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EL-17-212 (3)�` 5uoreps `, �LORiDp` Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit No. EL-1-1'7-212 Permit Type: Electrical - Residential erlillWork Classification: Addition/Alteration Permit Status: APPROVED Parcel Number Issue Date: 211012017 1 Expiration: 08/09/2017 Applicant 515 GRAND CONCOURSE 1132060171340 GREGORY PALMER Miami Shores, FL Block: Lot: Owner Information Address Phone Cell GREGORY PALMER 1 GRAND CONCOUSR (305)220-7663 FL Contractor(s) Phone Cell Phone LONGMAN ELECTRIC INC (305)758-1211 of Work: ELECTRICAL AS PER PLANS itional Info: ELECTRICAL AS PER PLANS ;sification: Residential nning: 1 Fees Due Amount CCF $9.00 DBPR Fee $7.88 DCA Fee $7.88 Education Surcharge $3.00 Permit Fee - Additions/Alterations $525.00 Scanning Fee $3.00 Technology Fee $12.00 Total: $567.76 Valuation: $ 15,000.00 Total Sq Feet: 1000 Pav Date Pav Tvoe Amt Paid Amt Due Invoice # EL-1-17-62738 02/10/2017 Check #: 2815 01/26/2017 Credit Card $ 517.76 $ 50.00 $ 50.00 $ 0.00 Avauame l Inspection Type: Final Meter Box Alteration Relocation Fire Alarm Service Change Review Electrical W. W. Underground In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. February 10, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy February 10, 2017 CALCULATIONS �n K7 411 r� Project: Palmer Residence 515 Grand Concourse Miami Shores, Florida •••••• •••• • Architect: Mark A. Campbell •::;;• •;:;:• •••• ;,,, ...... ... . .... Date: 08/25/2016 ,.`� AR ��%, • •�....� • •ter • • SAC i •••• No. 35460 " •. STATE OF - , •• All computations and written materials herein constitute origi�AA Ft ogoe:. of the engineer and may only be duplicated with the written G6a,a. • • • • �C9 ��. ARBAB ENGINEERING, INC. DESIGNED BY: ALI ARBAB CONSULTING ENGINEERS 3363 NE 163 STREET, SUITE 701 FL P.E. NO. 35460 NORTH MIAMI BEACH, FLORIDA 33160 PHONE NO. (305) 940-3OW FAX. NO. (305) 940-3273 EB NUMBER: 0007488 PE NO. 35460 Table of Contents 1) General Information pages (1).1 thru (1).1 • Design Load 2) Wind Loads pages (2).1 thru (2).14 • Wind load for windows and doors 3) Foundation • Spread Footing 4) Wood Trusses • Truss Uplift • Connector Design 5) Beam Design • Roof Beams • Steel Channels 6) Column Design 7) Reinforced Masonry Wall 8) Wood Joists 9) N.O.A's 10) Geotechnical Report pages (3).1 thru (3).8 pages (4).1 thru (4).6 .... (5).1. js ...::. pages Vru P5 ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... pages (4:Thru (61.8 • • • •; • . . . . ...... pages (71. j rthru:(Y.' :....: pages (6).1 thru (8).2 pages 9).1 thru (9).10 See Structural Notes For Soil Statement 1) General Information Design Load .... ...... .... ...... • • Design Loads Roof Load: Roof Trusses ?Sheathing 10 P.S.F. Insulation 6 P.S.F. Roof Tiles 10 P.S.F. Ceiling 6 P.S.F. Mech./ Elect./ Miscl. 3 P.S.F. Total D.L. 35 P.S.F. Total L.L. 30 P.S.F. 8" masonry wall 8° reinforced masonry wall 60 P.S.F. 80 P.S.F. ...... .... ...... ... . 2) Wind Loads Wind load for windows and doors and main frame ,...., . . .... ...... ...... .... ...... .... .... . . .... .... ...... ...... .... ..... .... .. ...... . . . . ...... MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterorises.corr. Date 8/26/2016 Project No. Company Name Arbab Engineering, Inc. Designed By as Address 3363 NE 163rd Street, #701 Description Palmer Residence City North Miami Beach Customer Name Mark Campbell State Florida Proj Location Miami Shores, Florida File Location: Z:\Z DRIVE\2016 PROJECTS\PALMER RES 2016 (CAMPBEL)\CALCULATIONS\MAIN WIND PALMER.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt 1.07 Am = 0.11 BM = 0.80 Cc = 0.15 1 650.00 ft Epsilon 0.13 Zmin = 7.00 ft Pitch of Roof = 3.130435 12 Slope of Roof(Theta) = 14.62 Deg h: Mean Roof Ht = 15.50 ft Type of Roof = HIPPED RHt: Ridge Ht = 17.00 ft Eht: Eave Height = 14.00 ft OH: Roof Overhang at Eave= 3.00 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 66.00 ft Bldg Width Across Ridge= 17.00 ft Length of Hipped Ridge = 33.00 ft Roof Slope on Hip End = 8.75 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 9.30 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon - 554.83 ft • • Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 ' ' ' Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 • Gust Factor Summary " " '• Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 •••• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 ••'•'• Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 •••••• PO J B W. .2. Z o r Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.04 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd - 41.43 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 1792.58 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-wall Pressures for Wind Normal to 66 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Nall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ----------------- ----------- Leeward Wall -0.50 -25.06 -10.15 Side Walls -0.70 -32.11 -17.19 wall Slav Ks Kst Cp qs Press Press Total ft pef +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 14.00 1.03 1.00 0.80 41.19 20.55 35.47 45.62 Windward 4.00 1.03 1.00 0.80 41.19 20.55 35.47 45.62 Roof Location ----------------------------------- Windward - Min Cp Windward - Max Cp Leeward