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DGT-18-3393!)GT 18 - 33 q3 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Permit No.: OGT-11-18-3393 D _ G -.'.- Permit Type: Decks/Gazebos/Trellises U y_� �Work Classification: Deck -Wood Permit Status: Approved Issue Date:12/20/2018 Expiration: 05/07/2019 Location Address Parcel Number 150 NE 94TH ST, Miami Shores, FL 33138 1132060132970 Contacts STEFANO CARNIATO Owner JALCO CONSTRUCTION INC Contractor 150 NE 94 ST, MIAMI SHORES, FL 33138 JOSE ALBERTO VARGAS Mobile: 7862100789 749 NW 26 AVE, MIAMI, FL 33125 Business: 7862221873 Description: TWO NEW PERGOLA AND FLOATING WOOD DECK Valuation: $ 7,800.00 Inspection Requests: SIDE WALK. 1305-762-4949 Total Sq Feet: 309.00 Fees Amount Application Fee - Other $50.00 CCF $4.80 DBPR Fee $2.00 DCA Fee $2.00 Deck Fee $175.00 Education Surcharge $1.60 Notary Fee $5.00 Planning and Zoning Review Fee $35.00 Scanning Fee $12.00 Structural Review ($45) $45.00 Technology Fee $4.38 Total: $336.78 Payments Date Paid Amt Paid Total Fees $336.78 Credit Card 12/20/2018 $336.78 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. OW R AFF IT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws reg ati ` tion and zoning. Futhermore, I authorize the above named contractor to do the work stated. Signature: Owner / Applicant / Contractor / Agent Date December 20, 2018 Page 2 of 2 ze Miami Shores Village N as'zo1s X�� Building Department By. \2 �A 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 �FBC 20� 9 2 BUILDING Master Permit No. I/ c�T I�'" PE MIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ORENEWAL F-IPLUMBING ❑ MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION ❑ SHOP f CONTRACTOR DRAWINGS 10B ADDRESS: Folio/Parcel#: It 3D 06y 16 9_ ' 2 Occupancy Type: Load: Construction Type: OWNER: Name (Fee Simple Titlehol the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: one#:O Address:LIV �y- E Jl /ix-� T City: (9 dEl State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: N d - 90 ti V*1'4VL�C 1b4 ,_r-✓11C_ Phone#: C X&G, Address: City: l"1:^%C �� State: �� Zip: 331,26 Qualifier Name: State Certification or Registration #: (leejG 5112 32-- Certificate of Competency #: DESIGNER: Architect/Engineer: �Phone#: v\ Address: ��� - y City: State: —Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: ? Q 1 Type of Work: ❑ Addition ❑ Alteration / ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: /w� � per�� � or Description tvODi7 Specify color of color thru tile: Submittal Fee $ 0- Q`f Permit Fee $ 2-2—S , oo Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ _4::� • Cz�, Double Fee $ Bond $ TOTAL FEE NOW DUE $ 3_ - _� 8 (Revised02/24/2014) f 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 Zi 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 ' subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first ins c 'onEhichurs seven(7) ays after the building permit is issued. In the absence of such posted notice, the inspection will nad