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RC-18-2495ee)6' 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-001129-2018 Permit Number: RC-9-18-2495 Scheduled Inspection Date: October 29, 2018 Inspector: Riveron, Alexis Owner: RAQUEL BEATRIZ SANTOS Address: 475 NE 91 ST Project: Miami Shores, FL 331383150 Contractor: ALUMINUM OUTDOOR DESIGNS LLC CAROL A REQUEJO Permit Type: Building (Residential) Inspection Type: Framing Work Classification: Miscellaneous Phone Number: 3056888687 Parcel Number: 1132060140142 Phone Number: 9543998231 Building Department Comments NEW ATTACHED 12 X 11 PATIO COVER ON NEW 12 X 11 CONCRETE SLAB Checklist Item General Comments Passed False Comments Inspector Comments Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. L October 26, 2018 For inspections please call: 305-782-4949 Page 12 of 27 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date:10/17/2018 Parcel Number Permit NO.: RC-9-18-2495 Permit Type: Building (Residential} Work Classification: Miscellaneous Permit Status: Approved Expiration: 03/18/2019 Project 475 NE 91 ST, Miami Shores, FL 33138-3150 Contacts RAQUEL BEATRIZ SANTOS 475 NE 91 ST, MIAMI SHORES, FL 33138 Other: 3056888687 Owner ALUMINUM OUTDOOR DESIGNS LLC CAROL A REQUEJO 12076 MIRAMAR PKWY, MIRAMAR, FL 33025 Business: 9543998231 Contractor Description: NEW ATTACHED 12 X 11 PATIO COVER ON NEW 12 X 11 CONCRETE SLAB J Fees Amount CCF DBPR Fee DCA Fee Education Surcharge P&Z Review Fee Permit Fee Scanning Fee Structural Review ($45) Technology Fee $4.20 $3.15 $2.10 $1.40 $35.00 $210.00 $9.00 $45.00 $5.60 Total: $315.45 RAQUEL BEATRIZ SANTOS 475 NE 91 ST, MIAMI SHORES, FL 33138 Other: 3056888687 Applicant Inspection Requests: 305-762-4949 Payments Total Fees Check # 8521 Check # 8482 Amount Due: Date Paid 10/17/2018 09/19/2018 Amt Paid $315.45 $530.90 $50.00 $-265.45 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT certify t all the forego g information is accurate and that all work will be done in compliance with all applicable laws regulating construc • nd zoni • .. Futhermore, I a orize the above named contractor to do the work stated. Authorized October 17, 2018 Page 2 of 2 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 PE IT APPLICATION UILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING Master Permit No. Sub Permit No. RECEIVED SEP 19 2018 C.e`h FBC 20YR- Z, 2.(401.5 ❑ REVISION ❑ EXTENSION ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: U 1 `) N E ` i I St, City: Folio/Parcel#: ❑ RENEWAL ❑ SHOP DRAWINGS Miami Shores//j County: Miami Dade Zip: 331 1 I - 32L 001Ll r01(1 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: OWNER: Name V me (Fee Simple Titleholder): 2Cf`1' J J (.QJ . S itt S Address: L � 3 I q I St. City: Tenant/Lessee Name: Phone#: Email: BFE: FFE: State: FL Phone#: ()S Zip: 3` 13S CONTRACTOR: Company Name: AILIMCIa Address: I i153 I I flier City: M11 an' VIr Qualifier Name: Ca O I A $ 2 State Certification or Registration #: 1.9 DESIGNER: Architect/Engineer: cc lc Address: DO NV` t,S hone#:M 4: 3) • te: _ LV Certificate of Competency #: I`-t 2 Phone#: J (S bgVii ip. Phone#/S.4 City: rvi l /✓l : J t\6 (eState: CC- Zip: 33 146 Value of Work for this Permit: $ / 000 Square/Linear Footage of Work: Type of Work: ❑ Addition n Alteration n New ❑ Repair/Replace r,2 ❑ Demolition w A-(4" 'td V Description of Work: N � , 2 k l ( c„�-1'j) � tiL 6 i\ `Y\c--u") tit ` )G i(' C'o wort k �14b Specify color of color thru tile: Submittal Fee $ Permit Fee $ 2 (0 . Ci1/4 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ ' C Bond $ TOTAL FEE NOW DUE $ 2- `.� ' ��✓ (Revised02/24/2014) Bonding Company's Name (if applicable) jonding Company's Address City State Zip Mortgage Lender's Name (if applicable) N 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 no approved and a reinspection fee will be charged. Signature OWNER or AGENT Signatur Ther-:oing instru tent wasackno led d efor this The ,20 1 ,by rho is personally known to me or who has produced identification and who did take an oath. NOTARY P ,iy galYit PitariNVIIIKA Sign Print: Seal: APPROVED BY (Revised02/24/2014) Notary Publi - rida • Commission # GG 067776 My Comm. Expires Jan 30, 2021 Bondedthro*uh,i{ 9441440*** oing instr ent as acknowledged befor e this 4� fief W20 t ,by day of ho is personally known to me or who has produced `' as identification and who did take an oath. NOTARY PU Sign: Print: Seal: ******* as* *********** Plans Examiner Structural Review BAR Notary Public - orida Commission # GG 067776 My Comm. Expires Jan 30, 2021 Bonded thr. •h National Notary Assn. *************** Zoning Clerk Property Search Application - Miami -Dade County Summary Report Property Information Folio: 11-3206-014-0142 Property Address: 475 NE 91 ST Miami Shores, FL 33138-3150 Owner RAQUEL BEATRIZ SANTOS Mailing Address 475 NE 91 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,010 Sq.Ft Living Area 1,920 Sq.Ft Adjusted Area 1,854 Sq.Ft Lot Size 6,350 Sq.Ft Year Built 1966 Assessment Information Year 20181 2017 2016 $158,758 Land Value $190,410 $190,410 Building Value $129,038 $133,378 $134,487 XF Value $1,155 $1,170 $1,185 Market Value $320,603 $324,958 $294,430 Assessed Value $320,603 $324,958 $294,430 Benefits Information Benefit Type 2018 2017 2016 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 2 PB 10-37 LOT 22 BLK 49 LOT SIZE 50.000 X 127 OR 17969-1368 0198 4 Generated On : 9/19/2018 Taxable Value Information 2018 20171 2016 County Exemption Value $0 $0 $0 Taxable Value $320,603 $324,958 $294,430 School Board Exemption Value $0 $0 $0 Taxable Value $320,603 $324,958 $294,430 City Exemption Value $0 $0 $0 Taxable Value $320,603 $324,958 $294,430 Regional Exemption Value $0 $0 $0 Taxable Value $320,603 S324,958 $294,430 Sales Information Previous Sale Price OR Book- Page Qualification Description 04/09/2018 $717,000 30946- 1300 Qual by exam of deed 04/14/2016 $375,000 30044- 3013 Qual by exam of deed 01/01/1998 $0 17969- 1368 Sales which are disqualified as a result of examination of the deed 12/01/1996 $0 00000- 00000 Sales which are disqualified as a result of examination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: C • ••• • • • ••• •• • • • •• • •• •• • • • • • •• •• • • • •• • • •••• •• • •• • • •• • •• •• •• • ••• • • • • • ••• 3CI5 dome Log In user 2egistranon Hot Tooics Submit Surcharge Stan 3& '-"acts 'ubiications Product Approval USER. 2nli_ %)se: • • • • • • • • • • •• • • •• • • • • • • • • • • •• • •• • • • • • • • • • • • • •• ••• •• ••• • application Detail •• • • • •• ••• •• FL ?k • • F!75151•R4• • • • • ••• • • • • •• • Application Type • • •• t Revs ioZ • • •• • • • • Code Version • • • 21517 • • • • • • • • Application Status Approved Comments Archived FBC Staff 3CI5 Site ,Nap Links Sear`.-, Product Manufacturer Elite Aluminum Corporation Address/Phone/Email 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954) 949-3200 dki dokimengineering.net Authorized Signature Do Kim dkadokimengineering.net Technical Representative Bruce Peacock Address/Phone/Email Quality Assurance Representative Address/?hone/Email Category Subcategory Compliance Method 4650 Lyons Technology Parkway Coconut Creek, FL 33073 (954) 949-3200 bpeacock,elitealuminum.com 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 Engineering Validation Checklist - Hardcopy Received Certificate of Independence =_'_. Cert. ;f: cede ,c,_^ce,cd Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1709 > Product Aoprpv3i Method Date Submitted Date Validated Date ?ending 'FBC Approval Date Approved Summary of Products frle•:hod 2 Dption 5 • • •• • • • ••• •• •• • • • •• •• • • • • • • • • • • • :)8/ /2Q1% • • • • •08i L.•.6/2a17 • • • ••• 03/20/2017 • • 10/10017• • • • ••/�• • • • •• • •• • • • •• ••• •• • • • •• • • •• • • • • • • • • • • • •• • • FL It Model, Number or Name Description 7551.1 •• • • • •• ••• •• Aluminum/Aluminum•Compvsiie • • 3"/4"/6"x0.024"xlib EPS Composite Panel, 3"/4"/6"x0.032x11b Panels ��• • CRIS•Cpmposit •Panel, 3"/4"/6"x0.024"x2lb EPS Composite •• • • • sar i,•%"/•4" 500.030"x21b EPS Composite Panel, Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: 4-30/-3D Other: In HVHZ, not to be used in structures considered living areas-per-FBC Section 1516 unless Impact protection is provided. See installation drawing for nominal allowable design pressures and spans. Installation Instructions is 2017 Verified 3y: Do Kim, P.E. PE 49497 Created by Independent Third ?arty: Evaluation Reports Fi 755 R.3 Ac 7551 Evei;pai1D Report-2017 F31,Jo' Created by Independent Third Party: Yes Yes Contact us :: 2501 31air Stone Road Tallahassee =! 3239 .'hone: 353-437-1324 Tie Scare orFlorida is an AA/EEO amolovPr. CopyLight 2307-2013 Stata Jr Florida.:. ?rive y Statement : Acc>_ssibihN Statement . 2efur d Statement Under Floida law, email addresses a.-e public records. If you do ,not want your a -mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by pnone 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 =_mails 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, ?5., please dick here . Product Approval Accepts: MC IC® Cl",''Aft •• • DOKI& ASSOCIATES, LLC • • • CONSULTING' STRUCTURAL �NGINEERS• •.• . . • ••• • • •• • •• •• • • •• • • • . • •• • ••• •• • • • • • • • • • ••• • • • • ••• F for ida Board o; Engineers Certificate, of Author izatiim N4 2688 7. • • • • • • • •• • • •• • • • • • . • • • • •• • •• • • • • • • • • • • • • •• ••• •• ••• • • •• • • • .• •.• •• • • • • • • • • •• • • • • • ••• •• 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 Do Kim, FL # 49497 i V Uvi eJV J7 Tampa, F L 3 3679 St )/4 U,Li 813 3 74 0322 (fax) • ••• • • Do Kim et ASSOCIATES, LL'C • • • • • • ••• CDNBULTING STRUCTURAL ENGINEERS: •• ••• •• • • .•• • •• • • • • • • • • • • •• Florida Board of Engineer; Certificate of Authorization No. 26887 • • • • • • • • • • •• • • •• • • • • • . • • • • •. • •• • . • • • • . • • •• ••. .• .•• • Date: August 10, 2017 Report No.: FL# 7561-R4 Product Category: Roofing Product Evcilwition Report • •. • • • .. ••• .