Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
ACT-18-1483
Miami Shores Village 10050 N.E. 2nd Avenue N Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address iermit Permit NO. ACT-5-18-1483 Permit l ype: Awnings/CanopiesiTents Work Class cation: New Permit Status: APPROVED Issue Date: 813012018 Expiration: 02/26/2019 Parcel Number Applicant 10300 N MIAMI Avenue Miami Shores, FL 33150-1254 1121360131020 Block: Lot: MIKE SCHMIDT Owner Information Address Phone Cell MIKE SCHMIDT 10300 N MIAMI Avenue MIAMI SHORES FL 33150- 10300 N MIAMI Avenue MIAMI SHORES FL 33150- Contractor(s) Phone ALUMINUM OUTDOOR DESIGNS LLC (954)399-8231 Cell Phone Valuation: Total Sq Feet: $ 12,000.00 300 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Work: NEW FREESTANDING CARPORT 16 X 18 Classification: Residential Code Comments: : Code Denied: Additional Info: Color Approved: In Review: In Review Code Approved:: In Review Scanning: 4 Fees Due CCF DBPR Fee DCA Fee Education Surcharge P&Z Review Fee Permit Fee Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $7.20 $5.40 $3.60 $2.40 $35.00 $360.00 $45.00 $12.00 • $9.60 $480.20 Pay Date Pay Type Invoice # ACT-5-18-67752 08/30/2018 Credit Card 05/30/2018 Check #: 8219 Amt Paid Amt Due $ 430.20 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Foundation Review Building Review Building Review Structural Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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;fnd zing. Futher e/Pauth• iz=�y -bo e-named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent August 30, 2018 Date Building Department Copy August 30, 2018 1 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-309594 Permit Number: FW-8-18-2063 Scheduled Inspection Date: August 24, 2018 Inspector: Naranjo, Ismael Owner: SANCHEZ, LEMAY & ALEJANDRA Job Address: 1223 NE 102 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Fence/Wall Inspection Type: Final Work Classification: Iron/Ornamental Phone Number (786)514-0776 Parcel Number 1132050250140 Building Department Comments ADD ALUMINUM 4' AND CHAINLINK 4' FENCES Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. s August 23, 2018 For Inspections please call: (305)762-4949 Page 11 of 25 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Inspection Number. INSP-000370-2018 Scheduled Inspection Date: October 03, 2018 Inspector: Naranjo, Ismael Owner: MIKE SCHMIDT Address: 10300 N MIAMI AVE Miami Shores , FL 331501254 Project: <NONE> Contractor. ALUMINUM OUTDOOR DESIGNS LLC CAROL A REQUEJO Permit Number: ACT-5-18-1483 Permit Type: Awnings/Canopies/Tents' Inspection Type: Building Final Work Classification: New Phone Number: Parcel Number: 1121360131020 Phone Number 9543998231 Building Department Comments NEW FREESTANDING CARPORT 16 X 18 Checklist item Passed General Comments False Re -inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. October 02, 2018 Comments Inspector Comments For Inspections please call: 305-762-4949 Pap 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 PERMIT APPLICATION 17//BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED MAY 3 0 2018 FBC20f Master Permit No.A CT 1 Ili O o. 3 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF CONTRACTOR JOB ADDRESS: City: 10300 Al • /4I a.rni 24-1/Q_ Miami Shores County: Folio/Parcel#: .243 ?-C/ 3—/Da0 Occupancy Type: 1;ieS Load: Construction Type: Flood Zone: OWNER: Name (Fee Simple Titleholder): ,/-1/ Ice- ✓ 1 , i / d Address: / 0300 /V - , ' �.-pyL4 Miami Dade ❑ CANCELLATION ❑ SHOP DRAWINGS zip: 33/s0 Is the Building Historically Designated: Yes NO BFE: FFE: Phone#: City: A/ a `n, 6/1 0 res. State: / Zip: -3 3/5d Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: J/() /414.. D(,r.Lo -o6r . D..cs.5" s Address: /IS-3 / � �1� /�� L �il��c�� .7101e4 /1 City: /44(, 4 State: / State Certification or Registration #: DESIGNER: Architect/Engineer: LAX /rj - Address: Qualifier Name: Phone#: 1Ky--89/-i�3I 51, oo Value of Work fort is Permit: $ 1 (2. i ooO Type of Work: Addition ❑ Alteration Repair/Replace ❑ Demolition Work: X)%w FfetsVe.hd±mq Oi Ile 12 9" Zip: 330 . -.- Phone#: %'39 f ^� Certificate of Competency #: L ygS d 0 Phone#: City: boNiFYI State: Zip: 33a 3oo Description of Square/Linear Footage of Work: ❑ New Specify color of color thru tile: Submittal Fee $ v ,O3 Permit Fee $ CCD Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ '- Z O Str ucturalReview• CCF $ CO/CC $ DBPR $ 0 Notary $ (Revised02/24/2014) Bonding Company's Name (if applicable) �✓" �j Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first ,inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. - QiUbi( Signature,/(A;X/I50Signature e— -15 .U2'<p CONTRACTOR OWNER or AGENT The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1 , 20 1 by me or who has produced who is personally known to FL U IV Lc: as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ******** BARBARA C RUIZ Notary Public - State of Florida Commission *GG 067776 My Comm. Expires Jan 30,2021 , 20 { O , by who ispersonally known, me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ***************** APPROVED BY '►' Plans Examiner Structural Review BARBARA C RUIZ Notary Public - State of Florida • Commission # GG 067776 My Comm. Expires Jan 30,2021 Bo'. *th> aMitiiriMaP'htk'* * ********** Zoning Clerk (Revised02/24/2014) A be CERTIFICATE OF LIABILITY INSURANCE Ott , .,it3 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER. AND THE CERTIFICATE HOLDER. IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder. in nett of such endoPsement(s). PRODUCER QUANTUM INSURANCE GRP & FIN SVCS 12399-1 Pembroke Rd Penbroke Pines, FL 33025 g54 g85'8000 ' �'`; .fa9(954) 885-13097 I victorglquantutn-insurance.com INStJRER(s) AFFORDING CAVERAGE N. IGa INSURERA NAUTILUS INSURANCE COMPANY ''=,'R= ALUMINUM OUTDOOR DESIGNS, LLC DSA-ALUMA OUTDOOR DESIGNS INC 11531 Interchange Circle South MIRAMAR, FL 33025 INSURERS PROGRESSIVE INSURANCE CO N;,,u: ,,,ANIMIST INSURER0 ,,;,;,)R¢,gF --:.VYL;IvtVC • ,,,: x e�, ,..). I.vh ftL:id. Tl IS IS TO :ERTIE 1 -Ar THE'. ToLICIFS Or iieS !RANG- l .> -._ 1iWLU4b +iAuT 5C„N I SS+J£O TO THE INSURSD NAMED AR.C)VE FOR HE ''O_I.,Y INDICATED NOTWITHSTANDING ANY REI)VEH M .41 TERM OAN ,,.. dTRA';i OR OTHER DOCJAIENT WITH RESPECT Te' ^oi-s;';H "HIS CLRTIFIf.ATLI MAY 5E, '^„SUES) OR MAY PE:RTA N TN !N,JRANCE T. I.OIEJE .I dY I He HYAICIES DESCRIER) HEREIN IS SUAJPC D ALI THE T: EAMS. ?T CU.SENS AND C04RITIJNSOV S,C.r PSIIII - ., G. IIIPLl?t+ °r14- etBll> 555')GI.AIM(i '�rll TYPE OFNS))Rr',NCE; Kato�INV13 taiirt �,tiy" %F�'F J i. 3:i K' IMM S)I)� t..;i>t N .., „r ly 1 Ey,. irv'YY t LIMITS A X COMMERCIAL GENERAL LIABILITY x N _ 3/1/20183/1/2019 EACH , S 'nYs £: S 2,000,000 s 10Q ,.000 , 1 CLAIMSMADE Q'CC 'OCCUR r'xA' L r,,,,u.t .._ ,, , , _,, m'I Fx`" ep«:„; 5,000NNP-30475-00 PERIEDIIAI &ADV:: ,.SKY s 2,000,000 s 2,000,000 aITAPPCIES . cur A .RE it sRo,(ur .t:)LIPita, A;;.: $ 2,000,000 s1,000,000 b ALF —. A ()MOBILE LA �'� ANvAu':) AJ 5t HIRED AiTOi UM 10.20 w_. it IEIRA.5:0 if3S NI N•4WN(: [) AI„r05 PIP 03784639-0 r 5/16/185/16/1?n�DILVINauRv{.> ► ,:�s<>61O,T SC)I:)ILY INJU}CY itzHf IY2fA ) S a accdert) ' , 95P4:3+, ..:.EETY C>AMSLi€ ;Pe, wc.Itylo > PIP s 10,000 JS 9T2 C .A i1A(3 EACESS L!AP. r CIUR CLAWIEEMADII :, ... *AS;II i'4f ;,RRENt. £ 1 000 000 S , , A..;GRE:.C>A'iw OEM I 15FT£r! QN� 9 C AND EM 0Y RS LIA8ILITY /N ANY . RJ RIL CR'?'A5 NLRI5x5c,N)iYe a fi ;;R/M .s.