a reinspectio fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of �xx�r1 � 20 t by day of N 6A�� 20 � by who is personally known to �� � l � V ��V& is personally known to me or whoAs produced { ���i i? � J J-- stome or who has produced ����_ N as identificalion And who did take an oath. NOTARY identificatioq and who did take an oath. NOTARY RUBLUC: Sign: 44 Sign: Print: J 1 1P Print: Seal: SINDIA a-V� # 238273 Seal: ,I SINDIA ALVAREZ MY COMMISSION # GG 238273 o? µY COµM1S�ON 2022 EXPIRES"SePWlcUndetvrtt�ats EXPIRES: September 3, 2022 Fos �P: Bonded 7hN Notary Pt�lic UndennNars I I APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Estimate for outdoor pergola and deck 150NE 94th Street, Miami Shores lalco Construction Invoice Date: December 4, 2018 Bill To: Stefano I Address: 150 NE 94th Street j Miami Shores, FL 33138 Description Units _ Cost Per Unit - Amount _ �-7 Deck Material (sql) 1200 $ 2.00 $ 2,400.00 Tross Wood 35 $ 40.00 $ 1,400.00 i Miscelaneus 1 $ 1,500.00 $ 1,500.001 Labor _ 1 4,000.00 $ 4,000.00 Y••••• •••••• L ♦ I • • It•_ •• •e•_•�•• • • • • Y.. ...._._�. y.... -- - t•••— _�• _ 1 • I •i•• • • •••••• ••c•- • 04 y,•• • Y•.••••• •• of 4• Y • • •866909 ! of • w • Invoice Subtotal $ 9,300.00 Tax Rate 0.00% Sales Tax - Other Deposit Received 1,500.00 TOTAL $ 7,800.001 Make all checks payable to [Company Name] Total due in 15 days. Overdue accounts subject to a service charge of 2% per month. Thank you for your business! CALCULATIONS COVER SHEET NEW OPEN TRELLIS FOR: ESTEFANO CARNIATO 150 NE 94 ST TABLE OF CONTENTS Wind Calculations.........................................1-4 Joist Calculation, Uplift, 3X8 .............................5 Wood Beam 6"X6" AND 6"x8 ........................... 6-7 WOOD LEDGER 2-2"X8................................ 8-9 Footing Calc.................................................10 Bolts capacity 5/8" and concrete pull out ............... l l NDS Wood Values and details...........................12-14 ...... . ...... .... . .. ..... ...... .... ..... .... .... ...... . . . . ...... ...... .. . E^S IMUC FURAL hLV' -VV 1 APPROVED -DATE N 11 /16/2018 MECAWind Version 2.0.2.7 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: NEW TRELLIS Analysis by: Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.47 Flexible Structure No Calculated Parameters Importance Factor I 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = 9.500 zg = 900.000 t = -- - - -0.1-- _ - • • Bt = i ' Bm = 0. •• Cc = 0� 1= 5bbOr0t Epsilon = 9.200 • • • Zmin = 1 Gust Factor Category I: Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Gust Factor Category II: Rigid Structures - Complete Analysis Zm Zmin Cc * (33/z)^0.167 15.00 0.2281 ft Izm_ Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))"0.5 0.925* 1+1.7*Izm*3.4*Q)/ 1+1.7*3.4*Izm 0.9504 Gust2 0.8989 Gust Factor Summary G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 O en Buildings 0.00 0.00 Copyright 2014 www.mecaenterprises.com Page No. 1 of 3 11 /16/2018 MECAWind