Norm to Ridge Hipped End (.00 to 7.75 ft) Hipped End (7.75 to 15.50 ft) Hipped End (15.50 to 23.00 ft) overhang Bot (Windward only) Normal to Ridge - Base Reactions - Walls+Roo£ +GCpi Description Press pef ------------------------------- Leeward Wall -25.06 Side Wall -32.11 Side Wall -32.11 Windward Wall 20.55 Windward Wall 20.55 Roof Windward -41.61 Roof Leeward -28.23 Roof Windward -41.61 Roof Leeward -28.23 Roof End (0 to h/2) -43.21 Roof End (0 to h/2) -43.21 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h/2 to h) -33.35 Roof End (h to 2h) -30.86 Roof End (h to 2h) -30.86 OH Sot Windward 28.01 Roof End (0 to h/2) -43.21 Roof End (0 to h/2) -43.21 Roof End (h to 2h) -30.86 Roof End (h to 2h) -30.86 Total .00 Area Fz Fy ft^2 Kip Kip 924 238 238 660 264 435 435 214 214 21 21 68 68 11 11 72 72 12 12 20 20 198 22 22 20 20 4314 .00 -7.64 7.64 .00 .00 .00 .00 .00 .00 0.14 -0.14 0.35 -0.35 0.06 -0.06 0.36 -0.36 0.06 -0.06 0.10 -0.10 .00 0.15 -0.15 0.09 -0.09 -0.00 23.16 .00 .00 13.57 5.43 -4.57 3.10 -2.25 1.52 .00 .00 -0.00 .00 .00 .00 0.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 39.96 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press par ----------------------------- Leeward Wall -25.06 Side Wall -32.11 Side Wall -32.11 Cp Pressure Pressure +GCpi(Pef)-GCpi(Psf) --------------------------- -0.97 -41.61 -26.70 -0.18 -13.80 1.12 -0.59 -28.23 -13.32 -1.02 -43.21 -28.30 -0.74 -33.35 -18.44 -0.66 -30.86 -15.95 0.80 28.01 28.01 Fa Nz My • • Nt Kip K-ft K-ft •• K-tt : •••• --------------------aura--- •••• .00 162.1 •09i00 •0 • .00 .0 -53s. 0 .0 •••••• .00 122.1 .En••• .0 •••• .00 10.9 t•'•••• •0 ••• • 17.51 1.8 .00 • .0 • • 11.88 -1.2 4t •• .0 •• 8.61 53.8 •.Q•••• .0 • 5.84 -36.5 r0 ' •0 0.90 6.2 29.2 -1.0 • • •••••• 0.90 6.2 -21.2 ••• 1.0 • 2.25 4.2 54.4b• w-0. 7 **go 2.25 4.2 -54.5 0.7 •••• 0.38 0.7 12.1 -0.1 0.38 0.7 -12.1 0.1 2.36 -4.7 57.4 0.7 2.36 -4.7 -57.4 -0.7 0.40 -0.6 12.9 0.1 0.40 -0.8 -12.9 -0.1 0.62 -4.3 20.0 0.7 0.62 -4.3 -20.0 -0.7 5.55 55.5 .0 .0 0.95 5.0 26.1 -0.8 0.95 5.0 -26.1 0.8 0.61 -3.3 16.9 0.5 0.61 -3.3 -16.9 -0.5 ------------------------------- 66.32 374.4 -0.0 0.0 Area Fz Fy Fa ft^2 Kip Kip Kip •--------------------------- 924 .00 23.16 238 -7.64 .00 238 7.64 .00 Nz My Nz K-ft K-ft K-ft --------------------------- .00 162.1 .0 .0 .00 .0 53.5 .0 .00 .0 -53.5 .0 .?, 3 dr Windward Wall 20.55 660 .00 13.57 .00 122.1 .0 .0 Windward Wall 20.55 264 .00 5.43 .00 10.9 .0 .0 ------------------------------------------------------------------------------------- Total .00 2324 .00 42.15 .00 295.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fz Fy Fa Mt My Ms psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -10.15 924 .00 9.38 .00 65.6 .0 .0 Side Wall -17.19 238 -4.09 .00 .00 .0 28.6 .0 Side Wall -17.19 238 4.09 .00 .00 .0 -28.6 .0 Windward Wall 35.47 660 .00 23.41 .00 210.7 .0 .0 Windward Wall 35.47 264 .00 9.36 .00 18.7 .0 .0 Roof Windward 1.12 435 .00 0.12 -0.47 -0.0 .0 .0 Roof Leeward -13.32 435 .00 1.46 5.60 -0.6 .0 .0 Roof Windward 1.12 214 .00 0.06 -0.23 -1.4 .0 .0 Roof Leeward -13.32 214 .00 0.72 2.76 -17.2 .0 .0 Roof End (0 to h/2) -28.30 21 0.09 .00 0.59 4.1 19.1 -0.6 Roof End (0 to h/2) -28.30 21 -0.09 .00 0.59 4.1 -19.1 0.6 Roof End (h/2 to h) -18.44 68 0.19 -0.00 1.25 2.3 30.1 -0.4 Roof End (h/2 to h) -18.44 68 -0.19 .00 1.25 2.3 -30.1 0.4 Roof End (h/2 to h) -18.44 11 0.03 .00 0.21 0.4 6.7 -0.1 Roof End (h/2 to h) -18.44 11 -0.03 .00 0.21 0.4 -6.7 0.1 Roof End (h/2 to h) -18.44 72 0.20 0.00 1.30 -2.6 31.7 0.4 Roof End (h/2 to h) -18.44 72 -0.20 .00 1.30 -2.6 -31.7 -0.4 Roof End (h/2 to h) -18.44 12 0.03 .00 0.22 -0.4 7.1 0.1 Roof End (h/2 to h) -18.44 12 -0.03 .00 0.22 -0.4 -7.1 -0.1 Roof End (h to 2h) -15.95 20 0.05 .00 0.32 -2.2 10.3 0.3 Roof End (h to 2h) -15.95 20 -0.05 .00 0.32 -2.2 -10.3 -0.3 OH Bot Windward 28.01 198 .00 .00 5.55 55.5 .0 .0 Roof End (0 to h/2) -28.30 22 0.10 .00 0.62 3.3 17.1 -0.5 Roof End (0 to h/2) -28.30 22 -0.10 .00 0.62 3.3 -17.1 0.5 Roof End (h to 2h) -15.95 20 0.05 .00 0.31 -1.7 8.7 0.3 Roof End (h to 2h) -15.95 20 -0.05 .00 0.31 -1.7 -8.7 -0.3 00 00 ------------------------ Total 00 ------------------------------------------------------- 4314 -0.00 44.52 22.85 337.4 -0:0 •*•0.0 • •••• Normal to Ridge - Base Reactions - Walls Only -GCpi •••••• • •••••• Description Prose Area YX Fy Fz M= KY •••ice •••• pef ft^2 Kip Kip Kip K-ft K-ft• K-Ot • • ------------------------ ---------------------- ------------------t:lJ'---- •••• Leeward Wall -10.15 924 .00 9.38 .00 65.6 •O•••• .0 ••• • Side Wall -17.19 238 -4.09 .00 .00 .0 28.• •• • .0 • • •• Side Wall -17.19 238 4.09 .00 .00 .0 -28� .0 Windward Wall 35.47 660 .00 23.41 .00 210.7 •a•••• .0 • • Windward Wall 35.47 264 .00 9.36 .00 18.7 0.0 .0 • • •••••• ------------------------------------------------------------------------------------- Total .00 2324 .00 42.15 .00 295.1 *.0 ••• •0 • •• • •••• Normal to Ridge - Base Reactions - Walla+Roof MIN •• • Description Press area* Fz FY Fm M: My Ms psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 660 .00 6.34 .00 57.0 .0 .0 Windward Wall 9.60 264 .00 2.53 .00 5.1 .0 .0 Roof Windward 4.80 110 .00 0.53 .00 8.4 .0 .0 Roof Leeward 4.80 110 .00 0.53 .00 8.4 .0 .0 Roof Windward 4.80 54 .00 0.26 .00 3.7 .0 .0 Roof Leeward 4.80 54 .00 0.26 .00 3.7 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 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 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 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 .