¢ Excl..iF3�o' {Mandatory in NH) If yes. uescebe order (4'S WRP'I1.1y or) OC ran T'1L`,e'E,W NSA .. AWC1095579 1/5/18 ''''l l /5/19 t'ER .1 1 OTH- STRT�+T+� 1 ER E.L. CACI) :A,.rinen~ 500 0 ; , 00 o .P. (. nSEASF.EA. E:ti:Pit?YFF.S 'C�bQ QQQ , t. L 4ITS.A•s-•`I•r.!uY ^� 500,000 aI.M.I r7i'.s„ftIPTION OF OPERATIONS ( LOCATIONS VEH?C F5 ,AC:C)R F()I. AT'? nai E2e>I+arks E;.irarl:ae m:ry !rsaltac•:wd?r?etc ;pace: r<lured). 14BS00420 • Village of Miami Shores Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 CA CELL TjO{i SHOULD D ANY OF THE ARC V "li" SYINetP POLICIES SE cauci.=Li.>.0 eEFonE T 1 - 5 iA 1 O 3 r P.THE Sty' NOTICE WILL BE DELIVERED IN ACCORDANCE: OATH THE eatPROVISIONS A)r.0RlzED REPRESENT. ACORD 25 (2014/01) © 1988-2014 ACORD CORPORATION. All rights reserved The ACORD name and logo are registered marks of ACORD Miami -Dade County - Building and neighborhood Compliance Office Page 1 of 1 Horne I Product Control I Contractors I Building Officials I Contact us Contractor Number: Contractor name: Address: City, St, Zip: Phone: Other Phone: Fax: Email: D/B/A: Contractor Status: Contractor License Information 14BS00420 ALUMINUM OUTDOOR DESIGNS LLC 12076 MIRAMAR PARKWAY MIRAMAR (954) 399-8231 (954) 399-8549 ALUMAPERMITS@GMAIL.COM ACTIVE FL 33025 Class Category Category Description Expiration Date BLDG 29 METAL AWNG & SHUTR 09/30/2018 BLDG 48 SCREEN ENCLOSURES 09/30/2018 CONTRACTOR INQUIRY COMPLETE BCCO Contractor Inquiry and Complaint Search l BCCO Home Page l State License Search Menu 0 Home l About l Phone Directory l Privacy l Disclaimer © 2001 Miami -Dade County. All rights reserved. http://egvsys.metro-dade.com: 1608/WWWSERV/ggvt/BNZAW94 1 .DIA?CNTR=14BS00... 5/30/2018 Mission: To prated, promote & improve the health of all people in Florida through integrated state, county & oommntty efforts. or'Ua HEALTH Vision: To be the Healthiest State in the Nation Rick Scott Govemor Celeste Philip, MD, MPH State Slrgeon General and Secretary July 27, 2018 Antonio Requejo 10300 N Miami Avenue Miami, FL 33150 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: API356496 Centrax Permit Number: 13-SC-1865068 10300 N Miami Avenue Miami, FL 33150 Lot: 5 Block: 124 Subdivision: Miami Shores Sec 5 Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 07/24/2018 for the use of the existing • onsite sewage treatment and disposal system located on the above referenced property. No Objection. Reviewed by E. Perera on 07/27/2018 for aluminum patio cover construction. No bedroom addition. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincerely, Erick Perera Env. Specialist II Department of Health in Dade County Florida Department of Health in Dade County • • , Florida PHONE: (305) 623-3500 www.nwwanalth.gov TWITTE R: HealthyF LA FACE BOOK: FLDepartmentofHealth YOUTUBE: fldoh fi Property Search Application - X F . Q 2017 roll detadz -Real Estate X miamidade.90v::r ,. PROPERTY INFORMATION 0 Folio, 11-2136-013-1020 Sub-Divisiorc MIAMI SHORES SEC 5 Property Address 10300 11 MIAMI AVE Mein Shores. FL 33150-1254 Owner M418 SCHMIDT Wiling Address 10300 N MIAMI AVE MIAMI, FL 33150 PA Primary Zone 1000 SGL FAMLY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SIIGLE FAMILY 1 UteT Bedsl Baths 1 Nett 311/0 Floors Lmng Unrts Actual Area 1,684 S6.Ft Living Area 1,533 Sq,Ft Adjusted Area 1,603 Sol Ft Lot Sae 10,530 Spit Year Built 1937 Featured Confine Tools Comparable Sales Glossary Fronerh%Tekee Report Discrepancies Value Adjustment Board Non -Ad Valorem Assessments PA Additional 0nfne Tools Properly Record Cards Report Homestead Fraud Tex Companion ASSESSMENT INFORMATION Year Land Value Building Value Extra Feature Value Market Value Assessed Value 2016 $236,017 $111,569 $1,630 $350,016 S162.672 2017 5236,817 $111,569 $1 653 $350,039 5159.327 2016 $170.420 $111,569 $1 676 5283665 5156. 050 TAXABLE VALUE INFORMATION COUNTY Exemption Value Taxable Value SCHOOL BOARD Exemption Value 2018 2017 2016 550,000 550.000 550.000 $112.672 $109,327 8106.050 525.000 525,000 125.000 Tax Estimator Property Search Help TRIM Notice BEREFT'S INFORMATION Benefit Save Our Homes Cap Homestead Second Homestead Type Assessment Reduction Exemption Exemption 201E 2017 2016 1187,3 4 5190.712 5727.61E 325,000 525.000 525.000 T25,000 525.000 525.000 Note: Not of benetts are amicable to a$ Taxable Values fie. County, School Board, City. Regional; FULL LEGAL OPSCRIP11al 0 MIAMI SHORES SEC 5 PB 10-47 LOT 5 & S29FT LOT 4 BLK 124 LOT SZE 81.000 X 130 OR 20510-2757 06 2002 6 COC 26449.2474 06 2008 3 3CIS Home Log (n User Registration Hot Tooics Submit Surcharge Stats 3 =acts Product ,Approval USER: ?ublic User FL # Application Type Code Version Application Status Comments Archived Product Manufacturer _, st > Application Detail FL7561-R4 Revision 2017 Approved ubhcations Elite Aluminum Corporation Address/Phone/Email 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954) 949-3200 dk@do erigineering.net Authorized Signature Technical Representative Do Kim dk@dokimengineering.net 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 Subcategory Compliance Method FBC Staff BCIS Site Mao Unks Search Roofing Products Introduced as a Result of New Technology Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received • • • • • • • • •• • • • • • • Florida Engineer or Architect Name who developed Do Kim, P.E. • • • • • • • • • • • • the Evaluation Report • • • • Florida License PE-49497 • • • Quality Assurance Entity QAI Laboratories • • • • • • • • • • • • • Quality Assurance Contract Expiration Date 12/30/2022 • • • • • • • • • • Validated By James L. Buckner, P.E. @ CBUCK Engin rin: • • • • • • •• •• ' Validation Checklist - Hardcopy Received •••• • • • • • • • • • • • Certificate of Independence FL7551 R4 COI Cert of independerke.pd: Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1709 2 • • • •• • • • • •• • • • • • • •• • Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 2 Option B 08/15/2017 08/16/2017 08/20/2017 10/10/2017 FL # Model, Number or Name Description 7561.1 Aluminum/Aluminum Composite Panels • 3"/4"/6"x0.024"xllb EPS Composite Panel, 3"/4"/6"x0.032x1Ib EPS Composite Panel, 3"/4"/6"x0.024"x2lb EPS Composite Panel, 3"/4"/6"x0.030"x2lb EPS Composite Panel, Limits of Use Approved for use in HVHZ: Yes Approved for use outside FWHZ: Yes Impact Resistant; No Design Pressure: +80/-80 Other: In HVHZ, not to be used in structures considered living areas per FBC Section 1616 unless impact protection is provided. See installation drawing for nominal allowable design pressures and spans. Installation Instructions F I_7SSI R4 II 2017 -DC-_lite Alum: M C O(D--.,5:3;1 instruct.odf Verified By: Do Kim, RE. PE 49497 Created by Independent Third Party: Yes Evaluation Reports FL7551 R4 AE FL 7561 Evaluanon Peoort-2017 FBC.odf Created by Independent Third Party: Yes Zontact Us :: 2501 31air Stone Road Tallahassee FL 32399 Phone: 350-487-1324 The State of =lor lda .s an AA/550 employer. ;opy-ighc 2337-2313 State ofFlorida.:: P-ivacy 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 emads 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, FS., please click here . Product Approval Accepts: L�Ta1 ® E1:hc[k Cr,-�chtt card S fe curir.:^air r;;n ... • • • • • .... • . • • .. . • ... • • . . • .. • . . .... • • • . . . .... .. .. . • .... . . .. .. .... . • . • . • •• • • • • • . • .. . .. . • • . . . Do Kim $c A aso'CIATES, LLC CONSULTING STRUCTURAL ENGINEERS Florida Board of Engineers Certificate of Authorization No 26887 Certificate of Independence 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 in the accompanying Florida Product Approval Do Kim, Fi,#49497 .. . . . .... . . . . .. . . ... • . .. . . . • • .... • • . • • • ........ .... . . • • ..• .. .... • . . • • • • • • •• . • •• • • ..• .. • • . • .. i v iivt L J) Tampa, FL 33679 813 3 74 0322 (fax) DO KIM & ASS'DiCIATES. 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: Rooting Product sub -category: Products Introduced as a Result of New Technology Product Name: EPS Foam Core w/ Aluminum Skin Composite Panels Manufacturer: Scope: Elite Aluminum Corporation 4650 Lyons Technology Parkway Coconut Creek, FL 33073 Phone: 800-42 l -0682 This product evaluation report issued by Do Kim and Associates, LLC and Do Kim, P.E. for Elite Aluminum Corporation is based on Florida Department of Business and Professional Regulation Rule 61G20-3.005 (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, 6th 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. ••• • • • =u e _ _ttdrrr ?: 6SOZtp� n 1 "�� s item nes Deco electronically signed and sealed by Do'f. 4 d 0?t, t On, PE on Nis date using a Digital Signature. Printed copies of • this document are no considered signed and sealed and the sign must be verified on any electronic comas. zol7Dees ,3,53.04m. Do Kim, P.E. FL 449497 • • • • •• • • •• • ••• • • • •• • • • • • • • • • • • • • • • • • • • • •• •• • • •• •• • • • • • • • • • • • • • • • • • •. • • • • • • • • • • • •• • •• • • • • •• • 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 6'h 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 performance engineering analysis for tested loading conditions have been prepared based on comparative andior 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). • • • • • • • •• • • • • • • •. •• • • ••• • • •• • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • Y • • • • • • • • • • • • • pampa, 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 6th 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-H 154 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 he 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. •••• •• • • •.•• • . . • ••• • • ••• • •• • . • •• • • • • • •.•• • • • • • • • • • •••• •• •• • . • • •.• •• .••. • • • • • • . • • • • • • • • • • • • •• • •• • • • •• • • Pampa, FL 33679 dk@dokimengineering.net Sheet 3 of 3 Ccdc Engineering STRUCTURAL CALCULATIONS (BASED ON FLORIDA BUILDING CODE 2017, 6th EDITION) ALUMINUM ROOF FOR: MIKE SCHMIDT 10306 N MIAMI AVE MIAMI SHORES, FL 33013 CONTRACTOR: ALUMA OUTDOOR DESIGN PROJECT NUMBER: 2018789658 PROJECT NUMBER: 420189 [ST\'- .,; .;-, PREPARED BY \ APPROVED--_ '" Masood Hajali, LIC NUMBER: 82038 5300 NW 85TH AVE DORAL FL 33166 APRIL, 26TH, 2018 .... • • ▪ • •• ▪ •••• • • ••• • • • •• • • • Cate Enguzee�zg TABLE OF CONTENT ALUMINUM ROOF FOR: MIKE SCHMIDT 10306 N MIAMI AVE MIAMI SHORES, FL 33013 CONTRACTOR: ALUMA OUTDOOR DESIGN PROJECT NUMBER: 2018789658 MIAMI DADE COUNTY 1. WIND ANALYSIS 1-3 2. COLUMN ANALYSIS 4-5 3. BEAM ANALYSIS 6-8 4. DEFLECTION ANALYSIS 9 • • • • • •• • •••• •• •••• • • .• •• • • • • • • • • •• •• • .•• ••.•• • ••• • • • • • •• •• ••• •• .••• . •• • • • • PROJECT : INSULATED ROOF CLIENT : TONY HERNANDEZ PAGE : 1 �/1�u1ePlUn�y ADDRESS 11301 SW 43 TER. DESIGN BY : SA ✓✓ JOB NO.: 20189865 DATE : 04/26/18 REVIEW BY : MH Wind Analysis for Low-rise Budding (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010 INPUT DATA County: Miami -Dade County Surface Roughness (B,C, of D) C Note( B for Urban& Subsuban areas, C for open D for flat, unobstructed areas and water surfaces) Exposure category (B, C or D, ASCE 7-10 26.7.3) C Note'( B for h<30ft& Surface Roughness=B, Importance Category (I,II,III,IV) (ASCE 7-10 Table 1.5-2) II Importance factor (ASCE 7-10 Table 1.5-1) IV, = 1.00 Basic wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V = 175 mph Topographic factor K, = 0 Topographic factor KZ = 0 Topographic factor K3 = 0 Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Ka = 1 Flat Building height to eave he = 7.417 ft hr Building height to ridge h, = 7.667 ft Building length L = 40.000 ft w Building widthdth12.B = 12.00 ft Roof angle 9 = 0.0 Rad= 1.1 Degree Enclosure Classification (Open, Partially Enclosed, Enclosed) Enclosed Open=A building having each wall at least Effective area of components A = 90.50 ft2 Foundation thickness t= 4 Inch terrain with C for nor Bor 17:77:7 ti 8 .. \` 80 percent scattered obstructions, D, D for Surface Roughness=D) N.- - { // L open, he DESIGN SUMMARY Max horizontal force normal to building length, L, face = 12477.68 Ib Max horizontal force normal to building length, B, face - = 3919.92 Ib Max total upward force =-20416.57 Ib Foundation Area = 845 ft2 lower foundation thickness allowed ANALYSIS .-. . _ - . _ . - _ _ -- Velocity pressure qh = 0.00256 Kh Ka Kd V2 = 56.64 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.85 See ASCE Table 28.3.1 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 See ASCE Table 26.6.1 h = mean roof height = 7.54 ft 60 ft Heigh limit (Satisfactory] (ASCE 7-10 26.2.1) < Min (L, B), (Satisfactory] (ASCE 7-10 26.2.2) Velocity Pressure Exposure Coefficients, Kh and Kz Table 28.3-1 I Terrain Exposure Constants Table 26.9-1 Height above ground Exposure level' z B C D Exposure a zg (ft) a b 0 ft (m) 0-15 0-4.6 0.7 0.85 1.03 B 7.0 1200 1/7.0 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 B I 40 12.2 0.76 1.04 1.22 C • • • • • e • zmin (ft) 50 15.2 0.81 1.09 1.27 B 0.45 :0.3.•= 320•••• 1/3.0 ••• • 60 18 0.85 1.13 1.31 C 0.65 0.2 • 500• • • • 1/5.0 •15 D 0.8 •alb••• 6g0••4 :1/8.0 ••••t• Notes: 1. The velocity pressure exposure coefficient Kz may be determined from the following formula: For15ft5zszg Forz515ft Kz=2.01 z/z ( g)^(2/a) Kz=2.01 (15/zg)"(2/c) Note: z shall not be taken less than 30 feet in exposure B. 2. a and zg are tabulated in Table 26.9-1 3. Linear interpolation for intermediate values of height z is acceptable 4. Exposure categories are defined in Section 26.7. • • • • Notes zmin= minimum height used to ensure thatetM gtiyalent heti& Zjs &eater • • of 0.6 h or zmin. •••• •• •• • • For building with h<zmin, Z shall be taken a�raatir► • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • Design pressures for MWFRS - • • - ; • • • • • p=gh((GCo)-(GCoi)] •••••• where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). prn;,, = 16 psf (ASCE 7-10 28.4.4) G Co, = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Co; = product of gust effect factor and intemal pressure coefficient.(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(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft • Cate PROJECT: INSULATED ROOF CLIENT : TONY HERNANDEZ PAGE : 2 E/jgin.eeting ADDRESS 11301 SW 43 TER. DESIGN BY : SA JOB NO.: =E4 ._ DATE : 04/26/18 REVIEW BY : MH Wind Analysis for Low-rise Building (14<60 ft) using Envelope Procedure, Based on ASCE 7-2010 ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS _ - Condituions: 1- The building is a simple diaphragm building as 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 endosed as defi ned If'Sectiori 26:2 ok- "J 4. The building is a regular -shaped building or structure as deft ned in Section 26.2. 5. The building is not dassifi ed as a fl exible building as defi 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 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1 The wind pressures are obtained directly from a table �� Area (Square feet) Case A Case 8 r` r_ , . f t1 `i 1-61 ., � .