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RC-20-586Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 j Q j- L luln1 Ij I� k Issue Date: 04/16/2020 Location Address Parcel Number 304 NE 105TH ST, Miami Shores, FL 33138 1121360130070 Contacts Permit NO.: RC-03-20-586 Permit Type.- Building (Residential) Work Classification: Alteration Permit Status: Approved Expiration: 10/13/2020 ROCCO MARANDO Owner ALUMA OUTDOOR DESIGNS INC Contractor 304 NE 105 ST, MIAMI SHORES, FL 331382022 Tony Requejo 11531 Interchange Circle South 11531 Interchange Circle South, Miram Business: 9543998231 mydreampatio@gmail.com Description: 23' X 10' ATTACHED ALUMINUM PATIO COVER Valuation: $ 6,000.00 Inspection Requests: 305-762-4949 TotalSq Feet: 230.00 Fees Amount CCF $3.60 DBPR Fee $2.70 DCA Fee $2.00 Education Surcharge $1.20 Permit Fee $180.00 Planning and Zoning Review Fee $35.00 Scanning Fee $12.00 Structural Review ($45) $45.00 Technology Fee $4.50 Total: $286.00 Applicant Copy Payments Date Paid Amt Paid Total Fees $286.00 Credit Card 04/16/2020 $286.00 Amount Due: $0.00 COVID 19 For Inspections, Call (305) 762-4949 or Log on at https://bidg.miamishoresviliage.com/cap/. Requests must be received by 3pm for following day inspections. NOTICE: In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER additional restrictions applicable to this property that may be found in the GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, public records of this county. STATE AGENCIES, OR FEDERAL AGENCIES. April 16, 2020 Page 1 of 2 M P,k" BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED Ma 17 2020 BY: FBC 20 F�'t Master Permit No. 7C-0 -7'- 1 (i:: JG Sub Permit No ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS [:]CHANGE OF [-]CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 304 NE 105 fit City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#: \ k - -_0 %-21 -(Q-)(-) Is the Building Historically Designated: Yes NO V Occupancy Type: 9C Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): i` � -C•O fY\(-.i Cis( 0 Phone#: Address: W—L4 ips s+ City: _M i a fti S hAT*- S State: 'FL Zip: 33 13A_ Tenant/Lessee Name: Email: i r. 16�-(da cor7-) hone#: CONTRACTOR: Company Name: hI '0d.2fji0r Q,f�CI n„� Phone#: 99 7 3Q2 0431 Address: (�� �"U W 0[�r 12 -• /y City: PtAkW rbk.e. 1�1 tyc State: PLAZip: d�1 Qualifier Name: caco I a..2(Q J iyi-D Phone#: Q S� Q •�23� State Certification or Registration #: Certificate of Competency #: . DESIGNER: Architect/Engineer: rUcJl i (Y11 s1Q ►lleQ-C'l A4 Se.CJ LC" Phone#: 3 0S 3 2 (• 7%a cL Address: -5 CPU5 hle,y�- 0- , 315 City: 01 CLJQ-A,�X State:VL_- Zip: 33012 Value of Work for this 0 s Permit: $ �Q 00 Square/Linear Footage of Work: is23 b Type of Work: LJ Addition ❑ Alteration '1 ❑ New ( ElRepair/Replace t El Demolition Description of Work: V�71 X X O, I� 4a age � � I V M t i7'D � lz[i-L7 r fl dam' Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $, Radon Fee $ Training/Education Fee $ CCF $ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ p TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) l,�s A Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) P Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ' OWNER or AGENT The foregoing instrument was acknowledged before me this 11 T day of � 41" , 20 2-0 , by c-cd ikkC 'd,(--I`Qis personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Signature (I "'.Q Q � z, —2, CONTRACTOR The foregoing instrument was acknowledged before me this l �� day of , 20 2 by o� �A ,.� -who is personally known to me or who has produced 6%mooe, PN im" as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ANTON;2022 Seal: Commi1 W.. Expires•FF�,,,:;g• t� : SIMONEBELLMAG S:APPROVED BYPlans Examiner Zoning brIv Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-2136-013-0070 Property Address: 304 NE 105 ST Miami Shores, FL 33138-2022 Owner ROCCO MARANDO & HEIDE M LLANO Mailing Address 304 NE 105 ST MIAMI SHORES, FL 33138-2022 PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,627 Sq.Ft Living Area 2,003 Sq.Ft Adjusted Area 2,164 Sq.Ft Lot Size 12,300 Sq.Ft Year Built Multiple (See Building Info.) Assessment Information Year 2019 2018 2017 Land Value $307,517 $307,517 $307,517 Building Value $150,615 $150,615 $150,615 XF Value $25,659 $20,811 $20,964 Market Value $483,791 $478,943 $479,096 Assessed Value $233,974 $229,612 $224,890 Benefits Information Benefit Type 2019 2018 2017 Save Our Homes Assessment $249,817 $249,331 $254,206 Cap Reduction Homestead Exemption $25,000 $25,000 $25,000 Second 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 5 PB 10-47 LOTS 11 & 12 BLK 117 LOT SIZE 100.000 X 123 OR 19474-4763 01 2001 1 Generated On : 3/17/2020 Taxable Value Information 2019 2018 2017 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $183,974 $179,612 $174,890 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $208,974 $204,612 $199,890 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $183,974 $179,612 $174,890 Regional Exemption Value 1 $50,000 $50,000_$50,000 Taxable Value $183,974 $179,612 $174,890 Sales Information Previous OR Book - Price Qualification Description Sale Page 19474- 01/01/2001 $180,000 Sales which are qualified 4763 .r__ 17094- ... ......... _..... _............ Sales which are disqualified as a result 02/01/1996 $0 3308 of examination of the deed 04/01/1976 $50,000 00000- Sales which are qualified i 00000 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/Apps/PA/propertysearch/ 3/17/2020 BOUNDARY SURREY t— > O C S i o G2JtJ� :t• • • ce :s 2.�a �� • • � h "CJ • O 3• G=3.4 �+ � � b l� �• • •if�i•••i � � � i�L-''f � � � Z ``ii i �i•I►i •rk00 t lit ' 4 N../ T(1!]1 • uS • mot. %- l \L"le •dG�' �i(►S 41 ;t 1. P} a vvf f0 F L•N_c5s E.V.acsss-, SURVEYOR'S ,SEAL ML r € 4 F REVISED: �Ix .Q •1'►- WE ARE NOT RESPONSIBLE FOR SET BACK IOLATIONS. ABBREVIATIONS; ZE = 3LC�'/. 5--,LC:UR=_ CLF=CH.-viN _NK =,NC= PI=P?CP£+'e Y !ti£. 1iiE= eAIti+G£ 'IL:� � w" �• Sx1C=SIGNALK C3S=CGNCPt-. P _x •v 1:=_. Wr = 'r OODEN mac F='10 AlC=AIR CC1-3TiCN=:i �. !C-. �O CCitNcR D/F = R.IL_7 ==n+.CN -• r!t c- CL-CLEAR R8=RE5:R U£=�TLi Y =-A-SEM-Ni. CONC=....NCI_ SL -. W= Ct=C=N'R .Ir1£. O=DIAlv!E £R 1Y?= `aCAL M=v.EASuRED. P=RECORDED. FNC2=c."JC2CAC't r�.i. COMA=COMpjT=-c FF_-FINISH' 'L:�JR =! EVAT10Pi. Cts=OFFSET. PR=P0wF POLL 0!•tP=0V-"PJE Yi^!='X:. R '�//. k'D=NAIL. § DISC. S= SET. E = WDOD FENCE= Cam','• MASONRY WALL CONCRETE= • • . .: :.'• i 1 !v. .KUNT1iMCE & D?r'ir, ,E EISDDr:: = D. E. NG NOTES APPLY.. LOca to NOTES: UNLESS OTHERWISE SHOWN, THE FOLLOWI� index i) Record and measured calls are in substantial agreement. 2) Bearings. if shown are bases on Flit data shown hereon were not abstracted for Easements or other recorded emcumbranceS not shown on the plat a:' any may not be shown on this sketch. 4) Underground portions of Footings, Foundations or ether improver.. 1ctated. 5) Elevations are based on National Geodetic_ Datum. 6) Fence Ties are to the Certertine ct tfi±e� Ties to the face of the Wall. 9 =1_ :tr; „= t-S:n+ ��� n _D 70 �; �� `: -°� 5=�0 POOL TYPE 11011 NON DIVING is�, 2� X Ib-, 1�L-(J1'►�1l/� l�f�'1 - Lr ALL DOORS AND WINDOWS PROVIDING ACCESS TO POOL SHALL HAVE DOOR & WINDOW ALARMS PER F.B.C. 2017 RECEIVED R 17 2020 M- NOTE: L CLEANING LINE LANDSCAPE FENCE/WALL MUST E MIN. 48" HIGH W! VAC -LOCK SCREEN E W/ GATES MIN. 48" IGH W/ SELF EXISTING PER CODE p 4' HIGH INSTALLED $ETWEEN CLOSING, SELF LATCHING DEVICE 6" AND 18" BELOW POOL PADS F T MIN. , S C.B.S. WALL WATER LINE PER F.B.C. 2017 SIZE AT N.T.S. I I I 2-1/2" 18" X 72" SWIMOUT ^o W/ CONTRASTING III I EDGE SEE DETAIL i I ----- - _ _=_�-- _=-_=—�II 18' o 30' LONG TTANNING LEDGE 5 25' MD t g` W - in 3' a� 18' b WELL POINT SEE DETAIL oiler L C . 18' NOTE: TOP OF POOL ELEVATION IS MIN. 6" LOWER THAN F.F.E. OF HOUSE RESIDENCE POOL LAYOUT SCALE: 1/8" = 1'-0" ENGINEERS NOTE: ENGINEER REQUIRES CONTRACTOR BUILDS FROM PLANS AS APPROVED BY THE LOCAL BUILDING DEPARTMENT. THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION ERRORS RESULTING FROM FAILURE TO COMPLY WITH THIS RECOMMENDATION. NORTH NOTE: IN ACCORDANCE WITH ANSI/APSP-7 2006 FOR SUCTION ENTRAPMENT AVOIDANCE, THE POOL PIPING HAS BEEN DESIGNED BASED ON THE MAXIMUM FLOW CAPACITY OF THE NEW SWIMMING POOL PUMP. `-- Miami Shores Villa' '3PROVED BY "ONING DEPT 1_DG'DEPT CT TO COMPLIANC 1 t E ANID COUNTY RUL S I I II I II I LV -J I I I I I I I I I I — — — — — — — — — — - -18" X 72" SWIMOUT W/ CONTRASTING EDGE SEE DETAIL DATE MALL FF0t_Hf\L. AND RF-(-at " Al EONS NOTE: PIPING LOCATION SHOWN ON PLANS FOR CLARITY LOCATION MAY VARY DUE TO UNKNOWN CIRCUMSTANCES IN FIELD EXISTING - 4' HIGH C.B.S. WALL SPECIFICATIONS POOL SIZE: 1S- X 30' POOL DEPTH: 3' TO S' POOL PERIMETER: 90 LF POOL AREA SQ. FT.: 450 SF VOLUME: (GALLONS) 13 464 TURNOVER RATE 1.88 HRS POOL EQUIPMENT AUXILLIARY POOL EQUIPMENT POOL PUMP: DANDY VARIABLE SPEED AUX. POOL PERIMETER: is • • • N/A • POOL FILTER: DANDY CS200 CART. AUX:-LIA&l?WMP: N/A • • • • • POOL INLETS: 3-POOL AUX. POOL SETS: • • 11/A • SKIMMER: 1 77771 AUX, FOCI;"GHT: N/A POOL LIGHT: LED I H"TF%TYPE: • • N/A ' POOL HEATER: N/A AUX. HEAR* SIZE: • N/A—*- A• • • • • POOL HEATER SIZE: N/A � •' *I •' • A • • • • • CLEANING LINE: VAC —� " %TEP(S): /A • CLEANING SYSTEM: N/A • BLOWER: N/A CHLORINATOR: IN -LINE SALT TUBNOVE%RATE: I • 10/A POOL FINISH WS : . • •. ;"" COPING: B N HANDHOLDS: A TILE: c" INTERIOR FINISH: I FL GEM SWIMOUT: 2 18" X 72" DECK S.F.: N/A LADDER: N A CAPPING S.F.: I N/A HANDRAIL: N/A DECK TYPE: I N/A WATER FEATURES AUX. POOL SPILLWAY SIZE: N A FOUNTAIN FEATURE: N/A N/A LIONS HEAD: N/A SHEER DESCENT: N/A SPRITZER/SPRAY HEAD: N/A FEATURE PUMP: N/A THERAPY JETS: N/A OTHER: TANNING LEDGE LIGHT FEATURES FIBER OPTIC SPOT(S): N/A REMOTE: N/A COLOR WHEEL: N/A PERIMETER LIGHTS: N/A LIGHT SWITCH: YES # OF COLORS: N/A ADDITIONAL FEATURES POOL ENCLOSURE: EXIST. FENCE-WALL/ALARMS GLASS BLOCK TYPE: N/A FOOTERS L.F.: N/A GLASS ROWS HT: N/A DECO-O-DRAIN: N/A GLASS ROWS WDTH. N/A PILING POOL: N/A I# OF GLASS BLOCKS. N/A CONSTRUCTION NOTES 1. POOL ENCLOSURE (EXISTING FENCE-WALL/ALARMS) SHALL MEET REQUIREMENTS OF GENERAL NOTE 29. 