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RC-19-1938Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: REMOVAL OF EXISTING KITCHEN AND INSTALLATION OF KITCHEN IN BACKROOM . ADDING BATHROOM AND BEDROOM WITHING EXSITING SQUARE FOOTAGE OF HOME. Permit Type Building (Residential) Bldg. Permit No. RC-08-19-1938 Owner MARIO L ENRIQUEZ Contractor ORONI INC Subdivision/Project Date Issued 03/10/2020 Construction Type V-B Occupancy Single Family Type Square Footage 654.00 Flood Zone Location If the building is located in a special flood hazard area documentation of the as -built lowest floor 62 NE 108TH ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33161 Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the gNOR�s time of issuance this structure was in compliance with the various ordinances of the jurisdiction 932 regulating building construction or use. 'fir I,i!'i!.. �-r9R' r! `- •�/%�/it5� Building Officials Approval Ismael Naranjo, CBO Not Transferable rh POST IN A CONSPICUOUS PLACE r Miami Shores Village Building Department 10050 NE 2 Ave Miami Shores FL 33138 a>I� issue Date:1011612019 Expires: 04/13/2020 INSPECTION REQUESTS: (305)762-" oelog on at https://bldg.msvfl.gov/energov_prod/selfservice Requests must be received by 3:30pin. WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONSARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES:' NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . POST ON SITE 1121360110030 Owner's Name: MARIO ENRIQUEZ Owner's Phone: (786)282-5996 Job Address: 62 NE 108TH ST Total Square Feet: 654 Miami Shores, FL 33161 Total Job Valuation: $ 68,225.00 Contractor(s) Phone Address ORONI INC (305)685-0412 14040 NW 6 COURT, MIAMI, FL 33168 Description: REMOVAL OF EXIST] NG�KITCHEN AND INSTALLATION OF'KITCHEN IN BACKROOM . ADDING BATHRO AND BEDROOM WITHING EXSITING SQUARE FOOTAGE�OF HOME. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF., COMMENCEMENT MAY RESULT IN YOUR PAYING.TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON,THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing . . . . . . . Insulation Ceiling Grid Drywall., Firewall Wire Lath Pool Steel Pool Deck Final Pool J Final `Fence" Screeh.Encl6sure Driveway Priye�Way Base.' ',t .Tin Cap Roof in-'Prbgress, Mop,i6.Progress Final Roof Shutt6rs'A - t6chment' Final Shutters"- Rails 'n& 0, Guardrails AbA'C'0`m10ffi3nce, DOCUMENTS Soil ge __. qqng . _grf 'So"'ilTreatmimt Cert, J r afidn'S go tl�v prvey Reih6lLfnit Ma's Itert, Insullkion Certificates Spot Suryey Final-SurVey 7 Truss Certification S1*UCTURAL CIJIVIMtNtS- WINDOWS & DOORS INSPECTION DATE INSP Attachment PUBLIC INSPECTION WORKS DATE INSP Exc6vdtion- ELECTRICAL NSPECTION DATE INSP Temporary Pole gq Day_Temporary Pbol^B'Onding Pool Deck Bonding Pool Wet Niche Underground Footer,•G r6un&- Wall Rough - Ceiling Rough eilin Rough Telephone Rough Telephone, Final,-., TY.Rough TV Final.. Cable Rough. Cable Final intercom Rough Intercom Final Alarm Rough Alarin Final Fire Alarm Rough Fire Alarm Final S e rviice op rkWhh I ELECTRICAL COMMENTS �j L' INSPECTION: i DATE INSP. RaI.Sprinkler Final,Alkm PLUMBING INSPECTION DATE INSP Rough ., er-r d, Water Service ,n ' Rough LIC V TORPLIt Fire Sprinklers Sepild,tank Sewer Hook'=up- kobtDrains - i das LP Tank 7.71 We;II Lawn Sprinklers , Main Drain 'Pool?ioing .Backflow PVdverAo*r Intercgptor- Catch Basins Condensate --Drains IRS Final PLUMBING COMMENTS MECHANICAL ihSPECTION DATE IN[W Underground Pipe Rough Ventilation lation Rough.. ,Hood Rough Pressure Test final.'Hood Final-Ventilation:A Final Pool Heater- t FinaLVacuufn I MECHANICAL CftAMENTS Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 � 5 YqcqTc issue _Date: 10/ 16/2019 Location Address Parcel Number 62 NE 108TH ST, Miami Shores, FL 33161 1121360110030 Contacts Permit o.: RC-W 19-18 8 Permit Type: Building (Itesidendal) Work Classification: Alteration Permit status; Approved Expiration: 04/13/2020 MARIO ENRIQUEZ Owner ORONI INC Contractor 62 NE 108 ST ORLANDO IGLESIAS Business: 7862825996 mario.l.enriquez@gmail.com 14040 NW 6 COURT, MIAMI, FL 33168 Business: 3056850412 oronioffice@gmail.com Description: REMOVAL OF EXISTLKITCHEN AND Valuation: Inspection Requests: p$ 68,225.00 INSTALLATION OF KITCHEN IN BADDING 3052 4949 ::: BATHROOM AND BEDROOM WITING SQUARE Total Sq Feet: 654.00 FOOTAGE OF HOME. Fees Amount Application Fee - Other $50.00 CCF $41.40 Certificte of Completion for Single Fam $50.00 and Duplex DBPR Fee $30.70 DCA Fee $20.47 Education Surcharge $13.80 Permit Fee $1,996.75 Scanning Fee $54.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $51.17 Total $2,578.29 Payments Date Paid Amt Paid Total Fees $2,578.29 Credit Card 10/16/2019 $2,528.29 Cash 08/22/2019 $50.00 Amount Due: $0.00 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: 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. Futhermore, I authorize the above named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Date October 16, 2019 Page 2 of 2 Q mai 1 `► �3ojl I Y )�a►i��l ►d,)Iii Miami Shores Village Ry _p ED BUILDING PERMIT APPLICATION RBBUILDING [/(ELECTRIC PLUMBING MECHANICAL JOB ADDRESS: M Building Department AV 2 2 2019 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 BY: INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201�°� � Master Permit No: ILO - 09 • Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL [:]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS L M Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): -1 10 �vtr .� Z� PhoneMcuO Z1Z-.. 96 Address: J g ree k / ) City: N(�A.'&%-0V1 1' State: Zip: 33% to l Tenant/Lessee Name: /1/ 1 / Phone#: � Email: A4&-('r o . t. � %' �-@?i (`/ a 144o"7. e*co&✓1 CONTRACTOR: Company Name: Or o c� Address: 0 A) City: ll ✓ li4- a es,& y Zip: Qualifier Name: //� tt �7 Phone#: State Certification or Registration #%%: i- � C- 1 ni : `k jE! Certificate of Competency #: _ nFi1GNFR- Arrhitart/FnEineer- gr, Jr, Phone#: 5 h Ss'S — Oct 1 Z Address: 7 ! rc, - cam, )v- Ave- City: CCrc�' [7a�f State: AFL— Zip: 7 Value of Work for this Permit: $ Z S . 00 Square/Linear Footage of Work: �d l� Type of Work: ❑ Addition ❑ Alteration j &I Newti ❑1 Repair/Replace �I uemolllitio Description of Work: A.- ✓vIct/s�, a' ! f r�� k, r— �e CA_ i ✓1 S��Lk( n nS �J_ A P- K rr4'1:.✓{ A4 C 1,_!! 2rlvv., , Specify color of color thru the: Submittal Fee $ Scanning Fee $ Technology Fee $_ Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ �(jU • /0 G TOTAL FEE NOW DUE $ 2, 2- 3 j I (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 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be appro nd einsp ion fee will be charged. Signature Signature 7 OWNER GENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this — Z—day of °��y�%� 20 �/� by oleloe/DAJAP��OF-t who is rsonally known t me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: as 2z—day of 20 by who s personally known to e or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign:. Print: Print: tel Jul" Seal: �'�''� Chf' bw JUIN Seal: Comm.6GG360667Comm OGG360667 +� s APPROVED BY Plans Examiner `Zoning ) �0 Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 Ri7k OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-2136-011-0030 Property Address: 62 NE 108 ST Miami Shores, FL 33161-7036 Owner MARIO L ENRIQUEZ MADI HERNANDEZ Mailing Address 62 NE 108 ST MIAMI SHORES, FL 33161 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/1/0 Floors 1 Living Units 1 Actual Area 1,990 Sq.Ft Living Area 1,498 Sq.Ft Adjusted Area 1,766 Sq.Ft Lot Size 9,225 Sq.Ft Year Built 1951 Assessment Information Year 2019 2018 2017 Land Value $230,638 1 $230,638 $230,638 Building Value $183,222 $185,430 $151,593 XF Value $1,941 $1,966 $1,993 Market Value $415,801 $418,034 $384,224 Assessed Value $399,745 $392,292 $384,224 Benefits Information Benefit IType 2019j 2018 2017 Save Our Homes Cap Assessment Reduction $16,056 $25,742 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,0001 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). (Short Legal Description I 36 52 41 PB 52-33 DUNNINGS MIAMI SHORES EXT NO 7 LOT 3 BLK 210 LOT SIZE 75.000 X 123 OR 19968-3350 25377-4053 1001 1 Generated On : 8/22/2019 Taxable Value Information 2019 2018 2017 County Exemption Value $50,000 $50,000 $50,000 Taxable Value 1 $349,745 $342,292 $334,224 