• • • • . • • • • •• • • • • • ••• •• 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:800-421-0682 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 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, 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. ?ris item.nes dean electronc,* :gnat and staled by Jo Kim. ?San Nis lace acing a Dig eel Signature. > .n d agesL incumenc are roc 7nside,d signed and sealed and tie ,ignature must be yenned an any elearonic:nwn. 20c gA Do Kim, P.E. FL #49497 Pampa, FL 33679 dk@dok.imengineering.net Sheet I of 3 • • ••• • • • ••• DO K1,N1 & ASSOCIATES) LLC i•••• • i • i•••i CONSULTING STRUCTURAL ENGINEERS• •• • • •• • • • • • ••• • • • • ••• SuppDrtln>�Documents • . • • • •• •"• •• •• • • • • • • • I. Code Compliance • ••• •• ••• • • • a. 3. Testing a. • • • • • • • • a. The product assembly describe/ her in hasc%motistratea ompliance with the Florida Budding Code 6th Edition (FBC), Section 1709.2. 2. Drawings: • • • • • • • • • • • • • . ... . . . . .. . Drawing No. FL-1001 titled "EPS oa�1n•CoreCornpolstte Patsels", Sheets 1 and 2 prepared by Do Kim and AssociItes, I'Lt�.,•Iigntdtnd•statCd by Do Kim, P.E. Testing per ASTMLM 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 1 TI-06=2070THETI=06=2071, HETI-0e=I994 HETr05=1-991, 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-05-203 6, HETI-05-2031, HETI-05-2038, HETI-05-2065, HETI-05-2040, HETI-05-2042. 4. Calculations Panel performance engineering analysis for tested loading conditions have been prepared based on comparative and/or rational analysis, prepared, and submitted by Do Kim, P.E. a. 5. Other a. Quality Assurance Agreement verified with Quality Auditing -Institute, LTD. (QAI Laboratories, LTD.) (FBC Organization #QUA7628). Pampa, FL 33679 dk@dokimengineering.net Sheet 2of3 • • ••• • • • ••• DD Kim & ASSOCIATE$ LLC •• • • •• •• • :•••: • • • • • • • CDNBULTING STRUCTURAL ENslNEERs : • • ••• • • • • • • ••• • • • • ••• Limitations a td:C iadltiatl bf•U" • •• • • • •, ••• •• ••• • 1. Code Compliance a. The product assembly described k•rei• •s e •• r ••d ce•• liance with the Florida � ��P�Sl:n4'sS �� p Building Code 6`h Edition (FBC), S�ctto>$1709�• : 2. Large and small missile impact resistance 1•asiLjI' been tester 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 shill 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' (eat) 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 toads. 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. Tampa, FL 33679 dk@dokimengineering.net Sheet 3 of 3 • • ••• • • • ••• •• •• •• •• • •• •• • • • •• • • •• • • •• • • • • • • ••• • •• • • ••• • • • • • • • • •• •• • •• • • • •• • • •• • • • • • • • •.• • • • •• • • • •• ••• •• • • • • • • • • • • • STRUCTU RAL•UOEC PJL�4.TEQN (BASED ON FLORIDA BUILDING CODE 2017, 6th EDITION) ALUMINUM ROOF FOR: RAQUEL SANTOS 475 NE 91 st ST MIAMI SPRINGS, FL 33138 CONTRACTOR: ALUMA OUTDOORS DESIGN PROJECT NUMBER: 821825896 PROJECT NUMBER: 420189 PREPARED BY Masood Hajali, P.E. APpROVED LIC NUMBER: 82038 5300 NW 85TH AVE DORAL FL 33166 AUGUST, 30TH, 2018 • • ••• • • • ••• •• •• •• •• • •• •• • • •• • • • • •• • • • • • • • • •• • • • • • • • •• • • • • • • •• • • •• • • • •• • • •• •. • • • • • •• • • • • • ••• •• TABLE OF CONTENT •• .•• ALUMINUM ROOF FOR: RAQUEL SANTOS 475 NE 91st ST MIAMI SPRINGS, FL 33138 CONTRACTOR: ALUMA OUTDOORS DESIGN PROJECT NUMBER: 821825896 MIAMI DADE COUNTY 1. WIND ANALYSIS 1-3 2. COLUMN ANALYSIS 4-5 3. BEAM ANALYSIS 6-8 4. DEFLECTION ANALYSIS 9 \\�\ `0`00I //, ,\ �tcEN s• -s7 !, a , No. 82038 ', ` S-r4TE OF , Ass 367( • ••• • • • ••• . • • • • • • • • .. • • • • . •. •• • • • •• • • • •.. • • • • CLIENT: RAQUEL SANTOS PAGE: 1 /I9/ PROJECT: INSULATED ROOF • • C./l�w iiu19 ADDRESS 475 NE 91st ST DESIGN BY : SA JOB NO. : 821825896 ••• ••• Q rE: OD//0/18 _. _• REVIEW BY: MH Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based on14SCE 7-2e104 • • • • • • - • • •• •• • • INPUT DATA • •• ••• •• • • • • County: Miami -Dade County Surface Roughness (B,C, of D) C Note:( B for Urban& Subsuban areas, C for • • • •• Dior Est uno• !s• �cte! i• �•as arid Nater surfaces) Exposure category (8, C or D, ASCE 7-10 26.7.3) Gl • A.teSB for hs301fii< Serjace koughness=B, Importance Category (I,II,III,IV) (ASCE 7-10 Table 1.5-2) 11 • • • • • • • • • Importance factor (ASCE 7-10 Table 1.5-1) L., _ te0 • • • • • • • • • • Basic wind speed (ASCE 7-10 26.5.1 or 2015 IBC) V = 175 mph Topographic factor K, = 0 Topographic factor K2 = 0 Topographic factor K3 = 0 Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) K. = 1 Flat Building height to eave he = 7.750 ft hr Building height to ridge hr = 8.500 ft Building length L = 14.000 ft Building width B = 12.00 ft Roof angle 8 = 0.2 Rad= 9.1 Degree� Enclosure Classification (Open, Partially Enclosed, Enclosed) Enclosed Open=A building having each wall at least Effective area of components A = 97.50 ft2 Foundation thickness t= 4 inch open terrain with C for nor Bor A 77:-\ 8 { �, 80 percent scattered obstructions, D, D for Surface Roughness=D) _ N,, open, he DESIGN SUMMARY - Max horizontal force normal to building length, L, face = 5828.12 Ib Max horizontal force normal to building length, B, face = 4624.28 Ib Max total upward force =-8065.86 Ib Foundation Area = 334 ft2 lower foundation thickness allowed ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt 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 = 8.13 ft 60 ft Heigh limit [Satisfactory] (ASCE 7-10 26.2.1) < Mln (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Velocity Pressure Exposure Coefficients, Kh and Kz I Table 28.3-1 I Terrain Exposure Constants Table 26.9-1 Height above ground Exposure level, z B C D ft (m) Exposure a zg (ft) a b 0 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 40 12.2 0.76 1.04 1.22 Exposure 6 c 1 e zmin (ft) 50 15.2 0.81 1.09 1.27 B 0.45 0.3 320 1/3.0 30 60 18 0.85 1.13 1.31 C 0.65 0.2 500 1/5.0 15 D 0.8 0.15 650 1/8.0 7 Notes: 1. The velocity pressure exposure coefficient Kz may be determined from the following formula: For15ftszszg Forz515ft Kz=2.01 (z/zg)A(2/a) Kz=2.01 (15/zg)A(2/a) Note: z shall not be taken less than 30 feet in exposure B. 2. a and zg are tabulated in Table 26.9-1 3. Linear interpolation for intermediate values of height z is acceptable 4. Exposure categories are defined in Section 26.7. Notes zmin= minimum height used to ensure that the equivalent height Z is greater of 0.6 h or zmin. For building with h<zmin, Z shall be taken az zmin. Design pressures for MWFRS p = qh [(G Co )-(G Co )1 where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). pmh, = 16 psf (ASCE 7-10 28.4.4) G Cor = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Coi = 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 • • ••• • • • ••• •• •• • • • •• •• • • • • • •• • •• •• • • • • • • • • ••• • (2Eng,e4 PROJECT : INSULATED ROOF • • • •0 • •0 • • • • • • CLIENT: RAQUEL SANTOS PAGE: 2 [jfe(f({/jy ADDRESS 475 NE 91st ST DESIGN BY : SA JOB NO.: =E4 • •• • • • DATE :• 09130/18 •• . • • • REVIEW BY : MI -I Wind Analysis for Low-rise Building (H<60 ft) using Envelope Procedure, Based oq' A$CE'7 )10' • _ : • • •• • • • • • • • • • ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS _ • • • • • • • • • • • • Condituions: 1- The building is a simple diaphragm building as deft ned in Section 26.2. ok •• • • • •• ••• •• 2. The building is a low-rise building as deft ned in Section 26.2. k • • • • `asdefi 3' The building is enclosed Md. hiSecti611-26:2 - ' - ok • ••3 • • • • • •• • • • • 4. The building is a regular -shaped building or structure as deft ned in Section 26.2. 5. The building is not classy ed as a fl exible building as deft ned in Section 26.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability 7. The building has an approximately symmetrical cross-section in each direction with either a flat roof 8. The building is exempted from torsional load cases as indicated in Note 5 of Fig. 28.4-1 The wind pressures are obtained directly from a table • ••• •• due to Area (Square feet) Case A Case B , t�� J2jT. Zi1111 ��., A= 46.5 B= 0 A= 23.25 B= 0 ! Y; « C= 62 = 0 E C= 69.75 = 3 E ; I �'�J <s ` �1((�21 �l {i! F= 36 G= 48 H=48 F= 36 G= 48 H=48 '. , C9 /1 �i J�I '';j ,411100111 `''" -_®�i. / 11! EXPOSURE `$ l/ �_ MEAN ROOF HEIGHT (FT) B D Case A _ 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 A. Case 8 30 1.00 1.40 1.66 h. 35 1.05 1.45 1.70 Figure: 28.6-1 ASCE 7-2010 40 1.09 1.49 1.74 Main Wind Force Resisting System - Method 2 h s 60 FT Figure 28.6-1 Design Wind Pressures WALLS ROOFS Enclosed Buildings AND Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h=30 feet) zones Basic Wind Speed (mph) Roof Angle (degrees) Load Case Horizontal Pressures Vertical Pressures 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 -22.9 150 1 51.0 -16.9 34.0 -9.6 -48.8 -31.9 -34.0 -24.3 160 200 1 56.2 -14.8 37.5 -8.2 -48.8 -34.0 -34.0 -25.8 250 1 50.9 8.2 36.9 8.4 -22.6 -30.8 16.4 -24.8 2 -- -- -- - -8.6 -16.8 -2.3 -10.7 30° to 45° 1 45.7 31.2 36.3 25.0 3.5 -27.7 1.2 -23.8 2 45.7 31.2 36.3 25.0 17.6 -13.7 15.2 -9.8 0-5° 1 51.4 -26.7 34.1 -15.8 -61.7 -35.1 -43.0 -27.2 100 1 58.0 -24.0 38.5 -14.0 -61.7 -37.7 -43.0 -29.0 180 150 1 64.5 -21.4 43.0 -12.2 -61.7 -40.3 -43.0 -30.8 200 1 71.1 -18.8 47.4 -10.4 -61.7 -43.0 -43.0 -32.6 250 1 64.5 10.4 46.7 10.6 -28.6 -39.0 -20.T -31.4 Pressure wall'8'Roof� HonZon a pst =_> Wa s vemCa pst==>HOOTS' Wind Speed Load case A B C D I E F G H 175 1 66.49 -27.5275 44.13475-16.06275-70.75475 -43.22725 -49.308 -33.24475 175 2 0 0 0 0� 0 0 -4.1528 0 ps = A Kzt pS30 A for Exposure B=1 • . ••• . • • ••• •• •• • • •• • •• •• • • • • • • • • • • • • • • • • • • • • CalC PROJECT : INSIjLATEQ R986 - ; • • • •• • CLIENT : RAQUEL SANTOS ADDRESS 475 NE 91st ST • • • • • JOB NO. : a • • • • • 4ATE":_ V8/30/18 Column Analysis Based on ASCE 7-2010 & Aluminum Design Manual •• • •• Column height Column Spacing Deal Load Roof Column Axial Load Tension Column Axial Load Tension Moment End conditions h_col 7.750 ft S_col 12.000 ft psf P col Ten -1836 Ib P_col_Comp 1980 Ib 640.2663 Ib.ft Fix -Fix Select Column Section 3X3X0.125 X-axis support (L Preliminary) Ld Weak -axis support (Purlins Spacing) _ Lb Modulus of Elasticity Safety Factor width Web Thickness Flange Thickness E S.F. b t_w t_f Area I xx I_W 93 in 144 in in 10100 ksi 1.95 3 in 0.125 in 0.125 in 1.4311 inA2 1.9672 inA4 1.9672 inA4 Allowable Moment Ma 20.984 kip.in Beam Depth d 3 in Channel Flange Width be I___3_1in 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 J 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 I channel -width in buckling bcf 2.875 in Channel Height do 2.9375 in Center of Gravity to Outer Fiber Distance Cl 0.804 in Channel Moment of Inertia Radius of Gyration Area_Channel Design Method Material Aluminum Alloy 6005-T5 or 6061-T6 Welded Aluminym Alloy Ultimate Tensile Stress Yield tensile Stress Yield Compression Stress Ultimate shear Stress Yield Shear Stress C2 2.196 in lyc 0.656661 inA4 r_yc 0.95 in Area_Channe 0.727 inA2 Alloable Stress Design No Ftu 38 ksi Fty 35 ksi Fcy 35 ksi Fsu 24 ksi Fsy 20 ksi • •• • • • •• • • • • . • • • .