\' A= 44.5 A= 22.25`..f11 �l, i I . I� j j i,� r / co B= 0 C= 252.1666667 = 0 E= 36 B= 0 C= 66.75 = 3 E = 36 _••.. , _ F= 36 H= 204 F= 36 H= 204 ,' ; ` % /�� W ` EXPOSURE � MEAN ROOF HEIGHT (FT) B C D 15 1.00 1.21 1.47 ;._ %� , 20 1.00 1.29 1.55 , 25 1.00 1.35 1.61 :.,' Case B 30 1.00 1.40 1.66 35 1.05 1.45 1.70 Figure: 28.6-1 ASCE 7-2010 40 1.09 1.49 1.74 Main Wind Force Resisting System - Method 2 h s 60 FT Figure 28.6-1 I Design Wind Pressures WALLS AND ROOFS Enclosed Buildings Simplified Design Wind Pressure, Ps30 (psf) (Exposure 8 at h=30 feet) zones Basic Wind Speed Roof Angle Load Case Horizontal Pressures Vertical Pressures (mph) (degrees) A B C D E F G H 0-5° 1 40.6 -21.1 26.9 -12.5 -48.8 -27.7 -34.0 -21.5 100 1 45.8 -19.0 30.4 -11.1 -48.8 -29.8 -34.0 -22.9 15° 1 51.0 -16.9 34.0 -9.6 -48.8 -31.9 -34.0 -24.3 20o 1 56.2 -14.8 37.5 -8.2 -48.8 -34.0 -34.0 -25.8 • • • • 160 250 1 50.9 8.2 36.9 8.4 -22.6 -30.8 16.4 -24.8 • • •••• 2 -- -8.6 -16.8 -2.3 -10. • • • 0 0 30 to 45 1 45.7 31.2 36.3 25.0 25.0 3.5 -27.7 1.2 -23.8 • • • • • • • • • • 2 45.7 31.2 36.3 25.0 17.6 -13.7 15.2 -9.6 • • • • • • • • 0-5° 1 51.4 -26.7 34.1 -15.8 -61.7 -35.1 -43.0 -27.2 • • 100 1 58.0 -24.0 38.5 -14.0 -61.7 -37.7 -43.0 -29.0 • • • • • • 180 15o 1 64.5 -21.4 43.0 -12.2 -61.7 -40.3 -43.0 -30.8 .... • • • 200 1 71.1 -18.8 47.4 -10.4 -61.7 -43.0 -43.0 -32.6 • • • • • • • • 25o 1 64.5 10.4 46.7 10.6 -28.6 -39.0 -20.7 -31.4 '''• • • • • • • • • • • • • • • Yfessure wair'a-i�toot • • HOnZOntal (pst) __> WaRs . (: .. Verdgl,(psf):=P> Hoots .... .:) • • i find Speed-L oad case A B C D E F G H • • i • • 175 1 �58.927 30.613 ,39.083 '-18.11975'-70.75475 -40.2325 -49.308 -31.18775 • • • • 175_ 2 j 0 •• • • • 0 0 _ 0, 0 0 -4.1528 0 • • • • • _, _ • • • - ps=AKztpS30 •• A for Exposure B=1 PROJECT: 'INSULATED ROOF Cafe CLIENT : TONY HERNANDEZ PAGE : 3 Ey,yw CONTRACTOR 11301 SW 43 TER. DESIGN BY : Ali ��DATE: 04/26/18 REVIEW BY: •Masdod Wind Analysis for Low-rise Building (HK6O ft) using Envelope Procedure, Based on ASC 7010 Components & Claddings 3 p = ptable(EAF)(RF)Kzt Eq (30.7-1) ; 2,' \' RF = effective area reduction factor from Table 30.7-2 - EAF = Exposure adjustment factor from Table 30.7-2 Reduction Factor 4, ' Surface Area �i,`SJ ,;.:: tr ,--> s, Mansard Roof Minus • Plus • ..3 1 2 3 4 5 204 102 9 252.1666667 22.25 0 44.5 -0.88122449 -0.94367347 -1 -0.82 -0.92 NIA N/A N/A -0.85173469 -0.9925 a% C. y a i \,5 - ,- More reduction as the formula does aepuG>bnFa01011 Ennsve not consider e•YArva the loganttimic 56.42 axis Root and wall Pressures- Components and Cladding Exposure Adjustment factor I. I50 Exposure Atllusinlent Factor I - i a 1 Y t i'. n0 160 OM.9 1.113 550 0.805 1 116 e' 1t0 Expsu.uraf 140 0.801 1.118 Exposure ID .. ll .- _. .__} * vw 120 0796 11.121 125 {. � j a ;a . ... ....- 110 0.766 1.128 _ _ ,__ _. g _ 100 0.781 1.132 ..7 .! : l o to `' 90 0.775 1.137 I _ '_ y__ .___ 1 , 80 - 0.768 1.141 . �. G1 '3 ;0 70 0760 1.147 ___ _ _ _ fill 0.751 1.154 1 to 50 0741 1.161 _ ._._. __ ___ j -' xs - .__ ..... . _. 40 0.729 1.171 4 o or .m sm. my - 30 0.713 1.183 Mean ean nweww p4 20 0.692 1201 15 0.677 1.214 10 ]. e70 0:5 Oar e55 e50 a.95 100 1. 1.10 11i 177 125 Exposure Adjustment Factor Roof Form Sign Pressure Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 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 Monoslope Minus A B D C E Monoslope Plus C C C' D D Overhangs All A A B NA NA Table 30.7-2 ASCE 07-2010, Components and Cladding, Exposure C V (mph) 160 180 h(ft) Roof Form Load Zone Zone • Case 1 2 3 4 5 1 2 3 4 ••. 1J Flat Roof 1 -74.7 -117.3 -159.8 -51.1 -93.6 -94.6 -148.4 -20213 p -64.6 4 •9-f"18.5 I • 2 NA NA NA 51.1 51.1 NA NA NA• ..' . 64.6 • •846 • Gable Roof 1 -55.8 -93.6 -140.9 -60.5 -93.6 -70.6 -118.5 -178.3 -76.6 • •1105 • 15 Mansard Roof 2 32.2 32.2 32.2 55.8 51.1 40.7 40.7 40., • • • e • 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 r 644 • Monoslope Roof 1 -65.3 -84.2 -145.6 -60.5 -93.6 -82.6 -106.5 -184J" • • • -76.6 • •11815 2 27.4 27.4 27.4 55.8 55.8 34.7 34.7 34.7 • • • • 70.6 lb • 7D.F • •••• • • • • •• •• •••• • • • • Comp. & Cladding Pressure (psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 • • • • • • • Load case 1 (psf)66.90 112.28 ( -93.95 I _ -72.58 112.26 • • • • Load case 2 (psf) 38.58 38.575 38.575 66.9 61.225 • • • • • • • .• • Design Wind Pressures Screen Enclosures for 18/14 screen Table 2002.4, Category C (psf) Wind (mph) 110 11U 13U 140 150 16U 17U 175 Vertical Pressure on Screen Surfaces 3.16 3.51 4.15 4.79 5.42 6.16 6.96 7.96 Vertical Pressure on Solid Surfaces 10 12 14 16 18 21 24 25.5 Horizontal Pressure on Winward Surf. 11.4 13.2 15.8 18.5 21.1 23.8 26.4 26.7 Horizontal Pressure on Leeward Surf. 8.8 11.4 12.3 13.2 15.8 18.5 21.1 22.4 eagCale PROJECT: INSULATED ROOF CLIENT : TONY HERNANDEZ ADDRESS 11301 SW 43 TER. JOB NO.: DATE : 04/26/18 PAGE: 4 DESIGN BY : Ali REVIEW BY : Masood Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual Column height h_col 7.417 ft Column Spacing S_col 12.667 ft Deal Load Roof r :.,,2 _,J psf :check Column Axial Load Tension P_col_Ten -1938 Ib Column Axial Load Tension P_col_Comp 2090 Ib Moment 618.9504 Ib.ft End conditions Fix -Fix Select Column Section 1 3X3X0.125 X-axis support (L Preliminary) - Ld 89 in Weak -axis support (Purlins Spacing) _„ _'Lb _ 152 in in Modulus of Elasticity E 10100 ksi Safety Factor S.F. 1.95 width b 3 in Web Thickness t_w 0.125 in Flange Thickness t_f 0.125 in Area 1.4311 inA2 I_xx 1.9672 inA4 l_yy 1.9672 inA4 Allowable Moment Ma 20.984 kip.in Beam Depth d 3 in Channel Flange Width be ( 31in Open -channel Properties (one side of SMB) Channel Flange Width used for buckling bf 3 in Web Height used for buckling hw 2.75 in Member Flange Width bm 2.75 in Total Area 1.438 inA2 Web Area Area web 0.688 inA2 Flange Area Area_flange 0.75 inA2 Torsional Constant 1 2.970459 Section Modulus_xx S_xx 1.312 inA3 Section Modulus_yy S_yy 1.3115 inA3 Radius of Gyration_xx r_xx 1.1724 in Radius of Gyration_yy r_yy 1.1724 in Bending Capacity Fb 28.622 ksi Open Channel Properties in Weak Axis fi 1 S2X4 82X5 S2X6 S2X7 S2X8 S2X9 S2X10 4X4X0.25 4X4X0.125 2X4X0.05" Hollow 3X3X0.125 3X3X0.09 3X3X0.25 3X3X0.125 3X3X0.09 DBL S2X6 DBL S2X7 DBL S2X8 " DBL S2X9.rR, DBL S2X10;' 5X5X1 /8 5X5X1/4 b I d i tw j tf I A l Ix ) Sx I rx 2 4 0.046 0.100 0.782 2.000 1.000 1.600 2 5 0.050 0.116 0.917 3.644 1.510 1.993 2 6 0.050 0.120 1.022 5.660 1.944 2.354 2 7 0.055 0.120 1.229 8.472 2.425 2.626 2 8 0.072 0.224 1.847 16.557 4.441 2.994 2 9 0.082 0.306 2.357 27.16 6.123 3.395 2 10 0.092 0.374 3.013 42.282 8.462 3.746 4 4 0.250 0.250 3.750 8.828 4.414 1.534 4 4 0.125 0.125 1.937 4.854 2.427 1.583 2 4 0.050 0.050 0.701 1.4228 0.649 1.425 3 3 0.125 0.125 1.431 1.9672 1.3115 1.1724 3 3 0.090 0.090 1.088 1.5488 1.0328 1.1934 3 3 0.250 0.250 2.750 3.49479 2.3299 1.1273 3 3 0.125 0.125 1.431 1.9672 1.3115 1.1724 3 3 0.090 0.090 1.088 1.5488 1.0328 1.1934 4 6 0.05 0.12 2.044 11.32 3.888 2.354 4 7 0.055 0.12 2.4574 16.9434 4.8508 2.626 4 8 0.072 0.224 3.6946 33.114 8.882 2.994 4 9 0.082 0.306 4.714 54.32 12.246 3.395 4 10 0.092 0.374 6.025 84.564 16.924 3.746 5 5 0.125 0.125 2.437 9.661 3.864 1.991 5 5 0.25 0.25 4.75 17.911 7.165 1.942 channel -width in buckling bcf 2.875 in 6X6X1/86 6 0.125 0.125 2.938 16.906 5.635 2.399 Channel Height do 2.9375 in 6X6X3/16 6 6 0.1875 0.188 4.A/' 24,573 8.191 2.374 Center of Gravity to Outer Fiber Distance Cl 0.804 in 6X5X1f4. y 6 6 0.2: • • ,25 5.75 • • 91.745 18.9F21• •• 2.35 C2 2.196 in •• • • • • • • • Channel Moment of Inertia lyc 0.656661 inA4 • • • • • Radius of Gyration r_yc 0.95 in ' • • • Area Channel Area_Channe 0.727 inA2 - •••• • • • • • • • • • • • • • •• •• • • Design Method Alloable Stress Design • • • • • Material Aluminum Alloy 6005-T5 or 6061-T6 • • • • • • • • • Welded Aluminym Alloy No ' ' • • • • Ultimate Tensile Stress Ftu 38 ksi • • • • Yield tensile Stress Fty 35 ksi Yield Compression Stress Fcy 35 ksi Ultimate shear Stress Fsu 24 ksi Yield Shear Stress Fsy 20 ksi • • • • •• • • • • •• • • • • • • •• • p� `�' weP�if ng PROJECT : INSULATED ROOF CLIENT: TONY HERNANDEZ ADDRESS 11301 SW 43 TER. JOB NO. : DATE : 04/26/18 PAGE: 5 DESIGN BY : Ali REVIEW BY : Masood Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual factor of safety of buckling factor of safety of yeild strength factor of safety of ultimate strength na ny nu 1.2 1.65 1.95 Type of Stress Type of Member or Component Eq. Set (a) Allowable Stress Slenderness 5 S, (b) Slendemcss Limit S, (c) Allowable Suess Slenderness Between Si and 5', (d) Slenderness Limit S. (c) Allowable Suess Slenderness Z S, Compression in Columns, axial. gross section All columns" Eq. 6-7 Fry kL nuFcv Be \B n„ e L) f r C r c a2E k n r y ken — ➢ ,. 