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RC14-2234 RATIONAL ANALYSIS PrQiect: REMODLE FOR: 1680 NE 104TH STREET MIAMI SHORES, FL DATE 9-25-14 PAGES OR SHEETS COVERED BY THIS SEAL FROM 1-22• �•••:• ...... • • "� Alex Kondrat&Associates Inc '....' :••••• ••••• 10305 NW 41 Street##124 • ...... .... ..... Dorol,F133178 •• •• •••• •••••• PE 580966 CA 9717 •••••• • . . . . ...... (305)387-5770 •••••• 2 TABLE OF CONTENT Piroiedwr REMODLE FOR: 1680 NE 104m STREET MLAMI SHORES, FL DESCRIPTION :•••:-PAGE# .. - * DEVELOPMENT OF WIND LOADS PER ASCE 7-10..........................,..,.,......:••••'1-7 ••••:• * DESIGN&ANALYSIS OF WOOD LEDGER..............—.................i�� .........,Z. 8_9 :....: * DESIGN&ANALYSIS OF STEEL BEAMS....................................R:::::......� 10-11• • " ~ ' .... i ..... * DESIGN&ANALYSIS OF WOOD BEAMS...................................y�...r.«..,... ••••1 -14••:••' • DESIGN&ANALYSIS OF STEEL BASE PLATE.............................:..:iy i......•••.15-22 ....�• . . . . ...... Alex Kondrat& Associates Inc ••:• 10305 NW 41 Street#124 Doral,Fl 33178 PE 580869 CA 9719 (305)387-5770 4 �� Mecaftnd Pro v2 .2 . 3 . 9 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 912212014 Project No. CA# 9717 Company Name Alex Kondrat & Associates, Inc Designed By AK PE#59006 Address 10305 MW 41 STREET, SUITS 208 Description City DORAL Customer Name : State Florida Proj Location : File Location: C:\USer3\K&ng Offic&\APPData\Roaming\MecaWind\Default.wnd input Parameters: Directional Procedure all Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph Structural category 11 Exposure Category = C Natural Frequency N/A Flexible Structure No Importance Factor 1.00 Kd Directional Factor - 0.85 Alpha 9.50 Zg - 900.00 ft At m 0.11 Bt - 1.00 AM 0.15 Be 0.65 Cc = 0.20 1 = 500.00 ft Epsilon 0.20 Zmin = 15.00 ft Slope of Roof 3.202909 12 Slope of Roof(Theta) - 14.94 Deg lit, Mean Roof Ht 12.67 ft Type of Roof = HIPPED RHt- Ridge Ht 14.50 ft Eht* Save Height ffi 10.83 ft OR: Roof Overhang at Eaves 2.00 ft Overhead Type OH w/ soffit Bldg Length Along Ridge = 78.00 ft Bldg Width Across Ridge- 23.50 ft Length of Hipped Ridge = 55.25 ft Roof Slope on Hip End = 15.34 Deg Gust Factor calculations Gust Factor Category I Rigid Structures - Simplified Method GuStl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 - 0.85 Gust Factor Category 11 Rigid Structures - Complete Analysis Zm. 0.6*Ht - 15.000x+•• o 0000 • lam: Cc*(33/Zm)^0.167 - 0.23 1*(Zm/33)^zpsilon - 427:0e111:06 000* = 0.949*9*00 0 :0*90: Gust2; 0.925*((1+1.7*lzm*3.4*0)/(1+1.7*3.4*lzm)) - 0.89 Gust Factor Summary 0000 • 0000• Not a Flexible Structure use the Lessor of Gustl or Gust2 = 00 *0 *004 Table 26.11-1 Internal Pressure Coefficients for Buildings, QCpi go*:*: a 00 GCPi Internal Pressure Coefficient 0 0 00*000 Wind Pmasurs; Main Wind vorce Resisting System DO=$) - Ref Figure 27.rl •e. • :**of: 00 0 0 • 3h; 2.01*(Ht/Zg)'(2/Alpha) . 0.85 ••00 Kht: Topographic Factor (Figure 6-4) . 1.00 Qh: .00256*(V)^2*1*Kh*Kht*Kd - 33.94 psf Cpww: Windward Wall Cp(Ref rig 6-6) . 0.80 Roof Area - 2368.28 ft^2 Reduction Factor based on Roof Area . 0.00 M50FRS-Wall Pressures for Wind Normal to 78 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CP Pressure Pressure +6001 (W) -GCPL (Per) -------------- ------ ----------- ----------- Leeward Wall -0.50 -20.53 -6.32 Side Walls -0.70 -26.30 -14.09 wall Slav RZ Rat CLO qz P"se Press Total ft Pat +QCPL -GCP:L +/-Gopi ------------------------------------------------------------------ Windward 10.83 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Windward 0.83 0.85 1.00 0.80 33.94 16.97 29.19 37.51 Roof Location Cp Pressure Pressure +GCPL(Per)-6001(Per) --------------------------------------------------------------------------- Windward - Min Cp -0.73 -27.17 -14.95 Windward - Max Cp -0.18 -11.30 0.92 Leeward Norm. to Ridge -0.51 -20.82 -8.60 Hipped End (.00 to 6.33 ft) -0.81 -29.35 -17,13 Hipped End (6.33 to 12.67 ft) -1.04 -35.97 -23.75 Hipped End (12.67 to 25.33 ft) -0.36 -16.64 -4.42 Overhang Bottom Side (Windward only) 0.80 23.08 23.08 Normal to Ridge - Base Reactions - Walls+Roof Description Press Ares Px PF Pz xx My is psf ft-2 Kip Rip Rip K-ft K-ft R-ft ------------------------------------------------------------------------------------- Leeward Wall -20.53 845 .00 17.35 .00 93.9 .0 .0 Side Wall -26.30 255 -6.69 .00 .00 .0 36.3 .0 Side Wail -26.30 255 6.69 .00 .00 .0 -36.3 .0 Windward Wall 16.97 780 .00 13.24 .00 77.2 .0 .0 Windward Wall 16.97 65 .00 1.10 .00 0.5 .0 .0 Roof Windward -27.17 810 .00 -5.68 21.27 51.5 .0 .0 Roof Leeward -20.82 810 .00 4.35 16.30 -39.5 .0 .0 Roof Windward -27.17 166 .00 -1.16 4.35 42.6 .0 .0 Roof Leeward -20.82 166 .00 0.89 3.33 -32.6 .0 .0 Roof End (0 to h/2) -29.35 12 0.10 .00 0.35 3.5 12.8 -1.0 Roof End (0 to h/2) -29.35 12 -0.10 .00 0.35 3.5 -12.8 1.0 Roof End (h/2 to h) -35.97 53 0.51 0.00 1.85 7.9 59.2 -2.2 Roof End (h/2 to h) -35.97 53 -0.51 .00 1.85 7.9 -59.2 2.2 Roof End (h/2 to h) -35.97 13 0.13 .00 0.46 1.9 16.8 -0.5 Roof End (h/2 to h) -35.97 13 -0.13 .00 0.46 1.9 -16.8 0.5 Roof End (h to 2h) -16.64 14 0.06 0.00 0.22 0.1 6.6 -0.0 Roof End (h to 2h) -16.64 14 -0.06 .00 0.22 0.1 -6.6 0.0 Roof End (h to 2h) -16.64 2 0.01 .00 0.04 0.0 1.3 -0.0 Roof End (h to 2h) -16.64 2 -0.01 .00 0.04 0.0 -1.3 0.0 Roof End (h to 2h) -16.64 78 0.34 -0.00 1.24 -7.2 40.8 2.0 Roof End (h to 2h) -16.64 78 -0.34 .00 1.24 -7.2 -40.8 -2.0 Roof End (h to 2h) -16.64 24 0.11 .00 0.39 -2.2 14.2 Q 6 • Roof End (h to 2h) -16.64 24 -0.11 .00 0.39 -2.2 • -14.2 -Q!6•••• •••••• Roof End (>2h) -6.97 3 0.00 .00 0.02 -0.2 • 40.8 0.1 • Roof End (>2h) -6.97 3 -0.00 .00 M2 -0.2 ••-0.1 -Q.Y••• •• OR Bot Windward 23.08 156 .00 .00 3.60 45.9 •9•••4 00800 •••••• Roof End (0 to h/2) -29.35 9 0.07 .00 0.27 2.4 ...% -0.6 • • • Roof 'End (0 to h/2) -29.35 9 -0.07 .00 0.27 2.4 -9. 0.6 •••••• Roof End (>2h) -6.97 0 0.00 .00 0.00 -0.0 ••�}! • • • • Roof End (>2h) -6.97 0 -0.00 .00 0.00 -0.0 • Q .0 --------------------------------------------------------------------------------�--- • • Total .00 4723 -0.00 30.09 58.50 251.8 ••:4014 -(i.%*••• ••••• •• •• •••• •••••• • X*=al to Ridge - ons - WaUs Only +GCpi •••••• • • • • • • Dssoriptios Press Arra Px Py Ps "k my M,•••••• • • per ftA2 Kip .Kip Rip K-ft .K-fIC•• Krft • • -----------------------------------------------------------------------,ww.,--a.......•.