2. REMOVE EXISTING FIBERGLASS POOL. David Faennan by David THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND ,,f�1i111//j,, .��`�O L. FA, '�., J R '� NAME: MARANDO 304 N.E. 105th STREET LOT: 11 and 12 DN:�=US,:t=Florida, l=e°Coat°" SEALED BY DAVID L FAERMAN, PROFESSIONAL .• Q-.•' CE ;� •� 4:' N scr 'Y'L BLOCK: 117 N ` .m CE MARAN DQ o=Aquatic Consulting Engineers Fa ENGINEER, ON THE DATE SHOWN ON THE TIME STAMP USING A DIGITAL SIGNATURE. U� ; - - N0.47646 CITY/STATE: MIAMI SHORES, FL 33138 BOOK: 10 -%� _ e r .•" • • RESIDENCE a aHaeman0ells outh.net Date: 2019.06.14 man ,8:21:35-04'00 PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE BE `*: * �*� STATE OF i 0 ,kN . p •. tVW� JOB#:19R055 PAGE:47 22171 Waterside Dr., Boca Raton, Florida 33428 SUBDIVISION: MIAMI SHORES SECTION 5 (561) 445-1787 Fax: (888) 445-1797 EMAIL: FAERMAN BELLSOUTHIVET CA# 7390 David I. Faerman p.E. FL, LICENSE # 47646 SIGNATURE MUST VERIFIED ON ANY ELECTRONIC COPIES. '•,�ss/�NAi ENG�''••, ' ',,�tA11a DATE:06�13�19 COUNTY: SHEET: 1 OF 4 110"ll MAIMI-DADS BCIS Home ( Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us I BCIS Site Map Links Search db a ro Product Approval USER: Public User I .. I : ' �' P Product Approval Menu > Product or ARplication Search > Application Llst > Application Detail FL # FL7561-114 Application Type Revision Code Version 2017 Application Status Approved 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 FL7561 R4 COI Cert of Independence.adf Sections from the Code 1709.2 Product Approval Method Method 2 Option B Date Submitted 08/15/2017 Date Validated 08/16/2017 Date Pending FBC Approval 08/20/2017 Date Approved 10/10/2017 Summary of Products i,_-s-,_-__—__ I LF LF # Model, Number or Name Description 7561.1 Aluminum/Aluminum Composite j 3"/4"/6"x0.024"x1lb EPS Composite Panel, 3"/4"/6"x0.032xilo I Panels 1 EPS Composite Panel, 3"/4"/6"x0.024"x2lb EPS Composite Panel, 3"/4"/6"x0.030"x2lb EPS Composite Panel, Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL7561 R4 II 2017 FBC-Elite Aluminum Corp -Install Approved for use outside HVHZ: Yes Instruct.p(if Impact Resistant: No Verified By: Do Kim, P.E. PE 49497 Design Pressure: +80/-80 Created by Independent Third Party: Yes Other: In HVHZ, not to be used in structures considered living Evaluation Reports areas per FBC Section 1616 unless impact protection is FL7561 R4 AE FL 7561 Evaluation Rel2ort-2017 FBC.Ddf provided. See installation drawing for nominal allowable design Created by Independent Third Party: Yes pressures and spans. d , F, r�e.t Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 licensee under Chapter 455, F.S., please click here . Product Approval Accepts: "AT ® McA Credit Card Safe DO Kim & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS Florida Board of Engineers Certificate of Authorization No. 26887 Product Evaluation Report Date: August 10, 2017 Report No.: FL# 7561-R4 Product Category: Roofing 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 61 G20-3.005 (2) Method 2 (b) of the State of Florida Product Approval. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or updates. Do Kim and Associates, LLC and Do Kim, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code, 6°i Edition (FBC) and where pressure and deflection requirements, as determined by Chapter 16 of the Florida Building Code, do not exceed the design pressures as shown on the approval. OO \YEN ,, No 6Pan+ �O� =. T-F FL 4s OR�OP `J'\ rn1item h. been eleamniolty signed and sealed by Do Y. DVS/OVAL �P, Kim, PE on this d— .sl�ga Digital Signature. Printed copies& s this document are not considered signed and sea k and the slgna st be verified..' any electronic c.P[", 201708. 1511:31'.53-0 Xi Do Kim, P.E. FL #49497 P.O. Box 10039 813.857-9955 Tampa, FL 33679 dk@dokimengineering.net Sheet 1 of 3 DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS Supporting Documents 1. Code Compliance a. The product assembly described herein has demonstrated compliance with the Florida Building Code 61" Edition (FBC), Section 1709.2. 2. Drawings: a. Drawing No. FL- 1001 titled "EPS Foam Core Composite Panels", Sheets 1 and 2 prepared by Do Kim and Associates, LLC., signed and sealed by Do Kim, P.E. 3. Testing a. Testing per ASTM E72-05 as performed by Hurricane Engineering & Testing, Inc. (HETI), and reported in test report numbers HETI-05-1988, HETI-06-2104, HETI-06- 2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HETI-06-2107, HETI-05-1987, HETI-06-2069, HETI-06-2070, HETI-06-2071, HETI-05-1994, HETI-05-1991, HETI- 06-2072, HETI-06-2073, HETI-06-2074, HETI-05-1996, HETI-05-1989, HETI-05-1993, HETI-05-1985, HETI-05-1995, HETI-05-1990, HETI-05-1997, HETI-05-2037, HETI- 05-2029, HETI-05-2039, HETI-05-2030, HETI-05-2041, HETI-05-2048, HETI-05-2036, HETI-05-2031, HETI-05-2038, HETI-05-2065, HETI-05-2040, HETI-05-2042. 