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RC-07-20-1621, 1065 NE 97Miami 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 Master Permit No.✓ PERMIT APPLICATION Sub Permit No. ZBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING M MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS ICI S Al 6 7 JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: _3' 1..T Folio/Parcel#:1;.E'S� Is the Building Historically Designated: Yes NO Occupancy Type: Load: Type: Flood Zone: BFE: _ FIFE:OWNER: Construction / Name (Fee Simple Titleholder): e / j t ' .L c; c" t Phone#: 'TG> S - 3 L Address: / C �' S� l �. _ c' % S T r City: )11 "�� 4 y r S State:_ it Zip: 3 Tenant/Lessee Name: Phone#: Y / Email: r- vt e? t.' ��3�� i f CONTRACTOR: Company Name _ ti lG��L—�-- Phone#: ?e, ';'• i_S-,' q Address: City: State: Zip: Qualifier Name: Itiv-%. 6�-�rr'.t .--- Phone#: State Certification or Registration #: Z e, % Z G / S / `l Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: Value of Work for this Permit: $ GG , 'c: Square/Unear Footage of Work: Type of Work: ❑ Addition P AlteratEon ❑ New ❑ Repair/Replace Description of Work: Specify color of color thru tile:, Submittal Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ Permit Fee $ CCF $_ Radon Fee $ DBPR $ Training/Education Fee $ Zip: ❑ Demolition CO/CC $ Notary $ Double Fee $ _ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or 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 Gen 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 occu s en (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a oAi spection fee will be charged. OWNER or Signature � _ CONTRACTQR _ The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this _� _ day of IL 20 �, by _ � day of }Li� ' 20 p,Z , by l GC'' eU 1 Cam_, who is personally known to �(txy) CC&J, ni�S , who is personally known to me or who has produced j�[ t� S it per_ as me or who has produced as 2.00— 403- j identification and who did take an oath.-� identification and who did take an oath. NOT, Sign Print Sea]: NOTARY RUOLIC: Print: Seal: *::�+rs:err+*:.��*.�.ssxss:.*sue *«•. .�.s*s***s*****s**s*� APPROVED BY (DO Plans Exami e0i STRUCTURAL REVIEW --1 APPROVED O. BLANCO I 081041,020 1 . j: AM Structural Review (Revised02/24/2014) MY COMMISSION # GG08783.3 EXPIRES March 28. 2021 kp . Zoning Clerk Date: August 3 Id 2020 State of Florida Miami Shores County Before this day personally appeared Juan Orriols who, being duty sworn, deposes and says: That he will be the only person working on the project located at: 1065 NE 97' ST Miami Shores, Florida 33138 Contractor Signature Sworn to (or affirmed) and subscribed before me this—Y' day of August 2020, By 73Q)0'� U'Ti, OL Personally Know (AV\ Or Produce Identification%, Type of Identification Produced_ Notary Pubtic Stale X of R Print, Type or Stamp N me of Notary 7715 NW 56th ST Miami FL 33166 Ph:9542540491 Miami shores Village Building Department 10050 N.E.2nd AIIII venue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax, (305) 756.8972 Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction Project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage, Corporate officers or members of a limited liability company (1,LC) in the construction industry may elect to be exempt if: I , The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers pet corporation or limited liability company members, are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. `your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGED T THAT, YOU HAVE READ NOTICE AND UNDERSTAND ITS COINTENTS. Signature:, t7tvner State of Florida County of Miami -Dade The foregoing was acknowledge before me, this dfy of n By 3):kV1 bvo4igpersonally known tome orbas produced tomb Notary: . ..... ... MY GG 251778 SE',AL: Ex t3tSf22,20;,2 as identification. _ ONLINE BUILDING PLANS ONLINE BUILDING PLANS CORP FLORIDA OFFICE ..E tisF NUMSPEI�, A, a; E3924 PUERTO RICO OFFICE PP'' c=:raed 92 ;:lorida' e s.= 97. 53 .F.St. i-e2- BUILDING REVIEW APPROVED 1. NARANJO 08/24/2020 2:55:19 PM Thursday, July 23, 2020 Regarding: Signature Authenticity & Digital Signature Verification Project: xP20-0084 Address: 1065 NE 97 street, Miami, FL As required by the Florida Statutes Chapter 481 and Florida Administrative Rule 61G1-16.005 for Architects, i Victor R Vega Sanabria with license number AR 97719 attest that I have the following: 1. Florida statutes and administrative rules outline acceptable methods for design professionals to digitally sign and seal plans and documents, 2. 1 complied with rule 61G1-16.005 "Procedures for Digitally Signing and Sealing and for Electronically Transmitting Plans, Specifications, Reports or Other Documents" 3. My digital signature was issue by a 3,d Party Certification Authority that is accompanied by a digitally created image of your seal and required language. 