• • • • •• ••• •• • icheck•7I • • • • •e • •• • • • • • • • • •• PAGE: 4 DESIGN BY : Ali REVIEW BY : Masood S2X4 S2X5 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 DBL S2X10 5X5X1/8 5X5X1/4 b 1 d i tw I tf I A I Ix I Sx I rx 2 2 2 2 2 2 2 4 4 2 3 3 3 3 3 4 4 4 4 4 5 5 4 5 6 7 8 9 10 4 4 4 3 3 3 3 3 6 7 8 9 10 5 5 0.046 0.050 0.050 0.055 0.072 0.082 0.092 0.250 0.125 0.050 0.125 0.090 0.250 0.125 0.090 0.05 0.055 0.072 0.082 0.092 0.125 0.25 0.100 0.116 0.120 0.120 0.224 0.306 0.374 0.250 0.125 0.050 0.125 0.090 0.250 0.125 0.090 0.12 0.12 0.224 0.306 0.374 0.125 0.25 0.782 0.917 1.022 1.229 1.847 2.357 3.013 3.750 1.937 0.701 1.431 1.088 2.750 1.431 1.088 2.044 2.4574 3.6946 4.714 6.025 2.437 4.75 2.000 3.644 5.660 8.472 16.557 27.16 42.282 8.828 4.854 1.4228 1.9672 1.5488 3.49479 1.9672 1.5488 11.32 16.9434 33.114 54.32 84.564 9.661 17.911 1.000 1.510 1.944 2.425 4.441 6.123 8.462 4.414 2.427 0.649 1.3115 1.0328 2.3299 1.3115 1.0328 3.888 4.8508 8.882 12.246 16.924 3.864 7.165 1.600 1.993 2.354 2.626 2.994 3.395 3.746 1.534 1.583 1.425 1.1724 1.1934 1.1273 1.1724 1.1934 2.354 2.626 2.994 3.395 3.746 1.991 1.942 6X6X1/8 6 6X6X3/16 6 6X6X1/4 6 6 0.125 0.125 2.938 16.906 5.635 2.399 6 0.1875 0.188 4.359 24.573 8.191 2.374 6 0.25 0.25 5.75 31.745 10.582 2.35 • • ••• • •• •• •• • • • • • • • • • • • ••• • • • • • •••• • ••• • • • • PROJECT : -INSULATED ROOF • • • • • • • • • • • ttaCLIENT : 'RAQUEL SANTOS , PAGE : -9 s9eic.0.0,rs%sy CONTRACTOR 475 NE 91st ST DESIGN BY : SA • • • • • • • • i • DATE : 40:/30/38' • REVIEW BY : MH Wind Analysis for Low-rise Building (H<60 ft) using EnvelopePrcedore, Based on•ASeE 7 01Q • • •• ••• •• Summary of Results for Section and Dimensions Considered: W • ••• • Member 2X7X1/8 [Allowable Stress values in ksi; Fa in kips; Moments In kip -in] F� Fa Fbx I Mx Ft,, M5 3.29 •7.i9 4,1• • : /4.819• • 61,T2144 101.9638 • ••• • • • • •• • • • • 0.47328891 Viy3S01 • 9.01/4 • • •,,, • • • Weight/ft of Section Considered: 2.627 Ibs/ft 0.47328891 1.035083 3.024 Beam net stress capacity based upon axial stress utilization: axial compression in beam due to horizontal winward pressure at screen eave and windward mansard rise: 1fa 0.00 lb Ifa/Fa= 0.00 Net allowable bending moment Mn 73.90 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 215.33 in 17.94436 ft Allowable span limit Lt 160.86 in L/180 13.40526 ft Allowable Span Limit Miri(L&,LM) Allowable Span 13.41 ft c A sociat'es 'S IrvicI Inc. L., rofesslonal Land Surveyors, Mappers & Engineers iflcate of Authorization NO. 29055 & NO. 1.87538 ki Line: (305) 953-2600 I Fox : (305) 953-2603 WWW.DAVILAASSOCIA SSERV10ES•COM LOT 4 BLOCK 49 NO ID LOT 21 BLOCK 49 C,L.F-4'-- 127.70' (R&MF) 0.35' < O 0 F.I. P )J2" W/CAP PLS # 308 -5'CONC. $INK: LEGEND & ABBREVIATIONS A -ARC. DISTANCE NC =AIR CONDIigNER PAD A,E.=ANCHOR EASEMENT A.R.=ALUMINUM ROOF A.S.-ALUMINUM SHED ASPH.=ASPHALT 8.C= BLOCK CORNER SLOG, -BUILDING B,M.. BENCH MARK BOB.. BASIS OF BEAR/NO (C)- CALCULATED CS. CATCH BASIN CGS. CONCRETE BLOCK STRUCTURE GB. W.= CONCRETE BLOCK WALL CH,. CHORD CH.B.. CHORD BEARING CHI.- CHORD LENOIR CI.. CLEAR CO.. CLEAN 057 UL.F.-CHAIN LINK FENCE C.M.E. CANAL MAINTENANCE EASEMENT CONC.. CONCRETE C.U.P.- CONCRETE UTILITY POLE LM.E.- LANE MAINTENANCE C.P.= CONCRETE FORGOT EASEMENT C.S: CONCRETE SLAB '=MINUTES , C.W=CONCRETE WALK (M)= MEASURED DISTANCE O.E.- DRAINAGE EASEMENT (MF)-MEASURED FIELD D.M.E.=DRAINAGE MNNTENANCE ME= MAINTENANCE EASEMENT EASEMENT ORWY. DRIVEWAY M.X.-MANHOLE • = DEORBES N.A,P.=NOT A PART OF ELEV.-ELEVATION NNA GVD. NATIONAL GEODETIC ENCR- ENCROAC,HMENI' VERTICAL DATUM F.H.-FIRE HYDRANT N.T.S.=NOT TO SCALE F.I,P... FOUND IRON PIPE I w NO.. NUMBER FI.R. MUM° IRON ROD 0/5 •OFFSET F.F.E.-FINISHED FLOOR O.N.=OVERHEAD ELEVATION O.N.L.- OVERHEAD UTRRY LINES F.N.D.-FOUND NAIL it DAM 0A.B.. OFFICIAL RECORDS BOOK FT.. FEET O.VH.- OVERHANDVM FNIP.. FEDERAL NATIONAL EMT. PAVEMENT INSURANCE PROGRAM PL. PLANTER FN.. FOUND NAB PL.-PROPERTY LINE IN.BEO.. SNORERS AND EGRESS P.00. POINT OF COMPOUND EASEMENT CURVATURE L.P.. LIGHT POLE P.C.- POINT OF CURVATURE L.F.E.- LOWEST FLOOR ELEVATION (R)• RECORD DISTANCE R.R.-RAN. ROAD RES.. RESIDENCE RAV- R/DHTOF-WAY RAG.- RADIUS OR RADIAL ROE. RAMIE R.D.E- ROOF OVERHANG EASEMENT SEC -SECTION LOT 3 BLOCK 49 Q, ONE STORY RES. # 475 FF=11.60' BOUNDARY SURVEY SCALE a 1:20 P •F rn•�kl>f F.I.RYzN 105.60' LOT 2 BLOCK 49 0,30' 0.70x6' CBS WALL LOT 23 cO BLOCK 49 N RECEIVED SEP 19 2018 10' PARKWAY-1 LC; P.0.11- POINT OFTANOENCY STY. -STORY P.O.C.^ POINT OF SINK.. SIDEWALK COMMENCEMENT- SLP.. SET IRON PIPE P.O.B.- POINT OF BEGINNING SI.R,. SET IRON ROO P.R.C.- POINT OF REVERSE S.P.