2 nu �' Df Compression in Components of Columns. gross section Flat plates supported along one edge --columns buckling about a symmetry axis` Eq. 6-8 Po, h _ t nu Fes, 13 1 ( nu"- b } —, )DP t J b k I BP k, f 11 yE krny. ken t S.IDP 6 nu 5 ! ` 5.1 DP Flat plates supported along one buckling aboutumrx not a Symmetry axis Eq. 6-9 Fcr b i B nu Fey 1 (B nut - 5-1 D A) P t h _ 1.P r 5.1 ft L k�.nr. P kcnr 2 nt, 5.1b t 5. 1 DP k_xx 1 assume most severe case k_yy 1 assume most severe case Slenderness in xx axis Sx=kL/r_xx Slenderness_ 75.91266 Slenderness in yy axis Sy=kL/r_yy Slenderness_ 75.91266 Maximum Slenderness Slenderness_ 75.91266 Maximum Allowable axial stress Fcm 8.87 ksi Member Elastic Buckling Fec 17.30 ksi ADM Eq. 4.7.4-3 Member Buckling between stitch screws (beam half) [ADM 3.4.7J k_channel 0.5 Slenderness_channel Slenderness_ 46.80864 Maximum Allowable axial stress Fch 14.30 ksi Local Web Buckling Specification 3.4.9 Slenderness web Slenderness_ 13.2 Maximum Allowable axial stress Fcw 19.84 ksi Local Elastic Buckling, Web Fcrw 223.5 ksi Specification 4.7.1 Local Flange Buckling Specification 3.4.8.1 Slenderness flange Slenderness_ 48 Maximum Allowable axial stress Fcf 0.86 ksi Local Elastic Buckling, Flange Fcrf 1.7 ksi Weighted Average: Web/Flange Local Buckling Fca 9.934609 ksi ADM 4.7.2 Fca=(Fcw*Aw+Fcf•Af)/A Member Buckling Elastic (ADM 4.7.4) Fa = n2E/(kl./r)Z ksi (Eq. 4.7.4-3) Fec 17.29787 ksi Local and Member Buckling Interaction Fcr 1.7 ksi Specification 4.7.4 Frc 1.86 ksi Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fc 1.66 ksi ,Fa 2.39 kip Results 1 Axial compression in Column: fa 20901b fa/Fa= 0.874109 <1, Satisfactory Combined Loading fb 5663.29.psi fa/Fa+fb/Fb=0.9822<1, Satisfactory • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • • • • •• • • • • • INSULATED ROOF PROJECT : TONY HERNANDEZ CLIENT : 11301 SW 43 TER. JOB NO.: 20189865 DATE : 04/26/18 PAGE: 6 DESIGN BY : SA REVIEW BY : MH Wind Analysis for Low-rise Building {H<SO ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2017 Allowable Span design Wind Indormafion Horizontal Design Pressure (Windward): Horizontal Design Pressure (Leeward): Roof Pressure (solid roof) J pw_wall pl wall Frame Geometry Wall height (eave height): h_eave Center to center spacing mansard frames: Design Calculations Horizontal force applied inward on Columns: Horizontal force applied inward on Beams: Induced beam moment from windward on column: Induced beam moment from windward on column: Induced beam moment from windward on column: Spacing J w_col w_beam M_col center M_beam M col side Select Beam Properties Section 2X5X0.125 0 psf 0 psf 25.5 psf 7.417 ft 6.000 ft 0 kip/in 0 kip/in 0 kip.in 0 kip.in 0 kip.in ROOF PRESSURES 10.67 FOR SCREEN ENCLOSURES (175 MPH) 9.67 FOR SCREEN ENCLOSURES (170 MPH) 9.17 FOR SCREEN ENCLOSURES (160 MPH) 25.5 FOR INSULATED ROOF (175 MPH) 24 FOR INSULATED ROOF (170 MPH) 21 FOR INSULATED ROOF (160 MPH) -axis support (L relimmary) Weak -axis support (Purlins Spacing) Flange Support Modulus of Elasticity Safety Factor Ld 108 in Lb 72 in Allowable Stress Design (ASD) Load Combinations: D. Dead Load, L= Live Load, W= Wind Load Load Combinations: 1-D 2-D+L 3- D+W 4- D+0.75L+0.75W 5-0.6D+W 6-0.6(D+W) Spacing_stitching E S.F. 1 in 10100 ksi 1.95 Eq 16-8 FBC Eq 16-9 FBC Eq 16-12 FBC Eq 16-15 FBC b d tw 2X6X1/8 2 6 0.125 2X7X1/8 2 7 0.125 2X8X118 2 8 0.125 2X8X114 2 8 0.25 ) OBL2X8X1/8 4 8 0.125 DBL 2X8X1/4 4 8 0.25 • 4X10X1/4 4 10 0.25 3X8X1/8 3 8 0.125 L DBL2X6X1/8 4 6 0.125 DBL2X7X1/8 4 7 0.125 DBL 3X8X1/8 6 8 0.125 S2X4 2 4 0.046 k- S2X5 2 5 0.050 S2X6 2 6 0.050 S2X7 2 7 0.055 S2X8 2 8 0.072 S2X9 2 9 0.082 S2X10 2 10 0.092 `2X2X0.046" Hollow 2 2 0.046 2X3X0.05" Hollow 2 3 0.050 2X4X0.05" Hollow 2 4 0.050 3X3X0.125 3 3 0.125 3X3X0.09 3 3 0.090 Double S2X10 2XSX0.125 Doubleo2X5X0.1i5 ,2X6.5X0.134• Hollow 4 • 2• • 4 2•- ••Jo 5 it1 0.092 0,12 0.125 0.040 e • • 3• • 3 • • .• •• • • • • • • • • • • •• •• • • • • 2.911 ?916 • • • •• •• • • • • • • • • •• • • • • • • • • • • •• • • •• • • • • • • • � • • • INSULATED ROOF 41:1:a PROJECT : TONY SE 43 TER.Z CONTRACTOR 11301 SW 43 DATE : 04/26/18 PAGE: 7 DESIGN BY : SA REVIEW BY : MH Wind Analysis for Low-rise Building (H<60 ft) using Enveiope Procedure, Based on ASCE 7-2010, AND FBC 2017 width Web Thickness Flange Thickness Allowable Moment Beam Depth Channel Flange Width Open -channel Properties (one side of SMB) Channel Flange Width used for buckling Web Height used for buckling Member Flange Width Total Area Web Area Flange Area Torsional Constant Section Modulus xx Section Modulus_yy Radius of Gyration_xx Radius of Gyration_yy Open Channel Properties in Weak Axis channel -width in buckling Channel Height Center of Gravity to Outer Fiber Distance Channel Moment of Inertia Radius of Gyration Area_Channel Allowable Stresses Allowable Axial Tension Flat elements in uniform tension Rat elements bending in their own plane Allowable Axial Compression Member Buckling b tw t_f Area 1_xx I_yy Ma d be bf hw bm Area web Area_flange S_xx S_yy r xx r_yy bcf do Cl C2 lyc r_yc Area_Channel 2 in 0.125 in 0.125 in 1.6875 in^2 5.2041 in^4 1.212 in^4 33.30624 kip.in 5 in L _ 21in 1.875 in 4.75 in 1.75 in 1.688 in^2 1.188 in^2 0.5 in^2 3.094482 2.082 in^3 2.082 in^3 1.756107 in 0.847 in 1.875 in 4.9375 in 0.338 in 1.662 in 0.239336 in^4 0.53 in 0.852 in^2 b d tw tf 2X6X1/8 2 6 0.125 0.125 2X7X1 /8 2 7 0.125 0.125 2X8X1/8 2 8 0.125 0.125 2X8X1/4 2 8 0.25 0.25 DBL 2X8X1/8 4 8 0.125 0.125 D8L 2X8X1/4 4 8 0.25 0.25 4X10X1/4 4 10 0.25 0.25 3X8X1/8 3 8 0.125 0.125 i DBL2X6X1/8 4 6 0.125 0.125 DBL 2X7X1/8 4 7 0.125 0.125 DBL 3X8X1(8 6 8 0.125 0.125 S2X4 2 4 0.046 0.100 S2X5 2 5 0.050 0.116 52X6 2 6 0.050 0.120 52X7 2 7 0.055 0.120 52X8 2 8 0.072 0.224 52X9 2 9 0.082 0.306 S2X10, 2 10 0.092 0.374 2X2X0.046" Hollow 2 2 0.046 0.046 2X3X11.05" Hollow 2 3 0.050 0.050 2X4X0.05"Hollow 2 4 0.050 0.050 3X3X0.125 3 3 0.125 0.125 3X3X0.09 3 3 0.090 0.090 Double S2X10 4 10 0.092 0.374 2X5X0.125 2 5 0.125 0.125 Double 2X5X0.125 4 5 0.125 0.125 2X6.5X0.04" Hollow 2 6.5 0.040 0.040 3X8X0.042 3 8 0.042 0.042 F_btf F_btw 19 ksi 28 ksi •� i Specification 3.4.2 Specification 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 Member Buckling between stitch screws (beam half) (ADM 3.4.7] Slendemess_channel Maximum Allowable axial stress Local Web Buckling Specification 3.4.9 Slenderness web Maximum Allowable axial stress Local Elastic Buckling, Web Local Flange Buckling Specification 3.4.8.1 Slenderness Flange