4. This item has been electronically signed and sealed on the Date and/or Time Stamp shown using a digital signature. This letter constitutes a signed and sealed statement attesting to the veracity of the method and software used to sign and seal the plans and document Be advised that printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Project P20-0084 Address 1065 NE 97 street, Miami.. FL Content Digital sign documents NUMBER PDF FILE TITLE AO-0 P20-0084 SD - Sheet - AO-0 - TITTLE SHEET A-100 P20-0084_So - Sheet - A-100 - Demolition and Proposed Floor Plan A-200 P20-0084_So - Sheet - A-200 - Demolition and Proposed Elevations A-603 P20-0084_So - Sheet - A-603 - Door & Windows E-102 P20-0084 SD - Sheet - E-102 - Electrical first floor Respectfully, <Eov Ft pq Digitally signed by Victor R Vega q Pwec^s9 �� Sanabria o DN: c=US, o=VRVS-ARQ-FL, • ou=A01410D0000016BD2B7EAE4 97719 7 ' '� 00002614, cn=Victor R Vega Sanabria rERED AR�� Date: 2020.07.2314:21:09-04'00' Victor R. Vega Sanabria, AIA ONLINE BUILDING PLANS CORP ONLINE BUILDING PLANS ONLINE BUILDING PLANS CORP FLORIDA OFFICE LICENSE NUMBER. AA26003924 755{i W 2nd CT Hialeah Florida 33014 �o c on e o" 1, i s conk PUERTO RICO OFFICE DR License #1 `922 Fianda License AR#977t9 154 ?aft St. Suite 201 Wednesday, September 2, 2020 Regarding. Signature Authenticity & Digital Signature Verification Project: aP20-0084 Windows and door repiacernent Address: '065 NE 1� ee'<" am� FL. As required by the Florida Statutes Chapter 481 and Florida Administrative Rule 61G1-16.005 for Architects. I Victor R Vega Sanabria with license number AR 97719 attest that I have the following: 1. Florida statutes and administrative rules outline acceptable methods for design professionals to digitally sign and seal plans and documents. 2. 1 complied with rule 61G1-16.005 "Procedures for Digitally Signing and Sealing and for Electronically Transmitting Plans, Specifications, Reports or Other Documents" 3. My digital signature was issue by a 3rd Party Certification Authority that is accompanied by a digitally created image of your seal and required language. 4. This item has been electronically signed and sealed on the Date and/or Time Stamp shown using a digital signature. This letter constitutes a signed and sealed statement attesting to the veracity of the method and software used to sign and seal the plans and document Be advised that printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Project P20-0084 Windows and door replacement -- Address w06w NE 9; kliiam, FL Content Digital sign documents NUMBER PDF FILE TITLE AO-0 P20-0084 SD - Sheet - AO-0 - TITTLE SHEET A-100 P20-0084_So - Sheet - A-100 - Demolition and Proposed Floor Plan A-200 P20-0084_So - Sheet - A-200 - Demolition and Proposed Elevations A-503 P20-0084 SD - Sheet - A-603 - Door & Windows Respectfully. Digitally signed by Victor R Vega Sanabria DN: c=US, o=VRVS-ARQ-FL, a ou—A0141 OD0000016BD2B7EAE4000 02B14, cn=Victor R Vega Sanabria Date: 2020,09.02 21:34:42-04'00' Victor R. Vega Sanabria, AIA ONLINE BUILDING PLANS CORP _iCENSE WMBER AA260a3924 <ery C1e Archi'e » rR- 9771 y _ _- F L O R I D A PROJECT: P2O-0084 B U I L. D 1 N L_ A N S ADDRESS.1065 NE 97 ST Content PROJECTNAME...........................................................................................................................................................1 PROJECTADDRESS......................................................................................................................................................1 WIND LOAD CALCULATION.........................................................................................................................................2 PROJECT NAME P20-0084 PROJECT ADDRESS 1065 NE 97 ST ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: • 2017 FLORIDA BUILDING CODE • 2017 INTERNATIONAL BUILDING CODE • ASCE 7-10 F STRUCTURAL REVIEW APPROVED O. BLANCO 08/04/2020 11:10:13 AM Digitally signed by Victor R �Ptt°E.i! go � �' GA Vega Sanabria .a DIN: c=US, o=VRVS-ARQ-FL, ou=A0141OD0000016BD2B 9( 7 ii 7EAE400002B14, cn=Victor R Vega Sanabria aeo ia� Date: 2020.07.23 13:32:32 -04'00' Victor R. Vega Sanabria, AIA ONLINE BUILDING PLANS CORP -; _ 1 FLORIDA PROJECT. P20-0084 BUILDING PLANS ADDRESS. 