4. Calculations a. Panel perfonnance engineering analysis for tested loading conditions have been prepared based on comparative and/or rational analysis, prepared, and submitted by Do Kim, P.E. 5. Other a. Quality Assurance Agreement verified with Quality Auditing -Institute, LTD. (QAI Laboratories, LTD.) (FBC Organization #QUA7628). P.O. Box 10039 813.857-9955 Tampa, FL 33679 dk@dokimengineering.net Sheet 2 of 3 DO Kim & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS Limitations and Condition of Use 1. Code Compliance a. The product assembly described herein has demonstrated compliance with the Florida Building Code 6"' Edition (FBC), Section 1709.2. 2. Large and small missile impact resistance has NOT been tested to or evaluated for in this approval. In HVHZ, this product shall be used in structures "not to be considered living areas" per Section 1616 unless impact resistance in accordance to the HVHZ requirements are met. 3. Each product listed above shall be installed in strict compliance with its respective Product Evaluation Document and site -specific engineering along with all components noted herein. 4. Use of each product shall be in strict accordance with its Product Approval Evaluation and Limitations of Use. 5. Composite panels shall be constructed using type 3003-H154 aluminum facings, 1 or 2 PCF ASTM C-578 Dyplast Products LLC brand EPS 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 UL 1715 (int) class `B' (ext) rating and are NER-501 approved. 7. This specification has been designed and shall be fabricated in accordance with the requirements of the FBC, composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 2603. All local building code amendments shall be adhered to as required. 8. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including load combinations) using the data from the allowable loads tables and spans in this approval. 9. Deflection limits and allowable spans have been listed to meet FBC including the HVHZ (L/80 for spans < 12'-0" and L/180 for spans > 12'-0"). 10. All supporting host structures shall be designed to resist all superimposed loads. 11. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage. 12. Size and Span Limitations: a. Composite panels shall be limited to those specific panels listed in the DWG. FL-1001. b. 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@dokimengineering.net Sheet 3 of 3 DO Kim & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS Floiida Boaid of Engineers Cettiftcate of Authorization No 26887 Certificate of Independence Do Kim and Associates, LLC.. and Do Kim, P.E.. do not have not will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named in the accompanying Florida Product Approval �.04 Do Klm, . FL #49497 P O Box 10039 813374 0321 Tampa, FL 3.3679 813 374 0322 (fax) ELITE PANEL SPAN TABLES: 1. Net allowable loads are permitted to be multiplied by 1.67 to derive ultim ads (rJ f) 3" x 0,024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 16.17 15.76 15.03 14.10 20 13.44 13.44 12.22 10.35 30 10.78 10.78 9.41 6.60 40 9.22 9.22 6.60 2.85 50 8.17 8.17 1 3.79 - 60 7.40 6,21 0.98 - 70 6.81 4.51 - - 80 6.33 2.64 - - 4" x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 19.00 19.00 17.17 16.53 20 15,01 15.01 15.01 13.95 30 12,50 12.50 1E50 11.38 40 10.97 10.97 10.97 8.80 50 9.92 9.92 9.44 6.22 60 9.13 9.13 7.51 3.64 70 8.52 8.52 1 5.58 1,07 80 8.02 8.02 1 3.64 - 6" x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 23.00 21.24 21.47 20.85 20 18.06 18.06 18.06 18.06 30 15.13 15.13 15.13 15.13 40 13.34 13.34 13.34 13.34 50 12.10 12.10 1 12.10 1 10.91 60 11.17 11.17 11.17 8.43 70 10.44 10.44 10.30 5.95 80 9.85 9.85 8.43 3,47 3" x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 17.50 17.50 16.91 15.96 20 16.64 15,96 14.06 12.16 30 15.17 14.06 11.21 8,36 40 13.69 12.16 8.36 4.56 50 12.22 10.2 1 5.51 0.76 60 10.75 8.36 1 2.66 - 70 9.27 6.46 1 - - 80 Teo 4.56 1 - I - 4" x 0,032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 20.50 20.50 20.11 19.24 20 19.61 19.24 17.49 15.74 30 18.17 17.49 14.87 12.24 40 16.72 15.74 12.24 8.74 50 15.28 13.99 9.62 5.25 60 13.84 12,24 7.00 1.75 70 12.40 1 10.49 4,38 - 80 10.95 1 8.74 1.75 - 6" x 0,032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 24.00 24.00 24.00 23.42 20 23.34 23.21 21.82 20.22 30 22.10 21.63 19.42 17.02 40 20.86 20.05 17.02 13.82 50 19.62 18.47 14.62 10.62 60 18.38 16.89 12.22 7.42 70 17.14 1 15.30 1 9.82 4.22 80 15.91 1 13.72 1 7.42 1.02 3" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/24 10 19.33 18.95 18.31 17,6 20 18.11 17.66 16.36 15.16 30 16.80 16.36 14.41 1 46 40 15.49 15.06 12.46 86 50 14.18 13.76 10.51 26 60 12.B7 12,46 8.57 4. 7 70 11.57 1 11.16 6.62 2,0 80 10.26 9,86 4,67 - 4" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 21.97 21.97 21.52 20.97 20 20.77 20.77 19.86 18.76 30 19.57 19.57 18.21 16.55 40 18.36 1 B.36 16.55 14.34 50 17.16 17.16 14.89 12.13 60 15,96 1 15.96 13.24 1 9.93 70 14.75 1 14.75 11.58 1 7.72 80 13.55 1 13.55 9.93 1 5.51 6" x 0,024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 23.93 23.93 23.88 23.60 20 23.20 23.20 23.03 22.46 30 22.47 22.47 22.18 21.33 40 21.75 21.75 21.33 2020 50 21.02 21.02 20.49 19.07 60 20.29 20.29 19.64 17,94 70 19.57 19.57 18.79 16.61 80 18.84 16.84 17.94 15,68 GENERAL NOTES l . Composite panels shall be constructed using type 300341154 aluminum facings, I or 2 PCF ASTM C-578 carpenter brand EPS adhere to aluminum facings with Ashland Chemical 2020D ISO grip. Fabrication to be by Elite panel products only in accordance with approved fabrication methods. 