•• :*Gee: Leeward Wall -20.53 845 .00 17.35 .00 93.9 .0 a4§�• Side Wall -26.30 255 -6.69 .00 .00 .0 36.3 .0 Side Wall -26.30 255 6.69 .00 .00 .0 -36.3 .0 Windward Wall 16.97 780 .00 13.24 .00 77.2 .0 .0 Windward Wall 16.97 65 .00 1.10 .00 0.5 .0 .0 --------------^°---------------------------------------------------------------------- Total .00 2198 .00 31.68 .00 171.6 .0 .0 Normal to Ridge - Seae Reactions - Wblis+Roof -00pi Des*riptian Press Area Px Pjp Ps N% my us psf W2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------ Leeward Wall -8.32 845 .00 7.02 .00 38.0 .0 .0 Side Wall -14.09 255 -3.58 .00 .00 .0 19.4 .0 Side Wall -14.09 255 3.58 .00 .00 .0 -19.4 .0 Windward Wall 29.19 780 .00 22.77 .00 132.7 .0 .0 Windward Wall 29.19 65 .00 1.89 .00 0.8 .0 .0 Roof Windward 0.92 810 .00 0.19 -0.72 -1.7 .0 .0 Roof Leeward -8.60 810 .00 1.80 6.74 -16.3 .0 .0 Roof Windward 0.92 166 .00 0.04 -0.15 -1.4 .0 .0 Roof Leeward -8.60 166 .00 0.37 1.38 -13.5 .0 .0 Roof End (0 to h/2) -17.13 12 0.06 .00 0.20 2.0 7.5 -0.6 Roof End (0 to h/2) -17.13 12 -0.06 .00 0.20 2.0 -7.5 0.6 Roof End (h/2 to h) -23.75 53 0.34 0.00 1.22 5.2 39.1 -1.4 Roof End (h/2 to h) -23.75 53 -0.34 .00 1.22 5.2 -39.1 1.4 Roof End (h/2 to h) -23.75 13 0.08 .00 0.30 1.3 11.1 -0.4 Roof End (h/2 to h) -23.75 13 -0.08 .00 0.30 1.3 -11.1 0.4 Roof End (h to 2h) -4.42 14 0.02 0.00 0.06 0.0 1.7 -0.0 Roof End (h to 2h) -4.42 14 -0.02 .00 0.06 0.0 -1.7 0.0 Roof End (h to 2h) -4.42 2 0.00 .00 0.01 0.0 0.4 -0.0 Roof End (h to 2h) -4.42 2 -0.00 .00 0.01 0.0 -0.4 0.0 Roof End (h to 2h) -4.42 78 0.09 -0.00 0.33 -1.9 10.8 0.5 Roof End (h to 2h) -4.42 78 -0.09 .00 0.33 -1.9 -10.0 -0.5 Roof End (h to 2h) -4.42 24 0.03 .00 0.10 -0.6 3.0 0.2 Roof End (h to 2h) -4.42 24 -0.03 .00 0.10 -0.6 -3.8 -0.2 Roof End (>2h) 5,25 3 -0.00 .00 -0.01 0.2 -0.5 -0.0 Roof End (>2h) 5.25 3 0.00 .00 -0.01 0.2 0.5 0.0 OH Bot Windward 23.08 156 .00 .00 3.60 45.9 .0 .0 Roof End (0 to h/2) -17,13 9 0.04 .00 0.16 1.4 5.3 -0.4 Roof End (0 to h/2) -17.13 9 -0.04 .00 0.16 1.4 -5.3 0.4 Roof End (>2h) 5.25 0 -0.00 .00 -0.00 0.0 -0.0 -0.0 Roof End (>2h) 5.25 0 0.00 Do -0.00 0.0 0.0 0.0 ------------------------------------------------------------------------------------- Total .00 4723 -0.00 34.08 15.58 199.7 -0.0 -0.0 Normal to Ridge - Bass Rawtions - Walls only -GCpi Description Press Ares, ft FY Fz NX MY me pat ft'12 Rip Rip Rip K-ft X-ft X-ft ------------------------------------------------------------------------------------ Leeward Wall -8.32 845 .00 7.02 .00 38.0 .0 .0 Side wall -14.09 255 -3.58 .00 .00 .0 19.4 .0 Side Wall -14.09 255 3.58 .00 .00 .0 -19.4 .0 Windward Wall 29.19 780 .00 22.77 .00 132.7 .0 .0 Windward Wall 29.19 65 .00 1.89 .00 0.8 .0 .0 --------------------------------------------------------------------------------- Total .00 2198 .00 31.68 .00 171.6 .0 .0 Normal to Ridge - ftee Reactions: - Wall MIN DesCr4*A" Press Area* ft Fy ft MR pat ft-2 Kip UP Kip X-ft •xvit : X-ft*ooe • ------------------------------------------------------------ - --------- - -SV-e 0 0 Windward Wall 9.60 780 .00 7.49 .00 43.7 ***:**0 .0 Windward Wall 9.60 65 .00 0.62 .00 0.3 0000;0 .0 Roof Windward 4.80 209 .00 1.00 .00 13.0 6oo*0 o.0 ► Roof Leeward 4.80 209 .00 1.00 .00 13.0 0is :."*go 006 Roof Windward 4.80 43 .00 0.20 .00 2:3 .0 .0 Roof Leeward 4.80 43 .00 0.20 .00 2.3 e000%# "004 Roof End (0 to h/2) 4.80 0 .00 .00 .00 *0 000000 •40066 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 • Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 :00V -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 %.0 Roof End (h/2 to h) 4.80 0 .00 .00 .000 0 :.v Roof End (h/2 to h) 4.80 0 .00 .00 .00 :0 • .% .0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.00••• Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 Q�Z% Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 010 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 010 .0 0.0 Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (>2h) 4.80 0 .00 .00 .00 10 .0 .0 Roof End (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (>2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------ Total .00 1348 .00 10.53 .00 74.4 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Dog base calcs on Mean at Note (2) Wall & Roof Pressures - Qh*(G*Cp - GCPi) Note (3) +GCpi - Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure - Leeward Press + Windward Press (for + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>-10), Theta= 14.9 Dag* h/l= 0.16 Note (7) Overhang bottom based upon windward wall Cp and GCpi - 0. Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (9) MIN - Minimum pressures on Walls - 9.6 psf and Roof = 4.8 pof Note (10) Area* - Area of the surface projected onto a vertical plane normal to wind. MUM-Mall Pressures for Wind Normal to 23.5 ft wall (Along Ridge) All pressures shown are based upon ASO Design, with a Load Factor of .6 wall CP Pressure Preseure +00pi (Her) -GCPi (Pat) --------------- ------ ----------- ----------- Leeward Wall -0.23 -12.86 -0.64 - Side Palls -0.70 -26.30 -14.09 wall Eiev Rpt Kat CP qa Press Press Totaal. ft Ps! +GCPL -Wpi +/-mai -------------------------------.««---------------------------------- Windward 14.50 0.85 1.00 0.80 33,94 16.97 29.19 29.83 Windward 10.83 0.85 1.00 0.80 33.94 16.97 29.19 29.83 Windward 0.83 0.85 1.00 0.80 33.94 16.97 29.19 29.83 Boat - Dist tree windward Edge CP Pressure Pressure +wvi(Pat)-=Pi(Het) Roof: 0 0 ftto6.3ft -0 90 - - - ----------------- - - ------- ---19.86 Roof: 6.3 ft to 12.7 ft -0.90 -32.07 -19.86 Roof: 12.7 ft to 25.3 ft -0.50 -20.53 -8.32 Roof: 25.3 ft to 82.0 ft -0.30 -14.76 -2.55 Along Ridge - Hese Reactions - wa1ls+Roof +GCpi Dasoription Press At" ft Py re mm my bft Par ft-2 UP Kip Kip a-ft K-ft w-ft ------------------------------------------------------------------------------------- Leeward Wall -12.86 255 3.27 .00 .00 .0 -17.7 .0 Side Wall -26.30 845 .00 22.22 .00 120.3 .0 .0 Side Wall -26.30 845 .00 -22.22 .00 -120.3 .0 0.0 - Windward Wall 16.97 235 3.99 .00 .00 0 • -2343 "••.• Windward Wall 16.97 20 0.33 .00 .00 .0 • -!).1 .0 • r Roof (0 to h/2) -32.07 85 -0.73 .00 2.64 .0 0-088.1 4v - Roof (0 to h/2) -32.07 12 .00 -0.10 0.38 3.7 •*-"*a -3.B• .•••i• Roof (0 to h/2) -32.07 12 .00 0.10 0.38 -3.7 • -1416y 3.9 � • • Roof (0 to h/2) -32.07 53 -0.45 .00 1.64 .0 -6t.4 .0 •••••• Roof (h/2 to h) -32.07 53 -0.45 .00 1.63 .0 �6l2 • 0 • • • Roof (h/2 to h) -32.07 58 -0.00 -0.47 1.78 8.2 •i.*.f -4%*a*• ••••• Roof (h/2 to h) -32.07 58 .00 0.47 1.78 -8.2 -56.2 14.9 • • Roof (h/2 to h) -32.07 13 .00 -0.11 0.41 3.9 •--2!$ _-,+j-•• •••.• Roof (h/2 to h) -32.07 13 .00 0.11 0.41 -3.9 •&-U 98 3.6•••- •••••• Roof (h to 2h) -20.53 9 -0.00 -0.05 0.19 0.5 ••i -1.4 • -� Roof (h to 2h) -20.53 9 .00 0.05 0.19 -0.5 • - 1.4 • Roof (h to 2h) -20.53 1 .00 -0.01 0.03 0.3 • -0.8' -0' • ••90:0 Roof (h to 2h) -20.53 1 .00 0.01 0.03 -0.3 . -0.8 at...• • • Roof (h to 2h) -20.53 145 .00 -0.77 2.88 7,0 • -69.4 -16.6•••• i0 00 -i Roof (h to 2h) -20.53 145 .00 0.77 2.88 -7.4 %2.4� 16.6• Roof (h to 2h) -20.53 25 .00 -0.13 0.49 4.8 -10.6 -2!9-- Roof (h to 2h) -20.53 25 .00 0.13 0.49 -4.8 -10.6 2.9 Roof (>2h) -14.76 526 .00 -2.00 7.51 18.3 44.9 11.9 Roof (>2h) -14.76 526 .00 2.00 7.51 -18.3 44.9 -11.9 Roof (>2h) -14.76 90 .00 -0.35 1.28 12.4 7.6 2.1 Roof (>2h) -14.76 90 .00 0.35 1.28 -12.4 7.6 -2.1 Roof (>2h) -14.76 78 -0.00 -0.30 1.12 6.2 37.3 9.9 Roof (>2h) -14.76 78 .00 0.30 1.12 -6.2 37.3 -9.9 Roof (>2h) -14.76 24 .00 -0.09 0.34 3.3 11.2 3.1 Roof (>2h) -14.76 24 .00 0.09 0.34 -3.3 11.2 -3.1 Roof (>2h) -14.76 53 0.21 .00 0.75 .0 27.8 .0 Roof (0 to h/2) -32.07 10 .00 -0.08 0.31 2.2 -11.2 -3.0 Roof (0 to h/2) -32.07 10 .00 0.08 0.31 -2.2 -11.2 3.0 Roof (h to 2h) -20.53 1 -0.00 .00 0.01 .0 -0.3 .0 Roof (>2h) -14.76 139 0.54 .00 1.97 .0 62.8 .0 Roof (>2h) -14.76 2 .00 -0.01 0.03 0.3 1.2 0.3 Roof (>2h) -14.76 2 .00 0.01 0.03 -0.3 1.2 -0.3 --------------------------------------------------w---------------------------------- Total .00 4570 6.72 0.00 42.14 -0.0 -287.9 0.0 Along Ridge - Sam Reactions - Walls only +GC'Hi Desaription Press Area Px ry Pa M MY DX Pef ft^2 Rip Kip Rip X ft K-ft K-ft ---------------------- -12.86 255 3.27 .00 .00 .0 -17.7 .0 Side Wall -26.30 845 .00 22.22 .00 120.3 .0 .0 Side Wall -26.30 845 .00 -22.22 .00 -120.3 .0 .0 Windward Wall 16.97 235 3.99 .00 fl0 .0 -23.3 .0 Windward Wall 16.97 20 0.33 .00 .00 .0 -0.1 .0 ------------------------------------------------------------------------------------- Total .00 2198 7.59 .00 .00 .0 -41.1 .0 Almg Ridge - Base Reactions - Walls+Roof -GCpi Description pre9s Axes ra 1•g ps t4$ my Tft pat ft^2 Kip Kip Rip K-ft R-ft X-ft ------------------------------------------------------------------------------------- Leeward Wall -0.64 255 0.16 .00 .00 .0 -0.9 .0 Side Wall -14.09 845 .00 11.90 .00 64.4 .0 .0 Side Wall -14.09 845 .00 -11.90 .00 -64.4 .0 .0 Windward Wall 29.19 235 6.86 .00 .00 .0 -40.0 .0 Windward Wall 29.19 20 0.57 .00 .00 .0 -0.2 .0 Roof (0 to h/2) -19.86 85 -0.45 .00 1.64 .0 -54.9 ,0 Roof (0 to h/2) -19.86 12 .00 -0.06 0.24 2.3 -8.8 -2.4 Roof (0 to h/2) -19.86 12 .00 0.06 0.24 -2.3 -8.8 2.4 Roof (0 to h/2) -19.86 53 -0.28 .00 1.01 .0 -37.4 .0 Roof (h/2 to h) -19.86 53 -0.28 .00 1.01 .0 -28.0 .0 Roof (h/2 to h) -19.86 58 -0.00 -0.29 1.10 5.1 -34.8 -9.2 Roof (h/2 to h) -19.86 58 .00 0.29 1.10 -5.1 -34.8 9.2 Roof (h/2 to h) -19.86 13 .00 -0.07 0.25 2.4 -7.9 -2.2 Roof (h/2 to h) -19.86 13 .00 0.07 0.25 -2.4 -7.9 2.2 Roof (h to 2h) -8.32 9 -0.00 -0.02 0.08 0.2 -2.1 -0.6 Roof (h to 2h) -8.32 9 .00 0.02 0.08 -0.2 -2.1 0.6 Roof (h to 2h) -8.32 1 .00 -0.00 0.01 0.1 -0.3 -0.1 Roof (h to 2h) -8.32 1 .00 0.00 0.01 -0.1 -0.3 0.1 Roof (h to 2h) -8.32 145 .00 -0.31 1.17 2.8 -25.3 -6.7 Roof (h to 2h) -8.32 145 .00 0.31 1.17 -2.8 -25.3 6.7 Roof (h to 2h) -8.32 25 .00 -0.05 0.20 1.9 -4.3 -1.2 Roof (h to 2h) -8.32 25 .00 0.05 0.20 -1.9 -4.3 !.2 • Roof (>2h) -2.55 526 .00 -0.34 1.30 3.2 • 717 :.'1" 0000•• Roof (>2h) -2.55 526 .00 0.34 1.30 -3.2 • •7,8 -2.1 • Roof (>2h) -2.55 90 .00 -0.06 0.22 2.1 •• 1.3 •,A•• • Roof (>2h) -2.55 90 .00 0.06 0.22 -2.1 •••.1.i -0 J*0•• 0.000. Roof (>2h) -2.55 78 -0.00 -0.05 0.19 1.1 0000%41 1.7 • 0 0 Roof (>2h) -2.55 78 .00 0.05 0.19 -1.1 6. -1.7 000.00 Roof (>2h) -2.55 24 .00 -0.02 0.06 0.6 •• ! 5 • • • ~ Roof (>2h) -2.55 24 .00 0.02 0.06 -0.6 '0•0103 -1.5•... •0.0• Roof (>2h) -2.55 53 0.04 .00 0.13 .0 4.8 0 • • Roof (0 to h/2) -19.86 10 .00 -0.05 0.19 1.4 0*"!a -:6.%•00 •000• 0 Roof (0 to h/2) -19.86 10 .00 0.05 0.19 -1.4 •. 4.0 1.*0•• •0000• Roof (h to 2h) -8.32 1 -0.00 .00 0.00 0 . p.$ .0 . •0 .. Roof (>2h) -2.55 139 0.09 .00 0.34 .0 . 10 .0 • Roof (>2h) -2.55 2 .00 -0.00 0.01 0.1 • 0.Z00000• Roof (>2h) -2.55 2 .00 0.00 0.01 -0.1 • 002 -N.l ' •••• • • ---------------------------------------------------------------------00--,.&-J------- •0•.0• Total .00 4570 6.72 0.00 14.15 -0.a '2091.f! 0.0:••0 0 0 0000 Along Ridge - Base Rt:actio - ftlla Only -Gcpi Description press Area 8x TV Bra Nk My Ms pot ft'2 Rip Kip Kip K-ft R-rt K-ft ------------------------------------------------------------------------------------- Leeward Wall -0.64 255 0.16 .00 .00 .0 -0.9 .0 Side Wall -14.09 845 .00 11.90 .00 64.4 .a .0 Side Wall -14.09 845 .00 -11.90 .00 -64.4 .0 .0 Windward Wall 29.19 235 6.86 .00 .00 .0 -40.0 .0 Windward Wall 29.19 20 0.57 .00 .00 .0 -0.2 .0 ------------------------------------------------------------------------------------- Total .00 2198 7.59 .00 .00 .0 -41.1 .0 Along Ridge - Base Reactions - Ovalis+Roof bMf Description press Azea• Sha py 8s Nk it no Per ft-2 Rip Rip Rip R-ft K-rt K-rt ------------------------------------------------------------------------------------- windward Wall 9.60 235 2.26 .00 .00 .0 -13.2 .0 Windward Wall 9.60 20 0.19 .00 .00 .0 -0.1 .0 Roof (0 to h/2) 4.80 23 0.11 .00 .00 .0 -1.3 .0 Roof (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 • Roof (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (0 to h/2) 4.80 14 0.07 .00 .00 .0 -0.7 .0 Roof (h/2 to h) 4.80 14 0.07 .00 .00 .0 -0.9 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.00 0 .00 .00 .00 .0 .0 10 Roof (h to 2h) 4,80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.00 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2b) 4.90 0 .00 .00 .0 .0 .0 Roof (>2h) 4.00 14 0.07 .00 .00 .0 -0.7 .0 Roof (0 to h/2) 4.8D 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h to 2h) 4.SD 0 0.00 .00 .00 .0 -0.0 .0 Roof (>2h) 4.SD 37 0.18 .00 .00 .0 -2.2 .0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (>2h) 4.60 0 0.00 .00 .00 .0 -0.0 0.0 -------------------------------------------------------------------------------- Total .00 356 2.93 .00 .00 .0 -19.1 .0 Notes - Along Ridge Note (1) Ref rig 27.4-1, Parallel to Ridge (All), h/1- 0.16 Note (2) X= Along Building ridge, Y - Normal to Building Ridge, Z - Vertical Note (3) KIN = Minimum pressures on Walls = 9.6 psf and Roof - 4.8 pof • Note (4) Area* - Area of the surface projected onto a vertical plane normal to win&*so* Total Bass Reaction Summary 0000•• 0000 0000•• MM Description ft ft us •MW Kip UP Rip X-rt o R-rt 000000 -- ------------------------------------------------------------------ MJLA 0 0 • • • Normal to Ridge Walls+Roof +GCpi -0.0 30.1 $8.5 251.8 or.%a ••••• Normal to Ridge Walls Only +GCpi .0 31.7 .0 171.6 • Normal to Ridge Walls+R*of -GCpi -0.0 34.1 15.6 199:7 -g-0: •0 Normal to Ridge Walls Only -GCpi .0 31.7 .0 171.6 go q# 4t000 00000 Normal to Ridge Walls+Roof KIN .0 10.5 .0 74.4 ••••2• *0*20 .00 • Along Ridge Walls+Roof +QCpi 6.7 0.0 42.1 -0:0 2879 9 0 0.0 • Along Ridge Walls Only +GCpi 7.6 .0 .0 .0 •-41.1• :0200 Along Ridge Walls+Roof -GCpi 6.7 0.0 14.1 -0.0 *291.9 40.0 Along Ridge Walls only -GCpi 716 .0 .0 .0 *- .?l 4 J!I Along Ridge Walls+Roof U114 2.9 .0 .0 .0 -1 .1 .0 000* Notes Applying to MWIRS Reactions. Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X- Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minim= pressures on Walls - 9.6 pef and Roof = 4.8 pof Note (4) MIN area is the area of the surface onto a vertical plans normal to wind. Note (5) Total Roof Area (incl OR Top) - 2368.28 sq. ft Wind Pxeasuz* an Comporients and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" 3.00 ft Doactriptieft width spec Area so" MAX min bbx P min P ft rt ft,%2 GCP GOP Pat Pat ------------------------------------------------------------------------------ ROOF 2.00 25.00 208.3 1 0.30 -0.80 16.29 -33.26 ROOF 2.00 25.00 208.3 2 0.30 -1.20 16.29 -46.84 ROOF 2.00 25.00 208.3 3 0.30 -1.20 16.29 -46.84 MASONRY 4.00 10.00 40.0 4 0.69 -0.99 36.44 -39.84 MASONRY 4.00 10.00 40.0 5 0.89 -1.19 36.44 -46.41 OPENING 2.00 5.00 10.0 4 1.00 -1.10 40.05 -43.45 OPENING 2.00 5.00 10.0 5 1.00 -1.40 40.05 -53.63 OPENING 3.00 4.00 12.0 4 0.99 -1.09 39.58 -42.97 OPENING 3.00 4.00 12.0 5 0.99 -1.37 39.58 -52.68 OPENING 3.00 5.00 15.0 4 0.97 -1.07 39.00 -42.39 OPENING 3.00 5.00 15.0 5 0.97 -1.34 39.00 -51.52 OPENING 4.00 4.00 16.0 4 0.96 -1.06 38.63 -42.22 OPENING 4.00 4.00 16.0 5 0.96 -1.33 38.83 -51.18 OPENING 3.00 6.00 18.0 4 0.95 -1.05 38.52 -41.92 OPENING 3.00 6.00 18.0 6 0.95 -1.31 38.52 -50.57 OPENING 4.00 5.00 20.0 4 0.95 -1.05 38.25 -41.64 OPENING 4.00 5.00 20.0 5 0.95 -1.29 38.25 -50.02 OPENING 3.00 7.00 21.0 4 0.94 -1.04 38.12 -41.51 OPENING 3.00 7.00 21.0 5 0.94 -1.29 38.12 -49.77 OPENING 3.00 8.00 24.0 4 0.93 -1.03 37.77 -41.17 OPENING 3.00 6.00 24.0 5 0.93 -1.27 37.77 -49.07 OPENING 5.00 5.00 25.0 4 0.93 -1.03 37.67 -41.06 OPENING 5.00 5.00 25.0 5 0.93 -1.26 37.67 -48.96 OPENING 3.00 9.00 27.0 4 0,92 -1.02 37.47 -40.86 OPENING 3.00 9.00 27.0 5 0.92 -1.25 37.47 -48.46 OPENING 5.00 6.00 30.0 4 0.92 -1.02 37.19 -40.59 OPENING 5.00 6.00 30.0 5 0.92 -1.23 37.19 -47.91 MASONRY 4.00 12.00 48.0 4 0.88 -0.98 35.97 -39.36 MASONRY 4.00 12.00 48.0 5 0.88 -1.16 35.97 -45.46 ROOF 2.00 25.00 208.3 2H 0.30 -2.20 10.18 -74.67 Kbcc:Comp. 6 Clad. Table 6-3 Case I . 