1065 NE97ST WIND LOAD CALCULATION Wind Anaivsis for Low-rise Building, Based on ASCE 7-2010 INPUT DATA Exposure category (K C or D, ASCE 7-10 26.7 3) C Importance factor (ASCE 7-10 Table 1.5-21, 1, = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5 1 or 2012 IBC) V = 175 mph Basic wind speed (ASCE 7-10 26 5.1 or 2012 IBC) V = 135,13 mph Topographic factor (ASCE 7-10 26.8 & Table 26 8-1) Kzt = 1 Flat Building height to eave he = 9 ft Building height to ridge hi = 15 ft Building length L = 81.75 ft Building width B = 56.25 ft ANALYSIS Velocity pressure qh = 0.00256 Kh K,j Kd V2 33.99 psf where qh = velocity pressure at mean roof height, In. (Eq. 28.3-1 page 298 & Eq. 30,3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab 28 3-11. pg 299) = 0.85 Kd = wind directionality factor. (Tab. 26.6-1. for building, page 250) 0.85 h = mean roof height = 12.00 ft * 60 ft, [Satisfactory] (ASCE 7-10 26.2.1 * Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2 Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28A-1 , page 298). p,,,, = 16 psf (ASCE 7-10 28 4A) G C,f = product of gust effect factor and external pressure coefficient, see table below (Fig. 28,4-1 , page 300 & 301) G C, = product of gust effect factor and internal pressure coefficient. (Tab. 26.11-1, Enclosed Building, page 258) 0.18 or -0.18 a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B. 0,1L. 0,4h), MIN(0.04B 004L).3] = 4.80 ft Roof angle o = 12.04 1 2 L� 'FL0RIDA UILDING PLANS ADDRESS.1065 NE97ST Design pressures for components and cladding m p = qn ) )1 � �..--q where p=pressure on component. (Eq 30.4-1, pg 318) �4 5 }� 2 i 1 2 r c i12 Pmin = 16.00 psf (ASCE 7-10 30.2.2) i �Ui i G Cp = external pressure coefficient. s - Walls see table below. (ASCE 7-10 30.4.2) Roof Roof P. 1 2 3 4 5 6 7 6 9 10 tt 12 13 14 16 16 17 A B C D E Comp. & Pressure Note tfthe effective area is roof Solar Panel area.. the only zone 1, 2 . or 3 apply. CO Effective Area (ftZ} Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 width heith GCP - GCP GCP -GCP GCP - GCP GCP GCP GCP -GCP 9.17 4.25 38.96 0.38 -0.84 0.38 -1.40 0.38 -2.25 0.90 -1.00 0.90 -1.19 6.17 4.27 26.34 0.42 -0.86 0.42 -149 0.42 -2.35 0.93 -1.03 0.93 -1.25 6.17 3.25 20.04 0.44 -0.87 0.44 -1.55 0.44 -2.42 0.95 -1.05 0.95 -1.29 4.00 7.00 28.00 0.41 -0.86 0.41 -1.48 0.41 -2.33 0.92 -1.02 0.92 -1,24 6.17 3.25 20.04 0.44 -0.87 0.44 -1.55 0.44 -2.42 0.95 -1.05 0 95 -1.29 3.13 4.25 13.28 0.48 -0.89 0.48 -1.64 0.48 -2.53 0.98 -1.08 0.98 -1,36 3.08 4.25 13.10 0.48 -0.89 0.48 -1.64 0.48 -2.53 0.98 -1.08 0.98 -1.36 3.08 4.25 13.10 0.48 -0.89 0.48 -1.64 0.48 -2.53 0.98 -1.08 0.98 -1.36 6.17 3.21 19.78 0.44 -0.87 0.44 -1.55 0.44 -2.42 0.95 -1.05 0.95 -1.30 3.08 3.27 10.09 0.50 -0.90 0.50 -1.70 0.50 -2.60 1.00 -1.10 1.00 -1.40 9.08 4-13 37.47 0.39 -0.84 0.39 -1.41 0.39 -2.26 0.90 -1.00 0.90 -1.20 3.13 3.25 10.16 0.50 -0.90 0.50 -1.70 0.50 -2.60 1.00 -1.10 1.00 -1.40 3.08 4.25 13.10 0.48 -0.89 0.48 -1.64 0.48 -2.53 0.98 -1.08 0.98 -1.36 3.13 4.29 13.41 0.47 -0.89 0.47 -1.64 0.47 -2.52 0.98 -1.08 0.98 -1.35 1.63 2.21 3 59 0 50 -0 90 0.50 -1.90 0.50 -2.60 1.00 -1.10 L00 -1.40 3.96 2.94 11.63 0.49 -0.89 0.49 -1.67 0.49 -2.56 0.99 -1.09 0.99 -1.38 3-08 3.27 10.09 0.50 -0.90 0.50 -1.70 0.50 -2.60 1.00 -1.10 1.00 -1.40 3.00 6.83 20.5 0.44 -0.87 0.44 -t54 0.44 -2 41 0.94 -1.04 0.94 -1.29 8.00 7.00 56 0.35 -0.83 0.35 -1.33 0.35 -2.15 0.87 -0.97 0.87 -1.14 8.00 Z00 56 0.35 -0.83 0.35 -133 0.35 -2.15 0.87 -0.97 0.87 -1.14 2.75 6.83 18.7917 0.45 -0.87 0.45 -1.56 0.45 -2 44 0.95 -1 05 0.95 -1.30 8.00 7.00 56 0.35 -0.83 0.35 -1,33 0.35 -2.15 0.87 -0.97 0.87 -1.14 Cladding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 (psf) Positive Negative Positive Negative Positive Ne alive Positive Ne ative Positive Negative t 19.10 -34.70 19.10 -53.86 1910 -82.44 36.56 -39.96 36.56 -46.61 2 2025 -35.28 20.25 -56.75 20.25 -85.91 37.58 -40.98 37.58 -48.65 3 21.06 -35.68 21.06 -58.76 21.06 -88.33 38.29 -41.69 38.29 -50.07 4 20.07 -35.19 20.07 -56.30 20.07 -85.36 37.42 -40.82 37.42 -48.33 e 2t06 -35.68 21.06 -58.76 21.06 -88.33 38.29 -41.69 38.29 -50.07 6 2227 -36.29 22.27 -61.80 22.27 -91.97 39.36 -42.76 39.36 -52.22 7 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 8 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 B 21.10 -35.70 21.10 -58.86 21.10 -88.44 38.33 -41.72 38.33 -50.14 to 23.09 -36.69 23.09 -63.83 23.09 -94.41 40.08 -43.48 40.08 -53.65 11 19.21 -34.76 19.21 -54.15 19.21 -82.78 36.66 -40.06 36.66 -46.81 t2 23.06 -36.68 23.06 -63.78 23.06 -94.34 40.06 -43.46 40,06 -53.62 t3 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 t4 22.24 -36.27 22.24 -61.73 22.24 -91.88 39.34 -42.74 39.34 -52.17 t5 23.11 -36.71 23.11 -70.69 23.11 -94.48 40.10 -43.50 40.10 -53.70 16 22.67 -36.48 22.67 -62.78 22.67 -93.15 39.71 -43.11 39.71 -52.91 t7 23.09 -36.69 23.09 -63.83 23.09 -94.41 40.08 -43.48 40.08 -53.65 A 20.99 -35.65 20.99 -58.60 20.99 -8812 38.23 -41.63 38.23 -49.96 B 18.03 -34.16 18.03 -51.18 ?8.03 -79.23 35,61 -39.01 35.61 -44.72 C 18.03 -34.16 18.03 -5118 18.03 -79.23 35.61 -39.01 35.61 -4472 D 21.25 -35.77 21.25 -59.24 21.25 -88.90 38.46 -41.86 38.46 -50.41 E 18.03 -34.16 18.03 -51.18 18.03 -79.23 35.61 -39.01 35.61 -44.72 F L 0 R I D A BUILDING PLANS 7550 2"D CT, HIALEAH, FL 33014 Building department, Florida Building Plans is currently