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 e?, � ow Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------- Total .00 1252 .00 10.44 .00 86.3 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall 6 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= 14.6 Deg, h/l= 0.23 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 psf Note (10) Area* - Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 17 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Nall Cp Pressure Pressure +GCpi ----------- (psf) -GCpi (psf) ----------- --------------- Leeward Wall ------ -0.21 -14.71 0.21 Side Walls -0.70 -32.11 -17.19 Nall Elev Xa Kzt Cp qa Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 17.00 1.05 1.00 0.80 42.10 21.17 36.08 35.88 Windward 14.00 1.03 1.00 0.80 41.19 20.55 35.47 35.26 Windward 4.00 1.03 1.00 0.80 41.19 20.55 35.47 35.26 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi (psf) -GCpi (psf) 0000 ---------------------------------------------------------------- Roof: 0.0 ft to 7.8 ft -0.90 -39.15 -24.24 • •••• • • • •••• Roof: 7.8 ft to 15.5 ft -0.90 -39.15 -24.24 i • •• Roof: 15.5 ft to 31.0 ft -0.50 -25.06 -10.15 000 •• • • • •••• Roof: 31.0 ft to 72.0 ft -0.30 -18.02 -3.11 0 Along Ridge - Base Reactions - Walls+Roof +GCpi •••• •••• Description Press Area Fx Fy Fa Nk My • • • • 000 • per ft^2 Kip Kip Kip K-ft X-ft • K-ft • • -------------------------------------------------------------------------- - �Lt -!� ---- •• Leeward Wall -14.71 238 3.50 .00 .00 .0 -24•6•••• .0 • Side Wall -32.11 924 .00 29.67 .00 207.7 ••,0 • .0 • • Side Wall -32.11 924 .00 -29.67 .00 -207.7 .0 .0 •••••• Windward Wall 20.55 170 3.49 .00 .00 .0 -31*.4 •'• .0 • Windward Wall 20.55 68 1.40 .00 .00 .0 -2.40• • .0 •••• Roof (0 to h/2) -39.15 70 -0.42 .00 2.71 .0 -76.7 .0 • go** • Roof (0 to h/2) -39.15 21 .00 -0.13 0.82 6.4 -25.7 -4.0 Roof (0 to h/2) -39.15 21 .00 0.13 0.82 -6.4 -25.7 4.0 Roof (0 to h/2) -39.15 61 -0.36 .00 2.35 .0 -75.9 .0 Roof (h/2 to h) -39.15 64 -0.38 .00 2.46 .0 -54.0 .0 Roof (h/2 to h) -39.15 37 0.00 -0.42 1.40 2.5 -34.0 -10.2 Roof (h/2 to h) -39.15 37 .00 0.42 1.40 -2.5 -34.0 10.2 Roof (h/2 to h) -39.15 24 .00 -0.14 0.91 7.1 -22.2 -3.4 Roof (h/2 to h) -39.15 24 .00 0.14 0.91 -7.1 -22.2 3.4 Roof (h to 2h) -25.06 32 -0.00 -0.23 0.7B 0.1 -14.3 -4.3 Roof (h to 2h) -25.06 32 .00 0.23 0.78 -0.1 -14.3 4.3 Roof (h to 2h) -25.06 12 .00 -0.05 0.30 2.3 -5.6 -0.9 Roof (h to 2h) -25.06 12 .00 0.05 0.30 -2.3 -5.6 0.9 Roof (h to 2h) -25.06 102 .00 -0.73 2.45 -1.1 -26.3 -7.9 Roof (h to 2h) -25.06 102 .00 0.73 2.45 1.1 -26.3 7.9 Roof (h to 2h) -25.06 35 .00 -0.13 0.86 6.8 -9.3 -1.4 Roof (h to 2h) -25.06 35 .00 0.13 0.86 -6.8 -9.3 1.4 Roof (>2h) -18.02 191 .00 -0.98 3.29 -1.5 18.9 5.7 Roof (>2h) -18.02 191 .00 0.98 3.29 1.5 18.9 -5.7 Roof (>2h) -18.02 65 .00 -0.18 1.16 9.1 6.7 1.0 Roof (>2h) -18.02 65 .00 0.18 1.16 -9.1 6.7 -1.0 Roof (>2h) -18.02 76 0.00 -0.39 1.31 2.4 32.4 9.7 Roof (>2h) -18.02 76 .00 0.39 1.31 -2.4 32.4 -9.7 Roof (>2h) -18.02 50 .00 -0.14 0.89 7.0 22.1 3.4 Roof (>2h) -18.02 50 .00 0.14 0.89 -7.0 22.1 -3.4 Roof (>2h) -18.02 61 0.17 .00 1.08 .0 34.9 .0 a•ror- Roo£ (0 to h/2) -39.15 6 .00 -0.07 0.23 0.7 -6.8 -2.0 Roof (0 to h/2) -39.15 6 .00 0.07 0.23 -0.7 -6.8 2.0 Roof (h to 2h) -25.06 8 -0.03 .00 0.21 .0 -3.4 .0 Roof (>2h) -18.02 142 0.39 .00 2.53 .0 63.6 .0 Roof (>2h) -18.02 5 .00 -0.01 0.08 0.7 2.8 0.4 Roof (>2h) -18.02 5 .00 0.01 0.08 -0.7 2.8 -0.4 ------------------------------------------------------------------------------------- Total .00 4041 7.76 0.00 40.29 -0.0 -293.1 0.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy FK MK My MK psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -14.71 238 3.50 .00 .00 .0 -24.5 .0 Side Wall -32.11 924 .00 29.67 .00 207.7 .0 .0 Side Wall -32.11 924 .00 -29.67 .00 -207.7 .0 .0 Windward Wall 20.55 170 3.49 .00 .00 .0 -31.4 .0 Windward Wall 20.55 68 1.40 .00 .00 .0 -2.8 .0 ------------------------------------------------------------------------------------- Total .00 2324 8.39 .00 .00 .0 -58.7 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fz Fy Fa MK My MK psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 0.21 238 -0.05 .00 .00 .0 0.3 .0 Side Wall -17.19 924 .00 15.B9 .00 111.2 .0 .0 Side wall -17.19 924 .00 -15.89 .00 -111.2 .0 .0 Windward Wall 35.47 170 6.03 .00 .00 .0 -54.3 .0 Windward Wall 35.47 68 2.41 .00 .00 .0 -4.8 .0 Roof (0 to h/2) -24.24 70 -0.26 .00 1.68 .0 -47.5 .0 Roof (0 to h/2) -24.24 21 .00 -0.08 0.51 4.0 -15.9 -2.4 Roof (0 to h/2) -24.24 21 .00 0.06 0.51 -4.0 -15.9 2.4 Roof (0 to h/2) -24.24 61 -0.22 .00 1.45 .0 -47.0 .0 ++•• Roof (h/2 to h) -24.24 64 -0.23 .00 1.52 .0 -33104 • .0 • •+• Roof (h/2 to h) -24.24 37 0.00 -0.26 0.86 1.5 -21.i• • • 96.3 • •• Roof (h/2 to h) -24.24 37 .00 0.26 0.86 -1.5 -21.1 6.3 • + • Roof (h/2 to h) -24.24 24 .00 -0.09 0.56 4.4 -13*1'*0't2.1 '• " Roof (h/2 to h) -24.24 24 .00 0.09 0.56 -4.4 -13t49•••2.1 • Roof (h to 2h) -10.15 32 -0.00 -0.09 0.31 0.0 -5.