- SCREENED PORCH CURVATURE S.V.. SEWER VALVE PRY -PARKWAY •. SECONDS P.R.M.- PERMANENT REFERENCE T-TANGENT MONUMENT R1'P• TOWNSHIP P.L.S.- PROFESSIONAL LAND UTIL.-UTILITY SURVEYOR U.E.- UTILITY EASEMENT P.P.^ POWER POLE U.P..U77U7V POLE P.U.E. PUBLIC UTILITY W,M.- WATER METER EASEMENT WF. WOOD FENCE, W.P.= WOOD PORCH WTI.- WOOD ROOF W.V.. WATER VALVE M -MONUMENT LINE L • CENTER LINE 0-DELTA t -PROPERTY LINE N z W LC) W z B.CORN "--"`------- - OVERHEAD UTILITY LINES -=---�---_ - CONCRETE BLOCK WALL (C.D.S) -CHAIN LINK FENCE (C.LF) ---.Y---- - IRON FENCE (LF.) --`�- - WOOD FENCE (W.F.) 01 -ELEVATIONS CONTACT YOUR PROCESSOR LOCATION SKETCH SCALE ■ N.T.S. LOT 8 LOT LOT 5 LOT 5 LOT4 LOT 3 LOT 2 LOT 1 LOT 17 LOT 79 LOT 19 LOT20 LOT21 • • • • • • • 11 • • • • LOT 23 LOT 24 • • • • •• NE 91st STREET • • • •••• NE 5th AVENUE • •• • • • • • • • • • • • • • • • • • CLIENT: RAQUEL BEAT IZ SANTOS • • • • •• • • • •• •• • • • • • • • • PROPERTY ADDRESS: 75 NE 91 STREET, IMAM ( 41,061gS FL 33138 LEGAL DESCRIPTION: • • • • LOT 22, BLOCK 49, MIA I SHORES SEEITIOM2, ACQ 3t 1 ,p TO T?iE PLAT THEREOF AS REC TIDED IN PLAT BOOK 10, PAC3EI87, OF THE PUBLIC RECORDS OF M AMI DADE COUNTY, FLORIDA. ELEVATION INFORMATI N: THESE ELEVATIONS WERE MEASURED USING SURVEY -GRADE GLOBAL POSITION SYSTEM EQUIPMENT, THAT UTILIZES THE F.D.O.T. PERMANENT REFERENCE NETWORK AS ITS HIGH ACCURACY REFERENCE NETWORK (H.A.R,N) BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL EMERGENCY MANAGEM NT AGENCY DATED OR REVISED ON 09-11-2009 THE HEREIN ESCRIBED PROPERTY IS SITUATED WITHIN ZONE X BASE FLOOD E EVATION N/A COMMUNITY 120652 PANEL NUMBER 0302 SUFFIX L EFFECTIVE PANEL DATE 09-11-2009 CERTIFIED TO: RAQUEL BEATRIZ SANT S ACADEMY MORTGAGE CARP OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY LOUIS STINSON JR. P.A SEACOAST NATIONAL BANK EC ,AC7OF TITLE E RECORDS NOT SHOWNON SSURVEY. •EXAMINATION90FTHEABSTR AFFECTING THE PROPERTY M' DETERMINE TERMWERECOROED INSTRUMENTS, IF ANY • THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD • LEGAL DESCRIPTIONS PROVIDED BY CLIENT ORA7TESTWG TITLE COMPANY, • BOUNDARY SURVEY MEANS A DRAWING AND/ OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT SHOWN SCALE ANDOR NOT TO SCALE • EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS DEPICTED OTHERWISE • THE TERM 'ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS • ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WHL BE RESPONSIBLE FOR SUBMITTING • PLOT PLANS WITH CORRECT INFORMATION FOR 'APPROVAL FOR AUTHORIZATION. TO THE PROPER AUTHORITIES IN NEW CONSTRUCTION. • UNLESS OTHERWISE NOTED, THIS FIRM HAS NOTATYEMPTEO TO LOCATE FOOTING ANDA3R FOUNDATIONS, • FENCE OWNERSHIP NOT DETERMINED •THIS PLAN OF SURVEY. HAS SEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMEDHEREON THE CERT3ICA7E • DOES NOT EXTEND TO ANY UNNAMED PARTY, • ELEVATION DATUM USED NOVO 1929 SURVEYOR'S mama. 7.CERTIFICATE OF AUTHORIZATION LB 07535. NOT VALID WITHOUT ANAU7HENTICA TED ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL 3, NE NEL NOT BE RESPONSIBLE FON ANYINSrANCE ANGLE, OR ELEVA ROHS TAW FROM MIS DRAWING FOA ANY PURPOSE OR OENWI OR CHGIAAT 00/0 BY: FRANCISCO PROFESSIONAL LAND SUR (VALID COPIES OF MIS SURLE LAND SURVEYOR), SUR LPL • R' - ERTT I HEREBY CERT THAT THE ATTAC PROPERTY, IS T AND BELIEF, AS RESPONSIBLE •D ENCROACHMENTS SURVEY MEETS TH PURSUANT TO SEC CHAPTER 5J-17.05) JANUARY 1, 2010; 2qqS D'AV I LA & Associates LServ/ces, Inc. CERTIFICATE d BOFAUTHORIZAg ONNNNO 29055 CERTIFICATE OF AUTHORIZATION N0. 7535 14750 NW 77 CT SUITE 204 MIAMI LAKES, FL 33016 PHONE9305) 953- 2800 AGUIRREP.E., P.L.S. (02-28-2018) no. 3354 STAYS OFFLORIDA WILL SEAR THE EMBOSSED SEAL OF THE ATESTI. Ti TO: ED BOUNDARYSURVEY OF THE ABOVE DESCRIBED E AND CORRECT TO THE BEST OF MY KNOWLEDGE ECENTLY SURVEYED AND PLOTTED UNDER MY ECTION, AND THAT THERE ARE NO ABOVEGROUND UNLESS SHOWN THEREON. I FURTHER CERTIFY THIS STANDARDS -OF -PRACTICE FOR BOUNDARY -SURVEYS, ION 472.027, FLORIDA STATUTES, AND ADOPTED IN FLORIDA ADMINISTRATIVE CODE. EFFECTIVE DATE AS AMENDED FEBRUARY 23, 2005. • • • • • •• •• • • • • • • • • • • ••• • • • ••• • • •• • •• •• • • • •• •• • • • •• • •••• •• • •• • •• • •• •• •• • • • • •• • • • • • • ELITE PANEL SPAN. TABLES x 0� a. L.,_J. (ALLOWABLE ^ CLEAR SPAN CH,"{2TS) ' NET ALLOWABLE MMX, ALL01, A3LE SPAN (FT) _ •• • • LOAD <PSF)' L/80 L/123 L/180 ; Lr„a.40 10 1517 13.76 15.13 • i ;4311; 2C 13.44 1344 12.22 • 1a35• • 30 10.72 t0.76 9.4? • i too 4C 1122 922 6.60 2.as l 50 8.17 817 3,79 - 60 7,40 6.39 0.98 - 7D 6.81 451 - - 80 6.33 2.64 - - 4' x 0.024 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD :PSF) MAX. ALLOWABLE SPAN (FT) L/BO L/120 L/180 L/240 10 19.30 19.00 17,17 1553 20 15,01 15.01 1531 1395 30 12.50 1230 1230 1L38 43 10.97 10.37 10.97 8,80 50 9.92 9.92 4,44 522 60. 913 913 7,51 3,64 70 8.52 1 8.52 358 1.37 80 8A2 8A2 3,64 - 6' x 0,024 x 1 - LB EPS PANELS (ALL:A/ABLE CLEAR SPAN CHARTS) NET ALLOWABLE LQAD <PSF): NAX. ALLOWABLE SPAN (FT) L/80 L/120 L/18Q L/240 10 23.20 2124 21.47 22.85 20 1836 1206 18.06 1826 3C 1513 15.13 1513 15.13 40 13.34 1334 1334 13.34 50 12.10 12.10 12.10 10.91 60 1117 1117 1117 8.43 70 10.44 13.4E 1030 5,95 80 985 9115 8.43 3.47 • • • • • ••Net• all • •• able loads are per t 3i x 0,:32: 4 1 - LB EPS PANELS tALLO1'JABLe' CLEAR SPAN CHARTS) NET • 4ALLC1t(QBLc4, • • LEA]) (PSFQ • • - MAX. ALLOWABLE SPAN (FT) L/80 L/120 L/180 L/240 • • • • 17.30 17.50 16.91 15,96 • • • 20 • 16.64 15.96 14.06 i 12,16 b • '3t1• -' 1517 14.06 1121 9.36 44.1 1369 1216 8.36 4.56 50 12.22 1126 5.51 I 0.76 53 105 6.46 2. 