Maximum Allowable axial stress Local Elastic Buckling, Flange Weighted Average: Web/Flange Local Buckling Fca=(Fcw*Aw+Fd'Af)/A Member Budding Elastic (ADM 4.7.4) F• = n2E/(kL/r)2 ksi (Eq. 4.7.4-3) Local and Member Buckling Interaction Slenderness xx Slenderness_yy Slenderness max Fcm Fec 1 assume most severe case 61.49967 85.0059 85.0059 7.07 ksi 13.79 ksi k channel 0.5 Slenderness chanr 0.943135 Fch 20.08 ksi Slenderness_web Fcw Fcrw Slenderness_flange Fd Fcrf Fca Fec Fcr Frc 38 12.92 ksi 27.0 ksi 30 2.19 ksi 4.3 ksi 9.741152 ksi 13.79504 ksi 4.3 ksi 3.23 ksi ADM Eq. 4.7.4-3 Specification 4.7.1 ADM 4.7.2 Specification 4.7.4 Maximum Allowable Axial Compressive Stress and Corresponding Axial Load Fa. Fa 3.23 ksi 5.45 kip Allowable Stresses Allowable Major Axis Bending_ Member Buckling Slendemess major axis xx Slenderness xx Fbcx 87.98908 21 ksi Specification 3.4.14 • • • • • •• • • • • • • • • • • • • • • •• •• • • • • • • • s • • •• • • • • • • • •••• • • • • • • • •• • • • • • • • •• •• • • • • • • • • • • • • • • •• • • • • •• • ` / e#z�x rty INSULATED ROOF PROJECT : TONY HERNANDEZ CONTRACTOR '11301 SW 43 TER. PAGE: 8 DESIGN BY : SA DATE 04/26/18 REVIEW BY : MH Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on ASCE 7-2010, AND FBC 2017 Member Buckling between stitch screws Slenderness between stitch Slenderness_xx 1.886271 Fbcxh 21 ksi Local Buckling Web Specification 3.4.18 Slenderness Slenderness_web 38 Fbcxw 28 ksi Local Buckling Flange Specification 3.4.15 Slenderness Slenderness flange 30 Fbcxf 6.066667 ksi Allowable Bending Moment per Section 4.7.3 (weighted Average Bending Strength): Dimensions Allowable Stress: Minor Axis Bending Tension 3.4.4 Fbn, 28.000 ksi Web Local Budding 3.4.16 S=h/t,., 38.000 Ratio IFS<=21Then Fbo„.,=21ksi IFS>21AND S<33Then Fbb,,,=27.3-0.292*S IFS>=33Then Fd,,,,=580/S Actual Fb, ,,, 15.263 ksi Flange Local Budding 3.4.17 S=2b,/t, 30.000 IFS<=9.1Then Fbn,=28ksi IF S > 9.1 AND S < 19 Then Fboe = 40.5 - 1.41*S ksi IF S >= 19 Then Fb<,,, = 4930/S2 ksi Actual F 5.478 ksi Allowable Bending Moment per Section 4.7.3 Ccf 2.375 in Ccw 2.25 in Cif 2.5 in Ctw 2.25 in Flange Group Moment of Inertia Flange Group If = 2[(b`tf3 / 12) + b`tf If 2.971354 in*4 Web Group Moment of Inertia Web Group Moment of Inertia Iw = 2[( Iw 2.232747 in44 Allowable Compressive Bending Moment: Mac 35.37529 kip.in Allowable Tension Bending Moment: Mat 50.36759 kip.in Maximum Allowable Major Axis Moment (Paragraph 4.7.3) 1 35.37529 kip.in Average Allowable Bending Stress for 4.7.3 method: Major Axis Allowable Bending Stress'per Section 4.7.3 Fbma 16.99395 ksl Weighted Average for Web/Flang Local Buckling (Section 3.4): Fboca 12.28657 ksi Mx = ((Foa`k)/4r)+((F..*I,.,)/4,Y) Ma< _ ((Far*INCif)+((Foo.` .VCci,) Section 4.7.3 Governed by Flange Compression Maximum Allowable Bending tress for section . 4.7.3: Major Axis Allowable Bending Moment _ Fbx 21 ksi __ Mx, 43.71444 kip.in Allowable minor ads bending stress Maxim allowed Bending Moment M,r = Fa * Sy 35.375 ksi May 73.651 Kip -In • • • • • • • • • • • • • . • •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •. • • • • • • • • • • • • • • • • • •• • • •• • • • • •• • PROJECT : INSULATED ROOF CCiceG CLIENT : TONY HERNANDEZ .'rs9uze.,e,siisg CONTRACTOR 11301 SW 43 TER. DATE : 04/26/18 PAGE : DESIGN BY : REVIEW BY : 9 SA MH Wind Analysis for Low-rise Building (H<60 ft) r►sing Envelope Procedure, Based on ASCE 7=2010� Summary of Results for Section and Dimensions Considered: Member F, Fa 1 Fly, 1 M, I Fb,, 1 My 2X5X0.125 3.23 5.45 21 [Allowable Stress values in ksi; Fa in kips; Moments In kip -in] 0.465266822 0.785138 3.024 Weight/ft of Section Considered: 2.027 Ibs/ft 0.465266822 0.785138 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 43.71444 35.37529 rise: 13.80134 ft 10.05929 ft 73.65135 fa 0.00` lb �fa/Fa= 0.00 Net allowable bending moment Mn 43.71 kip.in Note: If Mn is negative, trial section N.G., select a deeper beam linear wind load per length w 153.00 lb/ft Allowable span per Mn LM 165.62 in Allowable span limit LA 120.71 in L/180 Allowable Span Limit Min(LA,LM) Allowable Span 10.06.ft • • • • • •• • • •••• ••• •••• • • •• •• • • • • • • • • • • •• • • • •••• • ••• • • • •• • • • • • • •• •• •••• • • •••• • • • • •• • • • • GRAPHIC SCALE ( IN FEET ) I INCH = 30 FT. LEGAL DESCRIPTION: LOT 5 AND THE SOUTH 29 FEET OF 4. BLOCK 124. OF "AN AMENDED PLAT OF SECTION NO.5 MIAMI SHORES", ACCORDING TO THE FLAT THEREOF, AS RECORDED IN ?LAT BOOK 10, AT PAGE 47, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: FOLIO NO. I I -2 1 36-01 3-1020 10300 NORTH MIAMI AVENUE, MIAMI SHORES, FLORIDA 33 150-1 254 AREA OF PROPERTY: 10,394 SQUARE FEET AND/OR 0.240 ACRES MORE OR LESS. CERTIFIED TO: THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAME HEREON. THE CERTIFICATIONS DO NOT EXTEND TC ANY UNNAMED PARTIES. - MIKE SCHMIDT SURVEYOR'S NOTES: I .) THE ABOVE CAPTIONED PROPERTY \VAS SURVEYED AND DESCRIBED BASED ON THE ABOVE LEGAL DESCRIPTION. PROVIDED BY C_ ENT. 2.) THIS CERTIFICATION 15 ONLY FOR THE LANDS AS DESCRIBED. IT 15 NOT A CERT.FICA LICN OF 111LE. ZONING. EASEMENIS., CR FREEDOM OF ENCUMBRANCES. ABSTRACT NOT REVIEWED. 3.) THERE MAY 5E ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS BOUNDARY SURVEY THAT MAY 5E FOUND IN THE PUBLIC RECORDS OF HIS COUNTY, EXAMINATION OF ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED .NSTRLMENTS, IF ANY AFFECTING TH15 PROPERTY. 4.) ACCURACY: THE EXPECTED USE OF THE LAND, AS CLASSIFIED IN FLORIDA MINIMUM TECHNICAL STANDARDS (5J-! 7.5 ! RAC), IS "RESIDENTIAL".THE MINIMUM RELATIVE 7!STA\CE ACCURACY FOR THIS TYPE OF BOUNDARY SURVEY 15 I FOOT IN 7 ,50C FEET. THE ACCURACY OBTAINED BY MEASUREMENT AND CALCULATION OF A CLOSED GEOMETR.0 FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. 5.) FOUNDAT ON5 AND/OR FOOT!N GS THAT MAY CROSS BEYOND THE BOUNDARY LINES OF 1HE PARCEL HERE. N DESCRIBED ARE. NC'I SHOWN. E.) TYPE OF SURVEY: BOUNDARY SURVEY 7.) ELEVATIONS SHOWN HEP.FEON ARE EASED ON TO THE 5)ATICNAL GEODETIC VERTICAL DATUM CF 1929 (N.G.V.D.29) 8.) ALL MEASUREMENTS ARE iN ACCORDANCE WITH: THE UNITED STAT:5 STANDARD !;5. FOOT S.) CON T ACl THE APPROPRIATE AUI HORI IY PRIOR 10 ANY DESIGN WORK ON THE HEREIN DESCRIBED PARCEL FOR 8U. DING AND ZONING INFORMATION. 10.) UNDERGROUND UTILITIES ARE NOT DEPICTED HEREON. CONTACIHE APPROPRIATE. AUTHORITY PRIOR TO ANY DESIGN WORK. OR CONSTRUCT ON ON THE PROPERTY HCRW DE5CR15E5. SURVEYOR SHALL 5E NOTIFIED AS TO ANY DEVIATION FROM UTIL TIES SHOWN HEREON. ! .) 'ENCUMBRANCES NOT SHOWN ON 171E PL:kf. 1 2.) THE WRITTEN CONSENT OF LAND0Ar SURVE N0 I ASSOCIATES, I\C UNDERGROUND PORTIONS 0" SOOT NG, FOUNDATIONS 03 OTHER IMPROVEMENTS WERE NOT LOCATED. ! 3.) ONLY VISIBLE AND ABOVE GROUND EN'OROAOLMENTS LOCATED. !4,) WALL TIE5 ARE TC THE FACE OF THE WALL. I 5.) FENCE OWNERSHIP NC( DEItRM1N3C. ! E.) BEARINGS REFERENCED TO LINE NCTED AS B.R. ! 7.) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD. 15.) NO IDENTIFICATION FOUND CN PROPERTY 003515S UNLESS NOTED. 19.) THE SOURCES OF DATE LSEFOR THE PREPARATION CDTHI , BOL NJAR CY TURVES 5 'AMENDED PLAT OF SEC I!ON Nc.5 OF MIAMI SHORES" 350030ED IN PLAT BOCK 10. AT 'AGE 47. 20.1 THIS MAP OF SURVEY 5 INTENDED TO BE DISPLAYED AT A SCALE OF ONE INCH EQUALS 30 FEET OR SMALLER. 