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $374,745 $367,292 $359,224 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $349,745 $342,292 $334,224 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $349,745 $342,292 $334,224 Sales Information Previous Sale Price OR Book -Page Qualification Description 10/26/2016 $512,000 30288-4099 Qual by exam of deed 07/01/2013 $451,500 28706-2278 Qual by exam of deed 10/01/2001 $190,000 19968-3350 Sales which are qualified 07/01/1973 $40,000 00000-00000 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at hftp://www.miamidade.gov/info/disclaimer.asp Version: https://www8.miamidade.gov/Apps/PA/propertysearch/ 8/22/2019 September 23, 2018. Miami Shores Village Building Department 10050 N.E. 2nd Ave., Miami Shores, FL 33138 Dear Building Department officials: Below please find the responses to your comments, provided to help you expedite your review. BUILDING PLAN REVIEW COMMENTS: ; • Please review the remaining comments below by structure Section: ...... • Project: Enriquez-Hernandez Residence: Structural Plans at 62 NE 10th St. Miami Shores • • • • 0000 Permit Number: RC-08-19-1938 • • • • • • • • ...... ... . STRUCTURAL COMMENTS: • • • • • • • 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL Cj41.CULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS • • • • A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS ' •" B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS Response: Refer to submitted calculation package. 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS Response: Refer to submitted calculation package 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. Ys"=1'-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 30d NAILS SPACED 4" O.C. SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MAXIMUM BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM Response: Roof framing is existing to remain as shown on structural plans and sections. The scope of work is limited to replacement of doors and windows and existing wood wall opening RESPONSE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT COMMENTS REVISION PROCESS #RC-08-19-1938 Page t of 2 to be enlarged using a new steel framing. 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS Response: Addressed. Refer to special inspector form attached. No.65557 (P i •. ATE OF Q` a 0• Prepared By: oil%`%� Jose A. Compres P.E. FL No. 65557 • •••••• 000 .• • •••• • ..•••• .... ....% .••••• .... .... . . • • . • •••• •••• ••••• •••••• ••• • ••••• • •••••• • • • • • • •••••• •• • • •• • • • • • RESPONSE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT COMMENTS REVISION PROCESS #RC-08-19-1938 Page 2 of 2 CLtoo Miami Shores Village Building Department AEk 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 CUPY Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNQEi.""' THE FLORIDA BUILDING CODE .::..: •::::• 00*:99 I (We) have been retained by ENRIOUEz HERNANDEZ to perform Special in*? for services wader the Florida Building Code at the 62 NE 10TH St. MIAMI SHORES project on the below listed structures •as of 9-23-2019 (date). I am a registered architect or professional engineer licensed in the State o1 MAJa ' •' • PROCESS NUMBERS: RC-08-19-1938 ...... ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) • • • • • • ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.14.2�• • • • ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) 0 SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) • • • • ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR STEEL FRAMING Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. JOSE MANUEL PERALTA 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional Ajudda�e portions of the project outlined above meet the intent of the Florida Building Code and are in substantial a pproved plans. Signe�d� ••• O,�°��, Engineer/Architect `340 Name JOSE COMPRES 4%(PRIt1T) AddreSS 8250 FLAGLER ST. SUITE 114 Miami, FL 33144 i • * .. DA OF ;• Q Phone No. 786-888-2001 Created oi�� l L iN �� ., September 23, 2018. Miami Shores Village Building Department 10050 N.E. 2nd Ave., Miami Shores, FL 33138 Dear Building Department officials: Below please find the responses to your comments, provided to help you expedite your review. BUILDING PLAN REVIEW COMMENTS: ' ...... .... Please review the remaining comments below by structure Section: • • • • • • Project: Enriquez-Hernandez Residence: Structural Plans at 62 NE 10`h St. Miami Shores Permit Number: RC-08-19-1938 STRUCTURAL COMMENTS: ' 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAttALCULATIDIyS TQ INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS "" A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL 1-BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS Response: Refer to submitted calculation package. 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61615-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS Response: Refer to submitted calculation package 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. %-=1'-0-) , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4- O.C. SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MAXIMUM BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM Response: Roof framing is existing to remain as shown on structural plans and sections. The scope of work is limited to replacement of doors and windows and existing wood wall opening RESPONSE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT COMMENTS REVISION PROCESS #RC-08-19-1938 Page 1 of 2 to be enlarged using a new steel framing. 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS Response: Addressed. Refer to special inspector form attached. Prepared By: ts1®111611A1� Jose A. Compres P.E. FL No. 65557 ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .... .. ...... . . • • ...... RESPONSE TO MIAMI SHORES VILLAGE BUILDING DEPARTMENT COMMENTS REVISION PROCESS #RC-08-19-1938 Page 2 of 2 STRUCTURAL CALCULATIONS FOR RESIDENCE RENOVATIONS AT 62 NE 108TH ST. MIAMI SHORES, FL. 33161 Prepared for BRITO DESIGN STUDIO, LLC By: ��•�e•'e.�GEIVS'F•�'Q�i } t No. 65557 '� (j)dv COIVEMCO I _ _ C O N S U L T A N T S •� '� 8250 FLAGLER ST. SUITE 114 ®®s ®cS's ° "�•' ��`� Miami, FL 33144 Prepared BV1111 Jose A Compres P.E. ;w FL PE # 65557 August 2019 -- INDEX ACTINGLOADS......................................................................................................................... Pages 3-15 - Wind load calculation (C&C) - Wind load calculation (MWFRS) - Roof joist/trusses reactions for MWFRS wind loads STEEL BEAM DESIGN RESULT..............................................................................................Rages 16,1.7 ' - Acting loads sees** . - Joists and trusses reaction •••••• .... .. ..... . • :.0. 09000 ' .. .. .. ...... STEEL COLUMN DESIGN RESULT Pages • • • • - Steel column design results 900 ...... ��. + - Steel base plate design results STEELCONNECTIONS........................................................................................................... Pages 25-26 - Wood joists/trusses to steel beam connection - Steel beam to concrete beam connection MASONRY WALL DESIGN RESULT...................................................................................... Pages 27-30 - Masonry wall reinf. analysis - Masonry jamb reinf. analysis FOUNDATION ANALYSIS RESULT...................................................................................... Pages 31-35 - Foundation analysis result 0••'Q� i APPENDIX N a / Z *: dW Z � �. dov ' � � Page 2 of 40 WIND LOAD CALCULATION (C&C) .... ...... •• ••..•• • • • • • •.•••• • .• • • 0000 Page 3 of 40 . NEE c::r C O N S U L T A N T S Project: 62NE 108 TH ST, MIAMI SHORES, FL 33161-7036 Wind load Calculation for Hip Roof Doors, windows and Hip Roof Trusses will be designed with roof cladding forces. As per Part 1 (Method 1) of Chapter 30 Components And Cladding Loads Buildings H<60 ft Flat roof, gable roof, multi span roof Enclosed Building and Partially Enclosed Building information: Building Height Roof angle Building Category Wind Exposure Building classification Basic Wind Pressure Qh=.00256 Kd Kz Kzt V2 12 ft 7 to 27 Degrees II C Enclosed Kd= 0.85 As per Table 26.6-1 Kz= 0.85 As per Table 30.3-1 Kzt= 1 As per section 26.8.2 V= 175 MPH .g Qh= 56.64 PSF For Flat and Gable Roof: w Angle 7 to 27 degrees P= Qh ( GCp - Gcpi ) For Enclosed Buildings For Flat and Gable Roof as per GCp= Figure 30.4-2 A For 10 SF or less As per section 27.3.2 10 100 GC pi= +/- 0.18 •000:0 ...... . . ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .. .. .. ...... . . . . ...... WPIMP 11.1 �M"Mm �Wwmzmml �Mmklmmm Positive Negative Overhang Zone 1 0.5 -0.9 0 Zone 2 0.5 -1.7 -2.2 Zone 3 0.5 -2.6 -3.7 Prepared by: Jose A. Compres P.E FL PE No.65557 Page 4 of 40 lici C O N S U L T A N T S ROOF PRESSURES JJ _02_ _ _ _2 _ LJ 0 0 0 j1h • 690060 •••••• ••• • ••••• •• •• •• •••••• ROOF ULTIMATE POSITIVE PRESSURE'. ALLOWABLE PRESSUIfS• : • 0 • 0 . • . . • • • • • • Zones 1, 2 and 3 Qh x (GCp- GCpi)= 18.1 PSF 10.9 PSF • • • : • • • • 0 • . • • • Qhx (GCp+ GCpi) 38.5 PSF 23.1 PSF.. • • 0000 ROOF ULTIMATE NEGATIVE PRESSURI ALLOWABLE PRESSURES Zone 1 Qh x (GCp- GCpi)= -61.2 PSF F -36.7 PSF Qhx (GCp+ GCpi) -40.8 PSF T -24.5 PSF Zone 2 Qh x (GCp- GCpi)= -106.5 � PSF s � -63.9 _ 'PSF Qhx (GCp+ GCpi) -86.1 PSF -51.7 PSF Overhang= -134.8 PSF -80.9 PSF Zone 3 Qh x (GCp- GCpi)= -157.5 {PSF R -94.5 _ J PSF Qhx (GCp+ GCpi) -137.1 PSF -82.2 PSF Overhang= -219.8 PSF -131.9 PSF Prepared by: Jose A. Compres P.E FL PE No.65557 Page 5 of 40 , C O N S U�LLL T A NET -S WALL PRESSURES (DOORS AND WINDOWS PRESSURES) P= Qh ( GCp - Gcpi ) For Enclosed Buildings GC pi= +/- As per Figure 30.4-1 GCp= For 10 SF or less s, C+` ' I -1A • -0.e • •••• +07 • • +1.0 •••• I 10 20 so 100 • • • • Effective Wind Area, "2 jqpj• * • 0.18 • Positive Negative Zone 4 1 -1.1 Zone 5 1 -1.4 WALL ULTIMATE POSITIVE PRESSURE! ALLOWABLE Zones 4 and 5 Qh x (GCp- GCpi)= 46.4 PSF 27.9 PSF Qhx (GCp+ GCpi) 66.8 PSF 40.1 PSF WALL ULTIMATE NEGATIVE PRESSURE! ALLOWABLE Zone 4 Qh x (GCp- GCpi)= -72.5 PSF -43.5 PSF Qhx (GCp+ GCpi) -52.1 PSF -31.3 PSF Zone 5 Qh x (GCp- GCpi)= -79.3 PSF -47.6 PSF Qhx (GCp+ GCpi) -69.1 PSF -41.5 PSF Zone 5 Doors and Windows Pressure: Zone 4 Doors and Windows Pressure: ULTIMATE ALLOWABLE ULTIMATE ALLOWABLE 66.8 40.1 66.8 40.1 -79.3 -47.6 -72.5 -43.5 Zone distance a = 4.8 Ft LOADS LISTED HERE ARE ULTIMATE PRESSURES. FOR ALLOWABLE PRESSURES REDUCE BY 40%. Prepared by: Jose A. Compres P.E FL PE No.65557 Page 6 of 40 C Ct O N S U L T A N T S Fat roof a distance: Building Dimensions Width 54 FT Length 69 FT Height 12 FT Least dimension 54 ft a= Least of : 0.40 X H= 4.8 ft 0.10 x least building dimension 5.4 ft Not less than or 0.04x least building dimension= Then a= 4.8 FT 3 ft 2.16 ft ...... .... ...... .... .... . . ...... •.• . .•.•. •.••.. • w . ...... ••.•.. • • • . . • . • . • Prepared by: Jose A. Compres P.E FL PE No.65557 Page 7 of 40 WIND LOAD CALCULATION (MWFRS) Page 8 of 40 CC�OI�EM�Ct�� O, N S UL T A N�T S Project: 62NE 108 TH ST, MIAMI SHORES, FL 33161-7036 Wind load Calculation for walls with MWFRS loads Parapet wall framing will be designed with lateral MWFRS forces. As per Part 1 of Chapter 27 Main Wind Force -Resisting System Loads, ASCE 7-10 Buildings of all heights Flat roof, gable roof, multi span roof Enclosed Building and Partially Enclosed Building information: Building Height 12 ft Roof angle 7 to 27 Degrees Building Category II Wind Exposure C Building classification Enclosed Building Width B 54 ft Building Length L 69 ft Basic Wind Pressure Qh=.00256 Kd Kz Kzt V2 Kd= 0.85 As per Table 26.6-1 Kz= 0.85 As per Table 27.3-1 Kzt= 1 As per section 26.8.2 V= 175 MPH G= 0.85 As per section 26.9.1 Qh= 56.64 PSF P= Qh (G*Cp - Gcpi ) For flat or Gable roof and walls of all heights • 0 0 0 • • ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .. .. .. ...... Page 9 of 40 077-0 C O N S U L T A N T S MWFRS WALL PRESSURES WIND qzGCP 'CP q y (+CP q-�P qh'!CP T I � n �•P - PLAN GABLE, HIP ROOF 1-- L-I ELEVATION GC pi= +/- 0.18 As per Table 26.11-1 P= Qh ( GCp - Gcpi ) External pressure coefficient Cp For Enclosed Buildings L/B= 1.28 H/L= 0.17 gh"P • •....• ghGCp: .*. ...... *090 . . ...... ... . ...•. .... •. ...•.. 00 . . . . . ...... ..... . . • As per Figure 27.4-1 Cp (Walls) For all values Windward 0.8 For L/B = 2 Leeward -0.3 For all values Sidewall -0.7 WALL ULTIMATE MWFRS, POSITIVE PRESSURES ALLOWABLE PRESSURES Windward Qh x (GCp- GCpi)= 28.3 PSF 17.0 PSF Qhx (GCp+ GCpi) 48.7 PSF 29.2 PSF WALL ULTIMATE MWFRS NEGATIVE PRESSURES ALLOWABLE PRESSURES Leeward Qh x (GCp- GCpi)= -24.6 PSF -14.8 PSF Qhx (GCp+ GCpi) -4.2 PSF -2.5 PSF Sidewall Qh x (GCp- GCpi)= -43.9 PSF -26.3 PSF Qhx (GCp+ GCpi) -33.7 PSF -20.2 PSF Page 10 of 40 C O N S U L T A N T S MWFRS ROOF PRESSURES WIND gzGCP PLAN 'CP q bGCP 9LGCP q h OCP ;CP GABLE, HIP ROOF q h GCP 04�.�P . . ... • • • • ...... .... ...... • •..... • •. ELEVATION • • . .. .. •. ...... P= Qh ( G*Cp - Gcpi) GC pi= +/- 0.18 As per Table 26.11-1 ; • • • • • • For Enclosed Buildings For Angle 7 to 27 degrees and H/L= 0.17 As per Figure 27.4-1 Roof pressure coefficient Cp Windward Max -0.90 Min -0.18 ROOF ULTIMATE NEGATIVE PRESSURES ALLOWABLE PRESSURES Windward Qh x (GCp- GCpi)= -53.5 PSF -32.1 PSF Qhx (GCp+ GCpi) -33.1 PSF -19.9 PSF ROOF ULTIMATE POSITIVE PRESSURES ALLOWABLE PRESSURES Windward Qh x (GCp- GCpi)= -18.9 PSF -11.3 PSF Qhx (GCp+ GCpi) 1.5 PSF 0.9 PSF ...... 0 so • . Page 11 of 40 ROOF JOIST/TRUSSES ...... ..... . .. . .... . • ....... ...... ....• ...... ....0000 . ... .... ..... ..... .. .. .. ...... ......00 • ...... . . ...... '':' ' REACTION60 (MWFRS LOADS) Page 12 of 40 ES,.�"...,,...er.,, C O IV S U L TT A. N, T S i Trusses Reactions of Gable roof with MWFRS load pressures LOADS ACTING ON ROOF Dead load • Wood Trusses 4 PSF Plywood Trusses 3 PSF ...... .... • • � • Tiles 12 PSF '••••• • Ceiling 6 PSF .... .... . . .... .... ..... 25 PSF ...... ... ..:..• .. .. .. ...... Live Load 30 PSF ; • • • • • Page 13 of 40 -yv� `�I7 C O N S U L T' A N- I S WOOD TRUSSES REACTIONS WITH C&C ROOF PRESSURES Truss No T-1 Type Gable • Span 13.33 'ft . Truss Distance 2.00 ft • ...... .... ...... Dimension a 4.80 ft •••••• .... .... . . .... .... ..... (MWFRS) .. .. .. ...... Load Length (Ft) 13.50 """ • Dead Load (PSF) 25 . . . . •••••• ...... Live Load (PSF) 30 . .. .. ...... Uplift Pressure (PSF) -53.5 •••• Vertical Reaction at each support: Dead 337.50 Lb Live 405.00 Lb Total Gravity 742.50 Lb Uplift -722.64 Lb (Ultimate) Uplift -433.58 Lb (Allowable) ACTING LOADS ON STEEL BEAM Dead load/truss spacing Dead load 168.8 Lb/ft Live load .5 202.5 load -36 ;6bUplift Live load/truss spacing Uplift load/truss spacing Page 14 of 40 IVIr C O �N S LJ IL T A IV T S WOOD TRUSSES REACTIONS WITH C&C ROOF PRESSURES Truss No T-2 Type Gable • Span 22 ft Y ...... . Truss Distance 2.00 ft • ...... .... ...... Dimension a 4.80 ft •••••• f ••• •ff. •f Yff f•ffff f•• � • • (MWFRS) .. .. .. ...... Load Length (Ft) 22.00 """ •� Dead Load (PSF) 25 •••••• Live Load (PSF) 30 .. . .. ...... f Uplift Pressure (PSF) -53.5 •••• Vertical Reaction at each support: Dead 1320.00 Lb Live 1584.00 Lb Total Gravity 2904.00 Lb Uplift-2826.31 Lb (Ultimate) Uplift-1695.79 Lb (Allowable) ACTING LOADS ON STEEL BEAM Dead load/truss spacing Dead load 275.0 Live load/truss spacing Live load 330.0 Lb/ft Uplift load -588.8 Lb/ft Uplift load/truss spacing TOTAL LOAD ON STEEL BEAM Dead load 443.8 Lb/ft Live load 532.5 Lb/ft Uplift load -950.1 Lb/ft Page 15 of 40 STEEL BEAM DESIGN .... ...... 000 • • • .•...• • s • •.•••• so ..• Page 16 of 40 Title : Job # CONEMCO CONSULTANTS Dsgnr: 8250 Flagler St. Suite 114 Project Desc.: Miami, FL. 33144 Project Notes 786-888-2002 Printed: 10 JUL 2019, 12:53PM Steel Beam File: C:1UserslEnmayk0neDdve\Documents\ENERCALC Data Fileslwood beam tracy.ed ENERCALC, INC.1983.2011, Build:6.11.6,23, Ver:6.11.6.2: Description: Steel beam W6x20 Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE7-10 D(0.45) L(0.55) W(-0.95) ' ' ' • x Span =11.Oft W6X20 ••'••' '•s •••••• •••••• 0 00 Applied Loads Service loads entered. Load Fa:ors wilibe applied foicalculattoll0 Uniform Load : D = 0.450, L = 0.550, W = -0.950 k/ft, Tributary Width =1,0 ft • ; • • • • •: • DESIGN SUMMARY ' r6mohm Maximum Bending Stress Ratio = 0.561 : 1 Maximum Shear Stress Ratio = 0.237 :1 Section used for this span WSX20 Section used for this span W6X20 Mu: Applied 15.125 k-ft Vu : Applied 5.50 k Mn / Omega: Allowable 26.946 k-ft Vn/Omega : Allowable 23.213 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.152 in Ratio = 867 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.277 in Ratio = 477 Max Upward Total Deflection -0.263 in Ratio = 502 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 11.00 ft 1 0.253 0,107 6.81 +D+L Dsgn. L = 11.00 ft 1 0.561 0,237 15.13 +D+0.750Lr+0.750L Dsgn. L = 11.00 ft 1 0.484 0.204 13.05 +D+0.60W Dsgn. L = 11.00 ft 1 0.067 0.028 +D+0.750Lr+0.750L+0.450W Dsgn. L = 11.00 ft 1 0.244 0.103 6.58 +D+0.750L+0.520E Dsgn. L = 11.00 It 1 0.484 0.204 13.05 +0.6013+0.60W Dsgn. L = 11.00 ft 1 0.168 0.071 Overall Maximum Deflections - Unfactored Loads 6.81 45.00 26.95 1.00 1.00 15.13 45.00 26.95 1.00 1.00 13.05 45.00 26.95 1.00 1.00 -1.82 1.82 45.00 6.58 45.00 26.95 1.00 1.00 26.95 1.00 1.00 13.05 45.00 26.95 1.00 1.00 -4.54 4.54 45.00 26.95 1.00 1.00 2.48 34.82 23.21 5.50 34.82 23.21 4.74 34.82 23.21 0.66 34.82 23.21 2.39 34.82 23.21 4.74 34.82 23.21 1.65 34.82 23.21 Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0,0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall mum 5. 