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REV-18-2235Miami Shores VillageJ`c^�, Building Department AUG M8 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 $Y T 1 305 9 e . ( ) 7 5-2204 Fax. (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 Tl�- BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING FBC 20 Master Permit No.-(2-0—� Sub Permit No.V REVISION ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS [:]CHANGE OF CONTRACTO JOB ADDRESS: H\ C 1 A F e-- ❑ EXTENSION ❑RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS City: Miami Shores County: Miami Dade ZiD•'�!� ( "--)g Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: gFFE: t OWNER: Name (Fee Simple Titleholder): u ' c -01 1 Phone# Address: � G I - E- ��- City: _ H (Q t 1A ( State: _ zip:'-- � �,/ Tenant/Lessee Namg:^ _ Phone#-1 : `S05�S ( l4-n Email: ( ( -VA \ CONTRACTOR: Compi Address: City: Qualifier Name: (Q k State Certification or Rei;i�trltion #: Zip: _ Phone#:'��%D�b5` 6 r-�J of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New , r ElRepair/Replace Description of Work: )04'j R� 1"� 10 V � J(�0V, Specify color of color thru the: Submittal Fee $ Permit Fee $ Scanning Fee $ � • OO Radon Fee $ Technology Fee $ Structural Reviews $ GLO Training/Education Fee $ CCF $ DBPR $ Zip: ❑ Demolition CO/CC $ Notary $ - (!--� Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ I O 4 - 00 Bonding Company's Name (if applicable) Bonding Company's Address . . e, City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. tz�.+.�K Signature Signature OWNER or AGENT The foregoing instrument was acknowledged before me this �_ day of aA)SJ 20 I by O�� N4 4)p- �1 who is personally known to me or who has produced \EF=L 1�7ENS identification and who did take an oath. NOTARY U LIC: Sign: Print: (� YVr . . .. . . • . r a Y r � s' S Seal: oar v�� Notary Public State of Florida ! _ Sindia Alvarez { a< My Commission FF 156750 K ?OFIV Expires0910312018 { The foregoing instrument'was acknowledged before me this �I day of A S; C 20t by t .c�S Mi GV�C R� Q, ho is personally known to me or who has produced E- Da1V�2 �=� �aY� identification and who did take an oath. NOTARY POWC: Sign:_ Print: ;0.`^ Notary Public State of Florida Sindia Alvarez c` My Commission FF 156750 Ncl �0� Expires 09103/2018 ****************************** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) A GAFCO BNGINKSAING Ex C•✓Qfz ;s'7';2t-!C;"T'tc9ra t..t..0 E 9405 FONTAINEBLEAU BLVD • • • • f MIAMI FL 33172 • • •••••• •••••• \\k - PHONE: (786)362-3290 • • • • t.. E-MAIL: MBM@BAFCONSTRUCTION.COM• • • • • • • • • • • iJ •••••• •• • •••••• • •••• • •• ••••• • •••••• • • ••••• •• •• • •••••• • • • • • •••••• •• • 7PR\CO)E'D� DATE $o- PROJECT: Arro6te`s Residence ADDRESS:890 NE 92ND ST MIAMI SHORES FL 33138. HOME REMODELING Rev # 1 P /,7yLo FE DO AZCUE P.E FLORIDA LIC.## 65521 Ph: 786-3513663 0 Fernando Azcue, P.E Tel. (786) 351 - 3663 = ©fix Y �- Project Name: Checked by: Calculated by: . DMN . . .... ...... . . . ...... ... ...... ...... v 1Z— e ,,q tf Pnnted: 13 AUG 2018. 11.44AAI Concrete Beam File: C:1UserslMaikeNCloudD6ve\BAFIWorklPrgectslCarlinalCadina Homelpdinas twmes.ec6 ENERCALC, INC.1983-2011, Buiki:6.11.6.23, Ver:6.11.6.23 Description : RB-1 On Material Properties • • • • • • • • • • Calculations per ACl 318-M, %P2009, CB94040, ASCE*M9 e • fc = 3.0 ksi Phi Values Flexure: 0.90 i • .... . t12 fr = f* 'c 7.50 = 410.79 psi Shear: 0.750 i ..•. .