3 Iralr OWN 'e TL� r- 1 ii .I ��J J--a -�' �� J �J SOUND IRON PIPE (NO ID.) FOUND ;" IRON PIPE ;NO ID.) App" ;:ition No,. D Ile• a FENCE N LINE .50' EAST :O Q ` 0 ASPHALT DRIVEWAY 12.25' 4.20' EAST 5' CONE. SIDELVALK ' CONC ,\ 4' PARKWAY 2 UUNL, CUNT' 0 11 r m NO OBJECTION Florida Health Miami -Dade County G.S.T.D.S. & Well Program " S6�CS� 1-per �i rock '61"J PART DF LOT 4 OF BLOCK 124 P.B. 1 0 - PG. 47 1 30.00' I5.I0' 21 0 r` 4.05 ONE-STORY RESIDENCE No.10300 4.79' 70' DEDICATED,.RIGHT-OF-WAY POUND IRON PIPE ;NO ID.) 5WALL 30.0750 O m 2.35' O\ CONC. 'f FOUND i' IKON PIPE (NO ID.) N.W. 103RD STREET 54.00' ASPHALT PAVEMENT 25.50 r5 � - 3' CONC WAS FOUND IKON PIPE (NO ID.) c9 WPFI 0 TLP.. 0 w r"1 w 3, W LP 40.00' Q 0 L oC 0 w Q U . o : O_. co 40.00' CURVE DATE R=25.00' A=90°28'53° L= 3 9.481 RECEIVED MAY 3 0 2018 LOCATION MAP (NOT 13 I N N/-103rdSTEE tic I ELECMCAL PLUMOING MECHANICAL BLDG, SUBJECT TO COMPLIANCE WITH A.EI FEDERAL STATE AND COUNTY RULES 06 REG►lLATICS JS L t A4 %J K WRVE1'11lVr a, .•••ccr.UATES. UVG LB No. 7633 . „^,FESSIC NAL SI,RV`YORS AND MAPPER, 435 5.W' "201" MIAMI, FL 33 I 74 PHONE (305) 55f-4002 FAX (305) 55E-4CO3 \NWW LMSURVEYNG.COM EMAIL-LANJMARKSL'RVEYING .110TMAIL.CCM ABBREVIATIONS AND LEGEND: Svc APPR. ASPH. FE B M. C B.5 CONC. L.' CB Q L.M D. WFF U.E. P.B. T.. . =DENOTES Ai3 CONDIT oN':NG UNIT -DENOTES APPROXIMATE - DENOTES ASPHALT -DENOTES PROPERTY L NE =DENOTES BENCH MARK =DENOTES CONCRETE BLOCK STUCCO =DENOTES CONCRETE =DENOTES LIGHT SOLE -DENOTES CATCH BASIN =DENOTES CENTERLINE =DENOTES MONUMENT LINE =DENOTES LAKE b MAINTENANCE EASEMENT D-: 5 DRAINAGE EASEMENT E. 5 DRILL HOLE 5 MEASURE ENO S, RECORD D_ E5 WOOD POWER POLE =DENOTES UTILITY EASEMENT =DENOTES PLAT BOCK =DENOTES PAGE =DENOTES PERMANENT CONTROL 'DINT =DENOTES POINT OF BEG NNING -DENOTES TYPICAL =DENOTES MEAN HIGH WATER UNE =DENOTES WOOD FENCE =DENO'I S CHAIN LINK FENCE =DENOTE= IRON PENCE 0 =DENOTES FOUND IRON PIPE NO IG., • =GENOTES FOUND NAIL ANG DISC I =DENOTES ASPHALT PAVEMENT =DENOTES BRICK =DENOTES CONCRETE FAD ALL BEARINGS AND DISTANCES SHOWN HEREON ARE RECORD AND MEASURED UNLESS Of RERWISE NCTEC. FLOOD ZONE:• • • •• X • 4,' i -( Q � 4: Z 0 co LL 0 c. • •L5SATION: • • L •• • • • • ••• N/A • SURVEYOR'S CERTIFICATION: ! HE ,OSYCERTIFY TO THE BEST OF M" <,NOWLE' E_ AND BELIEF THAT THIS 'MAP OF BOUNDARY SURVEY IS A TRUE AND COR.R.EOT .RSREESENTA CN OE ' fEY:FRED UNDER MY DIRECT ON THAT IT MEETS THE STANDARDS OF P OF PROFESSIONAL LAND S THE FLORIDA ACMINISTF CHAP -ER 42.02. FLORID, SIGNED ARTURO MENDIGUTIA. P NOT VALID WITHOUT THE LICENSED SURV`_"CR AND, REPOP:5 B" OTHER HA WOF i BY THE STATE OF FLORIDA BOARD 4ri-Ian=, r Fit. 7.050 THROUGH :J- I . 0E2 OF -.E,N325 TING LAW FURSUANT TO F P� t4-' 31i5 a DP' SGr[ K11 WRITTEN CONSENT OF THE 5 G VALID WITHOUT AN AUTHENTIC EELS ELECTRONIC SEAL. ti ES - -'-NATURE FOR THE FIRM 044 STA F OF FLORIDA RAISED SEAL OF A F OR CA ETIOr SURVEY MAPS OR F51S RCH_BI G WIHCL1 v N DICTA_ FORMA, NO' AND AUTHENTICATED • l,M UI N ITY' • • • • • •Is$-?E OF PIRtvr:• • • • S FFIX: ••• 12065Z••' • • 2pa6CO:tr • • 09-II-2005• • • • • L. •••• •• • • •• • •• • •• ••• 10,141.41CAL FIELD VV(Rt: SURVF•Y DATE • • • • • •B�NC"LF MARK. • • • • ELEVATION: • • 14-20-2Q1,• • • • • •••• • N/A • • • • •• N/A DATE DRAWN BY SCALE C4-23-2C IS "_30 REVISION / UPDATE OF SURVEY DATE _SCRIPTIOLN' N/A N/A JOB No- 1804-155 • • • •••eANEL: • ELITE PANEL SPAN TABLES: 1. Net allowable loads are permitted 3' x 0,024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)' MAX, ALLOVABLE SPAN (FT) _ L/80 L/120 L/180 L/240 10 15.17 1376 15.03 1410 20 13.44 13.44 12.22 10.35 30 10.7B 11.76 9.41 6.60 40 422 922. 660 2,85 30 8.17 0.17 379 - 60 Z40 6.39 098 - 70 6.81 4.51 - - 80 6.33 264 - - 4' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF) MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/I90 L/240 10 19.00 19.00 17,17 16.33 20 :5.01 15.01 1301 13.96 30 12.50 12.30 1230 11.38 40 10.97 1697 13.97 280 50 9.92 9.92 9.44 6.22 60 9.13 913 7.51 3.64 70 6.52 a52 3.510 1.07 60 11.0Z 8.02 3.64 - 6' x 0,024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF). MAX. ALLOWABLE SPAN (FT) L/80 L/120 I L/180 L/240 le ease 2124 I 21.47 20.85 20 1836 1206 18.06 18116 30 1513 15.13 15.13 ta13 40 13.34 13.34 1334 13.34 50 12.10 12.10 12.10 10.91 60 11.17 1117 1117 843 70 10,44 13.44 1030 5.93 80 9.83 4.95 6.43 3,47 GENERAL NOTES I. Composite pa-tels shall be constructed using type 3003-11154 aluminum facings, I or 2 PCP 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) raving and are NT-R-501 approved. 3. This specification ltas been de3igned and shall be fabricated in accordance with the requirements of the Florida Building Code 6°i 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 allow tblo loads for site specific load conditions (including load combinations) using the data from the allowable load : tables and spans in this approval, 5. Deflecdon limits and allowable spans have been listed to meet FBC including the }NETT,. In HVi1Z, this product shall be tlsed in strucatres`not to be considered living areas" per Section 1616 unless impact resistance in accordance to the HVHZ 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 Chapur 16 and 20. 7. Testing has been conducted in accordance to ASTM E72-05: Stre.lgth Tc,t of Panels for Building Construction. 8. Reference test reports: HE: f1-05.1988, HETI-06.2104, HETI-06-2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HETI- 06-2107, IIETV-05-1987,1IET1.062069, IIETI-06-2070, 1IEr1-06-2071, IIETI-05-1994, IIFTI-05-1991, EIETI-06-2072, HET1-06-2073, HETI-06-2074, HETI-05-1996. HETI-05-1989, HETI-05-1993, HETI-05-1985, HETI-05-1995, HETI-05- 1990. HE'r1-05-1997, HETI-05-2037, HEi'r1-05-2029. HETI-05-2039, HE;rl-05-2030. HETI-05-2041. HETI-05-2048, HETI- 05-2036, HETI-05-2031, HETI-05-1038, 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 com.idcred equivalent to similar panels without fan beams. Design professionals may include the strength of the fbn beam to exceed shown figures a:. part of site -specific engineering. 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 23 16.64 15.96 1406 1216 30 1517 14.06 1121 936 4C 13.69 1216 336 456 53 12.22 13.26 5.51 0.76 63 10.73 8.36 2.66 - 70 927 5,46 - - 80 7.80 4,56 - - 4' x 0.032 x 1 - LB EPS PANELS (ALLOV1-tBLE CLEAR SPr-iN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 20.50 . 2050 2011 1924 20 19.61 19.24 17.49 13.74 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 5.23 60 13.8' 12.24 7.00 L75 70 12.40 10.49 438 - BO 1093 8.74 1.75 - 6' x 0.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE Lf.D (PSF)1 MAX. ALLOWABLE SPAN (71') L/80 L/120 L/180 L/240 10 24.00 24,00 24,00 23.42 20 23.34 1 23.21 21.82 20.22 30 2210 21.63 19.42 17.32 40 20.86 20.05 17.02 13.82 50 19.62 l 18.47 14.62 1042 60 16.38 ( 16.99 12.22 7.4E 70 17.14 15.30 9.82 422 BC 15.91 ! 13.7E 7.42 102 a be multiplied by 1.6 y3' x 0,024 x 2 - LB EPS PANELS ALLOWABLE CLEAR SPAN CHARTS) ALLOWTBLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT L/60 L/12C L/180 L/240 10 19.33 18,95 18.31 17.66 20 1811 17.66 16.36 15.06 I 30 16e0 16.36 V.41 12.46 40 15.49 15.06 12,46 9.86 t., 30 14.10 13.76 10331 7.26 60 12,87 12.46 8.37 4.67 70 1157 11.16 6.62 DO 10.26 9,86 4.7 - 4' x 0,0 x 2 _ L S PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 10 2L97 2L97 21.32 20.97 20 20,77 2077 19136 19.76 30 1957 1957 1821 16.35 40 1836 18�5 16.55 14.34 50 17.16 17.16 14.89 12.13 60 15.96 15.96 1324 9.93 70 14.75 14.75 11.58 7.72 80 13.55 1333 9.93 5.51 6" x 0.024 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF) MAX, ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/24D 10 23.93 23.93 2386 2360 20 2320 23.20 2323 22.46 30 22.47 2247 22.18 21.33 40 21.75 2L75 2133 2020 50 21.02 2102 20.49 19,07 60 2029 2029 19.64 17.94 70 1937 19.57 18.79 16.81 10 1e.84 18,04 17.94 15:68 (HOST STRUCTURE] o derive ultimate Toads (psf). SEAL JOINT WITH CONTDWOUS CAULKING SLOPE 3' 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 20,11 20.03 19.42 18.81 20 19.02 18.81 17.58 16.35 30 17.93 1758 15.73 1329 40 16,33 1635 13.89 1443 50 15.74 1512 1215 6.97 60 14.64 13,89 10.21 6.52 70 13.55 1266 836 4.06 80 12.46 11.43 6.52 1.60 4' x 0,030 x 2 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE ` MAX, ALLOWABLE SPAN (FT) LOAD (PSF)1 I L/80 L/120 L/190 L/240 ID 1 24.17 24.17 24.17 2417 20 , 23.64 23.64 23.41 23.11 30 i 22.57 22.57 21.90 21.01 40 21.51 2L51 20.39 18.91 50 ; 20.45 20,43 1888 16.30 60 F 1939 19.39 17.37 14.70 70 18.33 ' 18.33 15.86 1239 80 i t 17.26 1726 1435 1049 6' :: 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 I L/240 10 2400 24.30 24.00 ". 