working on the disapproval remarks defined by the city on: Process Number: RC-07-20-1621. Property address: 1065 NE 97TH ST Miami Shores FL 33138 Owned: Spazio Construction Florida Building plans is a company of certified architects and engineers that develop architectural new projects, remodeling and code violation solutions. For any question regarding the status of the project please contact us at Phone number: (305)424-9223 In the following document you will find a list with the comments of the corrections (mechanical, building) and each reviewer found on the Plans Tracking System at the web page. y FLORIDA BUILDING PLAT 7550 2ND CT, HIALEAH, FL 33014 Building - 08/24/2020 Reviewer: Naranjo Ismael 1. Wood framing not allowed on exterior walls as per Miami Shores Village Code of Ordinances. R/ Change in scope of work, wood framing walls to be demolished and replaced by metal framing. Please see change in SOW on title sheet under revision cloud #3. See on demolition and proposed floor plan the walls to be replaced on sheet A-100 under revision cloud #2 New cold -formed steel framing was provided for new exterior walls. See detail 5/A-603 (cloud #2 sheet A-603) Regards, of FL Digitally signed by Victor R Vega C3 '4. o EGg; Sanabria o� DN: c=US, o=VRVS-ARQ-FL, s ou=A0141OD0000016BD267EAE P�. 91719 400002614, cn=Victor R Vega Sanabria SrFRBo Aao� Date: 2020.09.02 21:53:45-04'00' Victor R. Vega Sanabria, AIA, CSI Register Architect Lic. AR 97719 ONLINE BUILDINGS PLANS CORP. License Num: AA26003924 vrveaas@onlinebuildinaolans.com Direct number: (954) 866 9806 21 PROPERTY INFORMATION 4dd—s" 06- NE tl- SITE INFORWTION --, jf he R.. A"I oor Elegy: SCOPE OFWORK— - ---- W 3 1. i -d fiv 119 APPLICABLECODES Aril agile �,*, fiO-e CCOE Bull-IING rLQIIII ILI IMG - H)i MI71 CooL RESIDENT ,,s IDE T 'AL R CRIDA HESID-_NrIAL CODE i20171 CODE PLUMBING FLORIDA 3 - ft �ANG CODE 20171 CODE VECHANICAL: FLC.Q IL�'A 'A CIAMCIL BODE 120171 COC, C—ICAL , ELECTRICAL: NATIONAL CODE CIE 201n! FLOOD MAP Flom -lap i2j86-"3�& Fload III,, d GENERAL r. Lvol, LOTCOVERAGE Are. A- 5F BUILDING HEIGHT 8_Idv,g Heigh SETBACK REQUIREMENTS UNDER OTHER PCRMIT SOUND teANSNIMSION STA -0 � - Zo - 6r=, 2-) NAA?A! SHORES VILLAI'�t APPROVED I BY I DATE ZONING STRUCTURAL ELECTRICAL PLUMBING I I I IMECIIAWCAL] I I BLDG. I - SUUir"Q'T 10 CLIWLIAN.11 Allil .-LL L, IFF�L STATE ;%NL) COUNTY RULES AND RU.', Sheet List Sheet Pages Number Sheet Name Tffl_r 16 Jt t P'o,0 d STRUCTURAL REVIEW APPROVED O. BLANCO 08/0412020 11 :18719 AM 18L4 FLORIDA BUILDING PLANS 7550 CT, HIALEAH, FL 33014 iii _3 E. kevpk:nerq,',yPgt Na. Description Este -_,fly signed P20-0084 ',E 47 TITTLE SHEET 6 AO.0Permit Process WALL PHASES: - - - - - - - - - - - R'lirsll—rl 11". 7.211--. FIRST FLOOR EXIST I NG If DF410 1710"'PLP; INDICATES EXISM11,VALL �11N4SE INDICATESLE"OLITIONWAL.A. PHASE INDIC.ATESTEMPGRARYWALL PHASE BUILDING REVIEW APPROVED 1. NARANJO 0812412020 2:54:12 PM 4E� =7-777- F L 0 R I D A BUILDING PLANS 7550 W 2ND CT, HIALEAH, FL 33014 No._Description Date 4� jJ 4�17 F L 0 R I D A BUILDING PLANS 7550 W 2ND CT, HIALEAH. FL 33014 2130 ,9 71 No. DescriptJon Date L7- Proposed East —T L it FBC 107.2. I. Scope of Work T L —i ti � kx''\ --- ----- — bi v'm' IY g' RA ARQ-'� I 10N31 II TL�'- P20-0084 JI,5 '.E ,' S Demolition and Proposed Elevations -Z zC-1 32 A-200 Pe —it Process Windows Legends T- 2" 1 2',. 3 Z 9 10 11 12, 13 14 EGRESS EGRESS 14 35 Door Legend SLIDING DOOR 101 102 16 1029.2 Minimum size, 3 wrdoX 0810 00 - DOOR �&F IiMES SCHEDULE D— Dimensm lark Door Description VIRdth HIeWt e NOA NUMBER 4 7 20' 1029.2,1 Min ,,m d,, N EK,,pe Door-namum overTA d1Rrenslf`5 08 50 00 - WINDOW SCHEDULE Marc Window Description vu'dows Dimension VKM I Height Zone� PDP, Impact PDP-� Resistant 1 Egress 1Compiiance SHGC U FACTOR NOA J 31 Z5 31 Y, N'-' .0 -e sell -;..A D, Dv il1—t—p � I "--at Y. d 2z NCA 3 t d -v -Vv� J - — - — — — — - — — — — — — DESIGN CRITERIA E �.E� F,ORIDA SUILDINOCC;DE 201' ASGE ?-1-) BASIC HIND SPEED ;V i13-175MPH "GIANAIDESIONIMN�DSPEED V-1-36 MPH -EXPOSURE GATEGORY= C, iNTERNAL PRESSURE COEFFICIENT= , -0 IS :13JILDING CATEGORY 11 11 PR—jid, luv u 171"SLIDING F OCR -ATTACHM&IT DIAGRAM x II v 1029.2 Minimum (5 size. 5.70 sq.ft. X < X oo._. 1 4 MAX DOOR FRAME WIDTH 97' BEARING NALL DETAIL ,CI'l-D-FORIMED STEEL FRAMING, SIX HEADER, 12 SECTION OF STUD SAME GAUGE AND SIZE AS TRACK TRACK-.