�•++ -1.7 •••• Roof (h to 2h) -10.15 32 .00 0.09 0.31 -0.0 -548 91.7 u • Roof (h to 2h) -10.15 12 .00 -D.02 0.12 1.0 -2.1 " ' -0.3 *fee Roof (h to 2h) -10.15 12 .00 0.02 0.12 -1.0 -2a a• • • • 0.3 • • • • Roof (h to 2h) -10.15 102 .00 -0.30 0.99 -0.4 -10'+9 IF a3.2 •+: Roof (h to 2h) -10.15 102 .00 0.30 0.99 0.4 -10.1 3.2 Roof (h to 2h) -10.15 35 .00 -0.05 0.35 2.7 -3f b•0•� 0.6 • Roof (h to 2h) -10.15 35 .00 0.05 0.35 -2.7 -1 8 •0.6 • • Roof (>2h) -3.11 191 .00 -0.17 0.57 -0.3 3.3 1.0 ••••+• Roof (>2h) -3.11 191 .00 0.17 0.57 0.3 1.3 •• -1.0 ' Roof (>2h) -3.11 65 .00 -0.03 0.20 1.6 1.t• 00.2 •++• Roof (>2h) -3.11 65 .00 0.03 0.20 -1.6 1.2 -0.2 ' • • Roof (>2h) -3.11 76 0.00 -0.07 0.23 0.4 5.6 1.7 Roof (>2h) -3.11 76 .00 0.07 0.23 -0.4 5.6 -1.7 Roof (>2h) -3.11 50 .00 -0.02 0.15 1.2 3.8 0.6 Roof (>2h) -3.11 50 .00 0.02 0.15 -1.2 3.8 -0.6 Roof (>2h) -3.11 61 0.03 .00 0.19 .0 6.0 .0 Roof (0 to h/2) -24.24 6 .00 -0.04 0.14 0.5 -4.2 -1.3 Roof (0 to h/2) -24.24 6 .00 0.04 0.14 -0.5 -4.2 1.3 Roof (h to 2h) -10.15 8 -0.01 .00 0.08 .0 -1.4 .0 Roof (>2h) -3.11 142 0.07 .00 0.44 .0 11.0 .0 Roof (>2h) -3.11 5 .00 -0.00 0.01 0.1 0.5 0.1 Roof (>2h) -3.11 5 .00 0.00 0.01 -0.1 0.5 -0.1 ------------------------------------------------------------------------------------- Total .00 4041 7.76 0.00 15.39 .0 -297.3 0.0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fz Fy FK Mx My Ms psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 0.21 23B -0.05 .00 .00 .0 0.3 .0 Side Wall -17.19 924 .00 15.89 .00 111.2 .0 .0 Side Wall -17.19 924 .00 -15.89 .00 -111.2 .0 .0 Windward Wall 35.47 170 6.03 .00 .00 .0 -54.3 .0 Windward wall 35.47 68 2.41 .00 .00 .0 -4.8 .0 .2.6 0/c ------------------------------------------------------------------------------------- Total .00 2324 8.39 .00 .00 .0 -58.7 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fa MR My Mz paf ft^2 Kip Kip Rip K-ft X-ft X-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 170 1.63 .00 .00 .0 -14.7 .0 Windward Wall 9.60 68 0.65 .00 .00 .0 -1.3 .0 Roof (0 to h/2) 4.80 11 0.05 .00 .00 .0 -0.8 .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 9 0.04 .00 .00 .0 -0.6 .0 Roof (h/2 to h) 4.80 10 0.05 .00 .00 .0 -0.7 .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) 4.80 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 (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) 4.80 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 9 0.04 .00 .00 .0 -0.6 .0 •••• Roof (0 to h/2) 4.80 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••0.0 •••• ••••�• Roof (h to 2h) 4.80 1 0.01 .00 .00 .0 -0.10 • .0 • •• • Roof (>2h) 4.80 22 0.10 .00 .00 .0 -3&koo*• 10 ••i••• ••••i• Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 • -0.0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 - Cp. �••••0.0 • :••••i ---------------------------------------------------------------------------- •••• • • Total .00 300 2.58 .00 .00 .0 -21r.04000• 0 •••••• 00004 •••••• ••• • ••••• Notes - Along Ridge • • • • Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.23 •• •• •• •••••• Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Verti.QA14 *•• • •• Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf • • • • = Area of the surface projected onto a vertical plane normal to And. �•••�• •••••• Note (4) Area* • • • • • Total Base Reaction Summary •• • •••• • • • • • Description Fz FY Fz MY my Ms Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi -0.0 40.0 66.3 374.4 -0.0 0.0 Normal to Ridge Walls Only +GCpi .0 42.2 .0 295.1 .0 .0 Normal to Ridge Walls+Roof -GCpi -0.0 44.5 22.9 337.4 -0.0 0.0 Normal to Ridge Walls Only -GCpi .0 42.2 .0 295.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 10.4 .0 86.3 .0 .0 Along Ridge Walls+Roof +GCpi 7.8 0.0 40.3 -0.0 -293.1 0.0 Along Ridge Walls Only +GCpi 8.4 .0 .0 .0 -58.7 .0 Along Ridge Walls+Roof -GCpi 7.8 0.0 15.4 .0 -297.3 0.0 Along Ridge Walls Only -GCpi 8.4 .0 .0 .0 -58.7 .0 Along Ridge Walls+Roof MIN 2.6 .0 .0 .0 -20.4 .0 Notes Applying to MWFRS 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 = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 1792.58 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) a,,7eF Roof not Shown5� I ,4 =' a 1t'alh rt`y r , r� Hoof -�..,�HipRa All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp pat pef ---------------------------------------------------------- ------------ Roof 1 3.17 3.17 10.0 1 0.50 -0.90 28.15 -44.73 Roof 2 3.17 3.17 10.0 2 0.50 -1.70 28.15 -77.84 Roof 3 3.17 3.17 10.0 3 0.50 -1.70 28.15 -77.84 Wall 4 3.17 3.17 10.0 4 1.00 -1.10 48.87 -53.01 Wall 5 3.17 3.17 10.0 5 1.00 -1.40 48.87 -65.43 Khcc:Comp. 6 Clad. Table 6-3 Case 1 = 1.04 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.43 psf • • •••• •••••• •••••• •••• •••••• • •••• •••• • • •••• •••• ••••• •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• i • • • • 2.1 or MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MEGA Enterprises, Inc. Copyright www.mecaenterprises.com Date 8/26/2016 Project No. Company Name : Arbab Engineering, Inc. Designed By as Address 3363 NE 163rd Street, #701 Description Palmer Residence City North Miami Beach Customer Name Mark Campbell State Florida Proj Location Miami Shores File Location: Z:\Z DRIVE\2016 PROJECTS\PALMER RES 2016 (CAMPBEL)\CALCULATIONS\PALMER WINDOWS & DOORS NEW.