0.85 Qhcc:.00256*V'2*Khcc*r,ht*md = 33.94 psf • 6666•• 6666 666.6 0096:9 00 66096: :0660* 00 • 0000 0 0 00:0 Alec Kondrat&asso Project Trtle: 10305 NW 41th STREET,SUITE 208 Engineer. Prniec t ID: Miami,Florida,33178 1*1t Dow. CA#9717 PE#5M Sy,KL, 228V e4,4.1 111 ljp11,11 6 V 9 ro- a Description: 2.2xs LOW Code Rdmwes Calculations per 2012 NCS,IGC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 tserter�rh�'ot7raat� Ledger WIM 4.50 in Design :ASD(using Senilce Load Combinations Lear Depth 5.51)In Wool Stress Grp: Southern Pine, No.2: 7-4' Ti t: Ledges Wow species Yellow Poplar Fb Allow 1250 psi G:Spm Gravity 0.43 Fv Ailow 175 psi Bull Diameter 112'in Fyb:Balt Berg Yield 45,000 psi &*Sing 8.0 in Concrete as tiro Supporting Member Cm-Wei Service Factor 1.0 Using fr anchor embedment WO In quations. Ct-Temperature Factor 1.0 Using dwW bearing strength fbad at 7.5 ksl per NDS Table 11 E Cg-Group Factor 1.0 A Geometry Factor 1.0 r I . _.. Uniform Load I Y•Y a .... • ••...• .... ....fie •00 i• •• •• ••e• •••••• Bbl r BM •••••Y • • • • • e ••Yee• Dead Roof Live Fkfa Live Snow Wind i SGISA* 4vth •••••• • Unifo m Load«. 294.0 pf( 363.0 If Of Of pg p>r••i• Point Load... 0.0 IN 0.0 lbs lbs IIs lbs lbs lbs Sing in offset in Hwtwntai Shear lbs lbs ft ft lbs lbs lbs . Alex Kondrat&am RDjed Tl: 10305 NW 41th STREET,SUITE 208 Engineer Prolect ID: Miami,Florida,33178 Dow. CA#9717 PE9 58086 By.KL Pd&t=P2014,OPU Description: 2-2A LEDINR Maximum Ledger Bending Maximum Boit fearing Summary Dowel Beeft Stranos LSI COMbkk on... Load Corbin n... (kw'SPeft gravity&tit thane" +D+Lr+H 40+Lr+H Ledger,Perp to Grain 7,500.0 ken Moment 23.9M Rob Max.Vertical Low Its Lem,Parallel tD Grain 7,500.0 ked fb:Actual Sho 12.675 psi Bolt Air Veilical Load 472.235 lbs &Wodng Member.Perp to Grain 2,5W.0 k9l Fb:Allowable Stress 1,251.0 psi Suporting Member,Perft to Grain 4,800.0 ksl skess PJ90 0.01041 Max.Horfamial Lad 0.01bs Bolt Allow Horizontal Load 732.06 ib8 Maximum Ledger Shear Load Combination... Arm of Resultant 90.0 deg 4D+Lr+H Daganal Compne nt 431333 lbs Sly 215.667 IN Alice Diagonal Bolt Force 472.235 lbs fv:Act Stress 26.141 psi Sftn tip Wood @Bolt 0.911W Fv:Allowable Stream 175.0 psi Sftn Raft &W:1 Aftnible Bolt lty Refer to 2005 NDS Sian 11.3 for Bait Catty calculation Goveming LoW Combilmlion..+D+L.r+H • ResutW I.r d Angle:'t*M= 90.0 deg Ktlt= 1.250 Fethda 472.235 •••••• --Load,Parallel to o.: ��•�•� ••••i• Fem 7,500.0 Fes 2,550.0 Fyb 45,000.0 Fem 7,500.0 Fes 4,WOr6.F#b 45,01N.0 • • Re 2.941 Rt 1.333 Re 1.563 Rt 11.38600. • • ` k1 1.030 IQ 1.841 k3 0.710 k1 0.6576 k2 1.2W-M 0.85 3 •• •+• Im :Eq 11.31 Rd= 5.0 Z= 0.0 us im :Eq 11.3.1 Rd= 'n''& .0a1�� •.••• •• •• •• •••••• Is :Eq 11.32 Rd= 5.0 Z= 1,147.50 lbs Is :Eq 11.32 Rd= Ap.•;;-- 2,7140 Ifs •• It :Eq 11.33 Rd- 4.50 Z= 1313.33 is 11 :Eq 11.33 Rd= 2.60* A. 1 •...i• Him:Eq 1134 Rd= 4.0 Z= 1,504.99 On Nim:Eq 1134 Rd= 1.20.%- 2,197.18 lbs •••.•• 111:Eq 11.35 Rd= 4.0 Z= 606.17 Ns 1118:Eq 11.35 Rd= 3.18 Z 96 IV :Eq 11.36 Rd= 4.0 Z= 472.235 Nt IV :Eq 11.38 Rd= 3.20 Z= 732.08 Ibs Zmin:Basic Desion Velem= 472.235(bs Zmin:Basic tee Valve= 732.08 Ib8 ReWam design value.Perpe MwW to Grain: Reference design value»Parallel to Grain Z*CM*CD*Ct*Cg*Cdeita = 472.235 ihs Z*CM*CD*Ct*Cg*Cdeb = 732.06 Me Tills: 103DS NW 41th STREET,SUITE 208 Engineer Prom ID: Harrel,Fbdda,33178 Payed D escr to CA#9717 PE#58086 S n ATE�S INC Descrow : 6*xIL7* Cw Calculations per AISC 36D-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 An : Allowable Strength Design Fy:Steel : 36.0 kat Batt : Bean►is Fuer Braced sonst Weral4 irskmal buciding E:Modulus: 29,000.0 ksi ftdng Axis; Major Axis Bending Load Combinadon ASCE 7.10 ' ffi 9bbtNt 1 a 46.60 ftp TM2490 T6t till K service bob entered.Load Factors will be ap IIEWatkm. Beam selwasM calmlated and aid to • ••• 4000 • •••••• • Loads an all spers.. UnIbmLoad onALL sts: D=0.30, Lr=0.3530kfft •••••• •••• •••••• Maximum Sending Stress Ram 0.196:1 mum Shear Stress Ratio= ••••• i064:? Semon used for the TS12>c6xc1t2 Sect used tot this span •••• 12 •• • Me:Applied 21.396k-ft Ve:Applied 000 .70 •• .902 k•••• Load �a,,,�, Mn I Omega:ADowrabte� 109.,4.0,11 k-ft q�,,�,�^Vn/O;mega:P ble .•0•• ••'09.644 ke••• • Load COM131na�rt +D+Lr+H Load C na 000000 •D+Lr+H • Location of ma6dmum on s 15.5001t of mautitrxnn on awn ; ' : • J 5.540 ft ... t•••• • Span#uOtere mmdmum occurs Span#1 Spat#where modmum occin . • ;••3p#1 ' tdlavdmum Detiection •• • *000 • • Max Doxn►wrard L+Lr+S De'Mthon 0.023 in Rafts= 7,999 9986 Max Upward L+i r+8 Delfdxtm 0.000 In Ratio- 0<3W Max Dow marl Total DeMc tlon 0.047 in Ratio= 3963 Max Upward Total Deftecdon 0.000 k1 Rod*= 0{180 :Load Combination mubmiRdes som"Olmomentv" sunu►eq dShOarvallm Segmerd Lw* Span# m V Wm+ mmax- Rbc-Max Mw Mmdo mega Cb Rm Ve MaxYrtx vmdomw +D+H Osgn.L= 15.50ft 1 0.099 0.027 6.07 40.79 10.79 182.70 109.40 4.00 I-W 3.48 213.17 12764 Ds9n.L= 15.50 ft 2 0.099 0.027 6.07 40.79 10.79 182.70 109.40 IA IW 3.48 213.17 127.64 +D+L+H Dsgn.L= 15.50 ft 1 0.099 0,027 6.07 40.79 10.79 181.70 109.40 1.00 1,00 3.48 213.17 127.64 Dep.L= 1540 ft 2 0.099 0.027 6.07 40.79 10.79 IV-70 109.40 1.00 4.00 3.48 213.17 127.64 +D+Lt+H Dsp.L= 15 0 ft 1 0.196 CAM 12.09 -21.40 21.40 18270 109AO 1.00 4.09 6.90 213.17 12744 Dogn,L= 15.09 ft 2 0.196 0.054 1203 -21.40 21.40 18270 109.40 1.00 140 6,09 213.17 127,64 +D+3+H Ds9n.L= 15.5Dft 1 OM 0.027 6.07 -10.79 10.79 18270 109.40 1.09 1.00 3A6 213.17 127.64 D99n.L= ISM ft 2 0.099 0.027 6,07 40.79 10.79 182.70 109.40 1.00 1,00 3A6 213.17 121.64 +D4.75OLr4O.750L+H Dsga,L= 15.09 4 1 0.171 0.047 10.54 48.75 18.75 1OZ70 109.40 1.00 1.00 645 213.17 127.64 Dsgn.L= 15M ft 2 0.171 0.047 10.54 4&75 18.75 IV-70 109.40 1.00 1.00 6.0.''! 