2. Elite roof panels maintain a UL 1715 (int) class 'B' (ext) rating and are NER-501 approved. 3. This specification has been designed and shall be fabricated in accordance with the requirements of the Florida Building Code 6" Edition (FBC), composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 2603. All local building code amendments shall be adhered to as required. 4. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including load combinations) using the data from the allowable loads tables and spans in this approval. 5. Deflection limits and allowable spans have been listed to meet FBC including the HVHZ. In HVHZ, this product shall be used in structures "not to be considered living areas" per Section 1616 unless impact resistance in accordance to the FIVHZ requirements are met. 6. Safety factor of 2.0 has been used to develop allowable loads and spans from testing in accordance to the Guidelines for Aluminum Structures Part 1 and conforms to the FBC Chapter 16 and 20. 7. 'Testing has been conducted in accordance to ASTM E72-05: Strength Test of Panels for Building Construction. 8. Reference test reports: HETI-05-1988, HETI-06-2104, HETI-06-2066, HETI-06-1105, HETI-06-2067, HETI-05-1002, HETI- 06-2107, HETI-05-1987, HETI-06-2069, FIETI-06-2070, HETI-06-2071, HETI-05-1994, HETI-05-1991, HETI-06-2072, HETI-06-2073, FIETI-06-2074, HETI-05-1996, HETI-05-1989, HETI-05-1993, HETI-05-1985, HETI-05-1995, HETI-05- 1990, HETI-05-1997, HETI-05-2037, HETI-05-2029, HETI-05-2039, HETI-05-2030, HETI-05-2041, HETI-05-2048, HETI- 05-2036, HE`r1-05-2031, HETI-05-2038, HETI-05-2065, HETI-05-2040, HETI-05-2042. 9. Linear interpolation shall be allowed for figures within the tables shown. 10. Panels with fan beams shall be considered equivalent to similar panels without fan beams. Design professionals may include the strength of the fan beam to exceed shown figures as part of site -specific engineering. 3" 0.030 x 2 - LB EPS PANELS L❑WABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX, ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 20.11 20,03 19.42 18.81 20 19.02 18.81 17.58 16.35 30 17.93 17.58 15.73 13, 89 40 16.83 16.35 13.89 11.43 50 15.74 15.12 12.05 8,97 60 14.64 13.89 F 10.21 70 13.55 12.66 1 8.36 4.06 80 1 12.46 1 11.43 1 6 1.60 4 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 24.17 24.17 24.17 24.17 20 23.64 23.64 23.41 23.11 30 22.57 22.57 21.90 21.01 40 21.51 21.51 20.39 18.91 50 20.45 20.45 18.88 16.80 60 19.39 19.39 17.37 14.70 70 18,33 18.33 15.86 12.59 80 17.26 17.26 14.35 10, 49 6" x 0.030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 24.00 24.00 24.00 23.84 20 23.65 23.65 23.34 2214 30 22.94 22.94 22.59 21.85 40 22.23 22.23 21.85 20.85 50 21.53 21.53 21.10 19.86 60 20.82 20.82 20.36 18,87 70 20.11 20.11 19.61 17,67 80 19.40 19.40 18.87 16,88 SEAL JOINT WITH CONTINUOUS CAULKING )UUUU UUUUUc� 0000 000000 Z� )OOOOOOOOOOC <Lj BOTTOM FACINGS INTERLOCKING CROSS SECTION SLOPE 4' MAX WIDTH INTERLOCKING '1 PANEL (1/4'/FT MIN SLOPE) 000000000000 00000000000 w r Q w EPS CORE 1LB OR 2LB 0 0„0 0„0 0„ A ALUMINUM BOTTOM 00 00 FACINGS f�-CLEAR SPAN (L) INSIDE TO INSIDE7FORTOTAL DO 0 o00 ENGINEER OF RECORD TO PROVIDE 00 FOR ROOF CONNECTIONS & ADD TH OO SUPPORTING STRUCTURE DETAIL BY WALL OO THIS OR ANY OTHER ENGINEER. 00 O.H. DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL EVIM NEERS.. • • • • ••• •;QgQi10039 • sees: Tampa, FL 33679 • • • • • sees Tel: (813) 857-9955• ••••1 • • • • • • • • • • sees Rev./Da Description • • • ( 8/1� IZSUE4 FOR FBCf , •, • • • • • • • • � EdlrionoRODUCT • • • • 2017 APPOMAI 90004 Q. •• 00 • • • ••.. • • OPTIONAL GUTTER OR DRIP CAP This item has 36' MAX IN FRONT & 25% Kim, PE on th OF PANEL WIDTH @ SIDES otthisdocurr (12' MAX AT SIDES) the signature 2017.08.161( EPS ROOF PANEL/ SPAN DESCRIPTION 0 J Q U) > J 0 W IY Q Z a- c 3 o a2Q W CO its c6 o d OM I— g Q F5 rn J 2 LL a-z 0 Z) U 0 E _2C Y 0 J c m H U W C) j U Z H Q O O UO H J O JQ U) W LO LL CL Of W 0 J LL 1 DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 2/19/12 Alt l l lit," <, Q0 %OENgFj DOVEIMkM, P.E. FLA. REG. NUMBER 49497* DO KIM & ASSOCIATES, L'Q 4887 P X 10039 ASS �NAtR4�3sr�� en eleft /O lI si'gneL II 6�� Y Do Y. late using a D:grtal Signature. Printed copies t are not considered signed and sealed and ust be verified on any electronic copies. t:35-04'00' Drawing No. - FL-1001 SHEET 1 OF 1 • .... ...... .... . ..... .... .. ...... . . ... ...... STRUCTURAL CALCULATIONS FOR ALUMINUM TERRACE Build it 304 NE 105 Street Miami Shore, FLORIDA 331,��83- Date: 03/ 13/U� PPPR���O STRUCTURAL CALCU L,Q,TI S This cover sheet is provided as per Florida Statue 61 G 1 - 1 in lieu of signing and sealing each individual sheet. Calculations have been prepared by the undersigned engineer assuming responsibility for manual and computer generated information. = ~EMI. .EER •P ;FPA S STA E O qt -- f`rI NAL �9ti� 0 -! O,/ s I I '.