Version 2.0.2.7 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft^2 Pressure Ib/ft^2 Windward Wall* +GCpi -GCpi 15 0.85 1.82 102.86 69.95 69.95 Figure 6-6 - External Pressure Coefficients, CP Loads on Main Wind -Force T. Variable Formula Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.82 Qh .00256*(V)^2*1*Kh*Kht*Kd Comp & Clad: Table 6-3 Case 1 102.86 0.85 psf Khcc Qhcc 1.00256 *VA 2*1*Khcc*Kht*Kd 102.86 sf Wall Pressure Coefficients, Cp Surface I C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 0 •000:0 ...... . ...... .... . .. ..... ...... .... ..... •**:0: • 00 . . . . ...... ...... • . •0000: .. • • • Roof Pressure Coefficients, Cp Roof Area (sq. ft.) - Reduction Factor 1.00 Calculations for Wind Normal to 17.4 ft Face Cp Pressure (psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 17.4 ft wall) -0.50 -43.57 -43.57 Leeward Walls (Wind Dir Normal to 17.55 ft wall) -0.50 -43.72 -43.72 Side Walls -0.70 -61.20 -61.20 Overhang Bottom (Applicable on Windward only) 0.80 69.95 69.95 Roof - Wind Normal to Ride Theta<10 - for Wind Normal to 17.4 ft face Dist from Windward Edge: 0 ft to 16.4 ft - Max Cp -0.18 -15.74 -15.74 Dist from Windward Edge: 0 ft to 4.1 ft - Min Cp -0.90 -78.69 -78.69 Dist from Windward Edge: 4.1 ft to 8.2 ft - Min Cp -0.90 -78.69 -78.69 Dist from Windward Edge: 8.2 ft to 16.4 ft - Min C -0.50 -43.72 -43.72 Roof - Wind Parallel to Ride All Theta - for Wind Normal to 17.55 ft face Copyright 2014 www.mecaenterprises.com Page No. 2 of 3 11 /16/2018 MECAWind Version 2.0.2.7 J? Detailed Wind Load Design (Method 2) per ASCE 7-10 Dist from Windward Edge: 0 ft to 16.4 ft - Max Cp -0.18 -15.74 -15.74 Dist from Windward Edge: 0 ft to 4.1 ft - Min Cp -0.90 -78.69 -78.69 Dist from Windward Edge: 4.1 ft to 8.2 ft - Min Cp -0.90 -78.69 -78.69 Dist from Windward Edge: 8.2 ft to 16.4 ft - Min Cp -0.50 -43.72 -43.72 Dist from Windward Edge: > 16.4 ft -0.30 -26.23 -26.23 " Horizontal distance from windward edge Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 2a 2a T 2a 2 ..•... , I • Ht•••••• 3------I F.. ..... a 14 W 01 ...... .... ..... .. .. .... ...... . . . . ...... Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a = 1.74 ==> 3.00 ft Double Click on any data entry line to receive a help Screen Component Width (ft) Span (ft) Area (ft-2) Zone GCp Wind Press (Ib/ft^2 Max Tmin Max Min JOIST # 1 2 17.55 102.67 1 0.20 -0.90 20.57 -92.58 Copyright 2014 www.mecaenterprises.com Page No. 3 of 3 CUSTOMER: DESCRIPTION: NEW TREWS WIND VELOCITY = 175 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 ROOF SLOPE = 0.25 : 12 TRIBUTARY AREA = 447.3 FT2 MEAN ROOF HEIGHT = 10.8 FT DISTANCE, Z = 10.8 FT 4 DATE: 11-16-2018 *** DESIGN WIND LOADS - ASCE 7-10 *** *** COMPONENTS AND CLADDING *** Kh = 0.849 qh = 46.3 PSF '. •' Kz = 0.849 qz = 46.3 PSF • •••.•. GABLE/HIP ROOF WIND LOADS ••'••' .