21117 127.64 +0+0.75OL+0.750S+H OW.L= 15M ft 1 0.099 0.027 6.07 40.79 10,79 182.70 IWAO 1,00 140 3.48 213.17 127.64 Ds9n.L= 15.50ft 2 0.099 0.027 6.07 40,79 10.79 IWO IM40 1.00 1.09 3A8 213.17 12744 +p,060W4H 0s9n.l= 15.6Dft 1 0.099 0.0'17 6.07 40.79 10.79 IM70 109.40 1.09 4.09 348 213.17 127.64 Dagn.L= 15.011 2 OA99 0.027 60.7 40.79 10.79 182,70 IO9AO 1.00 4.00 3.46 213.17 127.64 4".7OE4H OW.L= 15.50 ft 1 0,099 0.027 6,07 40.79 10.79 18270 109.40 1.00 1.00 3.48 213.17 127.64 Alex K=W&mo Pry Tale: tt 10305 NW 41th STREET,SUITE 208 E sneer Prole#ID: _ Want ,33178 CA#9717 PE# KL. Desdplii ff: 6'x12'i3EAA+t ti Load Comblistm maxskmRdw Summelyofmmwvwm SWOM of ShUr Va SagMd Lams Sir# M V kho# mmax- W-Max Mnx IftDrap Cb RM Va Max Vnx VMMmep MFT- 15.50ft 2 0.099 0.027 6.07 40.70 10.78 182.70 109.40 1.00 140 3.48 213.17 127.64 4D+0.75OLr40.750L+0A5OW+H Dsgn.L= 15.x)ft 1 0.171 0.047 10.54 -18.75 18.75 18170 10940 1.00 1.00 6.05 213.17 127.64 Dsgn.L= 15.50 ft 2 0.171 0.047 10.54 •18.75 18.75 182.70 109.40 1.00 i.W 6.05 213.17 127.64 4D+0.75OL40.750S+0.450W+H Dsgn.L= 15:50 It 1 0.099 0.027 6.07 -10.70 10.79 182.70 109A0 1.00 1.00 3.48 213.17 127.64 Dsqn.L= 15.50 It 2 0.099 0.027 6.07 40.78 10.79 182.70 109.40 1.00 1.00 3.48 213.17 127.64 +D40.750L40.7508+0.525OE+H Dsgn.L= 15.50 ft 1 OM 0.027 6.07 -10.79 10.79 18270 109.40 1.00 1.00 3.48 213.17 127.64 Dsgn.L- 15.50 ft 2 OM 0.027 6.07 -10.79 10.78 16'2.70 10940 1.00 1.00 3,48 213.17 127.64 40OD+0.60W+0.60H Dsgn.L= ISAO It 1 0.059 0.016 3.64 -6.48 6.48 182.70 109AC 1.00 10 2.09 213.17 127.64 Dsgn.L= 15.50 It 2 0.059 0.016 3.64 6.48 6A6 18270 109.40 1 1-OD 209 21117 127.64 40AD40.7OE+0.60H Dsgn.L. 15.50 It 1 0.059 0.016 3.64 -6.48 6.48 182.70 109.40 1.00 1.00 209 213.17 127.64 Dsgn.L= 15.50 It 2 0m 0.016 3.64 -6.48 6.48 182.70 109.40 1.00 1.00 ZOO 213.17 127.64 Lit Contirmfim Sm Mu.-'Dd Locafin in Spee Load Cotballon MiEw.'+'Dd LSI In SW +O+Lr+H 1 0.0469 6.558 0.O00D 0.000 4D+Lr+H 2 0.0462 9.062 0.000D 0.000 :Far leftb#1 VW m In KPS Load Combbubm Support 1 Support 2 Support 3 w Mw 4.141 CAre O MiNinmm 1.254 4.179 1.254 +D+H 2069 6.964 2089 +D+L+H 2.089 6.964 9,089 +D4.mH 4.141 13.804 4.141 +D+S+H 2089 6.964 2.089 4D+0.75OLr40.75„4H &W 12,094 3.628 +D+0.75OL40.75084H 2.089 6.964 2089 +D+0.60W+H 2.080 6.964 2.069 +D+0.7OE+H 2089 6.964 2.089 +D+0.75OL40.75OL140.46W4H 3.628 12094 3.628 4D+0.75OL40.75OS40.45OW4H 2.069 6.964 2.089 • • 0000•• 4"75OL40.750540 +H 2.089 6.964 2.009 • • 000000 40AM4O�gW40AQH 1.254 4.1779y 1.2644 �••� 0000 • 40.6iv' .OE40.60H 1254 4.119 1254 000000 •.•..• 0000:0 D Onty 2089 6.964 2089 .00:0 0 Lr 0* 2052 6.839 2052 :000 •• LOniy •000 0000.. S 0000 W Ori 0000.. 0000 0000. Eby .. •. 0000 0000.. H Orth 0 0000.• • . . • . .•0000 0000.. • • • 0000•• Alex Kondrat&asso Prot Tide: 10305 NW 41th STREET,SUITE 208 E ineer Prolect ID: Miami,Flortda,33178 Deco CA#9717 PE#68088 K.L. PrO"23 SEP M,9216PM : 2-2d2 WOOD BEAM Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Ma#erlal PNpqrtWs Analysis Method: Allowable Stress Design Fb-Tin 975 psi E:AtIdulm of Ekd* Load Combination ASCE 7-10 Fb-Compr 975 ps€ Ebert-xx 16OOksi Fc-Prll 1450ps€ EmI-xx 5Wksi Wood Species Stern Pine Fc-Perp 565 psi Wood Grade :No.2: 2"-4" Thick:12"Wide Fv 175 psi Ft Beam Bracing : Beam is Fully Braced against Worst-torsion buckling 550 35.44 pd gig, Ldo-35301 L � �f ! � 2-202 2-2x12 2-2x12 E Span=6.470 ft Span-8.470 ft Span=7.330 ft • L Service loads entsr ed.Load Factors will be appiid for wiculations. �ftam selwelght{aWated and added to bob Loads on all spans... Uniform Load on ALL spans: D=0.2940, Lr=0.3530 kfft Ksay t s ._.. µ MaAmum Bending Stress Ratio _ 0."?1 MaWmum Shear Stress Ratio _ 0.482:1 Section used far this span 2-202 Section used for this span 2 2kl2 fb:Attiral _ 800.58p5i fd:Actual - •••: •43 psi FB:Allowable - 1,218.76pel Fv:Allowftle goo 0 218.75 Od•• Loci Combination 40+Lr4H Load Combination •• ••• t r4H • I Location of maydmum on span 8.470ft LAcdm of rtaudmum on span ..00%o ...• 8.470&.•.: Span#where maximum errs Span#2 Span#where ffadrf um omum...:,. .Sit#2 . Maydmum Deflection .••. :••••i Max Dowrwiard L+Lr+S Dellection 0.018 in Redo- 4974 • • '••••• Max Upward L+Lr+S n 0.000 in 11 = 0 •••• • 90:09t Mayr Downward Total 0.033 in = 2679 ••�••� 0 90000•••� ••:•• Max Upward Thai Deflection 0.000 In Rail®= 0<180 •• •• ••00.• •...• .• .... LoadCoMnallm Matt Val ...• Shy" Sellow"t Lao $pan# M V Cd C FW 01 Cr Cm C t CL M fb Fby fv Fv 404H 0.0 0.00 0.00 0.00 -6.470It 1 0.361 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.67 316.66 877.E 0.87 43.01 157.5D Lop=8.470 ft 2 0.421 0.309 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.95 369.32 877.50 1.09 48.64 157.50 Ley-7.330 It 3 0.421 030 0.90 I= 1.00 1.00 1100 1.00 1.00 1.95 369.32 877.50 1.09 48.64 157.50 404L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.50 0.00 0.00 0.00 Lerma-8.470 It 1 0.325 0.246 1.00 1.000 1.00 1.50 1.00 1.00 1.00 1.67 316.66 97540 0.97 43.01 175.00 Length-8.470 It 2 0.379 0.278 1.00 1= 1.00 1.00 IS 1.00 1.00 1.95 369.32 975.00 1.09 48.64 175.00 Le"=7.330 ft 3 0.379 0278 1.00 1.000 9;00 1.00 1.00 1.W 1.00 125 36922 975.60 1.09 48.84 175.60 40+U,+H 1.000 1.50 1.00 1.50 1.00 1.00 0.50 0.00 0.50 0.50 Length-6.470 It 1 0.563 0.428 125 1.000 100 1.00 1.00 1.00 1.00 3.62 686.43 1218.75 110 9324 218.75 Alex K xWrd&am PmJW Title: 10306 NW 41th STREET,SUITE 208 E Ing Pial tl}: FWds,33178 Dmw. CA#9717 P'E#580 •K.L Pti9re�d:2bP�itd>493 g a �, dMO Desalption: 2-bl2wooDmw ' Ltd Combhftn Max SUN Rake monodValuesywm Segment Lerch Spm►# m V Cd C FN C t C r C m C t CL m b Flt V ht Fir Length 8.470 ft 2 O.W 0.462 1I.00D 1.00 I-OD I-OD 1.00 1.00 4.22 1218.76 237 IMA 218.75 Length=7.330 It 3 0.657 0.482 125 1.000 1.0 1.0 1.09 1.00 9.00 422 800.8 1218.75 2.37 IOSA 218,75 4D+S+H 100 1.00 1.0 110 1.00 1.00 0.09 0.W MOD 0.0 Lao=&470ft 1 0.282 0.214 1.15 110 1.00 1.00 1.00 1.09 1.0 1.67 316.66 1121.25 0.97 43.01 201.25 too_&470 ft 2 0.329 0.242 1.15 1AM 1.0 1.0 1.00 1.481 1.0 1.5 369.32 1121.25 1.00 48.64 2DI26 Lett-7.330 ft 3 0.33 0.242 1.15 14M 1.01 1.0 1.00 1.00 1.00 1.96 369.32 1121.25 1.40 48.64 201.25 4D4O.7WLr40.75OL+H 1.000 140 1.00 1.00 1.00 1.0 010 O10 0.00 0.40 Length=6.470 4 1 0.487 0.38 1.25 1,00 1.00 1.00 1.09 1.00 1,10 3.13 593.99 1216.75 1.2 80.8 218.75 Lao-8.470 ft 2 OAS 0.417 1Z 1.000 1.0 1.00 1.00 1.00 1.00 3.8 692.76 1218.75 2.06 91.23 218.75 Length-7.330 ft 3 0M8 0.417 025 1.00 1.00 1.00 1.00 1.00 1.40 3A 692.76 1218.75 2.00 91.23 218.75 4",75OL40.750S4H 1.000 1,D id0 1.00 1.00 1.00 0,0 0.00 0.0 0.00 Length=6.470 ft 1 0.282 0 214 1.15 9.000 1.00 1.00 1.00 1.0 1.00 1.67 316.66 1121.25 0.97 4&01 201.25 Langth=8.470ft 2 0.329 0.242 1.15 1.00 1.00 1.00 1.0 1.00 1.000 110 369.32 1121.25 1,09 48.64 201.26 Lao.73M ft 3 OMD 0.242 1,15 14M 1,0 1.00 1.0 1.00 1,0 1.95 369.32 112125 1.09 48.64 201.25 +D40• 4H 1ADO 1.0 1.0 1.40 1.0 1A)O 0.09 0.0 O.D 0.0 Length=6.4704 1 0.203 0.154 1.01 1.000 1.0 1.0 1.00 14D 1.0 1.67 316.66 1580.00 0.97 43.01 2WOO Length-8.470 ft 2 0.237 0.174 1.60 1.000 1.0 10 1.8 1.01 1.00 IS5 369.32 15KOO 1.09 48.64 2 .00 Length=nm ft 3 0.237 0.174 1.00 1.00 1,00 110 110 1.0 1.00 1.96 369.32 1500:00 110 48.64 28.00 +D40,70E4H 1.000 1.00 1.00 1.00 1.0 1.0 0.00 0.00 0.00 0.0 too-6.470 ft 1 0.203 0.154 1.60 1.000 1.09 1.00 1.09 1.00 1.09 1.67 316.86 1560.00 0.97 43.01 28010 Langth=8.470tt 2 0.237 0.174 1.60 1.00 1.00 1,00 1.00 1.09 1.409 IS5 369.32 1500.40 1.09 48.64 28040 Length=7.3361ft 3 0.237 0.174 1.60 1.000 1.40 1.OD 1.00 1.00 1.00 1,95 89.32 1560.00 1.09 48.64 280M 4".75OU40.75OL40. 