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.65 Damping Ratio (beta) 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Pitch of Roof = 3.130435 12 Slope of Roof(Theta) = 14.62 Deg h: Mean Roof Ht = 15.50 ft Type of Roof = HIPPED RHt: Ridge Ht = 17.00 ft Eht: Eave Height = 14.00 ft OH: Roof Overhang at Eave= 3.00 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 66.00 ft Bldg Width Across Ridge= 17.00 ft Length of Hipped Ridge = 33.00 ft Roof Slope on Hip End - 8.75 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 9.30 ft lzm: Cc*(33/Zm)^0.167 = 0.19 I=: 1*(Zm/33)^Epsilon = 554.83 ft Q:(1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 •'••• • Gust2: 0.925*((1+1.7*lzm*3.4*0)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 •'• " • • • • • • ••'• ��•�•� •••�•• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 • • ••••• 000000 •••• Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 •'• " • '�'� ••••� •• •• •• •••••• • • • • • • • • • •••••• • • • • • t. n 2 id Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.04 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*Z*Kh*Kht*Kd = 41.43 psf Cpww: Windward Wall Cp(Ref Fig 6-6) - 0.80 Roof Area = 1792.58 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 66 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 •��• • •••• •••••• Wall Cp Pressure Pressure • .0. • • • • • •' +GCpi (peE) -GCpi (psf) : • • • --------------- ------ ----------- ----------- • • • • • • • • • • • • • • • • Leeward Wall -0.50 -25.06 -10.15 •••i•• • • • " " •• Side Walls -0.70 -32.11 -17.19 •••• •••• • • wall Slev Kz Kzt Cp gz Press Press Total " " " " •.• ft psf +GCpi -GCpi +/-GCpi • • • • • • • • • • • • • • • • • • • Windward 14.00 1.03 1.00 0.80 41.19 20.55 35.47 45.62 • •• Windward 4.00 1.03 1.00 0.80 41.19 20.55 35.47 45.62 ; " �'� • • • • • • • • • • Roof Location Cp Pressure Pre pure• • • • • • • • +GCPi (psf)-GCpi'(Fff) • • • • • • • --------------------------------------------------------------------------- Windward - Min Cp -0.97 -41.61 -26.70 Windward - Max Cp -0.18 -13.80 1.12 Leeward Norm to Ridge -0.59 -28.23 -13.32 Hipped End (.00 to 7.75 ft) -1.02 -43.21 -28.30 Hipped End (7.75 to 15.50 ft) -0.74 -33.35 -18.44 Hipped End (15.50 to 23.00 ft) -0.66 -30.86 -15.95 Overhang Bot (Windward only) 0.80 28.01 28.01 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press area Fz Fy Fs Mz My Ma pef ft" 2 Kip Kip Kip K-ft A-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -25.06 924 .00 23.16 .00 162.1 .0 .0 Side Wall -32.11 238 -7.64 .00 .00 .0 53.5 .0 Side wall -32.11 238 7.64 .00 .00 .0 -53.5 .0 Windward wall 20.55 660 .00 13.57 .00 122.1 .0 .0 Windward Wall 20.55 264 .00 5.43 .00 10.9 .0 .0 Roof Windward -41.61 435 .00 -4.57 17.51 1.8 .0 .0 Roof Leeward -28.23 435 .00 3.10 11.88 -1.2 .0 .0 Roof Windward -41.61 214 .00 -2.25 8.61 53.8 .0 .0 2, to oN Roof Leeward -28.23 214 .00 1.52 5.84 -36.5 .0 .0 Roof End (0 to h/2) -43.21 21 0.14 .00 0.90 6.2 29.2 -1.0 Roof End (0 to h/2) -43.21 21 -0.14 .00 0.90 6.2 -29.2 1.0 Roof End (h/2 to h) -33.35 68 0.35 -0.00 2.25 4.2 54.5 -0.7 Roof End (h/2 to h) -33.35 68 -0.35 .00 2.25 4.2 -54.5 0.7 Roof End (h/2 to h) -33.35 11 0.06 .00 0.38 0.7 12.1 -0.1 Roof End (h/2 to h) -33.35 11 -0.06 .00 0.38 0.7 -12.1 0.1 Roof End (h/2 to h) -33.35 72 0.36 0.00 2.36 -4.7 57.4 0.7 Roof End (h/2 to h) -33.35 72 -0.36 .00 2.36 -4.7 -57.4 -0.7 Roof End (h/2 to h) -33.35 12 0.06 .00 0.40 -0.8 12.9 0.1 Roof End (h/2 to h) -33.35 12 -0.06 .00 0.40 -0.8 -12.9 -0.1 Roof End (h to 2h) -30.86 20 0.10 .00 0.62 -4.3 20.0 0.7 Roof End (h to 2h) -30.86 20 -0.10 .00 0.62 -4.3 -20.0 -0.7 OH Bot Windward 28.01 198 .00 .00 5.55 55.5 .0 .0 Roof End (0 to h/2) -43.21 22 0.15 .00 0.95 5.0 26.1 -0.8 Roof End (0 to h/2) -43.21 22 -0.15 .00 0.95 5.0 -26.1 0.8 Roof End (h to 2h) -30.86 20 0.09 .00 0.61 -3.3 16.9 0.5 Roof End (h to 2h) -30.86 20 -0.09 .00 0.61 -3.3 -16.9 -0.5 ------------------------------------------------------------------------------------- Total .00 4314 -0.00 39.96 66.32 374.4 -0.0 0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area FX Fy Fa MX my Ift psf ft^2 Kip Kip Kip X-ft X-ft X-ft ------------------------------------------------------------------------------------- Leeward Wall -25.06 924 .00 23.16 .00 162.1 .0 .0 Side Wall -32.11 238 -7.64 .00 .00 .0 53.5 .0 Side Wall -32.11 238 7.64 .00 .00 .0 -53.5 .0 Windward Wall 20.55 660 .00 13.57 .00 122.1 .0 .0 Windward Wall 20.55 264 .00 5.43 .00 10.9 .0 .0 ------------------------------------------------------------------------------------- Total .00 2324 .00 42.15 .00 295.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area FX Fy Fz me my Nz pef ft^2 Kip Kip Kip X-ft X-ft K-ft ----------------------- •••• Leeward wall -10.15 924 .00 9.38 .00 65.6 .9 • .0 •••• • " '�• Side Wall -17.19 238 -4.09 .00 .00 .0 28.6 • '.0 *.0 • Side Wall -17.19 238 4.09 .00 .00 .0 -28.6** gee •.0 i ••�• • " •• " '��• Windward Wall 35.47 660 .00 23.41 .00 210.7 .t• Windward Wall 35.47 264 .00 9.36 .00 18.7 400:06.0 • • • • " " ' Roof Windward 1.12 435 .00 0.12 -0.47 -0.0 -0.6 .0 .0 • Roof Leeward -13.32 435 .00 1.46 5.60 .9•000..0 •••••• Roof Windward 1.12 214 .00 0.06 -0.23 -1.4 .000•9 .0 •••' '•� " Roof Leeward -13.32 214 .00 0.72 2.76 -17.2 Q••••• 0 ••• • ••••• Roof End (0 to h/2) -28.30 21 0.09 .00 0.59 4.1 19.1 • -6.6 ••� •••••• Roof End (0 to h/2) -28.30 21 -0.09 .00 0.59 4.1 -19.10 000.6 • Roof End (h/2 to h) -18.44 68 0.19 -0.00 1.25 2.3 30.1•9•.0.4 • • Roof End (h/2 to h) -18.44 68 -0.19 .00 1.25 2.3 -30.5 • 4 Roof End (h/2 to h) -18.44 11 0.03 .00 0.21 0.9 6.