- -1 F=: Project: BUILD IT Project No.: 011-014 Design Parameters •...,• •.• ,,,,,, • Florida Building Code (2017) """ •• ••00*:66 •••••• • Wind (Addition) o ASCE 7-10 .... '•••% . ..... o Wind Velocity 175 MPH •••••• ••• ..:..• o Risk Category II •• •••••• o Exposure C o Kd 0.85 • • Concrete Strength at 28 days - 3000 PSI • • • • • Reinforcing - 60,000 PSI • Structural Steel, ASTM A36 — 42,000 PSI • Aluminum — 6061T-6 (Fy=19 Ksi) • Design Loads o Roof Loads ■ Live Load 25 PSF ■ Dead Load 15 PSF • Presumptive Soil Bearing Capacity — 2000 PSF 1/7 3/14/2020 WIND05 A-13 Detailed Wind Load Design (Directional Procedure) per ASCE 7-10 Analysis by: M.R. Company Name: MIAMI ENGINEERING SERVICES Description: BUILD IT .... ...... .. .. ...... •• . ••••• of •••••• • ...... 00*0 Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.25 Flexible Structure No Gust Factor Category I: Rigid Structures - Simplified Method Gust1 I For rigid structures Nat Freg > 1 Hz) use 0.85 10.85 Gust Factor Category II: Rigid Structures - Complete Anal sis m Zmin 15.00 ft Izm Cc * 33/z)^0.167 0.2281 Lzm 1* zm/33 ^Epsilon 427.06 ft Q 1/ 1+0.63* B+Ht /Lzm ^0.63 ^0.5 0.9123 Gust2 0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8788 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fla 6-5 Internal Pressure Coefficients for Buildings, Gcai Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 Developed by Meca Enterprises, Inc. Copyright 2012MIAMI ENGINEERING SERVICES Page No. 1 of 4 2/7 3/14/2020 WIND05 A-13 Detailed Wind Load Design (Directional Procedure) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft"2 Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment +GC i -GCpi +GC i -GC i +/-Gc i• Ki 15 0.85 1.00 56.57 28.28 48.65 -34.22 -13.86 62.51 96.26 • 421-.94 Wrote: i) rosiuve forces act towara the We ana negative forces act away trom the tace. M. Figure 6-6 - External Pressure Coefficients, CD Resisting Sys" 4&thod 2) h T Variable Formula Value Units Kh 2.01 * 15/z ^ 2/AI ha 0.85 Kht Topographic factor(Fig 6-4 1.00 Qh .00256* MA2*Kh*Kht*Kd 56.57 Psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*V^2*Khcc*Kht*Kd 1 56.57 1sf Wall Pressure Coefficients, C Surface CI -A Windward Wall See Fi ure 6.5.12.2.1 for Pressures 0.8 Developed by Meca Enterprises, Inc. Copyright 2012M[AM I ENGINEERING SERVICES Page No. 2 of 4 3/7 WIND05 A-13 Detailed Wind Load Desinn (Directional Procedure) nPr ASCF 7-10 Calculations for Wind Normal to 60 ft Face Cp Pressure (psf) Additional Runs may be d for other wind directions +GC I -GC I Leeward Walls (Wind Dir Normal to 60 ft wall) -0.50 -34.22 -13.86 Leeward Walls (Wind Dir Normal to 40 ft wall) -0.40 -29.42 -9.05 Side Walls -0.70 -43.84 -23.48 Roof - Wind Normal to Ride heta>=10 - for Wind Normal to 60 ft face Windward - Min Cp -0.36 -27.69 -7.32 Windward - Max Cp 0.14 -3.64 16.7 Leeward Normal to Ridge -0.57 -37.49 -17.1 Overhang Top (Windward) -0.36 -17.50 -17.� Overhang Top (Leeward) -0.57 -27.31 -27. OverhangBottom (Applicable on Windward only)0.80 38.47 38.4► Roof - Wind Parallel to Ride All Theta - for Wind Normal to 40 ft face • Dist from Windward Edge: 0 ft to 20 ft - Max Cp -0.18 -18.84 1.53 Dist from Windward Edge: 0 ft to 5 ft - Min Cp -0.90 -53.46 -33.Q9 Dist from Windward Edge: 5 ft to 10 ft - Min Cp -0.90 -53.46 -33.09 Dist from Windward Edge: 10 ft to 20 ft - Min Cp -0.50 -34.22 -13.86 Dist from Windward Edge: > 20 ft -0.30 -24.61 -4.24 * Horizontal distance from windward edge 3/14/2020 .... .. .. ...... 066 *see* �... ... • ••••• i • •• •• •••••• ... 00 • •• • . • •• • • ...... •••• Developed by Meca Enterprises, Inc. Copyright 2012MIAMI ENGINEERING SERVICES Page No. 3 of 4 4/7 WIND05 A-13 Detailed Wind Load Design (Directional Procedure) per ASCE 7-10 Figure 6-11 - External Pressure Coefficients, GCr) Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 27 3/14/2020 . . .... ...... ...... .. .. ...... a ...... .... . ..... ...... ... . ..... .... .. ...... . . .. . ...... a = 4 ==> 1 4.00 ft DnuhlP dirk nn anv data antni lino to raraiva a ha/n 4rraan Component Note: - Enter Zone 1 through 5, or 1 H through 3H for overhangs. NOTE: USE 10 SF FOR COMPUTER WINDOWS AND 21 SF FOR DOORS, Used 0.6 factor for wind pressures Developed by Meca Enterprises, Inc. Copyright 2012MIAMI ENGINEERING SERVICES Page No. 4 of 4 5/7 Note: - Enter Zone 1 through 5, or 1 H through 3H for overhangs. NOTE: USE 10 SF FOR COMPUTER WINDOWS AND 21 SF FOR DOORS, Used 0.6 factor for wind pressures Developed by Meca Enterprises, Inc. Copyright 2012MIAMI ENGINEERING SERVICES Page No. 4 of 4 5/7 P�Project: �� Project No: Page: Location BEAM (EXTERIOR) Materials: Aluminum 6061T-6 Distance between supports: L = 8.00 ft Section Wide b = 2.00 in Section Depth h = 7.00 in Thicknes t = 0.125 in Load: 10 q = 292.00 PLF SECTION: 0 2x7xl /8" Section within 1 in of a weld? 10 NO -Compute for Stresses: Moment as Simple M = Support: -Compute Required Section Properties (ASD): Section Modulus -Compute Section Properties (ASD): CONCLUSION: SECTION OK q x LZ/8 Sfeq = M 1.00 x Fy Sx = b h3 - (b-2t) (h-2t)3 6h 2x7x1 /8" BUILD IT 020-014 By: M.R Date: 3/13/2020 . . .... ...... Fy= ....Jj00 Rs[.SkQ PE ....:. ...01.1.00 Ksi 'WELDED .... . ..... ...... ... . ..... .. .. .. ...... Base on 45 Wit W L and 6.5' TRIB. . . .. . ...... 