4H 1.400 1.00 1.09 1.8 1.00 1,09 0.8 0.00 0.D 0.00 Length=6.470 ft 1 0,381 0.28 1.60 1.00 1.01 1.00 1.40 1.09 1.01 3.13 593.99 158.00 1.82 80.68 280.00 Lent=8.470 ft 2 0.444 0.33 1.O 1-WO 110 1.00 1.00 1.00 1.40 3.65 692.76 158.40 2.05 91.23 280.0 Length=7.330 ft 3 0.444 0.326 1.00 1.080 1.0 1.00 1.00 940 1.00 3.65 692.76 1560.00 2.05 91.21 280.00 4040,75O40.750S+0.4M4H 1400 1.00 1.W 1.00 1.0 1.00 0.00 OA 0.00 0.00 Length=6.470 ft 1 0203 0.164 1.60 1ZOO 1.00 1.00 1.00 1.00 1,0 1.67 316A 1540,0 0.97 43..01 280.00 Length-8.470 ft 2 0.237 0.174 11141 1.0001 1.00 1.09 1.00 100 1.W 1A 369.32 15110,0 110 48.64 2$DM Length-7.W It 3 0.237 0.174 1.60 120 1.00 110 1.01 1.00 1.00 1.95 369.32 1560,0 1.00 46.64 280M 4040.75OL40.750S40.5250 E+H 1.00 1.00 1.00 1.0 1.40 1.00 0.40 0.00 Om 0.00 Lir=6.470 ft 1 023 0.154 1.60 1.000 1.00 1.00 1.00 1,0 1.01 1.67 316.66 1500.10 0.97 43.01 280.0 Length=8.470 t 2 0.237 0.174 1.09 11O 1.00 1.00 1.00 1.01 1.OD 1.95 16" 1.00 48.64 280.01 Length=7.330 ft 3 0.237 0.174 1.60 1.000 1.09 1.00 1.00 1.01 1.00 1.95 369.32 15&0;40 :g' i;x$.64 280.00 +O1XM. 40,60 H I= 1.00 1.0 1.00 1.00 1.00 0 4= . , 0,8 0 ot.0. Length=6.470 ft 1 0.122 0.092 1.60 1.00 1.00 1.00 1.09 1.09 1.00 1.09 190.08.• 4".25.81 289.e Length=8.470 ft 2 0.142 0.104 1.60 1.000 1.00 1.00 1.00 1.10 1.00 1.17 221.5 IMP -0,V. .•20.18 4%. Lop=7430 ft 3 0.142 0.104 1.01 1.000 1.00 110 1.8 1.00 1.001.17 221.59 1660M 0.8 20.18 MDM +49 .7OE40.00H 1.000 1.00 1.00 1d0 1.0 1,00 '•0 0'Ol0 0.00! 0.01 ..Ha.: Length-6.470 ft 1 0.122 0.092 1.00 1.80 1.00 1.00 1.00 1.00 1.00 1.01 19010..130P :456.:2.5.81 InD.00 Length-8.470 ft 2 0.142 0.104 1.40 1,00 1.00 1.01 1.00 1 a 1.00 1,17 221.59•MWOM •0.8 29.18 -AW. Length=7.330 It 3 0.142 0.104 140 1.000 1.00 1.01 1.00 1.01 1.09 1.17 221.66 406M 906••J9.18 Vpw A000000 see* • Load Combhftn Span Wtax%*Dd Locadon in Span Load Cambtr ► ;••: "+' to Span . +DAoH 1 0.0178 2.718 M*00:0 0. - 40+Lr+H 2 0.0266 4.1M ,• O.ow um....: 40+Lr+H 3 00328 4.250 .. . O.Owc •••• O.Otth • R" Support notaft:For felt Is#1 VWm In KPV Load Combbm tthn &WW 1 Supt 2 y 3 &*pmt 4 Overd ABP kmim 0.432 1.401 1.612 0.505 4D+H 0.720 2.484 2887 0.842 +D+L4H 0.720 2.484 2.667 0.842 +D+Lt4H 1-90 5.364 5.824 1.828 +D+S+H 0.M 2.484 2.667 0.642 40+0.754Lr4O.750L4H 1.350 4.659 5.040 1.5601 4D40.750L40.7WS4H 0.720 2.484 2.667 0.842 4D+O.60W4H 0.720 1484 2.687 0.842 Tttle: 0305 NW 4th STREET,SUITE 2 nem' PmW 10: Wal,gide,3317$ 0 escr CA!9717 PE# K.L. a>fta:262M4,lkWM `k • • s ommm tWOW £ Mallon:Farleftlo#1 Vatum In Kips Lam Cwftaft &*W 1 Support 2 Support 3 SupW 4 _ 4".750L+0.750Lr+0.450W+H 1.350 4.859 6,040 1.580 4".750L+0.750S+0.450W+H 0.720 1484 2.607 0.542 +D#O,75M40.750S40.525E+H 0.720 2.484 2,687 0.842 a0AO+0,60W+0.60H 0.432 1.490 1,612 0.5tJ5 40.D}+0,70E40.60H 0,432 1A9O 1.612 0.505 0 Only 0,720 2.484 2.687 0.842 Lr o* 0.841 2.900 8.137 0.983 L Only 3or&/ W Ordy E 0* H 01* • • • •..•.• •..•.• •.•. ••.•• sees •. •• •••• •...•• • - AleKondrat&asso Title: 10305 NW 41 th STREET,SUITE 208 PrN1t Proiect ID: Mi ,Florida,33178 CA#9717 PE# KL Pm%t269P2M4.i:IVM a ~ 9E l cv ,u R *e° /� D 1p0m: N PLATE _. . 006 Calculation per AISC Design Guide 1,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 vette ln#ortn dw MatwW Properties AiSC Steel Putti Fy 38.0 ksi concrete Support Pc - 3.0 ksi Q c :ASD Sd*Fedor. 2.50 Assumed Bearing Area:Full Sowing Allmnft Ewing Fp per JS 8.10 kol Column&PAO Column Properties Std Section: TS3.54.50/4 NO 3.8 in Area 3.08 iM2 �x Wldth 3.5 in bot 528 In"4 Flares ThIcitness 0.25 in iyy 5.28 in"4 9 ThIcICness 0 In Mats Dimensions Support Dimensions E N:Lerch 12.0 in Wdlh ftV W 24.0 In `� 9 8:wkM 12.0 in LMO awo 17! 24.0 In Thickness 0.50 In ' - Column assumed welded to tie plate. k � x zA v i'Vupftd P-Y Y-Z wx D:DeWLow....... 2.70k _ 0.0k 0.0k-ft y 5 r ••• L:Lin 0.0k 0.0k 0.0k4 Lr:Rod We......... 3.40 k 0.0 It 0.0 k-ft � � � � � ���� � � "r ` • � f 4 • 8:snow- 0.0 k 0.0 k 0.0 kdt y .�► W:Wind............... 0.0 k 0.0 k 0.0 k-it �� �� � � � � •• E:Eadicluake.............. 0.0k 0.0k 0.0k-ft ms's =r �, ' • H:Lateral EaM......... 0.0 k 0.0 k 0.0 kit j r P e s e4esfpIsdcvvmwd e4e Wgh9rsW at+Z ' ins A" - 'l�'?S a • .,all-,.., • Aram MorRod 11/7 •• • MecotT cr ....... 0.0 k -16 Shaer ..................««.......««« 0.0 k Edge :Wkto plate................... 1= In Num of6013 In 080 Row..«............. 2.0 Nun r of ft lko ns........................ 1.0 + Alex KoWtat&am Pmjea T : 10NW 41th STREET,SUITE 209 E SBr Past Ill _ A�tn1,FWds.33179 CCA#�M9717 #6 Pt .K.L. r;1 z r ipt. IdEW. PLATE GOVERhM DEM LOM CASE y Mu:Max Monad..................... OMB kan pabowasumnfb:Wx Sending Stems............... 6,376 Its! Designmeto Fb: 21.557 k9l Gum"Load Cwdndon +D+Lf+H S�� Rao 0.2% GM"L 1 GM TYPe AM Load OnlDesigy BMWIn SUM OK 'f'-04 x l-r x 0.1124 Pa:Axle!Load 0000 6.100 k fu:Max » 0.042 ksl Va.,Moment........ 0-M"# Fp: 2,040 ksi 0.65lc"Mrt CA1},1.7"'f Besting Shm Ra1to 0.021 P!TN Strew OK Load Comb.:+D+H AMIN Load Only,No NORM# Pa:Axl Load 0000 2.700 k Fp:ARDwable ........................0000 ksl Design Plate tfglrt....,.... f2OOO to fe:Max Big Prawn 0.019 ksl Dosign Plate Wks»,.» . 12.000 in Sbveafto» 0. Wisdere�titrtrrnd tPW Bardag A1:Plate Area......... 144.000 W2 tmax=Fu'LA ................... 0.176 k4n Al Support Arm.................. M-000 hn fb:At ............................... M ka s"A2(A1) 2.000 Fb. 21.557 k9l SOMRadow ..„_ 0.431 91f+form T 99MMM In ......... ....»... 4.338 in 0000............». 4.335 U x............................. 0.000 InA2 Lambda...................... 0.O rr..............»..»...........,....... 0.010 In rP Lambda ....................... 0,O in L= %n,rO........................ 4,B kr Load Comb.:+D+L+H -_.W---- Axtn!tersW Only,No Mu meet Loaft emu em Pa:AM Load 0000 2.700 k Fp: ................. ...». 2.040 ksl Design PaoHeON 12.000 in fa:MwL Sewing Pressure 0.01$Ksi Design Plata Wkftlr 000....0. 12,000 In Sbs Rxft • Al:Pkv Area......... 144. 1(t"2 Max=Fu L ».....,.... •• • •�l��6 •• A2 Area 0000..».......... 576.000 ..... fb:Atm. ••••.• •� ••...• � ............»0000»» • sgrgA2/A1) 2.000 Fb:AI .............................. 000.00 21.599 i•.•.i ,.»,. ...0 .0.131. • . Dion for Cir 0000• :21 • 0000. W-................... 4.338 In 0000.. 0000 . 0000. n...................... 4MS in . . • • X.............................. 0.000 W2 • Lanbde...................... 0.00D .00000 n......................».»_1.-._...' 0.010 In . . . . 0 0 0 0.0 n"Lambda .......................... O=In 0000.. L°nax(YE1,n.ro 0010»,..»0000 ......... 4.3H In �0.••i 0 0000 i0.•.: • Alex ftied . 1 41th STREET,SUITE 208 Inver. Proiect ID: _ Miami,Fbdda,33178 tea: CA#9717 PE#58086 .KL. Plod M&04,llVM OP , I : NEW BASE PLATE Load Comb.:+D+Lr+H AzW L*W Only,No Ili wfW LOOM Pa:AxWLei._ 6.100 k p: .................«............ 1040M De*Plate New......... 12,000 in fe;MaL Bwlq Prepare 0.042 kol De*Plate WkIM»......, 12.000 in SbmRdb Ow etre 4 ermy p8r r plateI Al:PAres........ 144. x=F � E�" 2 fiu°L11212»................. 0.396 W A2:SuppartAnes.................. 676.000 W2 to:At .........................»»,» 6.376 kol s A21A1 j 2,000 Fb:ADDivabla...........»............... 21.5.57 ksl Star ss Rdo 0.2" M f Eid emit C aro on............. 4.338 in X»........,.......«,.......» OM e2 Lambda................«..., 0.000 n.....................................». 0.040 In rY Lambda .......................... 0.000 in L m _° max{ n,n j...............»....»» 4 In Load Comb.:+D+S+H AxWl Load Only,No Abmt Loarling IMOD Pa:Axial Load». 2.700 k Fp:A= 2.040 tut tin Plate Hetht,........ 12.000 in fa:NWX BOWN Pressure 0.018 kel lk*n Plate WkM »...... 12.E in Stwultdc.. ... » OM e4iff he duod 60rne4yf plate&MAOR am A1:Plate Area......... 144.E W2 h0m=Fu 1 L .................. 