73 • 927 6.46 - 80 7.80 4.56 56 4" x 3 - --?-- S PANELS (ALLE`JABLE CLEAR SPAN CHARTS) NET ALLOWABLE LOAD (PSF)1 MAX. ALLOWABLE SPAN <FT) L/BQ L/123 L/19D L/240 10 20.50 20.30 2011 1924 20 1911 19.24 17.49 13.74 30 18.17 17.49 14,87 1224 ' 40 16.72 15.74 1224 0.74 50 15.28 13.99 9.5E 5.23 60 13.9'• 12.24 7.00 L75 70 12.40 1.0.49 4.38 - 80 10.95 8.74 1.75 - 6' x C.032 x 1 - LB EPS PANELS (ALLOWABLE CLEAR SPtiN CHARTS) NET ALLOWABLE LO.11 (PSF)1 MAX. ALLOWABLE SPAN (=T) L/80 L/120 L/180 L/240 10 24.3C 24,00 24.00 23.42 20 2334 23.2: 21.92 20. 30 2210 21.63 19.42 17.32 40 23.86 20.05 17.0E 13.82 50 19.62 18.47 14.6E 10.6E 611 18.38 1589 12.22 7.42 70 1714 1530 9.82 422 80 15.91 137E 7.42 1.0E d to be multiplied by 1.67 to derive ultimate Toads (psf). 3' (AL' 0,024 x 2 - LB EPS PANELS ENABLE CLEAR SPAN CHARTS) A L A➢ NET OWA3LE CPS=)' MAX, ALLOWABLE SPAN CFT) L/80 --/12 L/180 L/240 10 19.33 18,95 1831 1766 20 18.11 17,66 16.36 15.06 30 16.80 16.36 V .41 12.46 40 15,49 15.06 12.46 9.86 50 14.18 13.76 111,31 7,26 60 12.87 12.46 8.57 4.57 70 1157 1, 11.16 6.6e 207 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 13 2197 2L97 21.52 20.97 ' 211 20.77 20.77 19.86 18.76 30 1957 1957 18.20 16.35 40 1836 18YS 16.35 14.34 50 1716 1716 14.89 1213 60 15.96 15,96 1324 9.93 70 14.75 14.75 1158 7.72 80 ism 13.51 9,93 5.51 6' x 0.024 x 2 - LB EPS PANELS (ALL'EWABLE CLEAR SPAN CHARS) NET ALLOWABLE LOAD (PSF)1- MAX, ALLOWABLE SPAN <FT) L/80 _/120 L/180 L/240 10 23,93 2393 2398 2363 20 2320 23.20 23.03 22.46 30 22.47 22.47 22.18 2133 40 01.75 21.75 21.33 20.20 50 21.02 2102 20.49 1907 60 area 2029 19.64 17.94 70 1.9S7 19,57 18.79 1681 A 18.84 1924 17.94 15,68 GENERAL NOTES 1. Composite panels shall be constructed using type 3003-11154 aluminum facings, I or 2 PCF ASTM C-578 carpenter brand EPS adhere to aluminum facings with Ashland Chcrnical 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' (est) raving and are N1Bt-501 approved. 3. This specification has been designed and shall be fabricated in accordance with the requirements of the Florida Building Code 66 Edition (FBC), composite panels comply with Chapter 7 Section 720. Chapter 8 Section 603, Class A Interior finish. end 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 alloy ibis loads for site specific load conditions (Including load combinations) using the data from the allowable bad : tables and spans in this approval. 5. Deflection limits and allowable spans have been listed to meet FBC inalurfing the }MIL In HVHZ, this product shall be used in structlties" DOt 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 Chapter l6 and 20. 7. Testing has been conducted in accordance to A.STM E72-05: Strength Test of Panels for Building Construction. 8. Reference test reports Her f1-05-1988, HETI-06-2104, HETI-06-2066, HET1-06-2105, HET1-06-2067, HETI-O5-1002, HETI- 06-2107, HE:TI-05-1987, HErf.06-2069. IIET1-06-2070, TIE fl-06-2071, flETE-05-1994, ITFTtfi5-1991. UETI.06.2072, HET1-06-2073, HEf1-06-2074, HETI-05-1996. HETI-05-1989. HETI-05-1993, HETI-05-1985. HEi'I-05-1995, HE'i1-05- 1990, HETt-05-1997, HETI-05-2037, HET-05-2029, HETI-05-2039. Hl:f1-05-2030. HET1-05-2041. HETl-05-2048, HETI- 05-2036, IiET1-05-2031, HET1-05-2038, HET1-05-2065, HETI-05-2040, HETI-05-2042. 9. Linear interpolation shall be allowed for figures within the tables shown. 10. Pastels with fan beams shall be considered equivalent to similar panels without fan beans. Design professionals may include the strength of the itch beam to exceed shown names or, part of site -specific engineering. HOST STRUCTURE] SEAL J1ID4T WITH CONTINUOUS CAULKING 0000 )0000 SLOPE ALUMINUM 3OTTOM FACINGS CLEAR SPAN a-) INSIDE TO NUDE 3' x 1030 x 2 - LB EPS PANELS (ALLOW)BLE CLEAR SPAN CHARTS) NET ALLOWABLE LQA: (PSF)1 MAX. ALLOWABLE SPAN (FT) LI8C L/120 L/180 L/240 10 2011 20,03 I 19.42 18,81 20 19.32 18.81 I 17,58 16.35 30 17.93 1758 15.73 13119 40 16,33 16,35 1389 I 1143 53 L5.74 1512 12.C5 6.97 63 14.64 13.89 10.21 6.52 73 13.55 12.66 0.36 1 406 83 12.46 11.43 6.5E - 1 160 4' x0.030 (ALLOWABLE x 2 - LB EPS PANELS CLEAR SPAN CHARTS) NET 1 ALLOWABLE MAX, ALLOWABLE S?AN (FT) LOAD CPSF)1 ; L/80 L/120 L/t30 L/240 10 24.17 2417 2417 24.17 20 23.54 23.64 23.41 2311 30 22.37 22.57 2130 23.00 40 • 2151 20.51 2139 19.91 30 - 1 20.45 23.43 18.98 16.30 50 19.39 19.39 17.37 14.70 70 1 18.33 18.33 15.86 12.59 80 17,25 1726 14.35 1649 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 L/240 10 24.00 2420 24.00 1 23.84 28 23,65 2365 23.34 ; 22.84 30 22.94 22.94 22.59 j 2135 40 2223 2223 21.05 20.85 50 2,.53 2153 21.10 19.86 60 20,8E 20112 20,36 ' 18.87 73 20.11 2011 19.51 1.797 80 19.40 19.40 18.87 1688 1 000000 i 000000c DOTT:' T IMIS INTERLOCKING CROSS SECTION 4' MAX WIDTH INTERLOCKING L PANEL Ct/4•/FT M02 SLOPp iEPS CORE LLD OR MAO 000000 as D O O 0 ENGINEER OF RECORD TO PROVIDE FAR ROOF CONNECTIONS t. SUPPORTIA0 STRUCTURE OETAIL ar THIS OR ANY OTHER ENGINEER 0000 000 Q000aN.