3.619 in 2.336 k-ft =1.48 inA3 6/7 4.3.5 Kwik Bolt 3 Expansion Anchor Table 6 - Carbon Steel Kwik Bolt 3 Allowable Loads in Normal -Weight Concrete' Anchor Embedment f'r = 2000 psi (13.8 MPa) f'. = 3000 psi (20.7 MPa) f', = 4000 psi (27.6 MPa) f'c = 6000 psi (41.4 MPa) Diameter Depth Tension Shear Tension Shear Tension Shear Tension Shear in. (mm) in. (mm) Ib (W) Ib (W) Ib (W) Ib (W) Ib (W) Ib (kN) Ib (W) Ib (M) 1-1/8 (29) 300 365 430 550 (1.3) (1.6) (1,9) 2.4) 0 04 + 2 (51) 635 715 800 1/4 530 530 530 �' • • 530 (6.4) (2.8) (2.4) (3.2) (2.4) (3.6) (2.4) • • i • (2.4t •84• S301 3 (78) 755 795 840 (3.4) (3.5) (3.7) 730 1135 910 1275 1095 1420 • + • (3.2) (5.0) (4.0) (5.7) (4,9) (6.3) 3/8 _VA 100 1315 1260 1565 1850 (9.5) (5.6) 1315 (6.9) 1315 (8.2) 1315 (5.8) (5.8) (5.8) -(� • Cl so V.6) • •0 0 3-1/2 (89) (7.0) 0 (7.9) 770 1965 (8.7) 2-1/4 (57) 1235 1865 1430 2300 1620 2405 1'9n• • • _ (5.5) (8.3) (6.4) (10.2) (7.2) (10.7) (8.8) '604 1/2 2415 3-1/2 (89) 1930 2185 2440 3240 (12.7) (8.6) 2416 (9.7) 2415 (10.9) 2415 (14.4) (10,7) 4-3/4 (121) 2135 2355 2575 3620 (10.7) (10.7) (10.7) (9.5) (10.5) (11.5) (16.1) 2-3/4 (70) 1920 2750 2065 3410 2210 3785 2830 (8.5) (12.2) (9.2) (15.2) (9.8) (16.8) (12.6) 5/8 4 (102) 2660 3020 3385 4770 3910 (11,8) 3910 (13.4) 3910 (15.1) 3910 (21.2) (17.4) 5-1/2 (140) 3285 3695 4100 (17.4) (17.4) (17.4) - 5325 (14.6) (16.4) (18.2) (23.7) 3-1/4 (83) 2120 4090 2425 4900 2730 5310 3785 5310 (9.4) (18.2) (10.8) (21.8) (12.1) (23.6) (1618) (23.6) 3/4 4-3/4 (121) 3240 4260 5285 6166 (14.4) 5340 (18.9) 5340 (23.5) 5495 (27.4) 6225 6-1/2 (165) 4535 5860 7185 7006 (23.8) (23.8) (24.4) (27.7) (20.2) (26.1) (32) (31.2) 4-1/2 (114) 3330 7070 4050 7600 4670 8140 5070 (14.8) (31.4) 08.0) (33.8) (20.8) (36.2) (22.6) 1 6 (152) 4930 6000 7070 8400 9200 (25.4) (21.9) 9200 (26.7) 9200 (31.4) 9200 (37.4) (40.9) 9 (229) 6670 7670 8670 10670 (40.9) (40.9) (40.9) (29.7) (34.1) (38.6) (47.5) 1 Intermediate load values for other concrete strengths and ombedments can be calculated by linear interpolation. LOAD ON ANCHORS: 45 PSF x 6.5 Ft = 293 PLF X10' /12 = 244 # (reaction on anchors) Anchor capacity = 1,315 # 336 Hilt, Inc. (US) 1.800-879-8000 1 www.us.hilti.com I en espanol 1-600-879-5000 1 Hilh (Canada) Corp. 1.800.363-4458 1 www.hilti.ca I Product Technical G -711 08 PROPOSED ALUMINUM INSULATED ROOF FOR: Build it 304 N.E. 105th Street Miami Shores, Florida 33138 PLAN VIEW vs-: r-0" ------------ FRONT VIEW 1/8": IA" EXISTING CONCRETE 2"x3"x3/16""U"-CLIP WITH 1/4"x3" TAP -CONS AND 1/4"THRU-BOLTS. 3" x 8 " ALUM. HEADER WITH 2" x 3" x 3/16" "U"-CLIP WITH 1/4" x 3" TAP -CONS AND 1 /4" THRU-BOLTS. 2 x 7 x 1 /8" BOX INSERT. i I 3"x8"ALUM. HEADER WITH ®° 2" x 7 x 1/B" BOX INSERT. ® J TOP VIEW SIDE VIEW DETAIL n I 2" x 6.5" RAFTER SPACED AT 24" ON CENTER. 60 c; C-1 RIGHT-SIDE VIEW�W 51D em* v8" : r-0" SLOPE = 114 : 1'-9 3"ALUMINUM INSULATED ROOF PANELS WITH .030" ALUMINUM FACING AT TOP & BOTTOM WITH 2 LB. DENSITY POLYSTYRENE FOAM CORE. SCOPE OF WORK: PROPOSED ALUMINUM INSULATED ROOF DRAWING INDEX: A-1 COVER PAGE- PLAN VIEW - ELEVATIONS A-2 SECTIONS - DETAILS PROJECT DATA: .. APPLICABLE CODES: FBC 2017 (RESIDENTIAL) & FBC 2017 (EXISTING BUILDING) • • LEVEL OF ALTERATION: ADDITION • • CONSTRUCTION TYPE: TYPE III • OCCUPANCY USE: RESIDENTIAL (R-3) • • I _ GENERAL NOTES & DESIGN CRITERIA: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS. NOTIFY ENGINEER IF ANY DISCREPANCY. • 2. SEE ATTACHED SPEC SHEET AND/OR CALCULATIONS FOR ADDITIONAL DETAILS. • • 3. APPLICABLE BUILDING CODE : FBC 2017 (61h EDITION) 4. ASCE 7-10 WIND CODE 5. 175 MPH WIND ZONE 6. EXPOSURE C 7. RISK CATEGORY 2 STRUCTURE B. ALLOY :6061-To 9. ROOF LIVE LOAD =30.O P.S.F. 10. NO EXTRA LOAD IS PERMITTED TO BE APPLIED ON THE STRUCTURE AT THE TIME OF THE INSTALLATION. 11. CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF INCLUDING, BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. 12. ALL FASTENERS TO BE K10 OR GREATER ASTM F593 COLD WORKED 304 STAINLESS STEEL UNLESS OTHERWISE NOTED, 13. ALL ANCHORS FOR ALUMINUM SHALL BE SPACED WITHIN 2 TIMES DIAMETER END DISTANCE AND 2 TIMES DIAMETER MINIMUM SPACING TO ADJUST ANCHORS- 14. CONTRACTOR MAY USE LARGER SECTIONS FOR BEAMS AND COLUMNS. 15. ROOF PANEL SHALL BE SLOPED MINIMUM 114" PER FOOT. 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 2000 P.S.F. 3. SOIL COMPOSITION IS SANDY AND LIMEROCK. 4. CONCRETE STRENGTH FOR ALL FOUNDATIONS SHALL BE 2500 P.S.I. MINIMUM. S. FILL PLACED WITHIN 5'-0" OF THE STRUCTURE PERIMETER CONSIST OF CLEAN GRADED SAND IN MAX 12". 6, SPLICES SHALL BE 40 BAR DIAMETER ALL AROUND THE CORNERS AND CHANGES OF DIRECTION. 