0 5.5 D Only 2.475 2.475 L Only 3.025 3.025 W Only -5.225 -5.225 D+L 5.500 5.500 D+W -2.750 -2.750 D+L+W 0.275 0.275 Page 17 of 40 .... . .... . . ... . . . .. . STEEL COLUMN AND AT BASE PLATE DESIGN RESULT Page 18 of 40 Title : Job # CONEMCO CONSULTANTS Dsgnr: 8250 Flagler St. Suite 114 Project Desc.: Miami, FL. 33144 Project Notes 786-888-2002 Printed: 10 JUL 2019, 1:01PM Steel Column File: C:lUserslEnmaAOneDdvelDocumentslENERCALC Data Files400d beam tracy.ed ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver:6,11.62 : Description: HSS 6x4x114 steel column General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-Of Steel Section Name: HSS6X4X1I4 Overall Column Height 9.750 ft Analysis Method : ASCE7-10 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade A500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns: E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Fully braced against buckling along X is 0 0 .... : • Load Combination: Allowable Stress Y-Y (depth) axis :Fully braced against buckling along Y-Y kis. • • Applied Loads ...... .... ....:. Service loads entered. Load Faciorc i 41 be applied fpr calculati2ns • Column self weight included: 151.94 Ibs * Dead Load Factor 000000 .... : "' • • AXIAL LOADS ... 0000 .... ..... Axial Load at 9.750 ft, D = 2,50, L = 3.10, W = -5.250 k •..... ... . •.: •.' DESIGN SUMMARY • • • • • • •..... Bending & Shear Check Results ""•' • PASS Max. Axial+Bending Stress Ratio = 0.04856 : 1 Maximum SERVICE Load Reactlbns .. • • • ...•: • Load Combination +D+L Top along X-X 0.0 k Location of max. above base 0.0 ft • Bottom along X-X • • . • 0:) k • • • • • • At maximum location values are ... • Top along Y-Y 0.0 k ' . ; Pu : Axial 5.752 k . Bottom along Y-Y 0.0 k Pn I Omega: Allowable 118.44 k Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflections ... Mn-x I Omega: Allowable 19.580 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination : Mu-y :Applied 0.0 k-ft Mn-y I Omega: Allowable 14.805 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max. above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.022 PASS 0.00 ft 0.000 PASS 0,00 ft +D+L 0.049 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L 0.042 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W 0,005 PASS 9.75 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.45OW 0.022 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.520E 0,042 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W 0.014 PASS 9.75 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.652 k L Only k k 3.100 k W Only k k 5.250 k D+L k k 5.752 k D+W k k 2.598 k D+L+W k k 0.502 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Page 19 of 40 Title : Job # CONEMCO CONSULTANTS Dsgnr: 8250 Flagler St. Suite 114 Project Desc.: Miami, FL. 33144 Project Notes 786-888-2002 Printed: 10 JUL 2019, 1:01PM Steel Column File: C:\Users\Enmay\OneDdve\Documents\ENERCALC Data Files\wood beam tracy.ed ENERCALC, INC.1902011, Build:6.11.6.23, Ver.6.11.6.2: Description: HSS 6x4x1/4 steel column Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 It 0.000 in 0.000 ft D+L+W 0,0000 in 0,000 ft 0.000 in 0.000 ft Steel Section Properties : HSS6X4X1/4 • • •:. Depth = 6.000 in I xx = 20.90 in4 J • 23.600 in14 Web Thick = 0.000 in S xx = 6.96 in^3 • • . ' Flange Width = 4.000 in R xx = 2.200 in : • • "" • •' • • • • Flange Thick = 0.250 in ...... Area = 4.300 inA2 1 yy = 11 A 00 inA4 . • "' . . .... � � � � • • • • Weight = 15.584 pif S yy = 5.560 in^3 "" ' • • • • • • • • Ryy = 1.610 in ";"; ••• • ••:.•' •. Ycg = 0.000 in • • • • •••.•• 000*00 o� K x 03 Loads are total entered vdue. Arrows do not reflect absolute dlrectlon. Page 20 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL. 33144 786-888-2002 Steel Base Plate Description : Steel Base plate for steel column HSS 6"x4"x1/4" Title : Dsgnr: Project Desc.: Project Notes : Job # r, n4d. 10.1U1 2019, 1-.03PM _.-_- -. _. -- -- - ---- ._-- -- b—ea File: C:1UserslEnma�lOneDnvelDocumentslENERCALC Data Files\wood beam tracy.ed ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver:6.11.62: General Information Calculations per AISC 360-05 & Dsgn Guide # 1, IBC 2009, CBC 2010, ASCE 7-0! Material Properties AISC Design Method Load Resistance Factor Design (D c : LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed BearingArea :Full Bearing • • • • • • 9 Allowable Bearing Fp per J8 • 3.060 ksi ... • Column &Plate • • Column Properties • • • � • • ...... Steel Section : HSS6X4X1/4 . •. • • •.... Depth 6 in Area 4.3 in^2 • • • • • ' Width 4 in Ixx 20.9 in^4 000 •' • • Flange Thickness 0.233 in lyy 11.1 in^4 : 'f C. ; • • • • - Web Thickness in • • 000,006 • • • • • Plate Dimensions Support Dimensions • • . • •i•, • N : Length 10.0 in Width along "X" 12.0 in • "'' • B : Width 8.0 in Length along 7 12.0 in 00 • • • • • Thickness 0,250 in • ' Column assumed welded to base plate. Applied Loads +p - --- ---- P-Y V-Z M-X' +M X D : Dead Load ....... 2.650 k k k-ft +X +X L : Live ......, 3.10 k k k-ft Lr : Roof Live ......... k k k-ft S : Snow ................ k k k-ft +,� W : Wind ................ 0.0 k k k-ft E : Earthquake .............. k k k-ft H : Lateral Earth ,...,.... k k k-ft +Z +Z " P " = Gravity load, "+" sign is downward. "+" Moments create higher soil pressure at +Z edge. Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 1/2" hilt kWk bolt 3 Max of Tension or Pullout Capacity........... 2.185 k Shear Capacity.......... 2.415 k Edge distance: bolt to plate ................... 1.250 in ■ — — — - Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ 1.0 • • • Page 21 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL, 33144 786-888-2002 Title: Dsgnr: Project Desc.: Project Notes : Job # Printed I0 JC4' 201l,. 1.03PM Steel Base Plate File. C:\Users\Enmay\OneDnve\Documents\ENERCALC Data Files\wood beam tracy.e ENERCALC, INC. 1983.2011, Build 6.11.6.23 Ver 6.11.6.2: Description : Steel Base plate for steel column HSS 6"x4"0/4" GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combination +1,20D+0.50Lr+1.60L Governing Load Case Type Axial Load Only Design Plate Size 10" x 8" x 0 -1 /4" Pu : Axial....., 8.140 k Mu: Moment ........ 0.000 k-ft fv : Actual ................................ 0.000 ksi Fv : Allowable = 0,60 * Fy * 0.90 (per G2) 0.000 ksi Shear Stress Ratio 0.000 Shear Stress OK Load Comb.: +1.40D Loading Pu : Axial ......... 3.710 k Design Plate Height ......... 10,000 in Design Plate Width ......... 8.000 in Will be different from entry if partial bearing used, Al : Plate Area ......... 80.000 inA2 A2: Support Area .................. 115.200 inA2 sgrt(A2/A1 ) 1.200 Distance for Moment Calculation °m"..................... 2.150 in X .............................. 0.000 inA2 Lambda ...................... 0,000 n............ I ............................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.150 in Load Comb.: +1.20D+0.50Lr+1.60L Loading Pu : Axial ......... 8.140 k Design Plate Height ......... 10.000 in Design Plate Width ......... 8.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 80.000 inA2 A2: Support Area .................. 115.200 inA2 sqrt( A2/A1 ) 1,200 Distance for Moment Calculation "m"..................... 2.150 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n......................................... 1.010 in n' * Lambda .................................. 