• . . W Density = 145.0 pcf p 1 = 0.850 . X LtWt Factor = 1.0 I • • • • • • • • Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi fy -Main Rebar = 60.0 ksi Stirrup Bar Size # = # 3 ..:. E - Main Rebar = 29,000.0 ksi . . . Number of Resisting Legs Per Stirrup = 2 o • • • • • • • Load Combination 2006 IBC & ASCE 7-05 -- ' I D 0.106 L 0.088 W -0.298 8"wx14"h Span=23.20 ft Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =14.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 23.20 ft in this span 245 at 3.0 in from Top, from 0.0 to 23.20 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1060, L = 0.0880, W =-0.2980 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY_ Maximum Bending Stress Ratio= Section used for this span Typical Section Mu: Applied 27.136 k-ft Mn ' Phi: Allowable 38.423 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 11.600ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 ®Design OK�--'. 0.432 in Ratio = 644 0.000 in Ratio = 0 <360 0.956 in Ratio = 291 -1.131 in Ratio = 246 Load Combination Support 1 Support 2 Overall MAXimum 3.559 3.559 D Only 2.538 2.538 L Only 1.021 1.021 W Only -3.457 -3.457 D+L 3.559 3.559 D+W -0.919 -0.919 D+L+W 0.102 0.102 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.600 27.14 38.42 0.71 +1.40D Span # 1 1 11.600 20.61 38.42 0.54 +1.20D+0.50Lr+1.60L+1.60H Pnnted. 13 AUG 2018, 11.44AM Concrete Beam rim. �xnaunaineiu�iwuunve o„r r�cnR n�rye�uwdrmwwdimw nUmewenuidbwnroa.ew ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 q Description : RB-1 On • • • • • •••• •••••• • Load Combination Location (ft) Bending Stress Results ( k-ft) • . • : • • • • • • • • . • • • ; • Segment Length Span # in Span Mu: Max phi"Mnx Stress Ratio • • • • • • • • • Span # 1 1 11.600 27.14 38.42 0.71 • • • • • • • • • +1.20D+1.60L+0.50S+1.60H •••••• : •••• ••••• Span # 1 1 11.600 27.14 38.42 0.71 • • +1.20D+1.60Lr+0.50L •••••• • • • • • .. • • • ••••• Span # 1 1 11.600 20.62 38.42 0.54 •• •• • •••••• • +1.20D+1.60Lr+0.80W • • • • • • • • Span # 1 1 11.600 1.62 38.42 0.04 : • : • • . • • • :. +1.20D+0.50L+1.60S • • • • • • Span # 1 1 11.600 20.62 38.42 0.54 : • • • • : • • • • +1.20D+1.60S+0.80W •• • •• • • • • • • Span # 1 1 11.600 1.62 38.42 0.04 • • • +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 11.600 -11.46 28.80 0.40 +1.20D+0.50L+0.50S+1.60W Span # 1 1 11.600 -11.46 28.80 0.40 +1.20D+0.50L+0.20S+E Span # 1 1 11.600 20.62 38.42 0.54 +0.90D+1.60W+1.60H Span # 1 1 11.600 -18.83 28.80 0.65 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.9558 11.368 0.0000 0.000 a Pnnted: 13 AUG 2018,11 52AM Wood Beam File: C:1UserslMaikeNCloudDriveIBARWorklPrgktslCarlinalCadina Homelpdinas homes.ec6 ENERCALC, INC.1983-2011, Buiki:6.11.6.23, Ver:6.11.6.23 Description : Wood Rafter pergola Cond 2 Material Properties • - • • • • - • • • • 0. •• • •• • • Calculations per NDS 20Q$ MG 2009, C111CA48, ASCEbl-94: • Analysis Method: Allowable Stress Design Fb - Tension 800.0 psi E : tftddllts of Elasticity • • Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 800.0 psi EI mtl•xx • • 1,600.Oksi • • Fc - Prll 1,550.0 psi twimWA - xx : O.5$O.Oksi ..... Wood Species : Southern Pine Fc - Perp 56 5. 