� - .1 •••••• • Roof End (h/2 to h) -18.44 11 -0.03 .00 0.21 0.4 -6.7 • 1 �.4 • •••••• Roof End (h/2 to h) -18.44 72 0.20 0.00 1.30 -2.6 31.10 00 •••• • • • Roof End (h/2 to h) -18.44 72 -0.20 .00 1.30 -2.6 -31.7 -0.4 • ' Roof End (h/2 to h) -18.44 12 0.03 .00 0.22 -0.4 7.1 0.1 Roof End (h/2 to h) -18.44 12 -0.03 .00 0.22 -0.4 -7.1 -0.1 Roof End (h to 2h) -15.95 20 0.05 .00 0.32 -2.2 10.3 0.3 Roof End (h to 2h) -15.95 20 -0.05 .00 0.32 -2.2 -10.3 -0.3 OH Bot Windward 28.01 198 .00 .00 5.55 55.5 .0 .0 Roof End (0 to h/2) -28.30 22 0.10 .00 0.62 3.3 17.1 -0.5 Roof End (0 to h/2) -28.30 22 -0.10 .00 0.62 3.3 -17.1 0.5 Roof End (h to 2h) -15.95 20 0.05 .00 0.31 -1.7 8.7 0.3 Roof End (h to 2h) -15.95 20 -0.05 .00 0.31 -1.7 -8.7 -0.3 ------------------------------------------------------------------------------------- Total .00 4314 -0.00 44.52 22.85 337.4 -0.0 0.0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press Area FX FY Fz He MY Nz pof ft^2 Kip Kip Kip X-ft K-ft X-ft ------------------------------------------------------------------------------------- Leeward Wall -10.15 924 .00 9.38 .00 65.6 .0 .0 Side Wall -17.19 238 -4.09 .00 .00 .0 28.6 .0 Side Wall -17.19 238 4.09 .00 .00 .0 -28.6 .0 Windward Wall 35.47 660 .00 23.41 .00 210.7 .0 .0 '9, // or - Windward Wall ------------------------------------------------------------------------------------- 35.47 264 .00 9.36 .00 18.7 .0 .0 Total .00 2324 .00 42.15 .00 295.1 .0 .0 Normal to Ridge - Base Reactions - Wa11s+Roof MIN Description Press Area* Fz FY Fa NX My NZ ------------------------------------------------------------------------------------- pef ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 660 .00 6.34 .00 57.0 .0 .0 Windward Wall 9.60 264 .00 2.53 .00 5.1 .0 .0 Roof Windward 4.80 110 .00 0.53 .00 8.4 .0 .0 Roof Leeward 4.80 110 .00 0.53 .00 8.4 .0 .0 Roof Windward 4.80 54 .00 0.26 .00 3.7 .0 .0 Roof Leeward 4.80 54 .00 0.26 .00 3.7 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 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 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.90 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 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 .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 (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof ------------------------------------------------------------------------------------- End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Total .00 1252 .00 10.44 .00 86.3 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall s 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) •ww• 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= 14.6 Deg, h/l-••0.Z� • •••• •••••• • Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. •• • • •• • • Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertices) •wwww • • w wwww wwwww• Note (9) MIN - Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf • Note (10) Area* - Area of the surface projected onto a vertical plane norma•1018 mind. • :w•ww: wwww wwww • • MWFRS-Wall Pressures for Wind Normal to 17 ft wall (Along Ridge) • •www • • • wwww wwwww All pressures shown are based upon ASU Design, with a Load Factor of .6 • • wwwwww •w• • wwwww Wall Cp Pressure Pressure • • • • • • • • • • • • • +GCpi (pef) -GCpi (pef) • wwww w • • • --------------- ------ ----------- ----------- • • • • w wwww•• Leeward Wall -0.21 -14.71 0.21 :ww•.w Side Walls -0.70 -32.11 -17.19 • • • • • • • • wwwwww ww • www• • • wall Elev KE Kzt Cp qz Press Press Total •••• ------------------------------------------------------------------- ft psf +GCpi -GCpi +/-GCpi Windward 17.00 1.05 1.00 0.60 42.10 21.17 36.08 35.88 Windward 14.00 1.03 1.00 0.80 41.19 20.55 35.47 35.26 Windward 4.00 1.03 1.00 0.80 41.19 20.55 35.47 35.26 Roof - Dist from Windward Edge Cp Pressure Pressure ---------------------------------------------------------------- +GCpi (psf) -GCpi (psf) Roof: 0.0 ft to 7.8 ft -0.90 -39.15 -24.24 Roof: 7.8 ft to 15.5 ft -0.90 -39.15 -24.24 Roof: 15.5 ft to 31.0 ft -0.50 -25.06 -10.15 Roof: 31.0 ft to 72.0 ft -0.30 -18.02 -3.11 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press area PY Fy Fa ls< My Ms paf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -14.71 238 3.50 .00 .00 .0 -24.5 .0 Z/2 or-' Side Wall -32.11 924 .00 29.67 .00 207.7 .0 .0 Side Wall -32.11 924 .00 -29.67 .00 -207.7 .0 .0 Windward wall 20.55 170 3.49 .00 .00 .0 -31.4 .0 Windward Wall 20.55 68 1.40 .00 .00 .0 -2.8 .0 Roof (0 to h/2) -39.15 70 -0.42 .00 2.71 .0 -76.7 .0 Roof (0 to h/2) -39.15 21 .00 -0.13 0.82 6.4 -25.7 -4.0 Roof (0 to h/2) -39.15 21 .00 0.13 0.82 -6.4 -25.7 4.0 Roof (0 to h/2) -39.15 61 -0.36 .00 2.35 .0 -75.9 .0 Roof (h/2 to h) -39.15 64 -0.38 .00 2.46 .0 -54.0 .0 Roof (h/2 to h) -39.15 37 0.00 -0.42 1.40 2.5 -34.0 -10.2 Roof (h/2 to h) -39.15 37 .00 0.42 1.40 -2.5 -34.0 10.2 Roof (h/2 to h) -39.15 24 .00 -0.14 0.91 7.1 -22.2 -3.4 Roof (h/2 to h) -39.15 24 .00 0.14 0.91 -7.1 -22.2 3.4 Roof (h to 2h) -25.06 32 -0.00 -0.23 0.78 0.1 -14.3 -4.3 Roof (h to 