0.000 in L = maxim, n, n") ......................... 2.150 in Mu: Max. Moment ..................... 0.235 k-in fb : Max. Bending Stress ............... 15.051 ksi Fb : Allowable: 32.400 ksi Fy * Phi Bending Stress Ratio 0.465 Bending Stress (�K fu : Max. Plate Bearing Stress .... • • ' 0.102 ksi """ Fp : Allowable: . "'10836 ksi • • min( 0.85*fc*sgrt(A2/Alr T.7*:'Phi ' • • • • • • • • • Bearing Stress Ratio • • • • • • •0.055 . • t�(�auing StPL* itOK • Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ...................... Plate Bending Stresses Mmax=Fu*L^2/ 2................... fb : Actual . Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmax = Fu * 1-112 / 2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv: Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... • •: llW Load my, No Mome;t- • • .. .. .. ...... • ' : 1.836 ksi • Ioae to • • • •'' • • • 0.025 .•...• • . • • • 0."R th 6.860 ksi 32.400 ksi 0.212 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 1.836 ksi 0.102 ksi 0.055 0.235 k-in 15.051 ksi 32.400 ksi 0.465 0.000 ksi 0.000 ksi 0.000 Page 22 of 40 Title : Job # CONEMCO CONSULTANTS Dsgnr: 8250 Flagler St. Suite 114 Project Desc.: Miami, FL. 33144 Project Notes 786-888-2002 Printed: 10 JUL 2019. 1.03PM Steel Base P6te File: C:1UserslEnmaAOneDdvelDocumenffitENERCALC Data Flleslwood beam tracy.ed ENERCALC, INC.1902011, Suld:6.11.6.23, Ver.6.11.6.2: Description : Steel Base plate for steel column HSS 6"x4"x114" Load Comb.: +1.20D+0.50Lr+L+W Loading Pu : Axial ......... 6.280 k Design Plate Height ......... 10.000 in Design Plate Width ......... 8,000 in Will be different from entry if partial bearing used. All : Plate Area ......... 80.000 in A2 A2: Support Area .................. 115.200 in A2 sgrt(A2/A1 ) 1.200 Distance for Moment Calculation "m"..................... 2.150 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.150 in Load Comb.: +1.20D+0.50Lr+L-1.0W Loadino Pu : Axial ......... Design Plate Height ......... Design Plate Width ......... Will be different from entry if panial bearing used. Al : Plate Area ......... A2: Support Area .................. sgrt(A2/A1 ) n "m" " n " ..................... X.............................. Lambda ...................... n'........................................ n' * Lambda .................................. L= maxim, n, n") ......................... Load Comb.: +1.20D+L+W Loading Pu : Axial ......... Design Plate Height ....,.... Design Plate Width ..,...... Will be different from entry it partial bearing used. Al : Plate Area ......... A2: Support Area .................. sqrt( A2/A1 ) Distance for Moment Calculation "m.. "n„ X.............................. Lambda ...................... n'........................................ n' * Lambda .................................. L= maxim, n, n") ......................... 6.280 k 10.000 in 8.000 in 80.000 in12 115,200 inA2 1.200 2,150 in 2.100 in 0.000 inA2 0,000 1,010 in 0.000 in 2.150 in 6.280 k 10.000 in 8.000 in 80.000 inA2 115.200 inA2 1.200 2.150 in 2.100 in 0.000 inA2 0.000 1.010 in 0.000 in 2.150 in Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ....................... Plate BendingStresses esses Mmax = Fu * LA2/2 ................... fb: Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ....................... Plate Bending Stresses Mmax =Fu*L^2/ 2................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ....................... Plate Bending Stresses Mmax = Fu * 1.11212 ................... fb : Actual ................................ Fb : Allowable Stress Ratio ..................... Shear Stress fv: Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Axial Load Only, No Moment 1.836 ksi 0.079 ksi 0.943 ' • • 0.181 k-in 1102'ksi ' • 32.46TV •••••• •"•" 0.358 • • • •••••• "4ksi 000*0 • • •• .• 0,000•�� ...... • • • • .••..• • • Axial Load On•IOAO Mornent ` . • 1.836 ksi 0.079 ksi 0.043 0.181 On 11.612 ksi 32.400 ksi 0.358 0.000 ksi 0,000 ksi 0.000 Axial Load Only, No Moment 1.836 ksi 0.079 ksi 0.043 0.181 k-in 11.612 ksi 32.400 ksi 0,358 0.000 ksi 0.000 ksi 0.000 Page 23 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL. 33144 786-888-2002 Title : Dsgnr: Project Desc.: Project Notes Job # Printed_ 10 JUL 2019, 1.03PM Steel Base Plate File: C:1UserslEnmaylOneDdvelDocuments\ENERCALC Data Flleslwood beam tracy.ecl ENERCALC, INC.1983.2011, Suild:6.11.6.23, Ver:6.11.6.2: Description : Steel Base plate for steel column HSS 6"x4"x114" Load Comb.: +1.20D+L-1.OW Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 6.280 k Fp : Allowable ............................... 1.836 ksi Design Plate Height ...,..... 10.000 in fu : Max. Bearing Pressure 0.079 ksi Design Plate Width ......... 8.000 in Stress Ratio ....................... O.Q43 Will be different from envy if partial bearing used. Plate Bending Stresses • "' " Al : Plate Area ......... 80.000 inA2 Mmax = Fu * L^212 ................... ' • 0.181 k-in • A2: Support Area .................. pp 115.200 in 2 fb :Actual ................................ • • • • ' 11.✓0 2 ksi . . sgrt( A2/A1) 1.200 Fb :Allowable .............................. • 32.4i1d'kSi' Stress Ratio ..................... •••••• 0,358 • • Distance for Moment Calculation Shear Stress . • • • • : • • • `: " m " 2.150 in fv :Actual 0 0000 0.000,ks6 ` ...., „ n " ..................... 2.100 in Fv : Allowable .............................. 609000 04� ksi • . • : • . • X ,,........ 0.000 in^2 Stress Ratio • • •..' 0.000 • • Lambda ...................... 0.000 •...•. i n• , ..... • n' *Lambda ....................... ........... 0.000 in • • •• •••• • • ... • L = max(m, n, n") ......................... 2.150 in ; •' • • • Load Comb.: +1.20D+1.6OLr+L • • • Axial LAW (4y,•No Mofnent0000 Loadino Bearing Stresses Pu : Axial ......... 6.280 k Fp : Allowable ............................... 1.836 ksi Design Plate Height ......... 10.000 in fu : Max. Bearing Pressure 0,079 ksi Design Plate Width ......... 8.000 in Stress Ratio ....................... 0.043 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 80.000 1n12 Mmax = Fu * 1-1212 ................... 0.181 k-in A2: Support Area .................. 115.200 inn2 fb : Actual ................................ 11.612 ksi sgrt( A21A1) 1.200 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.358 Distance for Moment Calculation Shear Stress " m " ..................... 2.150 in fv : Actual ................................ 0.000 ksi " n " ...................1. 2.100 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 inA2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.150 in Page 24 of 40 STEEL CONNECTION ...... .... ...... .... ...... .. .. .. ...... • • • •. • • 0000 Page 25 of 40 C O N S U IL T A N T S WOOD JOIST SUPPORT CONNECTION Using (1) Thru bolts and steel plates welded to steel beams Joist Height 8 in Joists thickness 2 i Uplift reaction fromood w. •••••• Acting Uplift Load -589 Ib Ijoist and gable reactions Ole e' ; • sees.. oese Qtyofbolts 2 bolts "';'• •••• *sees* Diameter 0.75 in sees.. • sees sees sees. . . sees e... sees. Compresion perpendicular to grain by Uplift load on supports "; • •; • • • ..:..' Fc acting= -589 lb .. .. s .. sees.. Fc acting on bolt= -294 lb �s•sss ' ' � �� e Wood compression resist. fc= 565 lb . Table 413 NDS Suppleme* mp?Wal . • sees.. sees.. . e. . sees.. Shear capacity check **so Using (2) 1/2" diameter bolts 0.5 in Acting Shear-588.814 lb From AISC Shear capacity 5000 Ib Z Acting shear OK 3/4" Bolt A325 Affected area of wood by bolt A= d * thick 1 in2 Wood design compression f'c= fc*CD*CF*CP 593.25 psi NDS manual C" 1 Check if the wood resist the compression of bolt in contact area CF 1.05 CP 1 f'c*A z Fc acting on bold Cm 11 f'c * Area 593.25 lb Force acting on bold Fc 294.41, lb 593.25 > 294.4 OK Welding Analysis: Evaluating 1/4 inches welding all around of Steel Angle Weld t = 0.25 i Max stress of welding=(0.3*70ksi) Allowable strength 21 ksi Allowable welding strength Welded perimeter 9 f Weld thickness * cos(45) * Welding Welding capacity 33410 Ib strength * welded perimeter 33410 > 589 OK Page 26 of 40 MASONRY WALL DESIGN RESULT:..::, 41 0000 Page 27 of 40 C NE, C ,0 ,,� =:=;;d I , C O N S U L T A N T S MASONRY CALCULATION Lateral loads on simple supported masory wall (Enclosure Walls) Analyzing masonry block with reinforcement #4 @ 24 in Assuming pinned top and bottom masonry wall Wind pressure (C&C) Wall height Steel distance Masonry 8" Vm Steel Py As (steel area used) Qty. of bars Load on wall 79.3 PSF (Zones, Ultimate) : • •' •' ...... ...... .... ...... 