23.84 20 23.65 2365 23.34 22.84 30 22.94 22.94 22.59 1 21.85 40 2223 2223 21.85 20.85 50 2.53 2153 2110 19.86 60 20.82 2020 2036 18.87 70 2011 2011 19.61 17.87 80 19.40 19.40 18.87 16 es 0000 )0000 -r 00000o %a 0000000 aid BLIT i' T INGS INTERLOCKING CROSS SECTION ALUMINUM BOTTOM FACINGS 1-4---CLEAR SPAN (L) INSIDE TO INSIDE 4' MAX WIDTH INTERLOCKING PANEL (1/4'/FT MIN SLOPE) EPS CORE 1L8 OR 2L2 ENGINEER OF RECORD 70 PROVIDE FOR ROOF CONNECTIONS 8 SUPPORTING STRUCTURE DETAIL BY THIS OR ANY OTHER ENGINEER. ADD THICKNESS OF WALL FOR TOTAL PANEL SPANk O H. OPTIONAL GUTTER OR DRIP CAP 36' MAX IN FRONT 6 25X nF PANEL WIDTH 6 SIDES C12' MAX AT SIDES) EPS ROOF PANED SPAN DESCRIPTION DO KIM & Aetnac1ATEa, LLC CONSULTING STRUCTURAL ENGINEERS PO 900110038 Tamp•, FL 33879 TN: (813) 857411106 RaviOate 11Ai m1r De80 1CJ pion BSlatO FOA RBZih EdOOm, PRODUCT APPROVAL A L 6 • a woo, ye m�O Z8 pia o w O -to t] w o IL DRAWN Br. INK CHECKED BY: INK SCALE: AS SHOWN DAT5I 2r1082 • • • • •• • • • • • • • • • • • • • • •. .• . yC4Mt4• • F' O�i' 1to0. iEy �••• • _ ft FLA5OREG.MuM9ER P4Sf87 , ..,• • : 73 . DO KIM I►ASSOCJATE8, 1� l .,,'it`s.-•! .fOE9s 16644464,0,44 NAM bbr agdew,fd=•0emb,a. Wiled 0•• et MYdm en.R.n nwq,y6d ,oche add and 0.T ..abAd wm.aq,lwowd. mMn 0r. •0..0 14l a xtardv Drawing No. - FL-1001 SHEET 1OF1 • • • • • • • • • • • •.• • • • •• • • • •• • • •• •• • • • • • • ••.• • • • • •• • • • • •• • FOUNDATION NOTES: NEW 4" CONCRETE SLAB AND NEW 2'-0"X2'-0"X2'-0" DEEP ISOLATED FOOTER UNDER THE COLUMNS NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS T r m 7'-6" m r.. rn 15' I`-..: '. L:� -D-1 z 7'-6" r GENERAL NOTES: - WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-10, WIND SPEED OF 175 MPH, EXPOSURE C. THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017. 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. 8'-4" 4X4X 1 /8 / 0 z-o m i - 4X4X 1 /8 O m z / - 4X4X 1 /8 1 8' r L i NOLLVA313 IV32I 14'-6" / �--N3d0—� X 1 WVBB A1:121VC 8/I.XLXZ 16' 1 34" O.H. 2X7X1/8 3" INSULATED ROOF (0.024 X 2LB) (NOA FL-7561) 2X7X1 /8 3" INSULATED ROOF (0.024 X 2LB) (NOA FL-7561) 2X7X1/8 12" O.H. -IF 14'-6" PLAN 2X7X1/8 CARRY BEAM CO \ CO '— \ \ •� —OPEN— — \\\ 8'-4" -n m m to Z G) 18'-10" a) 0 0 GENERAL NOTES: - ALUMINUM SHALL BE 6063-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. 8'-4"i 4X4X1 /8 �. z w a 0 4X4X 1 /8 z w a 0 \ 4X4X1 /8- DENOTES NEW L - _J_ ISOLATED FOOTING 1 4'-6" (SEE DETAIL AT S-2) FRONT ELEVATION j 7'-6" 7-6" 0 H ' J W E2 L . J STRUCTURAL REVIEW 18 1 APPROVED DAT iIIIY 1 UPLIFT CALCULATION: ROOF AREA = 293 SQ FEET WIND UPLIFT FORCE = 6877 LB WEIGHT OF FOOTING = 150X2.0X2.0X2.0X6 = 7200 LB WEIGHT OF SLAB = 150X14.5X15X0.33 = 10766 LB TOTAL WEIGHT = 17966 LB > 1.67X6877 = 11485 LB; OK 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 6063-T6 ALUMINUM ROOF PRESSURE (SOLID) : 25.5 PSF DATE: 05/22/18 SCALE: N.T.S. = 0 00 :. • •; ••� •. • •. Z. 0. li W 2• to ti 0 N U 00 IL 0 0 w Z 0 Z5 w 0 d 0 IL 0 ce .5 •• .• • • • • • • •• •..• . • • • • . • • 0 w w z z w U J U . . • • • ,..4_• •• • • .•• •. co LLJ z rncn >�0)m Q cj 00 Z GO J CD O>_ J < C Z cc n 0O W co co co co Es N w m z 1- • w o1 Et o_ • co co N z 0 0 H w U 0 • •. • • • ••.• • • • • • • • .• • • • T-2 7/8"-1 ,w, 25" 2X3 ECIVING CHANNEL 5 /8 3 /8 .060" 5 3" RECEIVING CHANNEL 0.055" type GUTTER 4 Z" /2 0.5" .-0.055" type FASCIA E-GUTTER 5 /2 FASCIA ti 2" .125" 2X7X.125" 4" 40.125" 4X4X 1 /8 - Roof is designed for 30 psf live load L/180 - All concrete (existing & new) shall have a min. compressive strength of 2,500 psi - All concrete anchors supporting columns shall be installed at least 3" from the edge of concrete and have min. 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 6063-T6 alloy and be certified to comply with all applicable specification - Fasenter must have min Y2" head or be provided with Y2" 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 0 w #12 S.M.S. ® 8" O.C. TOP & BOTTOM BEAM 2X5X7fi, 2X6)06, OR 2X7X)) (2) 1 /2" THRUBOLTS AT EACH COLUMN INSULATED ALUM. PANEL ATTACHED TO CARRY BEAM W/ Y4" LAG OR TEK W/1" WASHER ® 6" O.C. 2x2xX3" ANGLE EACH SIDE W/ (3) #10 TEK SCREWS EA. FACE. BEAM TO COLUMN ATTACHMENT ' STRUCTURAL REVIEW APPROVED DA 20 2 o ce • • • •.•• • • Z 0 w ❑ cc 0 0 H O 2 -J O co co co ti _O O CN CO Z • • ••z• •.o• •1- . ❑• • 4r • co O U z 0 ❑ w m m Z 0 w • • . •• •. ••••• • •.••• eir:•41. oo • • • . •.. ••. co co co co in Z (NI Z gi?Q w w ao CO H- �C�Q QM..Z_0 Z�JvW� Job 5 0 V ¢Monza Uco❑aw0 R FOUNDATION NOTES: • NEW 4" CONCRETE SLAB AND NEW 2'-0"X2'-0"X2'-0" DEEP ISOLATED FOOTER UNDER THE COLUMNS 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 2500 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. 22' GENERAL NOTES: - WIND PRESSURES HAVE BEEN DETERMINED BASED ON ASCE 7-10, WIND SPEED OF 175 MPH, EXPOSURE C. THIS STRUCTURE HAS BEEN DESIGNED AND MUST BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF FBC 2017. 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. 7 18' 6" A 7'-6" 2'-0" NEW4" CONCRETE SLAB 7• - 3 2" 10' A USE 15 DOWELS 0 24" 0.C. TO CONNECT NEW & EXIST. SLAB 6" EMBEDDED (MIN) 1_ — 2'-6" 1. NEW 4" CONCRETE SLAB OVER WELL COMPACT FILL 2 #5 EACH WAY TOP & BOTTOM 14'-6" 18' 4X4X.125 COL. (16" MIN EMBEDMENT) COAT COL. W/BITUMINOUS PAINT #5 BAR 12" LONG THRU COLU 2'-0" NEW 4" CONCRETE SLAB SECTION A - A 0 ), 2.-0" ), SOIL STATEMENT: THE SOIL STATEMENT AT THIS SITE HAS BEEN OBSERVED BY THE ENGINEER AND CAN BE CONSIDERED TO HAVE ALLOWABLE MAXIMUM DESIGN BEARING CAPACITY OF 1500 PSF, SOIL TYPE IS SAND AND ROCKS, SHOULD ANY OTHER CONDITION OR MATERIALS BE ENCOUNTERED IN THE PROCESS OF CONSTRUCTION BY CONTRACTOR, THE ENGINEER SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK AT THE TIME OF THE CONSTRUCTION THE ENGINEER SHALL SUBMIT TO TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THAT THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. GENERAL NOTES: ALUMINUM SHALL BE 6063-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. USE #5 DOWELS 0 24" 0.C. TO CONNECT NEW & EXIST. SLAB 6" EMBEDDED (MIN) EXISTING CONCRETE SLAB 2'-O" NOTE: _CTOR CAN USE BIGGER SECTIONS L RF\/IFi. APPROVED DESIGN CALCULATION: BASIC WIND SPEED (RISK CATEGORY I1) 175 MPH DESIGN BASED ON CATEGORY II EXPOSURE CATEGORY: C 3-SEC PEAK GUST IN MPH DESIGNED BASED ON 6063-T6 ALUMINUM WALL PRESSURE: 26.65 PSF ROOF PRESSURE (SOLID) : 25.5 PSF ROOF PRESSURE (SCREEN): 7.36 PSF DATE: 05/22/18 SCALE: N.T.S. z O 00 0 LL LL O O (D • • • (n •• g .47 s• F+ 2. 1- m ti 0 N 0 m LL 0 Z 0 W u) m 0 Z (n W 0 . • •• • • • • co u) to rn ti co 0 W 03 Z 1- 0 w O' a; • . • •• •• • f• m cn W M Z Z0,)? OZ wtt°p°003 Z_at") - Z__0 (O0oO� W J W W Z Z co12=U <(022"< 0 L0 0 0 W 0 • • • • • •• • • • •