2h) -25.06 32 .00 0.23 0.78 -0.1 -14.3 4.3 Roof (h to 2h) -25.06 12 .00 -0.05 0.30 2.3 -5.6 -0.9 Roof (h to 2h) -25.06 12 .00 0.05 0.30 -2.3 -5.6 0.9 Roof (h to 2h) -25.06 102 .00 -0.73 2.45 -1.1 -26.3 -7.9 Roof (h to 2h) -25.06 102 .00 0.73 2.45 1.1 -26.3 7.9 Roof (h to 2h) -25.06 35 .00 -0.13 0.86 6.8 -9.3 -1.4 Roof (h to 2h) -25.06 35 .00 0.13 0.86 -6.8 -9.3 1.4 Roof (>2h) -18.02 191 .00 -0.98 3.29 -1.5 18.9 5.7 Roof (>2h) -18.02 191 .00 0.98 3.29 1.5 18.9 -5.7 Roof (>2h) -18.02 65 .00 -0.18 1.16 9.1 6.7 1.0 Roof (>2h) -18.02 65 .00 0.18 1.16 -9.1 6.7 -1.0 Roof (>2h) -18.02 76 0.00 -0.39 1.31 2.4 32.4 9.7 Roof (>2h) -18.02 76 .00 0.39 1.31 -2.4 32.4 -9.7 Roof (>2h) -18.02 50 .00 -0.14 0.89 7.0 22.1 3.4 Roof (>2h) -18.02 50 .00 0.14 0.89 -7.0 22.1 -3.4 Roof (>2h) -18.02 61 0.17 .00 1.08 .0 34.9 .0 Roof (0 to h/2) -39.15 6 .00 -0.07 0.23 0.7 -6.8 -2.0 Roof (0 to h/2) -39.15 6 .00 0.07 0.23 -0.7 -6.8 2.0 Roof (h to 2h) -25.06 8 -0.03 .00 0.21 .0 -3.4 .0 Roof (>2h) -18.02 142 0.39 .00 2.53 .0 63.6 .0 Roof (>2h) -18.02 5 .00 -0.01 0.08 0.7 2.8 0.4 Roof (>2h) -18.02 5 .00 0.01 0.08 -0.7 2.8 -0.4 ------------------------------------------------------------------------------------- Total .00 4041 7.76 0.00 40.29 -0.0 -293.1 0.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fz Fy Fz Hk My •..•M. psf ft^2 Rip Rip Kip K-ft K-ft FAt ... -------------------------------------------------------------------------------•----- Leeward Wall -14.71 238 3.50 .00 .00 .0 -290900000 .0 Side Wall -32.11 924 .00 29.67 .00 207.7 .06006 .0 Side Wall -32.11 924 .00 -29.67 .00 -207.7 !0 • .0 Windward wall 20.55 170 3.49 .00 .00 .0 -31.4•••• .0 Windward Wall 20.55 68 1.40 .00 .00 .0 -2." :.0 ---------------------------------------------------------------------------i-l-iY--- Total .00 2324 8.39 .00 .00 .0 -58.7 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi • Description Press Area Fx Fy Fz Inc my •• Moo psf ft^2 Kip Kip Kip -- K-ft K-ft K-ft -------------------------------------------------------- Leeward Wall 0.21 238 -0.05 .00 .00 .0 0.3 .0 Side Wall -17.19 924 00 15.89 00 111.2 .0 .0 Side Wall -17.19 924 .00 -15.89 .00 -111.2 .0 .0 Windward Wall 35.47 170 6.03 .00 .00 .0 -54.3 .0 Windward Wall 35.47 68 2.41 .00 .00 .0 -4.8 .0 Roof (0 to h/2) -24.24 70 -0.26 .00 1.68 .0 -47.5 .0 Roof (0 to h/2) -24.24 21 .00 -0.08 0.51 4.0 -15.9 -2.4 Roof (0 to h/2) -24.24 21 .00 0.08 0.51 -4.0 -15.9 2.4 Roof (0 to h/2) -24.24 61 -0.22 .00 1.45 .0 -47.0 .0 Roof (h/2 to h) -24.24 64 -0.23 .00 1.52 .0 -33.4 .0 Roof (h/2 to h) -24.24 37 0.00 -0.26 0.86 1.5 -21.1 -6.3 Roof (h/2 to h) -24.24 37 .00 0.26 0.86 -1.5 -21.1 6.3 Roof (h/2 to h) -24.24 24 .00 -0.09 0.56 4.4 -13.7 -2.1 Roof (h/2 to h) -24.24 24 .00 0.09 0.56 -4.4 -13.7 2.1 Roof (h to 2h) -10.15 32 -0.00 -0.09 0.31 0.0 -5.8 -1.7 Roof (h to 2h) -10.15 32 .00 0.09 0.31 -0.0 -5.8 1.7 Roof (h to 2h) -10.15 12 .00 -0.02 0.12 1.0 -2.3 -0.3 Roof (h to 2h) -10.15 12 .00 0.02 0.12 -1.0 -2.3 0.3 Roof (h to 2h) -10.15 102 .00 -0.30 0.99 -0.4 -10.7 -3.2 Roof (h to 2h) -10.15 102 .00 0.30 0.99 0.4 -10.7 3.2 •••• •••••• • •••• •••••• • • .2. /3 Vic Roof (h to 2h) -10.15 35 .00 -0.05 0.35 2.7 -3.8 -0.6 Roof (h to 2h) -10.15 35 .00 0.05 0.35 -2.7 -3.8 0.6 Roof (>2h) -3.11 191 .00 -0.17 0.57 -0.3 3.3 1.0 Roof (>2h) -3.11 191 .00 0.17 0.57 0.3 3.3 -1.0 Roof (>2h) -3.11 65 .00 -0.03 0.20 1.6 1.2 0.2 Roof (>2h) -3.11 65 .00 0.03 0.20 -1.6 1.2 -0.2 Roof (>2h) -3.11 76 0.00 -0.07 0.23 0.4 5.6 1.7 Roof (>2h) -3.11 76 .00 0.07 0.23 -0.4 5.6 -1.7 Roof (>2h) -3.11 50 .00 -0.02 0.15 1.2 3.8 0.6 Roof (>2h) -3.11 50 .00 0.02 0.15 -1.2 3.8 -0.6 Roof (>2h) -3.11 61 0.03 .00 0.19 .0 6.0 .0 Roof (0 to h/2) -24.24 6 .00 -0.04 0.14 0.5 -4.2 -1.3 Roof (0 to h/2) -24.24 6 .00 0.04 0.14 -0.5 -4.2 1.3 Roof (h to 2h) -10.15 8 -0.01 .00 0.08 .0 -1.4 .0 Roof (>2h) -3.11 142 0.07 .00 0.44 .0 11.0 .0 Roof (>2h) -3.11 5 .00 -0.00 0.01 0.1 0.5 0.1 Roof (>2h) -3.11 5 .00 0.00 0.01 -0.1 0.5 -0.1 ------------------------------------------------------------------------------------- Total .00 4041 7.76 0.00 15.39 .0 -297.3 0.0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fn Py Fs Mhc my uz psf ft^2 Kip Rip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 0.21 238 -0.05 .00 .00 .0 0.3 .0 Side Wall -17.19 924 .00 15.89 .00 111.2 .0 .0 Side Wall -17.19 924 .00 -15.89 .00 -111.2 .0 .0 Windward Wall 35.47 170 6.03 .00 .00 .0 -54.3 .0 Windward Wall 35.47 68 2.41 .00 .00 .0 -4.8 .0 ------------------------------------------------------------------------------------- Total .00 2324 8.39 .00 .00 .0 -58.7 .0 Along Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fs Fy F: 1k My MZ psf ft^2 Rip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 170 1.63 .00 .00 .0 -14.7 .0 Windward Wall 9.60 68 0.65 .00 .00 .0 -1.8 • .0 Roof (0 to h/2) 4.80 11 0.05 .00 .00 .0 -0.8110 :.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 .too •:••.0 Roof (0 to h/2) 4.80 9 0.04 .00 .00 .0 -0406600.0 Roof (h/2 to h) 4.80 10 0.05 .00 .00 .0 -0,70000 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -G.0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.00•00 0.0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 G•••••.0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 • 6.