2.00 ft • 1.5 ksi Nall Pressurg • • • • • • Height onwalip •••• •••••• • • 60 s' No 4 rebar area .... .... ..... 0.2 in2 ...... ... ..... 1 .. .. .. ...... • ud . . . . ...... Wind pressure x steel • • .. distance ••:••� 158.60 Lb/ft Total acting load on N 158.60 Lb/ft Acting Moment Mu 1.6 With C = - a= 0.33 d= 4 Jd 3.83 W x wall height^2 /8 kip-ft As*fy/(f'm* in liamb widthCin))] in in (C or T) x 3d = 0.9 * a *fm * iamb width * 3d Nominal Moment (OK 41.40 Kip -in OMn 3.45 Kip-ft OMn > Mu OK 3.5 > 1.6 OK USE MASONRY WALL REINFORCED WITH No. 4 @ 24" OK Anchored to existing and beam with Hilti HIT-HY 200 Epoxy Adhesive Page 28 of 40 MASONRY JAMB DESIGN RES�:LT•••:• Page 29 of 40 C O N S lJ L T A N T 8 MASONRY JAMBS CALCULATION Analyzing 16 inches (1 block) masonry jamb with 2 rebar No. 4 Wind pressure (C&C) Opening Width Opening height Wall height Jamb width Masonry 8" f'm Steel f'y As bar No. 4 Qty. of bars -79.3 PSF (Zones) 9 ft 7 ft 9 ft 1.33 ft 1.5 ksi 60 ksi 0.20 in2 2 ud Wind pressure x Direct pressure on jamb-105.47 /ft Opening width/2 Pressure from window-356.86 Lb/ft Total acting load on jamb (W)-462.33 Lb/ft W x wall Acting Moment Mu -4.7 kip-ft I height^2 /8 With C = a= 0.98 i d= 4 ►n Jd= 3.51 in amb width in (CorT)x]d=0.9*a Nominal Moment (OMn) = 74.39 Kip -in *fm * Jamb width * Id OMn 6.20 Kip-ft OMn > Mu OK 6.2 > 4.7 OK USE (2) #4 REBARS AT OPENING SIDES Page 30 of 40 FOUNDATION ANALYSIS R E�E� L�•.::• Page 31 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL. 33144 786-888-2002 Title : Job # Dsgnr: Project Desc.: Project Notes Printed: 18 JUL 2019, 6:60AM General Footing FIIe:C:lUsers\Enmay\OneDdvelDocumentslENERCALCData Res400d beamtracy.ed g ENERCALC, INC.1983.2011, eulld:6.11.6.23, Ver.6.11.6.2: Description : Foundation analysis General Information Material Properties fc : Concrete 28 day strength = 3.0 ksi Rebar Yield = 60.0 ksi c : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf N Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overtuming Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizt = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationg X-X Axis # Bars required within zone 50.0 % # Bars required on each side of zone 50.0 % Applied Loads Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 2.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff, = 0.30 Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below ; 0.0, •. • Increases based on footing plan dimension. •. • • Allowable pressure increase per foot I g%-, , when maximum length or width is greater-- 0.0 ft • • .O.Quf • 0.0 ft 0.8 ksf 0. ft • D Lr L S W E H P : Column Load = 2.652 0.0 3.10 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Page 32 of 40 Title : Job # CONEMCO CONSULTANTS Dsgnr: 8250 Flagler St. Suite 114 Project Desc.: Miami, FL. 33144 Project Notes 786-888-2002 Printed: 18 JUL 2019, 6:50AM General Footing File: C:\Users\Enmay\OneDdve\Documents\ENERCALC Data Flles400d beam tracy.ed 9 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.2: Description: Foundation analysis DESIGN SUMMARY - .11•11111111111 Min, Ratio Item Applied Capacity Governing Load Combination PASS 0.3122 Soil Bearing 0.6243 ksf 2.0 ksf +D+L PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming • • PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft • • No Overturning • • • • • • PASS n/a Sliding - X-X 0.0 k 0.0 k No 64ing: • PASS n/a Sliding - Z-Z 0.0 k 0.0 k ...... No 6", • • • • 000,00 PASS n/a Uplift 0.0 k 0.0 k No Cpl" • 0 0 • 0 PASS 0.02886 Z Flexure (+X) 0.3392 k-ft 11.753 k-ft • • • +1.P0D4fl.50Lr+1,J0L9 • • • • PASS 0.02886 Z Flexure (-X) 0.3392 k-ft 11.753 k-ft +110D49.50Lr+1.60L• • • • • • • PASS 0.2598 X Flexure (+Z) 3.053 k-ft 11.753 k-ft • +t.PO .f0Lr+1.A0L• • • • • • PASS 0.2598 X Flexure (-Z) 3.053 k-ft 11.753 k-ft • 4.P0D46.50Lr+1.60L • • • • • • • • PASS 0.01835 1-way Shear (+X) 1.508 psi 82.158 psi +*.90Df660Lr+1.60L • • • PASS 0.01835 1-way Shear (-X) 1.508 psi 82.158 psi +;.201!+060Lr+1.60L 000000 PASS 0,1713 1-way Shear (+Z) 14.073 psi 82.158 psi +*20D+0.50Lr+1.40V • • • PASS 0.1713 1-way Shear (-Z) 14.073 psi 82.158 psi +T.20d+0.%0Lr+1.60L • • : • • • • PASS 0.1458 2-way Punching 23.965 psi 164.32 psi +1.20D+0.50Lr+1 A0 e o • Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination.., Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n/a 0.0 0.3660 0.3660 n/a n/a 0.183 X-X, +D+L 2.0 n/a 0.0 0.6243 0.6243 n/a n/a 0.312 X-X, +D+0.750Lr+0.750L 2.0 n/a 0.0 0,5598 0.5598 n/a n/a 0.280 X-X, +D+0,750Lr+0.750L+0.450W 2.0 n/a 0.0 0.5598 0,5598 n/a n/a 0.280 X-X, +0+0.750L+0.520E 2.0 n/a 0.0 0.5598 0,5598 n/a n/a 0.280 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.3660 0.3660 0,183 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 0.6243 0.6243 0.312 Z-Z, +D+0.750Lr+0.750L 2.0 0.0 n/a n/a n/a 0.5598 0,5598 0.280 Z-Z, +D+0.750Lr+0.750L+0.45OW 2.0 0.0 n/a n/a n/a 0.5598 0.5598 0.280 Z-Z, +D+0.750L+0.520E 2.0 0.0 n/a n/a n/a 0.5598 0.5598 0.280 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension Cm Bot. As Req'd Gvrn, As Actual As Phi'Mn Status k-ft Side ? or Top ? in^2 in^2 in^2 k-ft X-X, +1.40D 1.392 +Z Bottom 0.26 Bending 0.3 11,753 OK X-X, +1.40D 1.392 -Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1,20D40.5OLr+1.60L 3.053 +Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+0.50Lr+1.60L 3.053 -Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+0.50Lr+L+W 2.355 +Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+0.50Lr+L+W 2.355 -Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+L+W 2.355 +Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+L+W 2.355 -Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+1,60Lr+L 2.355 +Z Bottom 0.26 Bending 0.3 11.753 OK X-X, +1.20D+1.60Lr+L 2.355 -Z Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.40D 0.1547 -X Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.40D 0.1547 +X Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.20D+0.50Lr+1.60L 0.3392 -X Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.20D+0.50Lr+1.60L 0.3392 +X Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.20D+0.50Lr+L+W 0.2617 -X Bottom 0.26 Bending 0.3 11,753 OK Page 33 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL. 33144 786-888-2002 Title : Dsgnr: Project Desc.: Project Notes Job # Printed: 18 JUL 2019, 6:50AM General FootingFile: C:\Users\Enmay\OneDdve\Documents\ENERCALC Data Files\wood beam tracy.ed ENERCALC, INC.1983.2011, Budd:6.11.6.23, Ver:6.11.6.2: 111TROLA is'. Description: Foundation analysis Z-Z, +1.20Di0.50Lr+L+W 0.2617 +X Bottom 0.26 Bendinq 0.3 11.753 OK Z-Z, +1.20D+L+W 0.2617 -X Bottom 0.26 Bending 0.3 11.753 OK Z-Z, +1.20D+L+W 0.2617 +X Bottom 0.26 Bendinq 0.3 11.753 OK ...... ...... .... ....% .... .... . . .... .... ..... .. .. .. ...... . . . . ...... Page 34 of 40 CONEMCO CONSULTANTS 8250 Flagler St. Suite 114 Miami, FL. 33144 786-888-2002 Title: Dsgnr: Project Desc.: Project Notes : Job # Printed: 18 JUL 2019, 8:50AM General Footing File: C:\Users\Enmay\OneDdve\Documents\ENERCALC Data Fileslwood beam tracy.ed 9 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver:6.11.6.2: Description : Foundation analysis Footing Flexure Flexure Axis & Load Combination Mu Which Tension Lw Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in^2 in^2 inA2 k-ft Z-Z, +1.20D+1.60Lr+L 0.2617, -X Bottom 0.26 Bendinq 0.3 11.753 . OK Z-Z, +1.20D+1,60Lr+L 0.2617 +X Bottom 0.26 Bendinq • 0.3 12'f" • • • • P�. • One Way Shear . Load Combination... Vu Ca) -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max •P" ug a VG k ew*.Vh Swu%; +1.40D 0.6876 psi 0.6876 psi 6.417 psi 6.417 psi 6.417 psi ...111458 psi Go07811 OK . +1.20D+0.50Lr+1.60L 1.508 psi 1.508 psi 14,073 psi 14.073 psi 14.073 psi . , p .158 psi , , � J713 ; • 15K-; +1.20D+0.50Lr+L+W 1.163 psi 1.163 psi 10.858 psi 10.858 psi 10.858 psi • 8 .458 psi • .1622 OK +1.20D+L+W 1.163 psi 1.163 psi 10.858 psi 10.858 psi 10.858 psi . $2.158 psi " 01322 " VAC' . +1.20D+1,60Lr+L 1.163 psi 1.163 psi 10.858 psi 10.858 psi 10.858 psi • • • %:58 psi • �.. • • Q.1':22 • • OK• Punching Shear .. AWU units k ...... Load Combination... Vu Phi`Vn Vu I Phi`Vn;' •; •; Status • • +1,.40D 10,928 psi 164.32psi 0,0665 :•..:. y.. +1.20D+0.50Lr+1.60L 23.965 psi 164.32psi 0,1458 : .'