chapter 16 of the Florida Building; Code, do not exceed the design pressures as shown on the approval. ` Dlgltaliy Do 1 0'YW. �` Date Kim2t 10.08.06 13:53:18 Do Kim, P.E. FL #49497 P.O. Box 10039 813.857-9955 Tampa, FL 33679 dk(ii%dokimengineering.nct Sheet I of 3 Do KIPS & AsBOCIATF—sy LLC CONSULTING STRUCTURAL ENGINEERS Florida Board of Engineers Certificate of Authorization No. 26887 z Q N 1 9VAO'dddV ioncoud 3omiviS vauolA Y Pi E "1 NIHS Wf1NIWf11V/Wf1NIWf1lV �t �, 7 w ` � Sl3NVd 3118Odr400 DUOO WVOd Sd3 h v * a ]VZ •_ }} Do z�7�ry i" O d r r to z o s . 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W� L'�j. ^'a �' =°'r WN ^-i ii6 N vl ] to r r. n t4 JaY Li LLJ tJ lac ^Pw�aa "` sPnNdQ PPi �t a x. �.. .. x z c a# Ec o xt,,l a�s�v c..�);c L��n�t r. d .� J v J � V .i .y G O F L � � e��. �� f•- S � Y ° +'w Z � y w 3 w xCJ J m�,. .. a� ' d'v aC i-1Q ¢a..: r.�r. •r .. L r.: » v:C LLJ O m� s' a p Z w �::,.��kwh., t.l nl�� � JNNN N:� X tY1 <!4 wN ZpQ X ,_a 7 � -1 a.i, � £�e a,�&�is�k a fQ d { W q W J (� Q W f %t :a Yh N dP n_ P xw a _,N....:?I�oNS 1 � �3 as cl x _a ��"afuR9SiSQ�S; J Cl rn 41 �� z� a� x 0. U1 z a d �.' WN 3 NS v'� r.��� 1 Q a .-.J c.a a m$n r aNNN�...._•y teal � x my 4�p=rtix:s ; 'ka Xo J a Certiffcrate of Indenendence Do Kim and Associates, LLC and Do Rim, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of'the product named in the accompanying Florida Product Approval. DI9itaDy s)9ned U by DoYKim tC `t�`ia1 pate: Kim 2o24.08.06 13:s117-04'00' Do Kim, F.E. FL #49497 P.O. Box 10039 813.857.9955 Tampa, FL 33679 [)oKimEnginceringt�%gmail.com Do Kim & AE3SDClATEsy LLC CONSULTING STRUCTURAL ENGINEERS Liltnitations and Condition of Use I . Code Compliance. a. The product assembly described herein has demonstrated compliance with the Honda Building Code 7"' Edition (FIR). Section 1709.2. 2. Lame and sntalI missile impact resistance has NOT been tested to or evaluated for in this approval, In RVNZ. this product shall be used in structures "no( to be considered living areas" per Section 1616 unless impact resistance in accordance to the I-IVHZ requirements are met. 3. Each product Fisted above shall be installed in strict compliance with its respective Product Evaluation Document and site -specific engineering along with all components noted herein. 4. Use of each product shall be in strict accordance with its Product Approval Evaluation and Limitations of Use. 5. Composite panels shall be constructed using type 3003-1-1154 aluminum facings, 1 or 2 PCF ASTM C-578 Dyplast Products LLC brand E:PS foam insulation (NOA No. 16-1129.05) adhere to aluminum facings with Ashland Chemical 2020D ISO grip. Fabrication to be by Elite panel products only in accordance with approved fabrication methods. 6. Elite roof panels maintain a UI. 1715 (int) class `13' (ext) rating and are NER-501 approved. 7. This specification has been designed and shall be fabricated in accordance with the requirements of'the FBC, composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 2603. All local building cede amendments shall be adhered to as required, 8. The designer shall determine by accepted engineering practice the allowable leads fair site specific load conditions (including load combinations) using the data from the allowable load tables and spans in this approval. 9. Deflection limits and allowable spans have been listed to meet FSC including the HVIV (L/80 for spans <: 12'-0" and L./180 for spans - 12%0"). 10. All supporting host structures shall be designed to resist all superimposed loads. 11. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage. 12. Size and Span Limitations: a. Composite panels shall be limited to those specific panels listed in the DWG. FL-1001. b. Panel spans shall not exceed those listed in the tables of DWG. FL-1001. P.O. Box 10039 813.857-9955 Tampa, FL 33679 dk(ii.dokimcngineer•ing.nct Sheet 3 oi' 3