7. CORNER BARS SHALL BE 40 BAR DIAMETER IN EACH WAY. 8. MAXIMUM WATER -CEMENT RATIO BY WEIGHT TO BE 0.4. PLAN LEGEND: 1 3" x 3" x 1 /8"ALUMINUM COLUMN. W F: 36" x 36" x 24" DEEP ISOLATED CONCRETE TOOTER REINFORCED WITH 4- R5 EACH WAY, TOP AND BOTTOM. NOTE: COAT BOTTOM OF COLUMN WITH ANTI CORROSIVE BITUMINOUS PAINT. SOIL STATEMENT: BASED ON A VISUAL INSPECTION OF THE SITE, THE FOOTINGS HAVE BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF 20DO P.S.F. NOTE: A LETTER WILL BE SUBMITTED AFTER THE GROUND HAS BEEN BROKEN ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON THE DESIGN IS BASED. • • 1 • • •DO • •�4�,� - � Ln LL • m Z L � N O MC A.F. SCALE: AS SHOWN DATE: 03/05/20 BUILDING CODE: FBC 2017 CHECKED BY DCk No 64OW SHEET NUMBER A-1 2" x 6" x 0.64" RECEIVING CHANNEL 2" x 6" x 0.64" RECEIVING CHANNEL WITH 3- # 12 TEKS EACH SIDE OF LEDGER WITH 3- #12 TEKS EACH SIDE OF LEDGER AND RAFTER. 1/4" LAG OR TEK SCREW WITH I"FENDER WASHER AND RAFTER. 1/4" LAG OR TEK SCREW WITH I" FENDER WASHER AND NEOPRENE GASKET AT 8" ON CENTER. AND NEOPRENE GASKET AT 8" ON CENTER. 2" x 6.5" RAFTER AT 24" SPACED 2" x 6.5" RAFTER AT 24" SPACED ON CENTER. FI 4" ALUMINUM INSULATED ROOF PANELS WITH ON CENTER. 4" ALUMIN NSULATED ROOF PANELS WITH .030"ALUMINUM FACING AT TOP &BOTTOM � ALUM INU ACING AT TOP &BOTTOM WITH WITH WITH 2 LB. DENSITY POLYSTYRENE FOAM CORE. WITH 2 LB. DENSIT OLYSTYRENE FOAM CORE. c o � I c c _" jf 3"x8" ALUMINUM HEADER WITH 3:;x 8;; ALUMINUM HEADER WITH 14 O.H. -} 8 14" 0.11. MAXIMUM 2"x 7'x 1/8"BOX BEAM INSERT x5 xl/8" 2"x6"xi/8"OR ---- - FAST D TO EACH COLUMN WITH MAXIMUM 2" x 7" x 1 /8" BOX BEAM INSERT L_____' 2- 1 ' THRU-BOLTS. FASTENED TO EACH COLUMN WITH ALUM INUM "E" GUTTER WITH LUMINLIM "E'GUTTER WTH f 2-1/4"THRU-BOLTS. #12 S.M.S. SPACED AT 8" ® 12 S.M.S SPACED AT 8" O.C.. TOP AND BOTTOM. .C.. TOP AND BOTTOM. 2" x 6.5" DECORATIVE COVER WITH "x 6.5" DECORATIVE COVER WITH # 14 x 1"AT 24" O.C. WITH 5/8" BUTTOM 3" x 3" x 1 /8" ALUMINUM COLUMN. 14 x 1" AT 24" O.C. WITH 5/8" BUTTOM 3" x 3" x 1/8" ALUMINUM COLUMN. CAPS AND"C"CHANNEL EACH SIDE. 1 APS AND"C"CHANNEL EACH SIDE.: ; 3"x 3" x 2" x.125" CLIP ANGLE WITH 3-#,a S.Ms. EACH SIDE OR 2-lro•' DECO RAFTER DETAIL No. 2 © THRUBOLTS. o o 8 HEADER WITH BOX INSERT) 0 CONCRETE DECO RAFTER DETAIL No. 1 1-1/7,44" (DOUBLE 3 x 8 HEADERS) 2- # 10 TEK SCREWS AT 24" 3"ON CENTER, STAGGERED. 1 11 III #� 4 GA .042" .044" h` .125" _125" .125" 125" POST (3x3x 1/8) STEELINSERT BOX BEAM BOX BEAM BOX BEAM HEADER (2 x 5) (2 x 6) (2 x 7) (3 x 8) GENERAL CONSTRUCTION NOTES: 1. ALL WORK SHALL CONFORM TO THE LATEST EDITION FOR THE FLORIDA BUILDING CODE 2017 (6th EDITION), AND ALL OTHER APPLICABLE LOCAL CODES. 2. ROOF IS DESIGNED FOR 30 PSF LIVE LOAD, L/120 FOR SPANS EQUAL OR LESS THAN 12' AND L/180 FOR SPANS GREATER THAN 12 FEET. 3. SOIL STATEMENT AND ALLOWABLE SOIL BEARING CAPACITY: BASED ON A VISUAL It OF THE SITE, THE FOOTINGS HAVE BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF 2000 PSF. 4. ALL CONCRETE (EXISTING AND NEW) SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. 5. ALL CONCRETE ANCHORS SUPPORTING COLUMNS SHALL BE INSTALLED A MINIMUM EDGE DISTANCE OF 3 INCHES AND HAVE A MINIMUM 2.5 INCHES EMBEDMENT WITH MINIMUM ULTIMATE 10 STRENGTH OF 60 KSI. 6. ALL ALUMINUM STRUCTURAL COMPONENTS SHALL BE OF 6065-T5 OR 6061-T6 ALLOY AND BE CERTIFIED TO COMPLY WITH ALL APPLICABLE SPECIFICATIONS. BOX INSERT 7. CONTRACTOR SHALL INSULATE ALUMINUM MEMBERS FROM DISSIMILAR METALS TO PREVENT ELECTROLYSIS. 8. FASTENERS SHALL HAVE A MINIMUM OF 2 INCH HEAD OR BE PROVIDED WITH MINIMUM 1 /2 INCH DIA. WASHER. 9. BOLTS AND ALL OTHER FASTENERS SHALL ALUMINUM, NON-MAGNNECTIC STAINLESS AND HOT -DIPPED/ ELECTRO-GALAVANIZED STEEL/DOUBLE CADMIUM PLATED STEEL WITH COATING FOR CORROSIVE RESISTANCE. 10. DIMENSIONS AND CONDITIONS: ALL DIMENSIONS AND CONDITIONS TO BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE DESIGN PROFESSIONAL. WRITTEN TAKES PRECEDENCE OVER SCALE AT ALL TIMES. DO NOT SCALE DRAWINGS. REQUEST CLARIFICATION FROM THE DESIGN PROFESSIONAL IF DIMENSIONS ARE UNCLEAR. 11. CONFLICTS IN DOCUMENTS: IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DRAWINGS AND FIELD CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL NOTIFY THE NOTIFY THE DESIGN PROFESSIONAL IMMEDIATELY FOR CLARIFICATION AND DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. LEDGER (2 x 6.5) 3" x 3" x 1 /8" ALUMINI yTINUOUS ALUMINUM "U" CHANNEL WITH 14 S.M.S. AT 6" ON CENTER AND 3/8" x 2-1/4,. TAP-CONS AT 10" ON CENTER. INSULATED ALUMINUM ROOF PANEL. - > EXISTING C i n RECEIVING CHANNEL DETAIL (INSULATED PANEL TO CBS WALL) 2- 3/4" x 2- 3/4" x 2" x 1 /8" "U" CHANNEL WITH 4- # 14 TEK SCREWS EACH SIDE. COLUMN BASE ATTACHMENT DETAIL No. 2 1-1/7":Il" (OPTIONAL) 3" x 3" x 1 /8" ALUMINUM COLUMN. #5 REBARx 12" LONG THROUGH COLUMN BASE AS SHOWN. — 36" x 36" x 24" DEEP ISOLATED CONCRETE FOOTER REINFORCED WITH 4- #5 EACH WAY, TOP AND BOTTOM. NOTE: COAT BOTTOM OF COLUMN WITH ANTI CORROSIVE BITUMINOUS PAINT. 11 11 saimmi INNER &; • t• • OO • • • **DO • • f• � •• • • M • a• • N C3 •• • O •• • z o� •�so • z mwo Z L J of a � O O o_ O a DRAWN BY: A.F. AS SHOWN 03/05/20 BUILDING CODE: FBC 2017 CHECKED BY: MISAEL WELL COMPACTED FILL, UC# No 64050 SHEET NUMBER: ISOLATED FOOTER DETAIL 1-1/7,4-13 A-2