. QK.o.; +1.20D+0.50Lr+L+W 18.49 psi 164.32psi 0.1125 • • • • OK • +1.20D+L+W 18.49 psi 164.32psi 0.1125 �.:..' OK +1.20D+1.60Lr+L 18.49 psi 164.32psi 0.1125 OK Page 35 of 40 APPENDIX ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .. .. .. ...... . . . . ...... ...... . . ...... .. . . .. . . Page 36 of 40 STEEL BOLTS CAPACITY TABLES Page 37 of 40 7-22 DESIGN CONSIDERATIONS FOR BOLTS Table 7-1 Available Shear Strength of Bolts, kips • • • Nominal Bat Diameter de, in. % 3/4 Nominal Bolt Area, in? 0.307 0.442 0.601FftJQ •0.785 • ASTM Thread (kSQ OF. (ksi) Load- rn/)r 0vrn rnr Orrn rn/f2v 0vrn rA *44 Desig. Cond. Ing • • • • ASD LRFD ASD LRFD ASD LRFD ASD LRFD AID LRF'p N 24.0 36.0 S 7.36 11.0 10.6 15.9 14.4 21.6 18.8 28.3 A325 D 14.7 22.1 21.2 31.8 28.9 43.3 3A7 .64 X 30.0 45.0 S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 F1852 D 18.4 27.6 26.5 39.8 36.1 54.1 47.1 70.7 N 30.0 45.0 S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 A490 D 18.4 27.6 26.5 39.8 36.1 54.1 47.1 70.7 X 37.5 56.3 S 11.5 17.3 16.6 24.9 22.5 33.8 29.6 44.2 D 1 23.0 34.5 33.1 49.7 45.1 67.6 58.9 88.4 A307 - 12.0 18.0 S 3.68 5.52 5.30 7.95 7.22 10.8 9.42 14.1 D 7.36 11.0 10.6 15.9 14.4 21.6 18.8 1 28.3 Nominal Bolt Diameter de, In. 1l/a 11/4 1% 11/2 Nominal Bolt Area, In.2 0.994 1.23 1.46 1.77 ASTM Thread (kw) (Fnv Load- In1S2v Ovrn rnli2v 0vrn rnli2v Qvrn rnliiv Qrrn Dealg. Coed. In9 ABD LRFD AiD LRFD ABD LRFD ASO LRFD ABD LRFD N 24.0 36.0 S 23.9 35.8 29.5 44.2 35.6 53.5 42.4 63.6 A325 D 47.7 71.6 58.9 88.4 71.3 107 84.8 127 X 30.0 45.0 S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 F1852 D 59.6 89.5 73.6 110 89.1 134 106 159 N 30.0 45.0 S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 A490 D 59.6 89.5 1 73.6 1 110 89.1 134 .106 159 X 37.5 56.3 S 37.3 55.9 46.0 69.0 55.7 83.5 66.3 99.4 D 74.6 112 92.0 138 1 111 167 133 199 A307 - 12.0 1 S.0 S 11.9 17.9 14.7 22.1 1 17.8 26.7 21.2 31.8 D 23.9 35.8 29.5 44.2 35.6 53.5 42.4 63.6 ASD LRFD 0v=2.00 0v=0.75 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. Page A-6 of 9 Page 38 of 40 WOOD DESIGN VALUES • •••• •••••• • s • • Page 39 of 40 Table 48 Reference Design Values for Visually Graded Southern Pine Dimension Lumber (217 •4'1 thick)a" (Tabulated design values are for normal load duration and dry service conditions, unless sified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 49 ADJUSTMENT FACTORS Design values In pounds per sW rs inch Cps[) spades and commercial Stae Tendon shear Cornpreaston Compression Grading grade clasaMcatlon 1wallat parallel perpendicular parallel • • tic Rules Eleruding to grain to gain to grain to grain Mw us 113 city • Gravid' AgOMf E • • • Ex' F. F1 F. Fu, F. • •Q a •••••• •••• ••• Dense selev S:nlctu al 2,7D3 1.900 175 ew z0E0 1,9Q7twJ? • EW,D00 • • Select stuctural 2,3&3 1,650 176 E65 1,9DO 1,EDo,06re • E63,00D • • • i • • Nora -Dense �Q 7JUC lral 2,C53 I'M 175 480 I'M 1,Eo]t1" �M � • • Nat Dense 1,6&3 1,100 175 E60 1,750 1,E00ODD • E60,DOD • • • • • • • Na 1 1,E03 1,I)DO 175 %5 1,650 1reo3, • • • • 000, Nat Non-Dc 1,3D3 E75 175 483 1.510 1,4DGM • 51�],OM ••• Na2 Dense 1,2D] 753' 175 ew 1,5Co 1,E-00 3' • E63,030 • Nat 1,103 E75 175 %5 1,1E0 1,40 C 110,00D• • • • • Nat Non -Dense 1;Ca0 Ex 175 4$0 1,450 1,IMIJOC C • 470,D30: • • • • Na3 and ud Mo 400 175 565 ew 1 ,30310D0 •d7D,D3G • • • • 4ond: a O „ , , • • • • S:1rd= r'Aide 475 275 175 E65 1,3Lo 1,20003D 440=1 •ITS Utir 226 a25 175 Eby 850 1.200,D3C, 44D,00D :et?ct Vr=vm 2.1D7 1,4w 175 565 1,6C0 1,E0.7,ODD E60,DX, N.."n-0er6e Seled rdelural 1,E53 1,3030 175 483 1,7Co 1,EO3,000 EEO;ODC4 Na t Dense 1,503 1,DW 175 ew 1,6Eo 1,E00,0W 660,D30 NAI 5"-6"Woe 1,3&3 E75 175 E65 1,550 1,EDOXC; 58 WD 0.55 NMI Non -Dense 1,2D7 75 175 480 1,4rw 1,400,OOC 510,NC Na2 Dense Um E53 176 w 1,4E0 1,EO3,D30 SKI)CID Na2 1,DD3 E03 115 E65 1,4G0 1,403030 51D,031) Na2 NOn-Dense Mo E25 175 483 1,3E0 1,M3,0W 470,DW Na3and S:ud 575 3w 175 E65 60D 1,3D3,DDC 470,W0 Dense ;-eleadS:rdcttual 2,203 1,550 175 E63 1,6E0 1,30M.D}D E93,D30 �eim- s'.N,-.lira) 1,953 1,= 175 565 VD0 1,E00,000 MOW NeD-DHY?SeLadS'mchual 1;7D3 1,2w 175 4&3 1,6EC 1,E03,000 E80,03G Nai Dense 1,3&3 903 175 6w 1,6120 1.E03,D30 Efx7030 GPM NMI B''A1de 1,2S3 EQO 175 565 I'sw 1,E00,000 5S0,D30 0.55 Nat Non-- moo 700 175 453 1,4Co 1,400030 510,D30 Nat Ca,nse 975 6w 115 %3 11.40 1,E03,0D0 E60,DOD Na2 925 553 175 565 1,350 1,400,D30 510,1>31) Na2 Non -Dense ais 'Aw 175 480 1,3Co UIX1,000 470,030 Na3 and 5ud 525 325 175 %5 775 1,303,D00 47,3 030 Dense Select S-rucllaal 1:953 I'mo 175 w 1,8Co 1,5D3,000 E90,o00 SelectSrulural 1;703 1,150 175 565 1,6:0 1,E00,00D %O.WD NorrDense Select rructural 1,E03 1,Dw 175 480 100 1=,ODD 56D,D30 Nat Denise 1,2D3 EDO 175 E663 1,5E0 1,E00,D31) MOM Nat IErV4de I'M 700 175 E65 1,4E0 1;ED,7,WD 583,030 0.55 Nat Non-Der*e W. 625 175 480 1,4C0 1.4DO,000 510,D30 Na2 Dense 850 525 175 w 1,350 1,E=311 E60,D30 Na2 8C0 475 175 WE 1,3Co 1,03,0W 510,00 Na2 Non-oerrW 7Cx 425 175 4W 1,250 1,3D3,000 47,3.WD No-3 and S:ud 475 275 175 565 750 1,300,WD 47,0.030 Demme GeW Smictivai 1,Ew 1,250 175 E&3 1,7Eo 1,5W.Wre E90'D3D SeledI-Ituctural 1,503 1,100 175 565 1,6E0 1,E03,00D E60MD Non-Oer4w? Select ti nldural 1,403 975 175 460 1550 i.ew,ow 580100C, Na t Dense 1,103 M 175 E60 1'$D0 1,EOUDD Eb0,D30 Nei 12'vAde U00 E53 1.75 565 1,4C0 1,15MODC 5=30 Nat Non -Dense 9w 5'75 175 460 1,3E0 1,403,0D0 510,D30 0.55 Na2 Dense 8C0 583 175 5.60 9.304 1,E8o,000 w3ox Na2 750 45131 175 E65 1,2E0 1,4D3,G00 510.D]t: Na2 Non -Dens? 7Co 403, 175 480 1,250 1,3D7,DDD 470,D30 Na3 aM ud 4E0 257 175 Eby 725 1,300,000 470,D00 Page 40 of 40 Copyright 0 Amenkar+ Wood Goumk Do"oade-diprinted pursuant to License Agreement. No reproduclion or transhr authorized. kRIC,AN W04D COLINCR ,SN�fs Miami Shores Village Building Department 10050 NE 2 nd Ave. ham": R1DA Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 9/12/19 Permit No.: RC19-1938 Project Address: 62 NE 108T" ST. Page 1 of 2 2ND REVIEW AS OF 10/8/10 ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. '/a"=F-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" O.C. SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MAXIMUM BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM Village of Miami Shores, Florida STRUCT. REVIEW COMMENTS (Cont.) Page 2 of 2 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE ,oAEs Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspectorfor Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted _ Soil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print Miami Shores, FL 33161 APPLICATION DATE: 08/22/2019 SQUARE FEET: 654.00 DESCRIPTION: REMOVAL OF EXISTING KITCHEN AND INSTALLATI( EXPIRATION DATE: 02/18/2020 VALUATION: $68,225.00 OF KITCHEN IN BACKROOM. ADDING BATHROOM AND BEDROOM WITHING EXSITING SQUARE FOOTAGE OF HOME. CONTACTS NAME COMPANY ADDRESS Contractor ORLANDO IGLESIAS ORONI INC 14040 NW 6 COURT MIAMI, FL 33168 Owner MARIO ENRIQUEZ 62 NE 108 ST REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural and electrical approval require. 2. According to the information provided on the plans this project should be classified as a level 2 alteration. Buildings undergoing a level 2 alterations should comply with chapter 8 of 2017 FBC, Existing Building. Building v.2 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural approval require. Electrical v.1� Requires Re -submit CARLOS SOSA email: EL@MSVFL.GOV Comments: AFCI BREAKERS ARE USUALEY FULL SIZE NOT 1/2 SIZE. CHECK MANUFACTUER REQUIREMENTS. USE AFCI / GFCI COMBONATION BREAKERS WHERE GFI RECEPTACLE WOULD NOT BE READLEY ACCESSIBLE. N. E. C. 210. 