0 psi • • • • • • ..:.. • Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fv 175.0 psi ..' # •' ;... • • • Ft 650.0psi Wip" �5.440pcf • Beam Bracing : Beam is Fully Braced against lateral -torsion buckling tepetithm Member Stress Increase • D(0.055) Lr(0.12) W(-0.077) • • • • • 2-2x 12 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0550, Lr = 0.120, W = -0.0770 , Tributary Width =1.0 It DESIGN SUMMARY IMaximum Bending Stress Ratio = 0.680 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span fb : Actual = 625.69 psi fv : Actual FB : Allowable = 920.00 psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 6,000 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.099 in Ratio = 1453 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.151 in Ratio = 951 Max Upward Total Deflection -0.064 in Ratio = 2264 _Maximum Fo_r_c_e_s_& Stresses for Load Combinations Load Combination _ Max Stress Ratios Segment Length Span # M V C d C F/V C r C m C +D 7)pCinn r 0.237 : 1 1 2-2x12 = 41.55 psi 175.00 psi +D+Lr+H 0.000 ft = Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =12.0 ft 1 0.235 0.082 1.000 1.000 1.150 1.000 1.000 1.14 216.09 920.00 0.32 14.35 175.00 +D+Lr+H 1.000 1.150 1,000 1.000 Length =12.0 ft 1 0.680 0.237 1.000 1.000 1.150 1.000 1.000 3.30 625.69 920.00 0.93 41.55 175.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length =12.0 ft 1 0.569 0.199 1.000 1.000 1.150 1.000 1.000 2.76 523.29 920.00 0.78 34.75 175.00 +D+W+H 1.000 1.150 1.000 1,000 Length =12.0 ft 1 0.051 0.018 1.000 1.000 1.150 1.000 1.000 -0.25 46.74 920.00 0.07 3.10 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length =12.0 ft 1 0.355 0.124 1.000 1.000 1.150 1.000 1.000 1.72 326.17 920.00 0.49 21.66 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length =12.0 ft 1 0.021 0.007 1.000 1.000 1.150 1.000 1.000 0.10 18.97 920.00 0.03 1.26 175.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1,150 1.000 1.000 Length =12.0 ft 1 0.569 0.199 1.000 1.000 1.150 1.000 1.000 2.76 523.29 920,00 0.78 34.75 175.00 Pvted: 13 AUG 2018,11.52AM Wood Beam File: C:\UsersWaikeNCloudDdve\BAF\Work\Prgects\CarlinalCarlina Home\cadinas homes.ec6 ENERCALC, INC.1963-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : Wood Rafter pergola Cond 2 • • • • • . " • • , • . • Load Combination Max Stress Ratios Summary of Moment VgIV4.,. SJhWrygfShearV4gpj, Segment Length Span # M V C d C FN C r C m C t Mactual fb-design FbiogV... Vactual Iv -design F.v-allow . +0.60D+W+H 1.000 1.150 1.000 1.000 0000 • • • • Length =12.0 ft 1 0.145 0.051 1.000 1.000 1.150 1.000 1.000 -0.70 133.18 926.0& • 010 ' ..'8.84 Overall Maximum Deflections - Unfactored Loads ...... . . ..... Load Combination Span Max. "-" Deft Location in Span Load Combination • • •Ntax. "+" Det Location in Spay • • • • • D+Lr 1 0.1514 6.060 • . . 0.0000 0.000 • • Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS: • . • : • • • 0 0 * • Load Combination Support 1 Support 2 • • • • . • • Overall MAXimum 1.100 1.100 • • • D Only 0.380 0.380 Lr Only 0.720 0.720 W Only -0.462 -0.462 D+Lr 1.100 1.100 D+W -0.082 -0.082 D+Lr+W 0.638 0.638 EX4117c-, 1?1�ZPIL5 �D OIL � L :. 20 ems. IlL / (4:�I' = &0, -fi/ L r ,s 00 0 .. • • •i•••• ...... ••i••• • • ••••! • • •••••• w � r,}. mot....•. � 1 ESR-3445 I Most Widely Accepted and Trusted Page 5 of 20 11 TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS'''''As STOCK NO. STEEL GAGE HANGER DIMENSIONS (Inches) MIN INIA)I FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) HEADER JOIST DOWNLOAD UPLIFT W H D City TYPO Qry TYPO Cs n 1.0 Co' 1.15 CgaJlM 110 Co =1.$ HD26 14 1°/1e 3% 2'/2 min 4 16d Common 2 10d x 02 615 • 7 •79 335 • mex 4 16d Common 4 10d x 1 /2 615 so 0 695 • tl 5W HD28 14 12/1e 5'/4 2'1z min 8 16d Common 4 1Od x 1'/2 1230 tl 14V • 780 • max 8 18d Common B + 10d x 1 /2 1230 �� 1490 • 780 • HD210 14 1°!1e 7e/�e 2'/z min 10 1 Sd Common 4 1 Od x 1'/z 1540 • • • 760 • max 14 18d Common 6 1Od x 1% 2155 • offt 181000. 