• w •••• ROOF AREA ' w • 1 2 3 : •�• 0.300 0.300 0.300 GCp (+) GCp (-) -0.800 -1 .400 -1 .400 PRESSURE (psf) 22.2 22.2 22.2 VERT. COMP. 21.6 21.6 21.6 HORIZ. COMP. 5.4 5.4 5.4 SUCTION (psf) -25.4 -53.2 -53.2 VERT. COMP. -24.0 -51.0 -51.0 HORIZ. COMP. -1.0 -7.8 -7.8 2Q J 1 -35.4 -43.2 -43.2 P = qh [(GCp) - (GCpi)] GCpi = +/- 0.18 BUILDING WIDTH = 52.0 FT CORNER DISTANCE, a= 3.0 FT L.L. = 4 PSF D.L. = 8 PSF 0 ...... . ...... J I AL LA """'� • ��...; I X 24 ..... . 009 ..... 1 INTERIOR ZONE PRESSURE _ -20 PSF A - SPAN *s•**•�TS;F.? —...... 2 AND 3 ZONE PRESSURE _ �_ -92.58 PSF B - WIDTH FT .' C - AREA _21 85 SQFT ••••:• SLOPE = a =10% OF A 11; 0.25 12 b =30% OF A �•0 05.25'.'. ' c =angle 1.000216W DEAD LOAD=10% 5% d = 3.5 SQ FT ZONE 1 -10% -30.57 e = 10.5 SQ FT ZONE 20 -10%-102.58 UPLIFT TOTAL UPLIFT (c x zone 2&3 press- 10% x d x 4) / 2 = -718.216 , -1039. 77 (cxzone1 press- 10%xdx2)/2 = -321.055 LL= ` T T 41 PSF 8 DL= 8 PSF JOB: NEW TRELLIS Analisis by calculation 11:53 AM 11/16/2018 WOOD 6"x6" STRUCTURAL SOUTHERN PINE BEAM 1) RAFTERS DEPTH d 5.75 in RAFTERS WIDTH b 5.75 in RAFTERS LENGTH L 12 ft 2) DEAD LOAD DL 8 psf LIVE LOAD LL 4 psf LOAD TRIBUTARY LENGTH Lti 4.75 ft DESIGN VALVE (BENDING) Fb 1100 psi DESIGN VALVE (SHEAR) Fv 175 psi DEFORMATION MODULUS E 1400000 WdL= (DL+LL)Lti 57 inch M=(wdLxL2)12 / 8 1.23E+04 Ib in. V=wdl xL / 2 = 342 Ib 3) CHECK REQUIRED SECTION MODULUS (BENDING FACTOR INCLUDE: LOAD DURATION CD 1.15 WET SERVICE (Fb) cmb 0.85 WET SERVICE (Fv) cmv 0.97 WET SERVICE (Fc) cmc 0.80 WET SERVICE (E) cme 0.90 TEMPERATURE ct 1 SIZE cf 1 VOLUME cv 1 FLAT USE cfu 1 INCISING ci 1 REPETITIVE MEMBER cr 1 CURVATURE Cc 1 FORM Cfo 1 SHEAR STRESS ch 1 BUCKLING STIFFNESS ct 1 4) Fbr= Fb*CD*cmb*ct*cf*cv*cfu*ci*cr*cc*cfo 1075.250 psi S=(b*d2)/6 31.68 inch^3 fb= M / S 388.58 psi fb< Fbr OK! �`,., calcu}ation 11:57 AM 11/16/2018 WOOD 6"X8° STRUCTURAL SOUTHERN PINE BEAM 1) RAFTERS DEPTH d 7.75 in RAFTERS WIDTH b 5.75 in RAFTERS LENGTH L 17.4 ft 2) DEAD LOAD DL 8 psf LIVE LOAD LL 4 psf LOAD TRIBUTARY LENGTH Lti 8.75 ft DESIGN VALVE (BENDING) Fb 1100 psi DESIGN VALVE (SHEAR) Fv 175 psi DEFORMATION MODULUS E 1400000 WdL= (DL+LL)Lti 105 inch M=(wdLxL2)12 / 8 4.77E+04 lb in. V=wdl xL / 2 = 913.5 lb 3) CHECK REQUIRED SECTION MODULUS (BENDING FACTOR INCLUDE: LOAD DURATION CD 1.15 WET SERVICE (Fb) cmb 0.85 WET SERVICE (Fv) cmv 0.97 WET SERVICE (Fc) cmc 0.80 WET SERVICE (E) cme 0.90 TEMPERATURE ct 1 SIZE cf 1 VOLUME cv 1 FLAT USE cfu 1 INCISING ci 1 REPETITIVE MEMBER cr 1 CURVATURE Cc 1 FORM Cfo 1 SHEAR STRESS ch 1 BUCKLING STIFFNESS ct 1 4) Fbr= Fb*CD*cmb*ct*cf*cv*cfu*ci*cr*cc*cfo 1075.250 psi S=(b*d2)/6 57.56 inch^3 fb= M / S 828.44 psi fb< Fbr OKI 1- 6--1 •••..• 0000 ... • • ..... M..... .