8. BREAKEI ALSO BE USED ANYWARE THAT REQUIRES AFCI / GFCI PROTECTION. SEE E-2 ON FIELD COPY. Electrical v.2 Approved CARLOS SOSA email: EL@MSVFL.GOV Comments: NEED ELECTRICAL PERMIT. MAD SR Mechanical 0 Approved Jan Pierre Perez email: null8 Plumbing v.1 Approved Maykel Massanet email: pl@msvfl.gov Structural v.1 Requires Re -submit Orlando Blanco email: null16 Comments: 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT N LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS —BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATUR DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. %"=1'-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDEl' HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" C October 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MA) BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.2 Requires Re -submit Orlando Blanco email: null16 Comments: 2ND REVIEW AS OF 10/8/10 ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING -------------------------------------------------------- -------------------------------------------------------- 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMI THE FOLLOWING ELEMENTS: A) FOUNDATIONS —BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATUR DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. %"=1'-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDED HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" C SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MA) BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE October 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 SN0 b fir 31rfits F10 R►Dt- PERMIT ADDRESS: 62 NE 108TH ST PARCEL: 1121360110030 Miami Shores, FL 33161 APPLICATION DATE: 08/22/2019 SQUARE FEET: 654.00 DESCRIPTION: REMOVAL OF EXISTING KITCHEN AND INSTALLATIC EXPIRATION DATE: 02/18/2020 VALUATION: $68,225.00 OF KITCHEN IN BACKROOM. ADDING BATHROOM AND BEDROOM WITHING EXSITING SQUARE FOOTAGE OF HOME. CONTACTS NAME COMPANY ADDRESS Contractor ORLANDO IGLESIAS ORONI INC 14040 NW 6 COURT MIAMI, FL 33168 Owner MARIO ENRIQUEZ 62 NE 108 ST REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural and electrical approval require. 2. According to the information provided on the plans this project should be classified as a level 2 alteration. Buildings undergoing a level 2 alterations should comply with chapter 8 of 2017 FBC, Existing Building. Electrical v.1 Requires Re -submit CARLOS SOSA email: EL@MSVFL.GOV Comments: AFCI BREAKERS ARE USUALEY FULL SIZE NOT 1/2 SIZE. CHECK MANUFACTUER REQUIREMENTS. USE AFCI / GFCI COMBONATION BREAKERS WHERE GFI RECEPTACLE WOULD NOT BE READLEY ACCESSIBLE. N. E. C. 210. 8. BREAKE ALSO BE USED ANYWARE THAT REQUIRES AFCI / GFCI PROTECTION. SEE E-2 ON FIELD COPY. Mechanical v.1 Approved Jan Pierre Perez email: nu118 Plumbing v.1 Approved Maykel Massanet email: pl@msvfl.gov ... r Structural v.1 Requires Re -submit Orlando Blanco email: nuII16 Comments: 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT N LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS —BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENINC D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATUE DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. W=V-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDE HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MA BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR : A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) September 30, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE September 8O.2O1S 1OO5UNE2Ave Miami Shores FL33138 Page 2ufo PERMIT ADDRESS: 62 NE 108TH ST PARCEL: 1121360110030 Miami Shores, FL 33161 APPLICATION DATE: 08/22/2019 SQUARE FEET: 654.00 DESCRIPTION: REMOVAL OF EXISTING KITCHEN AND INSTALLATI( EXPIRATION DATE: 02/18/2020 VALUATION: $68,225.00 OF KITCHEN IN BACKROOM. ADDING BATHROOM AND BEDROOM WITHING EXSITING SQUARE FOOTAGE OF HOME. CONTACTS NAME COMPANY ADDRESS Contractor ORLANDO IGLESIAS ORONI INC 14040 NW 6 COURT MIAMI, FL 33168 Owner MARIO ENRIQUEZ 62 NE 108 ST Building f�evi®w (Full) o . REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural and electrical approval require. 2. According to the information provided on the plans this project should be classified as a level 2 alteration. Buildings undergoing a level 2 alterations should comply with chapter 8 of 2017 FBC, Existing Building. Electrical v.1 Requires Re -submit CARLOS SOSA email: EL@MSVFL.GOV Comments: AFCI BREAKERS ARE USUALEY FULL SIZE NOT 1/2 SIZE. CHECK MANUFACTUER REQUIREMENTS. USE AFCI / GFCI COMBONATION BREAKERS WHERE GFI RECEPTACLE WOULD NOT BE READLEY ACCESSIBLE. N. E. C. 210. 8. BREAKEI ALSO BE USED ANYWARE THAT REQUIRES AFCI / GFCI PROTECTION. SEE E-2 ON FIELD COPY. Mechanical v.1 Approved Jan Pierre Perez email: nu118 Plumbing v.1 Approved Maykel Massanet email: pl@msvfl.gov .... . ,...... .. ....... Structural v.1 Requires Re -submit Orlando Blanco email: nu1116 Comments: 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT N LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS —BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61 G15-23. ORIGINAL SIGNATUR DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. %"=1'-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDED HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" C SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MA) BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE 11, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (:IL9 1 '4W P (REFER TO ATTACHED COPY OF THE INSPECTION FORM) September 30, 2019 10050 NE 2 Ave Miami Shores FL 33138 Pagel of 2 ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE September 30, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 Miami Shores Village Building Department uN, 10050 NE 2 Ave. yam. F� ioA Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 9/12/19 Permit No.: RC19-1938 Project Address: 62 NE 108T" ST. Page 1 of 2 2ND REVIEW AS OF 10/8/10 ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. '/a"=F-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" O.C. SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MAXIMUM BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM Village of Miami Shores, Florida STRUCT. REVIEW COMMENTS (Cont.) Page 2 of 2 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE �5N Miami Shores Village �. Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING 15EPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professionaall/engineer /licensed )in the State of Florida. Process Number: p�-'L"l 3�y _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) T Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for i7ses > 35 ft. long or 6 ft. high teei Framing and Connections welded or bolted Soil Compaction _ Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print `SeORES $ um� Miami Shores Village Building Department 10050 NE 2"d Ave. 1 Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 9/12/19 Permit No.: RC19-1938 Project Address: 62 NE 108T" ST. Page 1 of 2 2ND REVIEW AS OF 10/8/10 ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) STEEL I -BEAM C) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING D) FRAMING ELEMENTS AND CONNECTIONS DESIGNS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS PROVIDE ROOF FRAMING PLAN TO SCALE (MIN. '/4"=F-0") , IN COMPLIANCE WITH SECTION 2319, (SECTION R4409.6.10 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. SPECIFY THE FOLLOWING AS A MINIMUM: A) THE SIZES, SPANS AND MAX. SPACING CENTER -TO -CENTER OF ALL ROOF FRAMING ELEMENTS B) ROOF SHEATHING THICKNESS, GRADE AND NAILING PATTERN IN COMPLIANCE WITH SECTION 2322, (SECTION R4409.9.2 FOR RESIDENTIAL), HVHZ PROVISIONS OF THE FBC 2010 CODE. FOR GABLE END CONDITIONS, IF APPLICABLE MIN. 10d NAILS SPACED 4" O.C. SHALL BE USED C) ALL DESIGN LOADS, BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS, AT SUPPORTS FOR ALL ROOF FRAMING D) ALSO SHOW ALL REQUIRED BRIDGING AND/OR PERMANENT LATERAL BRACING, NOTED THE BRACING ELEMENT SIZES AND MAXIMUM BRACING SPACING, AS REQUIRED FOR LATERAL BRACING OF THE ROOF FRAMING SYSTEM Village of Miami Shores, Florida STRUCT. REVIEW COMMENTS (Cont.) Page 2 of 2 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Miami Shores Village ,.,� Building Department 10050 NE 2"d Ave. 1� Miami Shores, FL 33138 305-795-22041 Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: Sp Lial Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) iami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high L-16teel Framing and Connections welded or bolted _ Soil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print PERMIT L (Name) ❑ uontracu ❑ Owner ❑ Architect Picked up 2 se of plans and (other) Address: , w Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT DATE: e �Z I I / q LE::z' ia 1��. From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Signature: (SIGNATURE) PERMIT CLERK INITIAL:] °-A- RESUBMITTED DATE: PERMIT CLERK INITIAL: �, w -A ra Y-d q