- -SCREW ATTACH BOTH ENDSOF •SIMPSON STRONG TIE SHH3.66 TYPICAL TRACKS TO SHORT LA��fl SIDE Of 1IFADER LAGH SECTION OF STUD W N 5� 410-16 CGREWS 70 JAMB #10-16 SCREWS PER STUD 1 6! �10-16 SCREWS 7.0 FLANCE.EA SIDE OF SPLICE AQER i,('C�ATED AS SHL*VvJN BOTTOM TR-�CK SPLICE HEADERNAMB STUD CONNECTIC-1 -------------- A 603 e A;-FLORIDA Pt- 7 BUILDING PLANS 50 W 2N1) CT. HIALEAH, FL 33014 E ,vJa Description Dale PROPERTY INFORMATION: Compliance Method FBCE 2017: b; Vega San�bna 01. - VS-AHQ-cL 32 Branch Panel: Existing Panel Project Nam, -2D jG84 Lm tion vofm�n�s� A.I.C. Rating Su -- poly fro Phase ' MarnsType: MLC Mounting:'.Recessed Wires: 3 MansRaung! A Enclosure, Bus Rating: Not— A21 sectr-1 ex sv,g Only 1- gli,q Iddea or east ng spaec,—, Total Conn. Load 33724 VA ARC FAULT PROTECTED RECEPTACLES AS PER NEC... ------------- - -- LgNinq- Pjrsq Flooc ELECTRICAL LEGEND WIRING DEVICE jas IFF jVFD AT,4 AFF JU INTED AT 48'Wi7 T 'PHASE. I "PZ fiAL �T!8-AFF —,-PTACL- -'Z, VC--T.' PHASE 3 WIRE WAL, ED- P-AC1- 240'iOLT.' PHASE 4WIRE WALL. EX �L- 0 - KE�TACU� -,-,ie0UND PALT --%101.- 1 PHASE h,IP C AT '8- AFF NAi V(DUK , 121 ICL- !FHASE VOUNT.13 AT ;8 AFF FEPNEC440.14614EC440.22 IX RE x nor `tAL -Al FIRE ALARM DEVICE A' --e Dc-- 20 ILA 1 Ph.e 3 CIffing tru, 10 ltsrc,je De' -b 2T 1cft I Ph— 3 ff,. Gr f-I LIGHTING FIXTURE POWER EQUIPMENT se "'fr's )L; Jd Elrclncal Ira ^al I PHASES EXISLINC, TO REMAIN A F L 0 R I D A BUILDING PLANS 7550 W 2ND CT, HIALEAH, FL 33014 F3C 1071A, Scope of Work Digitally ,go, d Victor R Vsq. Sar,,bna 11* DN�c -US. o =IVI-AIQ-FL. niu 01410DOOO 016BD2B7EAE40, 002914. "n -Via'- R Vegu S—,b- D,ate: 2020,09 0' 21 5 5:; 1 -04-00 'FLORIDA PROJECT: P20-0084 BUDDING PLANS ADDRESS. 1065 NE97ST Co me nt PROJECTNAME...........................................................................................................................................................1 PROJECTADDRESS......................................................................................................................................................1 WINDLOAD CALCULATION.........................................................................................................................................2 COLD -FORMED STEEL FRAMING DESIGN.....................................................................................................................4 COLD -FORMED STEEL HEADERS DESIGN ....................... _............................................................................................. 7 PROJECT NAME P20-0084 PROJECT ADDRESS 1065 NE 97 ST ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: • 2017 FLORIDA BUILDING CODE • 2017 INTERNATIONAL BUILDING CODE • ASCE 7-10 - Digitally signed by Victor R °E q� °R,a Vega Sanabria y o DN: c=US, o=VRVS-ARQ-FL, p. ';, ou=A01410D0000016BD2 » 9 B7EAE400002614, ,+'° STFRE cn=Victor R Vega Sanabria . Aac Date: 2020.09.02 21:48:11 -04'00' Victor R, Vega Sanabria, AIA ONLINE BUILDING PLANS CORP 01 F L 0 R I D A BUILDING PLANS WIND LOAD CALCULATION PROJECT. P20-0084 ADDRESS: 1065 NE97ST Wind Analysis for Low-rise Building, Based on ASCE 7-2010 1 INPUT DATA Exposure category fB. C or D ASCE 7-10 26 7,3) C Importance factor (ASCE 7-10 Table 1 5-2) 1, = 1.00 for 211 Category Basic wind speed (ASCE 7-10 26 51 or 2012 )BC) V = 175 mph Basic wind speed (ASCE 7-10 26.5 1 or 2012 113C) V = 135.6 mph Topographic factor (ASCE 7-10 26,8 & Table 26 8-1 K,, = 1 Flat Building height to eave he = 9 ft Building heightto ridge h, = 15 ft Building length L = 81,75 ft Building width B = 56.25 ft ANALYSIS Velocitv oressure qt, = 0.00256 Kt, K7t Kd V2 33.99 psf where qh = velocity pressure at mean roof height. h. (Eq, 28 3-1 page 298 & Eq. 30,3-1 page 316) K1, = velocity pressure exposure coefficient evaluated at height, h. (Tab 28 3-1, P9 299) = 0.85 Kd = wind directionality factor. (Tab. 26,6-1, for building, page 250) 0.85 h = mean roof height = 12.00 ft * 60 ft, [Satisfactory] (ASCE 7-10 26,2, 1) * Min (L, 13), [Satisfactory] (ASCE 7-10 26 2 2) Design oressures for ll p = qh [(G Cpf )-(G Cpj )] where p = pressure in appropriate zone. (Eq. 28.4-1. page 298). p, ,,I,, = 16 psf (ASCE 7-10 28AA1 G Cpf = product Of gust effect factor and external pressure coefficient see table below. (Fig. 28.4-1, page 300 & 301) G C, = product of gust effect factor and internal pressure coefficient(Tab. 26,11-1, Enclosed Building, page 258) 0.18 or -0.118 a= width of edge strips, Fig 28 4-1. note 9. page 301. MAX[ IMIN(0,113.0,11- 0.4h).MIN(0,04Br0,04I-),3] = 4.80 ft Roof angle o = 1204 1 PA FLORIDA BUILDING PLANS ADDRESS:1065 NE97ST Design pressures for components and cladding 3 2 - ;, s 1- j 2- 7I p = qh[ (G Cp) - (G CPA - p ( ) N N where: p = pressure on component. (Eq. 30.4-1, pg 318) z I 2,pmin 1600 sf ASCE 7-10 30.2.2 I - G Cp = external pressure coefficient. _ - z - s : z '- Walls �- - see table below. (ASCE 7-10 30.4.2) Roof Roof P. Pressu Note: If the effective area is roof Solar Panel area. the only zone 1. 