\• ... •• • • • • • • Project : Customer: Address Date Job # ...... Description : Ledger design for floor joists with an interior span of 22.75' live load of 50 pst • ...... load 20 . ...... and dead of psf. . . ...... .... ..... .. .. .... ...... . . . . ...... Variables : Span = joist span Ra=Vertical reaction Va = vertical shear Vh=horizontal shear Fb = 1100 Fv = 105 E=1500000 a = 1.5 b = 7.5 I - 47.64 Sx =13.14 LL = 50 DL = 20 Joist load . L = 22.75 Spacing - 2 Ra = L•Spacing•(LL — DL)•0.5 Ra=1.593.103 lbs Use bolt spacing at 16" o, c. W = Ra• 16 W = 2.123.103 lbs 12 Try 518" diameter expansive anchor bolt: Southern Pine is in group 1l Wood —cross —area. = 1.5.6 Wood —cross —area. = 9 Fp = 405 shear —capacity = Fp• Wood —cross —area shear 3 capacity = 3.645.10 • • ...... Shallow cross area =1.5-2 . • .... : ""' .... ; . Shallow —Shear —capacity = Shallow cross—area•Fp • ' . ' Shallow_ Shear_ capacity=1.215.103 • • .. .. • .... ...... . . . . .•.... ...... W Number Members = ' • .00 —of Shallow Shear capacity .. . .. . . . Number of Members =1.748 Say two Use 2 - 2" x 8" ledger with 518" x 8" anchor bolts at every 18" on center. Use Southern yellow pine grade construction pressure treated. 1510 q roCH02 W- (- IS it W�,SqGR 100 CUSTOMER: DESCRIPTION: NEW TRELLIS. CALCULATION FOR FOOTING AXIAL LODAD=5.1 KIPS ASSUME A TOTAL FOOTING THICKNESS OF 1.5', THE FOOTING WEIGHT • MAY THEM TO BE CALCULATED AS: ' 0.15 KIPS/CF* 1.5'=0.23 KSF • • • % THE EARTH HAS A WEIGHT OF 0.1 KIPS/CF*1'=0.1 KSF ...:.. . THEREFORE, THE EFFECTIVE ALLOWABLE SOIL PRESSURE.F©X THE • 0 • . SUPERIMPOSED LOADS BECOMES, 2.00-0.15-0.1=1.75 KSF. "" ' oe ...... .... REQUIRED AREA=(5.1)/1.75=2.91 SF • • • • • • FOOTING WIDTH BY AXIAL LOAD= 2.59X2.5'=6.25 SF ;., •; • FOOTING BY UPLIFT=3'X3'=9 SF & THICKNESS=24" • 11.20'X10'=112SF 112/2=56 SF '..•.• USE 56#SF: 26*4#SF=104# UPLIFT ON COLUMN FTG. Kd=0.85 DL=4 #SF 0.9D+1.6W; 1.6*104=166.40# TOTAL DL =96.03*4=384.16 ROOF 240 COL 1200 FTG 2'X2'X2'X150=1200# TOTAL DL=1,824.16 # 0.9D=1,641.74# 1.6W=166.40# 1,641.74#(DL)>>166.40#(UP) OK PU=PU/A=5.1/12SF=0.43 KSF THE CRITICAL SECTION FOR MOMENT MAY BE TAKEN AT THE FACE OF COLUMN. Mu=0.43X1.42X(1.42/2)X4=1.73 FT -KIPS Ku=1.73 X 24/0.9X30X(8.69)2=0.0204+ USE &MIN=0.0033 2 As=0.003X30X8.69=0.7821 IN USE, 2#5 EACH WAY, (top and bottom) FOOTING 24"X24"X24"(deep) Tw JU X al W6L t>Lc�a-lw f 1) di. 0 lJ 8.0 (E) CONC. WALL ex6" POST PT Boir TO Try ,( (E) ( B"xt2' �{XS ' PT• a" nr AM re aemn a .I Attached 17.4e Q ® to T.B. A 1` 0 l{"x4'xi(c"x6' 9 p w,v R 9 ISOMETRIC tYxe'x3(a 2" tt.d.d to T.B. B _ Sb•ucturaTNoEes: Wood to Concrete connectors IYIX6' POST 12 NEB 2V"'oEDGERPT. W1"-dB0LT 6 # 2 (e) CONC. WAU. . PERGOLA FRAM" so* :•: :•: : : :•o . • . • • • • • • . TO • .... • • . ...... ..... W� �CAIA 0 *0 see 0:0 so- • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0)3 PERGOLA # 1 conc. SLAB � rl � rl Qyr, r PERGOLA 4# 2 AMERICAN Iq WOOD COUNCIL March 2013 ADDENDUM to the 2012 and previous versions of the Design Values for Wood Construction (a supplement to the National Design Specification® (NDS®) for Wood Construction) Effective June 1, 2013, design values for all grades of visually -graded Southern Pine and Mixed Southern Pw%% mber, 2"- 4" thick will change. The design values to use with the 2012 NDS, 2005 NDS, and the 2001 IDDS•are shown below (values that will change on June 1, 2013 are shown as underlined). These values supersede vald4s pbblishddkjtp •� ...