1170 • H0212 14 19/1e 9t9/18 2'!2 min 14 18d Common 6 10d x 1'/2 2155 • •!k l810 • 117000 max 20 16d Common 10 10d x 1'/2 3080 • 905 41715 155000 HD214 14 11/1e 10t211e 2'/2 min 18 1Sd Common 6 10d x *2 2465 • • 2980 • 1170 max 22 16d Common 10 1 Od x 02 3390 3719 6715 • 1550 • • HD216 14 11/1e 12N4 2'/2 min 18 16d Common 8 10d x 02 2770 4 3*5 4355 1550 • mex 26 16d Common 12 10d x 02 3930 • • 4129 4*0 • 1900 • HD24-2 14 3'/e 3'/2 2'/2 4 15d Common 2 1Od Common 615 695 Af • 385 HD28-2 14 3'/e 04 2'/2 min 8 18d Common 4 1 Od Common 1230 1390 1490 760 max 12 1 Sd Common 6 1 Od Common 1050 2085 2235 1170 71/e HD28-2 14 3'/8 2'/2 murex 14 1Bd Common 8 tOd Common 2155 2430 2810 1170 H0210 2 14 3'/e 9 2 /z min 14 16d Common 6 1 Od Common 2155 2430 2610 1170 max 20 16d Comnrn 10 1 Od Common on 3080 3475 3715 1950 HD212-2 14 3'/e 11 2'/2 min 16 1Sd Common 8 1Od Common 2465 2780 2980 1305 mex 24 1Sd Common 12 1Od Common 3095 4170 4470 2340 H0214-2 14 3'/e 13 2'/2 min 18 1 Sd Common 8 t Od Common 2770 3125 3355 1 1550 max 26 18d Common 12 1Od Common 4005 1 4515 4846 2340 H0218-2 14 3'/e 14 2'/z min 20 1 Sd Common 10 1 Od Common 3080 3475 3715 1950 mex 28 16d Common 14 1Od Common 4310 4850 5035 2735 HD26.3 14 4e/e 41/2 2'/2 min 8 18d Common 4 10d Common 1230 1390 1490 700 mex 12 18d Common 6 1Od Common 1860 2085 2235 1170 HD28-3 14 46/e 5-1, 2'/2 min 10 16d Common 4 1 Od Common 1540 1735 1865 780 mex 14 18d Comon 6 1 Od Common 2155 1 2430 2610 1170 HD210-3 14 4e/e 81/4 2'!2 min 14 15d Common 6 1 Od Common 2156 2430 2010 1170 max 20 18d Common 10 1 Od Common 3080 3475 3725 1950 H0212-3 14 4°/e 10'14 2'/2 min 16 16d Common 8 1 Od Common 2465 2780 2980 1305 max 24 16d Common 12 1Od Common 3695 4170 4470 2340 HD214-3 14 4% 12'/4 2'/2 min 18 18d Common 8 1 Od Common 2770 3125 3355 1550 max 28 16d Common 12 10d Common 4005 4516 4845 2340 HD218-3 14 49/e 13'!4 2'/2 min 20 1Sd Common 10 1Od Common 3080 3475 3725 1950 max 28 18d Common 14 1Od Common 4310 48W 5035 2735 HD28 14 6'!e 7 2'/2 min 10 16d Common 4 16d Common 1540 1735 1855 am nlex 14 16d Common 6 16d Common 2155 2430 1 2610 1305 HD210� 14 6'!e 9'/4 2'!z min 14 1 Od Coon Common 6 16d Common 2155 2430 2610 1305 18 1 18d Common 8 16d Common 2770 3125 3355 1645 HD34 14 2°/1e 3 2'/z min 4 18d Common 2 1 Od x 1'/2 615 695 745 335 rmex 4 16d Common 4 1Od x 02 615 895 745 585 HD38 14 2°/1e 4e/4 2'/2 min 8 16d Common 4 10d x 1'/2 1230 1390 1490 760 max 8 16d Common 6 10d x 02 1230 1390 1490 760 HD38 14 2°/1e 61,/1e 2'/2 min 10 16d Common 4 10d x 02 1540 1735 1855 760 max 14 16d Common 8 10d x 02 2155 2430 2610 1170 HD310 14 2e11e 7zl+e 2'/2 min 10 18d Common 4 10d x 1'/2 1540 1735 1805 760 max 14 16d Common 8 10d x 1'/2 2155 2430 2610 1170 HD312 14 2°/1e 95/1e 2% min 14 16d Common 8 10d x 02 2155 2430 2610 1170 max 20 18d Common 10 10d x 1 % 3050 3475 3715 1550 HD314 14 2°/1e 11e/u 2+1z min 16 18d Common 8 IOd x *2 2485 2780 2950 1180 MOx 24 16d Common 12 10d x 1'/2 3695 4170 4435 1900 HD316 14 0/10 13e/+e 2'/2 min 18 16d Common a 10d x 1'/2 2770 3125 3355 1650 max 26 16d Common 12 10d x 02 4005 4435 4435 1900 HD38-2 14 5'/e 8'/e 2'/2 min 10 1 Sd Common 4 1 Od Common 1540 1735 1885 780 max 14 1Sd Common 6 1Od Common 2165 2430 2610 1170 HD310 2 14 5'/a 8 2'/2 min 14 1 Sd Common 6 10d Common 2155 2430 2810 1170 max 20 16d Common 10 1 Od Common 3080 3475 3726 1550