2 . or 3 apply. Corn Effective Area (ftZ) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 width heith GCP •GCP GCP -GCP GCP -GCP GCv -GCP GCP -GCP 5 re (psf) Positive Ne alive Positive Negative Positive Negative Positive Negative Positive Negative 1 19.10 -34.70 19.10 -53.86 19.10 -82.44 36.56 -39.96 36.56 -46.61 2 20.25 -35.28 20.25 -56.75 20.25 -85.91 37.58 -40.98 37.58 -48.65 3 2106 -35.68 2L06 -58.76 21.06 -88.33 38.29 -4169 38.29 -50.07 a 20.07 -35.19 20.07 -56.30 20.07 -85.36 37.42 -40.82 37.42 -48.33 5 21.06 -35.68 21.06 -58.76 21.06 -88.33 38.29 -41.69 38.29 -50.07 5 22.27 -36.29 22.27 -61.80 22.27 -91.97 39.36 -4276 39.36 -52.22 7 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 6 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 s 21.10 -35.70 21.10 -58.86 21.10 -88.44 38.33 -41.72 38.33 -50.14 10 23.09 -36.69 23.09 -63.83 23.09 -94.41 4008 -43.48 40.08 -53.65 11 19.21 -34.76 19.21 -54.15 19.21 -8278 36.66 -40.06 36.66 -46.81 12 23.06 -36.68 23.06 -63.78 23.06 -94.34 40.06 -43.46 40.06 -53.62 13 22.31 -36.31 22.31 -61.90 22.31 -92.09 39.40 -42.80 39.40 -52.29 14 22.24 -36.27 22.24 -61.73 22.24 -9188 39.34 -42.74 39.34 -52.17 15 23.11 -36.71 23.11 -70.69 23.11 -94.48 40.10 -43.50 40.10 -53.70 16 22,67 -36.48 22.67 -62.78 22.67 -93.15 39.71 -43.11 39.71 -52.91 17 23.09 -36.69 23.09 -63.83 23.09 -94.41 40.08 -43.48 40.08 -53.65 A 2099. -35.65 20.99 -58.60 2099 -88.12 38.23 -41 .63 38.23 -49.96 B 18.03 -34.16 18.03 -51.18 18.03 -79.23 35.61 -39.01 35.61 -44.72 c 18.03 -34.16 18.03 -51.18 18.03 -79.23 35.61 -39.01 35.61 -44.72 D 21.25 -35.77 21.25 -5924 21.25 -88.90 38.46 -41.86 38.46 -50.41 E 18.03 -34.16 18.03 -51.18 18.03 -79.23 3561 -39.01 35.61 -44.72 3 F L 0 R I D A BUILDING PLANS COLD -FORMED STEEL FRAMING DESIGN I77-FLORIDA BUILDING PLANS PROJECT. P20-0084 ADDRESS.1O65 NE97ST (Wall Stud Design Based on AISI S100/SI-10 & ICBO ER-4943P INPUT DATA & DESIGN SUMMARY SECTION & SPACING 600S137-33 - @ 16 in o.c WALL HEIGHT h= 11 It hp= 0 ft } GRAVITY LOAD (ASD level) P = 400 Ibs /ft LATERAL LOAD (SD level) wi = 33.98 psf y PARAPET LOAD (SD level) w2 = 0 psf ECCENTRICITY e= 0 in DEFLECTION LIMITATION ? 2 h /360 (O=No., 1= h /240, 2= h /360, 3= h /180, 4= h /120) - THE DESIGN IS ADEQUATE. ANALYSIS SECTION PROPERTIES OF EACH METAL STUD (SSMA page 7 & 8) thk = 0.0346 in Fy = 33 ksi Ixx = 1,582 in4 Mn/Qb = 10.07 in -kips t = 6 in Wt = 1.08 lb/ft Sxx = 0.51 in3 Vn/Qv= 612 Ibs A = 0.318 192 rx = 2.229 in ry = 0,464 in xo = -0,823 in J = 0.00013 in CW = 0,493 in6 CHECK MAX WEB DEPTH -TO -THICKNESS RATIO (AISI B1.2) t / (thk) = 173,41 < 200 [Satisfactory] CHECK FLEXURAL CAPACITY (AISI C3.1) M„ 10b = 10.07 in -kips / stud > M [Satisfactory] - - Where (hh'' I Pc ; - 5.50 ft 2h h;.l;. 1 (h_-h;.) S= 8.22 in-kips/stud 21r,h 2 S = 1.333 ft o.c . spacing as gaven. 0,00 in -kips I stud p M = (1/1.4) MAX( MI M2) = 5.87 in -kips / stud. (111.4 for wind/seismic, from AISI App A4.1.2, typical) CHECK SHEAR CAPACITY (AISI C3.2) V❑/SiV = 612 Ibs / stud > V [Satisfactory] (h,lr,-)�r I'e Where f (h ` h, u, - - 249 Ibs / stud 2h h= V2 = h w, S - V, = 249 Ibs / stud V3 = hp W2 S = 0 lbs i stud V = (1/1.4) MAX(Vj , V2 , V3) = 178 Ibs / stud CHECK CAPACITY COMBINED BENDING & SHEAR AT ROOF/FLOOR SECTION (AISI C3.3.1) = 0.2908 < 1.0 [Satisfactory] Where M = 0.00 in -kips / stud. (1/1 4 included) V = 178 Ibs / stud, (111.4 included) Vn/Q,,.= 612 Ibs / stud, from SSMA page 7 & 8. Mn/f lb = 10.07 in -kips / stud... from SSMA page 7 & 8. FL0RIDA BUILDING PLANS PROJECT: P20-008 ADDRESS.1065 NE97ST (cont'd) h = 0.00 < 0.5 c2l.t, = 0.29 < 0.7 0.6� n/yl1t'i - 0.2908 < 1.3 [Satisfactory] 'v P1t CHECK COMPRESSION CAPACITY WITH, AT LEAST, ONE FLANGE THROUGH -FASTENED TO SHEATHING (AISI D6.1.3) Pn1Qc = 2.68 kips / stud > P [Satisfactory] Where S2c = 1.8 Pn = C1C2C3 AE / 29500 = 4.82 kips / stud C1 = (0.79 .\ + 0.54) = 0.949 C2 = (1.17 u.. t + 0,93) = 0.970 C3 = a (2.5b - 1.63d) + 22.8 = 16.445 E = 29500 ksi (AISI pg xiv) P = 0.67 kips / stud (included wall weight, 18psf.) CHECK CAPACITY COMBINED AXIAL LOAD & BENDING (AISI C5.2.1) 0.86 < 1.0 [Satisfactory] P11 11 d1l Where M = 5.87 in -kips / stud, (1/1.4 included) P = 0.67 kips / stud Pn/o, = 2.68 kips / stud Mn/Qb = 10.07 in -kips J stud Cm= 1.0 PF-, _ = 26.44 kips / stud (K:10- 0.955 CHECK DEFLECTION 5(11IS)L4 A _ = 0.32 in < h /360 = 0.37 in [Satisfactory] 384EI.t., NOTE: 1. STUD FLANGES SHALL BE FASTENED TO SHEATHING AT EACH SIDE OF WALL BEFORE VERTICAL LOAD ADDED. Technical References: 1. AISI S 100/SI-10. North American Specification for the Design of Cold -formed Steel Structural Members, with Supplement 1. 2010. 2. SSMA, Product Technical Information, ICBO ER-4943P, Steel Stud Manufactures Association, 2001. 2 F L 0 R I D A E�UILDING PLANS COLD -FORMED STEEL HEADERS DESIGN PROJECT P20-0084 ADDRESS: 1065 NE97ST FLORIDA BUILDING" Box Beam Desi n Based on AISI S100/SI-10 & ICBO ER-4943P INPUT DATA & DESIGN SUMMARY VERT MEMBERS 2 x 1000S162-54 (TOTAL SECTION: 4 x 10 50 ksi ) SPAN L= 6 ft DEAD LOAD DL = 0.2 kips/ft LIVE LOAD ILL = 0.2 kips/ft r WIND WL= 0.17 kips/ft COMPRESSION FLANGE SUPPORTED ? (O=No. 1=Yes) 0 No. PROJECT. P20- 084 ADDRESS.1O65 NE97ST DEFLECTION LIMITATION FOR LIVE LOAD ? 