0.176 kit Al Su tArea.................. 676.E 0r:Arm.,..»....................«». 2.822 lad sWKA21A1j 2M Fb;Allooft........................... 21,5;57 dud Sbv"Rdb.--. 0.131 °m`.».».»»». 4.336 In n°--...........I...,. 4.338 In X....-.1._1................ 0.000102 Lambda...................... 0. n..................................._ 0.010 In n'°Lambda....................... O.00O Ini••• • L=nnXn n,nj........................ 4,336 In • . • _ •_ Load Comb.:+D+0.75OLr+0.750L+H � '•tel L ,lea +at ...... .... ...... Does** Pa.Axial Load.... 5.2.50 k p; •••••• n Plata HeW.,...».. 12.000 in fa:tum.Beaft Presure vwIs •••• D �i 06:00 Des�n Fla Width 12.000 WIR beaftwdf4Me Plate Bending • • • • A1:Plate Area.«....» 144.00D MV Mmax= u'L1212................... .. .• X6' 3 k4n .... . Al Support Ares,................. 676AM W2 fb:Aril_.......»._.............. SAS?kel •D srpt(A2IA1 j 2 Fb: ...«.....................».. . $1i P� ...... Rano . • . p •• . oDD• 4.335 to • 'n'..........»..»..... 4.338 in x....................... O.OW W2 Lambda.... 01000 n'......»,...........»................. 0.030 In n'• ........................ 4.336 to Arc Kiat W&a8S0 Pmt Tf: IMM NW 41th STREET,SUITE 208 Engineer: PrdW ID: Miatti,Flaft,33179 Descr CA#9717 PE# By.K.L. 26 2n94,i;93P8A ,� .. NEW M RATE Load Comb.:+Dt0.750L+0.7603+H Ax91at Loam Only,No Mom# LQdM Pa:AxWLoad 2,700 k p: _..............»........... 2040 ksi Cin Pkft t ht......... 12.000 In fla:Max BOWN Pmssm 0.019 kw Ian Pkde Width»»..». 12.E in 0 WIN be wefW4 ftm aoydr boom uwd Al:Plate Ame......... 1444M W2 max= u L^212»»............... 0.17$kdn A2:SupraArms.................. US=hA2 Ib:AcW...........................».. 2M k9l A2/A1 um Fb:Agow able.............................. 21.%7 k9l Sbus Rob MOM for MOme#Ca1 WM 'm°.........I........... 4"in 'n'..................... 43M k9 X I....1........................ OAM V2 Lambda...................... OZO W., I... ............................ 0.010 In W°Lambda.............................».., ObW In L=m0m,n,r0........................ 4-W in Load Comb.:+D+0.$M+H AW Load Only,No Abwnt La"M loft 2.7� p; Pa, »,. k .,....,.».,......»».»...... 2.040 ka9 D94a He"--- 12.W k9 to:Max ra 0.019 k3l n P »...... 12M in ftmRdb.. .., OM 9yd Plate A1:Plate Atea,........ 144.000 fiM Mix=Fu L' »...»..,...,.... 0.17$k4n A2 Area.................. 578.E WW2 lb:Aduai»....»»...»............»... 2.822 W • " - A2lA1} 2.000 Fb:Aftwft...............,» ......,... 21.55/W shm ROOD,. ..„.,..» 0.131 'm...................... 4338 In .n'................... 4=In X.—.1....................... OM hA2 Lambda...................... O O00 tP........................................ 0,010 In W Lambda.................................. OM In •••••• L ms4m,n,no)......................... tO In : ••••:• Load Comb.:+D.O. f+H .••••. f;NDWaft swag . •00.60 2 ...... Pa:A9�1 Load ��k Fp. ••••.... A »..»»..,»..»....»........ • • • Ptd He"......... 12.E in fa:Max ••6.6' :U ..... DesOpiatawkah......... 12.E m •«-»•- •...... � ..... 6t ; A1:PMe Ams. 144.000 W2 ma Fu L"'' •• ••6 6� �8• ••.• • 0000•• 2�lk:d • A2:supp9�tA9ea.,,.»»...,..,». 57$.�� Itt: ...........>....»...»» • AVA1) 2.000 Fb' • ' %'A7N ••666• »... ,Som Rade • Goo •0.191 • • fw Mmwd Qgwft •• :••• 0 • 4.338 In 6680 n°..................... 4.338 In X,..,»»...»...».........». 0,000 W2 Lambda...................... 0.000 n....................................... 0410 In W•Lambda..............................». 0.000 In L=tem,n,nj......................... 4.339 In Alex Kmdrat&asp Pmject TO: 103D5 NW 41th STREET,SUITE 208 Engineer Proiect& Mlami.Florida,33178 Pfcjwt Descr CA#9717 KL 11VM Load Comb.:+D+0.70E+H � AxW Lod .Ata 1et►t -_- Loaft Pa.Anil Load.... 2.700 k Fp:AUwAyabb ..»........................... 2.040 kW Pie b1......... 12.000 In is:Max 0.0151 Destn Plate Width......... 12.000 in SO=Rob OM N be fm eOy ffr 1IN 0 Al:PhbAma.....,... 1144.000 Irl max `L"2 ................... OA76 k4n A2:SuppWArea.................. 676.000 W2 fb:A ......................... sgrf(MAI 2MO Fb:Allo.............................. 21-%7 k l Ohm Ralf 0.131 for lit Ca1t W-fl *Mo. ......... 4=in *01- 1 .... 4.338 In X.............................. 0.000 In A2 Lambda...................... 0,000 n'........................................ 0.010 in re* 0.000 in L=molm,n,np)........................._ 43M In Load Comb. :+D.0.70E+H Axil L"d Only,No llbn of 8eating Pa:AxW Load- 2.70D k Fp: ......»,...»..»...w...... 2.040 kel ».w.,., 12.E in to:tic 0.019 kal DM*Pkft No 12M in Sbin Rob OAS • "be hm 0*#WN 6MM ramal. l A1:P Arm..,..»» 144.M W2 ax= u L t ,......»......... 0.176 k4n A2:SuppottArs.................. 576.000 W2 &: ........».................»... 2.622 Imo ' - sqrtf A2tA1) 2.000 Fb: .................... 21.557 ksl 8WuRpft--. 0.131 for Mamew Calci wM ee m ......»............. 4.336 In n•......»............. 4.3M In Lambda.... .............................. OAM 1"2 La ...............I...... um m'........................................ 0.010 In • • re•Lean&.................................. O. in ••6••• W) • • 99•• L=n�(m,n,n)......................... 4 In . • • • 99 • Load Comb.:+D+0.760Lr+0.750L+O W+H _.... ..... rte► •99.96 • . • Pa:Axial Loud.... 5e250 k Fp, [i *so:. ••• • • • Din Pete HeW..»w... 12.E to fe: **so• 9 ••••• tin Phb Width......... 12=1 in Shm Rdo« •••••• 0� .. ..' 1 trrrer�iyPf tsr¢dBanding • • • • At:P1sle Area.. . . 144.000 in"2 Mm ex='Fu L 72. •• •• 0.343 k4n ••••0• A2 Arm..............» 576.000 tna2 6: » »..»....»...».».»»» :••:': 6.46 kW •• srA A21A1) 2.000 Fb:Allowabla ....... ' 6'r. 493W •0600: .......»............ • •Obi . •..•.. 000 • . .. m .,....,...»»» . ,. 4.336 In •••• *no,....I.........» 4°33B}Itnt�I} X........I...... •.«...»» 0.000 k{"2 Lambda-................». 0.000 n'..,.w........»»..............»»... 0.030 In rf•Lambda.................................. 0.000 in L=nim,n,no)...................... 4.3M in Alex Konft&am Project�Title: 10 WW 41th STREET,SUITE 2D8 En ear Pmject It}: Miami,Flog,33178 Dow. CA#9717 PE#58080 ,K,L, msi�aaia.i.i w IWO�� �, .sns,✓ e- .. '3o„_x�Yj•�t..... ...# nz a- ...2-' ,i,,. ... .'_- .2 a i`„ &HA� - t ipt t: WWPLATE Load Comb.:+D+0:T51t r+O.75OL-G 450W+H AxW Loyd 0*,NO Moment ulft a .�I BES Ps:AxW Load.... 5.250 k Fp: ' ».............»............. 2.0401aii • Ian Plate HeW...«.... 12.000 in fa:Mx.Bearing 4;498 kw Din Plate Width««..... i=in Stress Rask►.»..«...».....».. 0.048 bs fmm y# �,t M Al:Plate Area.....«.. 144.000 MMmmt= u LA2/2................... 0.343 k4n _ A2:SupWArea.................. 676=1 Ma2 ib:Arai................................ 5.487 ksi sqrKA2/A1} 2A= Fb:Allowable..................«..»...... 21.557 W sho Rego 0 for MomeM clwuw m ON in 'n'.................... 4"in X.............................. 0.000 InA2 Lambda...................... 0VID e d•L ......,.......«......».......... 0.000 in L=nwAm,n,nj................,..«. . 4.338 In _ Load Comb.:+D+0.750L+0.75U+OA50W+H AXW Load Only,No Akment Loadft S Ps:AxW Loma.... 2,700 k Fp:Allowable»..«»...,««...«»....«.. 2.040 ksl Owp Pats Howl---».» 12.000 Inn ts: c R 0.0i9presswe � Ian Plate Width»«»,« Sbass f plate Qg [ Al:Plata Ansi......«. 144.000 W2 rtmx=FOIA211».»«.....,...... 