•.. AWC March 2012 Addendum. .•.••• • Table 4B Reference Design Values for Visually Graded Southern Pine Dln;elnsion Ldn (2" - 4" thick)1,2,3,,1,5 (Tabulated design values are for normal load duration and dry ser\GPcplhditiorts,' I specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustmenttactors.) .... USE WITH TABLE 4B ADJUSTMENT FACTORS ' • • • • • • • ber :....: 'Ss ••••. ••••• Design values in pounds per s uare inch(psi) Sending Tension parallel to grain Shear parallel to grain Compression perpendicular to grain Compression parallel to grain ' • ModulBs of • Elastic' • • Species and commercial grade Size classification : • • Spe•ific Gravity' *%Fading Rules •Agency • • ••••• 222 Catoctin Circle, SE, Suite 201 - Leesburg, VA 20175.202 463-2766 - www.awc.org - info@awc.org 2012 NDS Supplement Addendum March 2013 Page 2 Design values in pounds per square inch(psi) Species and Size Grading Tension Shear Compression Compression commercial classification parallel parallel perpendicular parallel Specific Rules grade Bending to grain to grain to grain to grain Modulus of Elasticity Gravity" Agency E Em Fb Ft F FL Fc G • Dense Select Structural 1 950 1 200 175 660 1 800 1,900,000 690,000 Select Structural 1700 1150 175 565 1650 1,800,000 660,000 Non -Dense Select Structural 1500 1050 175 480 1,600 1,600,000 580,000 1,800,000 660,000 No.1 Dense 1 200 800 175 660 1 550 • • No.1 10" wide 1 050 700 175 565 1 450 1,600,000 58O-OEl2 0.% SPIB 1,400,000 S? .00 No.1 Non -Dense 950 625 175 480 1 400 • • 1.600.000 i90•QOG No.2 Dense 850 525 175 660 1 350 0 • • • • 1,400,000 jjg;gQ4 No.2 800 475 175 565 1300 1,300,000 No.2 Non -Dense 750 425 175 480 1 250 _470LQQQ 1,300,000 No.3 and Stud 475 1 275 175 1 565 750 470,006 04 i • • • Dense Select Structural 1 800 1 250 175 660 1 750 1,900,000 f2%9P0 064 • Select Structural 1 600 1 100 175 565 1 050 1,800,000 fo60►1i00 • • • • • Non -Dense Select Structural 1400 975 175 480 1550 1,600,000 !LSOI 0� -#-T 1,800,000 No.1 Dense 1 100 750 175 660 1 500 660,OOe • • No.1 12" wide 1 000 650 175 565 1 400 1,600,000 58 00 0 i5 • • *SPIB 1,400,000 No.1 Non -Dense 900 575 175 480 1 350 *00,000 •• • 1,600,000 No.2 Dense 800 500 175 660 1 300 580,000 0 • 1,400,000 510,000 No.2 750 450 175 565 1250 1,300,000 470,000 No.2 Non -Dense 700 400 175 480 1 250 1.300.000 470.000 No.3 and Stud 450 250 175 565 725 • • Select Structural 2,050 1,200 175 565 1,800 1,600,000 580,000 No.1 1,450 875 175 565 1,650 1,500,000 550,000 2 4" wide 0.51 No.2 1100 675 175 565 1 450 1,400,000 510,000 No.3 and Stud 650 400 175 565 850 1,200,000 440,000 Construction 850 500 175 565 1600 1,300,000 470,000 Standard 4" wide 475 275 175 565 1300 1,200,000 440,000 0.51 Utility 225 125 175 565 850 1,100,000 400,000 Select Structural 1.850 1,100 175 565 1,700 1,600,000 580,000 No.1 1,300 750 175 565 1,550 1,500,000 550,000 No 2 5" - 6" wide 1 000 600 175 565 1 400 1,400,000 510,000 0.51 No.3 and Stud 575 350 175 565 775 1,200,000 440,000 Select