1 L /240 (O=No., 1= L /240, 2= L /360, 3= L /180, 4= L /120) THE DESIGN IS ADEQUATE. ANALYSIS SECTION PROPERTIES OF EACH STUD (SSMA page 7 & 8) t = 0.0566 in Fy = 50 ksi Ixx 4 = 9.95 in h = 10 in Wt = 2,66 Ib/ft Sxx = 1,712 in3 A = 0.783 in rx = 3.565 in ry = 0.511 in J = 0.00084 in CW = 4,16 in6 CHECK MAX WEB DEPTH -TO -THICKNESS RATIO (AISI61 2) h / t = 176,68 < 200 [Satisfactory] CHECK FLEXURAL CAPACITY (AISI C3.1) Mn/12b = 8,54 ft-kips > M [Satisfactory] Where M=(DL+LL+Wt)L2/8= 1,82 ft-kips M = (WL + Wt) L2 / 8 = 0.78 ft-kips CHECK SHEAR CAPACITY (AISI C3.2) Vn/0V = 3.19 kips > V [Satisfactory] Where V=(DL+LL+Wt)L/2= 1.22 kips CHECK LATERAL -TORSIONAL BUCKLING (AISI C3.1.2.2) 0.36Chr, 0.79 ft < L Where Cb = 1 0 Sf= 398 in (total vertical studs, SSMA page 7 & 8.) E = 29500 ksi (AISI pg xiv) G = 11300 ksi (AISI pg xv) I = 4.936 in° (neglecting top & bottom tracks conservatively.) J = 0.002 in b T F J 18.2 ksi < 2.78 Fy = h )`i.f' / < 0.56 Fy = Where Ky = 1.0 Ly = 72 in F, for Fe->2.78)-, IOFp10 ?7sFF1_'i eo_6Fy9 _ 18.2 ksi 6ei - Fe fbr Fe_<O.i6F1. 1 51.26 in -kips Vn/S2 = 1593 Ibs xo = -0.827 in 139.0 ksi 28.0 ksi n F L 0 R I D A BUILDING PLANS PROJECT: P20-0084 ADDRESS.1065 NE97ST (co M„/Ob = 3.61 ft-kips > M [Satisfactory] Where Sc = 3.98 in3 (total vertical studs.. SSMA page 7 & 8.) «b= 1.67 Mn = ScF� = 72.37 in -kips M=(DL+LL+Wt)L2/8= 1.82 ft-kips CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1) 0,633 < 1.0 [Satisfactory] r19n - �'rr Where M = '1.82 ft-kips V = '1.22 kips Vn1Q,= 3.19 kips C2b = 1.67 Mn = MIN(Bending , Buckling) = 6.03 ft-kips Mn/i2b = 8.54 ft-kips, for bending only. �12/04 1 = 0.51 > 0.5 «l.i' '� c 0.38 < 0.7 06, 'b/ �'I = 0.6847 < 1.3 [Satisfactory] t 11n ,Vn 1 CHECK DEFLECTION 5(LL)L4 0.01 in < L /240 = 0.30 in [Satisfactory] 1[Z. - 384E_/ Technical References: 1. AISI S100/SI-10, North American Specification for the Design of Cold -formed Steel Structural Members. with Supplement 1. 2010. 2. SSMA. Product Technical Information, ICBO ER-4943P, Steel Stud Manufactures Association, 2001. 9 1 F L 0 R I D A BUILDING PLANS PROJECT: P20-0084 ADDRESS.1065 NE97ST Box Beam Design Based on AISI S100/SI-10 & ICBO ER-4943P INPUT DATA & DESIGN SUMMARY VERT. MEMBERS 2 x 1000S162-97 - r (TOTAL SECTION: 4 x 10, 50 ksi ) SPAN L= 9 It r DEAD LOAD DL= 0.2 kips/ft LIVE LOAD LL = 0.2 kips / ft r WIND WL= 0.17 kips / ft COMPRESSION FLANGE SUPPORTED ? (O=No. 1=Yes) 0 No. DEFLECTION LIMITATION FOR LIVE LOAD ? 1 L /240 (O=No., 1= L /240, 2= L /360, 3= L /180, 4= L /120) THE DESIGN IS ADEQUATE. ANALYSIS SECTION PROPERTIES OF EACH STUD (SSMA page 7 & 8) t = 0.1017 in Fy = 50 ksi Ixx = 16.967 in h = 10 in Wt = 4.67 Ib/ft Sxx = 3.393 in A = 1.372 in2 rx = 3.516 in ry = 0.483 in J = 0.00473 in4 CH, = 6.708 ins CHECK MAX WEB DEPTH -TO -THICKNESS RATIO (AISI B1.2) h / t = 98.33 < 200 [Satisfactory] CHECK FLEXURAL CAPACITY (AISI C3.1) Mn/S3b = 20.06 ft-kips > M [Satisfactory] Where M = (DL + LL + Wt) L2 / 8 = 4A 4 ft-kips M = (WL + Wt) L2 / 8 = 1.75 It -kips CHECK SHEAR CAPACITY (AISI C3.2) VnQV= 18.92 kips > V [Satisfactory] Where V=(DL+LL+Wt)L/2= 1.84 kips CHECK LATERAL -TORSIONAL BUCKLING (AISI C3.1.22) 0.30(.'/r�T 1.46 It< L Lii = EtiJl i; _ F,,S Where Cb = 1.0 Sf= 6.79 in3 (total vertical studs: SSMA page 7 & 8.) E = 29500 ksi (AISI pg xiv) G = 11300 ksi (AISI pg xvi) ly = 8.776 in (neglecting top & bottom tracks conservatively.) J = 0.009 in4 J e = C F7 F(r`.I 22.6 ksi < 2.78 Fy = K yLYS f < 0.56 Fy = Where Ky = 1.0 Ly = 108 in F't' _for Fe=2.78Fi, r r o Fc— 19 F ,I I-36F' ( for 2.78>Fe>_0.-56F3; _ 22.6 ksi e ; IF, - for FQ<_0.56F,7 Mnlf'b= 120.37 in -kips VrA)v= 9461 Ibs xo = -0.795 in 139.0 ksi 28.0 ksi 10 F L 0 R I D A BUILDING PLANS PROJECT P20-0084 ADDRESS.1065 NE97ST M„/0b= 7.64 ft-kips > M [Satisfactory] Where Sc = 6.79 in3 (total vertical studs.. SSMA page 7 & 8,) Qb = 1.67 Mn = ScFc = 153.04 in -kips M=(DL+LL+Wt)LZ/8= 4.14 ft-kips CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISIC3.3.1) �s1,J c2�a� = 0.5514 < 1.0 [Satisfactory] Where M = 4.14 ft-kips V = `1.84 kips Vn/51v= 18.92 kips r'b= 1.67 Mn = MIN( Bending Buckling) = 12.75 ft-kips Mn/Qb = 20.06 ft-kips, for bending only. � �Ir14 = 0.54 > 0.5 c7,.t = 0.10 < 0.7 L1rt � t",r 0.6, �frtf i,l - 0.423 < 1.3 [Satisfactory] CHECK DEFLECTION 5(L L)L4 0.03 in < L /240 = 0.45 in [Satisfactory] ALL — 3)84EI Technical References: 1. AISI S100/SI-10. North American Specification for the Design of Cold -formed Steel Structural Members. with Supplement 1, 2010, 2. SSMA. Product Technical Information, ICBO ER-4943P. Steel Stud Manufactures Association. 