0.176 k4n a SupW Area...»............. 576,000 8s:A&W.........,...........»,.»... 2.822 krd �tl�A2fA1} 2000 Fb: ..«.«»....»»........... 21.557� Obese Rdo 0.131 Distance for Moment CaloMcn 'm'..................... 4,336 In 'n*.................... 4.338 in X_.'....................... 0000 Inn Lambda...................... Om .... 0.010 In • n"Lambda................ O. In •••••• .} • Load comb.:+0+0.750L+0.76OS-0 +H ..•.• ai LOAM,No AWM. • Pa:AxW Lei..., 2.700 k Fp.A# i .. »...»,...«.,.«.»». •••• • •••• Design Pie Height......... 12.AM in is:MO ••••• i .p0�918p Ie ••••• Design Plate Wkhh...,»«. 12.000 in Shess Rob saawwwwaerow•••••• o�• ••�••• WN kme>ty# • • • • •• •• •••• •••••• Al;Plate Arm..,».... 144.000 InA2 Mmax=FultA217.......... ,«. •a•••• 0.17`6 k� • A2:S Arm»,.,..«»..« . 576.000 W2 1b:Actual........»....«,.»«........ � • � 2822 ksi ••••i• A21A1} 2.000 Fb:A ..».»«».......«. N 6rJ i i •�a 00131DWau i••••i L.,.Mamsat ,.p6e.w •• • :••• • • 'm' »,.......»,....... Q��1 43M In Goes 4.338 in X......,.....»«.»..,.,...... 0.000 in"2 LOT"__, 0.000 0.010 In it Lamb ................................ 0,000 In L=mmqnk n,to......................... 4,938 In Alec Kondtat&ao PrOject Tfe: 10306 NW 41 th STREET,SUITE 208 En meet ID: Miami,Ficxida,33178 CA#9717 PE# By.K.L. 262014,I:IVM �y De�lp�: H=ASTYFLATE Load Comb.:+D+0.75ft+0.7508+0.5260E+H Awl Load Only,No Uwe# Pa:Axial Load » 2.700 k P:A b�»»..».»....»»» .»..». 2.0401 n P46 Int......... 12AM In fa:VWL Beaft Pn re 0.0191131 Dw4n Pla WND......... 12AW in 311MRAft 0A9 WbeB e+tifromet4 Op&W bWM Ma Ai:PkvAme......... 144,000 hO2 cax Fu L 2t ...».».».....,.. a178 k4A A2;8appad Area.................. 878A*WV lb:Actual........................... 2822 W sgrt(A2tA1) 2.1N Fb: .......»..................... 21S571d Sbass Rd* CA for Moment cawdo 4M in e a X.............................. om kt"a Lambda...................... 0= n'........................................ 0.010 in W* .. 0.000 In L=max{m,n,n"}....................... 4,338 In Load Comb. :+D+0 76 0L+ 79O-"5250E+H Axial Land Only,No AfiOment Pa:Axial Lad.— 2.700 k Fp ,..».»»....... ........... 2,040 k8l .»...... 12.t10<l in fe:Max 0,019 kol Desip Plate WO 12.OW in Olmse Ratio»..»».» ».. om eta fra�nq p:! am Al:Pk*Ama,.....,.. 144.DW kM =Fu"L11212................... 0.176k4fk A2:Su tAM................. PC=kn 6i:Acluel....»......,................... 2=ksl AZFA9) 2.OW Fb;Akmabis.. .......................... 21.557 kBI Ohm Ratio«..». .«. 0.131 for Moment clwam `m..................,.. 4,338 In n'.................... 4.336 In X.,...................—. OA00 W2 Lambds...................... 0:o 0.010 In • • if L .................................. 0.000 In • • �.•••• 0.00.• La ma*m,n,nj.........»............. 4, In • • • • •• �• • • Load Comb.:+0.600+0.60W+0.60H ... 4AYN LOW A ,No e�• ...... Pa:Axial Load.... �11.�6!/2f}0 k Fp: p�,,,, ... . . .» .» **so** • L� • • Pk�ta �}.......,. 12.000 Beaft ....»...». •••• •V.011 k$I ••*06 Deelp phfe.N4dtlta....—..... 12 WO In S t »..«» ••••s: 0lQ�• 00000 • be~km0*f used ,and •• •s 000• 00.0.0 A1:Plate Aced......... 144.000 kr"2 w==�-u L�„f a...........»,..». .....• 0.104k4n A2:S Ame................ 576.000 W2 1b: 1,69304 • • A21A1) ZOOD Fb: .»...........».».»»...... i<ie • .. '0070 ...... =form ..,.....».....: .. 4°338 In .... n`..................... 4°338 In X....................»...,... 0.000 W2 Lam...................... 0.000 n+...................I................... 0.010 In W Lambda...........................,.»... 0.000 In L=magm,n,n")......................... 4.338 in ' r Alex Kondrat&a sso TO: 10305 NW 49th STREET,SUITE 208 En ime 10: Miami,FWda,33178 ProjecIl Dew. z CA#9717 PEN 58088 Py.KL. MAWISSEP2014,I:IVM iii yr'ssr 1 i ! k; 3 tlesalp9m: NEW BASE PLACE Load Comb.:+O.60D•O.60W+O.GOH Axlel LOW Only,No Moment T Pa:Axlel Lod.... 1.82[1 Fp:ADOWeble ............................... 2.0401;1 Din Plate HW t......... 11000 in b:Max Beaflng Pressure 0.011108 Design Plate Wdlh......... 12.000 Rte VAbOdb6OftMWYdPWWbWMLWd. t 6n ria A1:P10 Arca... ...< 144.000 kM Mix� u L"22 C2.». .....»,.»., 0.106 k4n A2:SupportA .............. .. 576.000W2 1b: ........................... IS93 Id A2lAi) ZOOD Fb:AbNable...........» ,......».... kel shm Rd* U72 MM for M=CftWgM m"..................». 4=In 4.3M In x»»...................»..». 0=W2 Lambda...................... Om n'......».....................»......... 0.010 In If*Lambda.................................. 01W In _L=gym.rhro......................... 4.3H In Load Comb.:+O.6OD+0.7tiE+04OH Only,No gent Laft Pa:Axial Load. 1.620 k Fp:Allowable .............................. 2:0401d Din Plate Haight......... 12=0 in fd:Mm Beaft Pyre 0.011 1001 Design NO WIM...».... 12.x!in Shm Rallb • WM be ffood kom embyy Ago nom. pme B�i Al:Plate Area......... 144,WC hO2 =Fu*L" t 2................... 0.106 k n A2:&mWArea.................. 576SO Bs:Actin............................... 1.693 ksl AVAi) 2.000 Fb: .........,................». 21.557 Its! Shm Rdlo 800 for Mot' it CalalWm ..........»...».... 4.338 in to X.....-..................... 0. 102 Lauda..................... 01000 W-1— -- ...».. 0.010 In • • 0.000 In e • .0600• Ll........................ • =arex{m n n 4 In *6•e 0 0600 • Load Canb.:+0.600.0.70E+O.6 t ••• r No MdW•• 0.0.09 • • • • •6.90• Pa:AxWLoad 1.620 k p: •e••9• 0 9� • • 12.E ............................. e•e09 Deso P�Heft...... in fa:Max •0•• 101/ • • Design P�Width......... 12.000 in tett► .a.. •••••• � ••6 •0••• � i e�y P� t aa6a Plate IRMHO , 6••••0 ••0• •e 9.0• • Ai:PWOArM......... 144.000W2 Mmax=Fu` .....»............ 0000•• 0.106 �• A2:SupW Area.................. 576.000 l"A2 Po:Attual........,...................... ,*, • 1899 kI6 •••••• e A2/A1 j 1000 Fb:Allowable.............................. • • 2W W* • • tt • • • 0000•• for Moment CaWlAW 4 3 •• • . :6• • • m'.........I........... 'n*..................... 4.3;18 in X...<..............I........... OM WIT Lambda...................... 0.000 W.... I I............... 0.010 in n'*Lambda»..........................».... 0.000 In L=gym,n.n7......................... 4MB In • Rick Scott Mission: To protect,promote&Improve the health Governor of all people in Florida through integrated ' '` T John H.Armstrong,MD,FACS state,county&community efforts. State Surgeon General&Secretary HEALTH Vision:To be the Healthiest State in the Nation 0 February 09, 2015 Southern Septic 1421 SW 153 Path Miami, FL 33138 RE: Modification to a Single Family Residence- No Bedroom Addition Application Document Number: AP1173969 Centrax Permit Number: 13-SC-1583713 1680 NE 104 Street Miami, FL 33138 Lot: 23 Block: 4 Subdivision: Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 01/28/2015 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. 1)Proposed kitchen relocation and converting the existing one into an office and laundry room, also internal renovation. No objection letter was issued by C. Icaza on 02/09/15. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincere) P Carlo Ic Engineer II Department of Health in Dade County Florida Department of Health www.floridahealth.gov in Dade County• -,Florida TWITTER:HealthyFLA PHONE: (305)623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE:fldoh