Structural 1,750 1,000 175 565 1,600 1,600,000 580,000 No.1 1,200 700 175 565 1,450 1,500,000 550,000 SPIB No.2 8" wide 925 550 175 565 1 350 1,400,000 510,000 0.51 No.3 and Stud 525 1 225 175 565 800 1,200,000 440,000 Select Structural 1,500 875 175 565 1,600 1,600,000 580,000 No.1 1,050 600 175 565 1,450 1,500,000 550,000 10" wide 0.51 No.2 800 475 175 565 1300 1,400,000 510,000 No.3 and Stud 475 275 175 565 750 1,200,000 440,000 Select Structural 1,400 825 175 565 1,550 1,600,000 580,000 No.1 12" wide 975 575 175 565 1,400 1,500,000 550,000 0.51 No.2 750 450 175 565 1250 1,400,000 510,000 No.3 and Stud 1 1 450 1 250 175 565 725 1,200,000 1 440,000 1, LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS -RATED BOARDS. Information for various grades of Southern Pine stress -rated boards of nominal 1 ", 1'/;', and 1 W thickness, 2" and wider is available from the Southern Pine Inspection Bureau (SPIB) in the Standard Grading Rules for Southem Pine Lumber. 2012 NDS Supplement Addendum March 2013 Page 3 3. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to SPIB rules, multiply the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for Ern,,; to the next lower multiple of 5 psi for Fv and F,l; to the next lower multiple of 50 psi for Fb, Ft, and Fc if 1,000 psi or greater, 25 psi otherwise. CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Bending to grain to grain to grain to grain Elasticity Fb Ft Fv F.L Fc E and Emig Conversion Factor 0.78 0.78 0.98 0.73 0.78 0.82 JLF 4. SIZE FACTOR. For sizes wider than 12", use size factors for Fb, Ft, and Fc specified for the 12" width. Use 1,00% of the F,,, CA,Off,4d • • • • E,�n specified for the 12" width. • • • 5. When individual species or species groups are combined, the design values to be used for the combination �4PJ4 the 1401:14itn • values for each individual species or species group for each design property. • "'"' 6. Specific gravity, G, based on weight and volume when oven -dry. ` • • •••• • •• ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• •• • •• • • • • • NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES�,f����D PROVIDE MUNICIPAL PROCESS NUMBER HERE 1 $ —3-3 pq Job Address �� 1`!. F / �1 S� Contractor No. G i � 03 - LL O z Uj Folio M z OO , Last four (4) digits of Qualifier No. S O �> o a Contractor Name ^TO- CO®� Lot �, ^C{� Block 92 a o z 0 0 Qualifier Name �'OS e �i b 'ol(0 o a � Subdivision PBpg o �? Address '�y — i W. �t1 e y� City ��O-�"t State ("1 Zip Metes and bounds [ ] New Construction on [ J Demolish Current use of property c ` F i Cn Vacant Land [ ] Shell Only z LL w Og Alteration Interior [ r/] Alteration Exterior [ ]Addition Attached [ ] Addition Detached Description of Work NS3 coo© LU o [ ] Relocation of Structure [ ] Re -Roof Xj OK - 1Qe�` 5fl \a p , Sq. Ft. 1 Units Floors i [ ] Enclosure [ ] Foundation Only [ ] Repair [ ] Tanl i G ��— LA. [ ] Repair Due to Fire _ r� � Value of Work J ] MBLD" [ ] Chg. Contractor Owner ` (f 0`" O co, 4- `�� Address Sd "\ N E a