-- D0001 ADD THICKNESS OF 000a 36' NAX IN FRONT 1 25X VALL FOR TOTAL p%000 OF PANEL VTOTH a SIDES PANEL SPANt 000 C12' MAX AT SIDES) EPS ROOF PANED SPAN DESCRIPTION IIPT1Er4AL GUTTER OR DRIP CAP DO KIM & A66l7C;Arta , LLG CONSULTING STR U CTU RA L ENGINEERS PO 80x 10030 Tampa. FL 338711 TN: te13) 557i•D5 Asan1 Desotr plan 1D816D POP MINI e414rm ORODUCT APPROVAL A ORAJ IN 81' DYK 0NE013ED er. OMK SCALE: AS MOWN DA1M 1H8n2 Drawing No. - FL-1001 SHEET 1 OF 1 • • ••. • • • •.. •• .. • . ••• • .• •• .FOUNDATION NOTES: NEW 4" CONCRETE SLAB AND 12"X12" FOOTER (2)#5 CONTINUOUS SEE FOUNDATION PLAN NOTE: CONTRACTOR TO VERIFY SIZE OF EXISTING SLAB AND FOOTER. NOTE: CONTRACTOR CAN USE BIGGER SECTIONS FOR BEAMS AND COLUMNS • • a • . • a • • DESIGN &ALC•WLAAIONi.: : : : • • • • • • • • • • • • BASIC WIND SPEED (RISK CATEGORY II) 175 MPH DESIGI,BASp ON CC1TEGjJRY II • EXPO§URE:CRTGORY: �, • • • • • • • 3-SEC•PEAK 6,JST IN•MPH• • •• • •• DESIGdieb BA§ED orr 60G - 6 ALASINb$,I' ROOF PRESSURE (SOLID) : 25.5 PSF • •. • • • •• ••. •. • •• . • • • • *CO •. EXISTING CBS 12' GENERAL NOTES: DECO RAFTER 1 71911 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. i 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. ATTACHED TO CBS WALL 3" INSULATED ROOF (0.032 X 1 LB) (NOA FL-7561) 3X8 HEADER W/ 2X7XY8 BOX INSERT 12" O.H. 1 14' PLAN 3X8 HEADER W/ 2X7X%6 BOX INSERT 1 w LL. -- OPEN ---/ O // a M L_ 12' FRONT ELEVATION w 0 w 0 c 2 11' DENOTES NEW 4• CONCRETE SLAB W/ FOOTING 7,9,, ��tltt: 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` s) / ROCKS, = cC"' 44 SHOULD ANY OTHER CONDITION OR MATERIALS BE ENCOUNTERED Z : z IN THE PROCESS OF CONSTRUCTION BY CONTRACTOR, THE ENGINEER', SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK % (-1 ,%5 ---,Os EXISTING CBS DECO RAFTER 1. DAT i UPLIFT CALCULATION: ROOF AREA =168 SQ FEET WIND UPLIFT FORCE = 4284 LB WEIGHT OF FOOTING = 150X1X1X12 = 1800 LB WEIGHT OF SLAB = 150X0.33X12X11 = 6534 LB TOTAL WEIGHT = 8334 LB > 1.67X4284 = 7154 LB; OK 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. co M 0 co 0 Z //`;' _' If.: 4 t i o F- CV Z o o W < Z < 0 CO 0 DESIGN IS BASED ON FBC 2017, 6TH EDITION 0 0 0 INUM ROOF FOR: RAQUEL SANTOS 475 NE 91 st ST Z 0 w 0 co cc 00 0 i— i° O -J IL -J vi z O t v ~ 0 co Q 2 0 PROJECT NUMBER: 821825896 co co co tnZm Z O)u)Z 1 • • •• i• • • • • • • • • • • • • • • • ••• • • • ••• • • • • • • • i • • • • • ••• • • • • • • • • 3 • •• • • • • •• •• • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • • • • ••• •• ••• • • •• ••• •• • • •• •• • • • • • ••• 11' FOUNDATION NOTES: NEW 4" CONCRETE SLAB AND 12"X12" FOOTER WITH (2)#5 CONTINUOUS SEE FOOTER DETAIL 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. ••• EXISTING HOUSE WALL 1. NEW 4" CONCRETE SLAB 12' 12' New 4"X12'X11' concrete slab W 6X6 -10/10 W.W.M. 4" 2 # 5 CONTINUOUS FOOTER DETAIL NOTE: FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M. DENOTE NEW 12"X12" FOOTER FOUNDATION PLAN 1 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. i L.A.,I lj • r, APPROVED z 0 1- 0 w F— c0 0 N U m w 0 0 w N CO u) Z w 0 .4 . /O.4116\ N Z co 0 w 5' < U 0) CL ❑ V) ❑ ❑ ALUMINUM ROOF FOR: RAQUEL SANTOS 475 NE 91 st ST CONTRACTOR: ALUMA OUTDOORS DESIGN PROJECT NUMBER: 2018789658----- • • ••• • • • ••• •• •• i • • •• •• • ..g';ill ii, fir.. 1 3 /4" --2 7/8"—' ..0.125" 2X3 ECIVING CHANNEL 5 /8 GUTTER 3 /4 • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • • • • •• • • • • •• • • • • • ••• .5" 0.055" •• •• • 5Ida •I• •• • •••••••�• • • • • • • • • •• • • 00.125" 3" RECEIVING CHANNEL 4 2' FASCIA 5 1 4„ 1 E—GUTTER /2 FASCIA - Roof is designed for 30 psf live Toad U180 - 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. 2Y2' 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 3" 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 CO 1' 3" 40.125 3X3X1 /8 r 3" 2"dr .125" 2X7X.125" 1, 2" 1, c) r .042" 3X8 .044" 4- 2X6.5 1- oc w z x 0 -•a —•a RECEIVING CHANNEL WITH #12 TEK SCREW ® 8" O.C. TOP & BOTTOM 3" INSULATED ALUMINUM PANEL ey" • ee �, 4i �EXISTING CONC. 11E BEAM' z OR CBS FILLED CELL_ ` w • v. Y4"X 3" TAPCONS 0 12" O.C. (MAX.) INSULATED PANEL TO CBS WALL #12 S.M.S. 0 8" O.C. TOP & BOTTOM 3X8 HEADER W/ 2X5X)b, 2X8X)b, OR 2X7X11i BOX INSERT AND (2) Y4 THRUBOLTS AT EACH COLUMN 2'X6)1" DECORATIVE COVER W/ f14X1" 0 24" O.C. W/ 56' BUTTON CAPS (2) #10 TEK & C CHANNEL EACH SIDE O.C.SCR0 24" ESr STAGGERED BEAM TO COLUMN ATTACHMENT INSULATED ALUM. PANEL ATTACHED TO CARRY BEAM W/ Y4" LAG OR TEK W/1" WASHER 0 6" O.C. 3X8 W/ BOX INSET 3" (MIN.) 2x24" ANGLE EACH SIDE W/ (3) #10 TEK SCREWS EA. FACE. 2X2X3X1f3" CLIP ANGLE W/(3) #14 SMS EACH SIDE OR (2) Y4" THRUBOLTS Q a d - (2) %"X3" TAPCON 7 (MIN 2)/i" EMBEDMENT INTO CONC.) COLUMN ATTACHMENT co cn co 0 co 0 z DESIGN IS BASED ON FBC 2017, 6TH EDITION • (n N .. w -' Q 0 (Z/) re 0 U) 0 0 ALUMINUM ROOF FOR: RAQUEL SANTOS 475 NE 91 st ST O Cf) Cv) Cr) J LL. C EE 0 co 2 CONTRACTOR: ALUMA OUTDOORS DESIGN PROJECT NUMBER: 2018789658---- z it w w Z_ 3 Z w U -J 0 •W co co • Z co CO rn n co Z_ o� vW Z 0 C� t Z aw CA CERTIFICATION: 32566