2001. (cont'd) l 11 f1I FL0RIDA BUILDING PLANS Box Beam Design Based on AISI S700/SI-10 & ICBO ER-4943P INPUT DATA & DESIGN SUMMARY VERT MEMBERS 3 x 1000S250-97 (TOTAL SECTION: 8 x 10, 50 ksi ) SPAN L= 12 ft r DEAD LOAD DL = 0.2 kips /ft PROJECT. P20-0084 ADDRESS:1065 NE97ST LIVE LOAD LL= 0.2 kips/ft r WIND WL= 0.17 kips/ft COMPRESSION FLANGE SUPPORTED ? (O=No. 1=Yes) 0 No. DEFLECTION LIMITATION FOR LIVE LOAD ? 1 L /240 (O=No., 1= L /240, 2= L /360. 3= L /180, 4= L /120) THE DESIGN IS ADEQUATE. ANALYSIS SECTION PROPERTIES OF EACH STUD (SSMA page 7 & 8) t = 01017 in Fy = 50 ksi Ixx = 21,827 in4 h = 10 in Wt = 5.36 Ib/ft Sxx = 4.181 in3 A = 1.576 in2 rx = 3.722 in ry = 0,825 in J = 0,00543 11`14 CW = 21.268 in6 CHECK MAX WEB DEPTH -TO -THICKNESS RATIO (AISI B1.2) h / t = 98,33 < 200 [Satisfactory] CHECK FLEXURAL CAPACITY (AISI C3.1) Mn/Elb = 35.16 ft-kips > M [Satisfactory] Where M = (DL + LL + Wt) LZ / 8 = 7.49 ft-kips M=(WL+Wt)L'I8= 3.12 ft-kips CHECK SHEAR CAPACITY (AISI C3.2) Vn/0V = 28.38 kips > V [Satisfactory] Where V = (DL + LL + Wt) L / 2 = 2-50 kips CHECK LATERAL -TORSIONAL BUCKLING (AISI C3 1 2.2) 0.36(,'1r7 F1:Sf Where Cc = 1.0 Sr= 13.10 n3 (total vertical studs SSMA page 7 & 8.} E = 29500 ksi (AISI pg )ov) G = 11300 ksi (AISI pg xA) ly = 35.760 in4 (neglecting top & bottom tracks conservatively.) J = 0,016 in4 t'hrr 1 , = -1 .1 J = 23.2 ksi < 2 78 Fy = 1ti ti'LY'�.� < 0.56Fy, _ Where Ky = 1 0 Ly= 144 in I- ,lor Fe>2.781-�. IOF I9 Fc. F1'� I 36 fnr 2.78>Fe-0.56/:'�, = Fe 23.2 ksi Fe .for Fe=0.%F-j, M❑/f2b = 140.63 in -kips V02v= 9461 Ibs xo = -1-491 in 139.0 ksi 28.0 ksi 12 FLORIDA BUILDING PLANS M„ 1b = 15.17 ft-kips > M [Satisfactory] Where Sc = 13.10 in3 (total vertical studs.. SSMA page 7 & 8.) +2b= 1.67 M = ScFc = 304.10 in -kips M = (DL + LL + Wt) Lz / 8 = 7.49 ft-kips PROJECT: P20-0084 ADDRESS.1055 NE97ST CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1) 2� Al S> .1, -' 0.5013 < 1.0 [Satisfactory] 1�7 J'rr Where M = '7.49 ft-kips V = '2.50 kips Vr,/S2v= 28.38 kips �Ib= 1.67 Mn = MIN( Bending . Buckling) = 25.34 ft-kips M 112b = 35.16 ft-kips, for bending only. i2/r1f ` = 0.49 < 0.5 r2 J = 0.09 < 0.7 0.61 0.3841 < 1.3 [Satisfactory] CHECK DEFLECTION 5(L L)L4 0.05 in < L /240 = 0.60 in [Satisfactory] ALL 8]EI Technical References: 1. AISI S100/SI-10. North American Specification for the Design of Cold -formed Steel Structural Members. with Supplement 1, 2010. 2, SSMA, Product Technical Information, ICBO ER-4943P. Steel Stud Manufactures Association, 2001. 13 FLORIDA BUILDING PLANS 7550 2ND CT, HIALEAH, FL 33014 Building Department, Florida Building Plans is currently working on the disapproval remarks defined by the city Permit Number: WS-07-20-1390 Property address: 1065 NE 97 street Miami, FL Florida Building plans is a company of certified architects and engineers that develop architectural new projects, remodeling, and code violation solutions. For any question regarding the status of the project please contact us at Phone number: (305)424-9223 In the following document you will find a list with the comments of the corrections (building and structural) and each reviewer found on the Plans Tracking System at the web page. STRUCTURAL 1-PROVIDE SITE SPECIFIC WIND LOAD CALLS OR A GENERIC WIND LOAD CALC USING WORST CASE LOADING IN COMPLIANCE WITH THE HVHZ PROVISIONS OF SECTION 1620, OF THE FBC 6TH EDITION ,2017), SIGNED & SEALED BY FLORIDA REGISTERED ARCHITECT OR ENGINEER, TO DETERMINE THE MAXIMUM WIND DESIGN PRESSURE FOR ALL EXTERIOR DOORS AND WINDOWS, SKYLIGHTS, STORE FRONT SYSTEM AND/OR SHUTTERS Answer„ ACCORDING WITH SECTION 1620,2 OF THE FBC 6TH EDITION (2017) WE CALCULATED THE MAXIMUM WIND DESIGN PRESSURE FOR ALL EXTERIOR DOORSAND WINDOWS, SKYLIGHTS, STORE FRONTSYSTEM AND/OR SHUTTERS, WITH A BASIC WIND SPEED= 1 75MPH, NOMINAL DESIGN WIND SPEED =136MPH, IMPORTANCE FACTOR=1.0, EXPOSURE CATEGORY C INTERNAL PRESSURE COEFFICIENT= +/-0.18, BUILDING CATEGORY 11 (SEE SHEETA-602 CLOUD #1) (ALL ELEVATION HAVEA TAG WITH THE WIND PRESSURES) 11 Page || /1 / F L 0 R | D A BUILDING D|NG PLANS NS 2-STRUCTURAL WIND LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS Answer: WIND LOAD CALCULATIONS WILL BE ATTACHED WITH THE SHEETS r1DtOT17M l, The scope of the work reflected on the plans includes alterations other than window and door replacement. Provide permit application for master permit and all other related work. The plans should comply with the requirements of section 107.2 of the 2017 FBC, Building and section 8-10 of Miami Dade County Code based on compliance method selected frorn section 301 and level of alteration per section 50lofthe ZDl7FB['Existing Building. Answer: Plans will be submitted under a master permit application Digitally signed byVictor RVega Sanabria DN:c=US^ ou=A01410D0000016BD287EAE 40O002Bl4'cn=VictorRVega Sanabria Victor R. Vega Sanabha./41/\ ONLINE BUILDING PLANS CORP LICENSE NUyNBERiAA2S0O3924 Register Architect # AR- Q771Q