Category `J V� [ ] MELE F [ ] Re -Issue ul Q y [ ] Re -Stamp y City M \o- r-1 State Zip 2 [ ] MPLU w [ ] Revision w Phone Last four (4) digits of w a [ ] MLPG [ ] MMEC > ¢ [ ] Not Applicable for z 3o [ ] FIRE Fire Owner's Social Security No. (n P ^ Name U �\ C;\Y') S z S" Owner 0 10�511 ^�- t� Address waSO Address z a �W F z City V-A , G�' (� State Zip City State Zip 00. w Y v z aU a Phone `� 910— S 3 q— -7R Q 0. ¢w a Phone J z I am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of ^ a g ii' one -hour. Please contact the Fire Department for current rate. 0 CL a y 3 15t Request: Date: www LLw ¢ 2"d Request: Date: 31d Request: Date: If the applicant is a known named violator with: unpaid civil penalties; unpaid administrative costs of hearing; unpaid County investigative, enforcement, testing, or monitoring costs; or unpaid liens, any or all of which are owed to Miami -Dade County pursuant to the provisions of the Code of Miami -Dade County, Florida, a hold on the review may be placed on this application. 123 01-192 5/17 (9N BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING GENERAL BUILDING —COMMERCIAL MBLD 02 SUB —GENERAL BUILDING —RESIDENTIAL MBLD CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON —ELECTRICAL) MBLD 55 ' SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK—IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 _ SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER'MAIN MBLD _ 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE 40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE PLUMBING 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU s LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS/PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE ............ .......... ..... ........ ......... .... ... 10�28 ...... T. fR .1 ...... 77 kv 7 77 7 ............... . . . . . . . . 7L - - - - --- - - - - `W ..... 7 7. 0,TA - --------- ................. ........... ................. ...... IF Az); AM, An N OV N%, in 7 7�0 '_� 22' PARK WA Y bri to� Sk 1 co U2 .S. Iro MN ef. -VALK E o LOT NZ 22 (Au) eope. PAD 4,d ) 'V0 4 X) X % Deep 40 10 A SEPTIC r DPW* 00 Ake 0 .:09060 0*000 0 • *00000 0 0 0 0 0 :90:0:• 0 o o* 0 0 0 0 0 9 IDT•0. :0090: 8 .. . ....... BLOCK 22 cz.) 'o L601 11 dry 1 NEW PERGOLA 11.6 A cv 2,9.62' _'_'ERGOLA 2 9.91 ING WOOD 'c\j WA LK ANN", own= 11 MUM ZMZU.Mlio une r r �@I (It) CONC. WALL NEW RAFTERS Yx POST FT.3 11 + , �► 41, —NEW RAFTEeS — :�:iir: �: sic:: ,� �I I�I�I�1.�� ► �I I�I I i 11 JAI I I 1 1. I —I— = - a J�l�l���l 44�PT 13tAM I � J �IT � .•.• • New • -dear7 F 17.55 PERGOLA FRAME Lplatey �# ISOMETRIC 12"xB'x3(e 2 ttwh.d to T.B. B = StrueturaMdbs: Wood to Concrete connectors • •• •• • ••••• • ti FOOTING ETYPI PERGOLA # 1 PERGOLA 1# 2 in MIN. PERGOLA ELEV TYP Typical C44 installation y W M CA CD CA C44 N6W q"x yPT G q8„ 0, C. Om A U T he C.1 PI)EN CONNECT POST CAPS COY FLOTING WOODSIDE WALK T. �P .•.•.• ...... •...•• ...... . ...... r • ir...i x•Y P/ • •••..• • • • • • •• • •• . • . • i