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -O.b• •� 0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.e0000e.0 Roof (h to 2h) 4.80 0 .00 .00 .00 .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 4 0•0.0 Roof (h to 2h) 4.80 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) 4.80 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) 4.80 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 9 0.04 .00 .00 .0 -0.6 .0 Roof (0 to h/2) 4.80 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) 4.80 1 0.01 .00 .00 .0 -0.1 .0 Roof (>2h) 4.80 22 0.10 .00 .00 .0 -1.6 .0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (>2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 ------------------------------------------------------------------------------------- Total .00 300 2.58 .00 .00 .0 -20.4 .0 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.23 •••• •••••• • •••• •••••• • Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description -------------------------------- Normal to Ridge Walls+Roof +GCpi Normal to Ridge Walls Only +GCpi Normal to Ridge walls+Roof -GCpi Normal to Ridge Walls Only -GCpi Normal to Ridge Walls+Roof MIN Along Ridge Walls+Roof +GCpi Along Ridge Walls Only +GCpi Along Ridge Walls+Roof -GCpi Along Ridge Walls Only -GCpi Along Ridge Walls+Roof MIN Fx Fy Bs Kip Kip Kip ---------------------- -0.0 40.0 66.3 .0 42.2 .0 -0.0 44.5 22.9 .0 42.2 .0 .0 10.4 .0 7.8 0.0 40.3 8.4 .0 .0 7.8 0.0 15.4 8.4 .0 .0 2.6 .0 .0 Mt My MZ K-ft K-ft K-ft --------------------------- 374.4 -0.0 0.0 295.1 .0 .0 337.4 -0.0 0.0 295.1 .0 .0 86.3 .0 .0 -0.0 -293.1 0.0 .0 -58.7 .0 .0 -297.3 0.0 .0 -58.7 .0 .0 -20.4 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-11 Note 91 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 = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 1792.58 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 1) a 1 7 1 1 Roof llol ,. 1 ;� I a n'a[ls Hip Roof - 8 - 2- 3 All pressures shown are based upon ASD Design, with a Load Factor of E Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span JLrea Zone Max Min Max P Min P ft ft ft^2 GCp aP psf psf ----------------------------------------------------------------------- Door C 3.00 8.00 24.0 4 0.93 -1.03 46.10 -50.25 Window 2 3.00 5.25 15.8 4 0.97 -1.07 47.44 -51.58 Window 3 2.17 6.33 13.7 4 0.98 -1.08 47.88 -52.02 Window 4 2.25 6.33 14.2 4 0.97 -1.07 47.76 -51.90 Window 5 2.25 6.33 14.2 4 0.97 -1.07 47.76 -51.90 Window 6 2.25 6.33 14.2 4 0.97 -1.07 47.76 -51.90 15 SKYLIGHTS 3.17 3.17 10.0 1 0.50 -1..10 48.8.89 -53.03 window 8 1.67 4.25 7.1 4 1.00 -0 -.3 Door F 3.00 6.67 20.0 4 0.95 -1.05 46.68 -50.82 Khcc:Comp. 6 Clad. Table 6-3 Case 1 =1.04 Qhcc:.00256*V^2*Khcc*Kht*Kd 41.43 psf • • • 3) Foundation Spread Footing ...... .... :. JOe ARBAB ENGINEERING, INC. SHEET NO. :1 OF CONSULTING ENGINEERS CALCULATED BY DATE"L�. 3363 NE 163m STF�T: SUITE 701 N. MIAMI BEACH, FLOROA 33160 CHECKED BY DATE (305) 9403088 • FAX (305) 9403273 SCALE a,tg : eA 1 �I � 1 • f t r _ - - _1-4. x-- �� = Z�-7Xf�tl�es • 3 klG� t . : 1 F 1 , ••• fT- 1 j /� 600000 •is•• ••.•••• .. � .�« �.. _ .«.ate a'• - , , 1 • t • ..A } PROJECT: PALMER RESIDENCE PAG $) t. Op CLIENT: Sm101& Snft DESIGN BY: AA JOB NO.: FOOTING2 DATE: 11;2&W12 REVIEW BY: IT DATA ANN WIDTH C, _ JM DEPTH oz = PLATE WIDTH b, PLATE DEPTH bz = nNG CONCRETE STRENGTH ft = kR YIELD STRESS fy = . DEAD LOAD PDT s . LIVE LOAD PLL = RAL LOAD (0=WIND, 1=SEISWC) ) AXIAL LOAD Pwr = :FIARGE qs = WEIGHT Ws = TING EMEDNIENT DEPTH Df = TING THKANESS T - WV SOIL PRESSURE Qs = nNG WIDTH B = TANG LENGTH L = rOM REINFORCING THE PAD DESIGN IS ADEQUATE. .YSIS IN LOADS (IBC SEC.1606.3.2 & ACI 3' 319M 1: DL+LL P = 2: DL+LL+1.3W P a 3: DL+LL+0.65W P C SOIL BEARING CAPACITY (ACI 31846) 4nux = p +9.r+(0.15- ws)TBL = ON FOR FLEXURE (AACI 318435 0.85f. I- 1- �yi j ll 0.383bd fc JJJ Y DESIGN SUMMARY inIn in .. -. ksi - ksi �P k k WindASD /77777 777%7 k, ASD d kd 5 - --� kd ft QJ in C ' ksf It It m u L , 1 < 13 kips 12 DL + 1.6 LL Pu • *7 kips • • 13 tips 12 DL + LL + 1.6 W Pu we • • • 65 kips • : • • * • • 13 kips OA DL+ 1.6 W Pu •,% • • • B kips • • • 0000 0000 • • • • CASE1 CASE CASE3 •••••• ••• • • i • • • • 1.48 kd, 1.48 ksf, 1.48 ksf • • • • • • • � q MAK < k Q • , I8s11sfact"A • • • wiwro k = 1 for grovity Joe". 413 for lateral kwdc. • • ...... • 0.85 (( 11 P1ux� f ,fc�u, p►mvsMIN10.0018� 3pI y l )))/ LONGITUDINAL TRANSVERSE d 8.69 8.38 b 36 36 q up= 1 A 1.87 mu 3.81 0.16 0.000 0.000 Pmn 0.000 0.000 As 0.13 0.01 ReqD 1 8 5 1 i 5 MoL Specing 18 in o.c. 18 in o.c. USE 3 8 5 0 15 in o.c. 3 * 5 0 15 in o.c. phm 0.024 0.024 Check Ppmd ` Pma IBa dadOM I >aom FLEXURE SHEAR jACI 31845) OV n = 20bd re C3) . OF 0 (id) LONGITUDINAL TRANSVERSE VU 2.48 -2.61 0,75 0.75 On 33.2 32.0 Check Vu < 0 n I Blom puffisfactolyl PUNCHING SHEAR (ACI E184S) OV„=(2+y)OfcAp . 162.80 tripe where 0.76 00 318.02, Section 9.3.2.3 ) ratio of long side to shod side of wnm* W load 3.75 bo cl+c2+bn+b2+4d 110.1 in by d ■ 939.5 iW y . Ma, 4/0c, 40d/ba 1.1 Yu = Pu t 1 rl_ I {b,2c,+d lrb:2c:+di]= 8.50 R-Wps < OV„ fSauslact"A • • • •••••• • • PROJECT: PALMER RESIDENCE PA 3 !; i*F CLIENT: Smith & Smith DESIGN BY: AA JOB NO.: FOOTING3 DATE: 11125M2 REVIEW BY: SPREAD FOOTING BASED ON AC1318-05 INPUT DATA DESIGN SUMMARY COLUMN WIDTH Cl _ _ in _ COLUMN DEPTH ce = in BASE PLATE WIDTH b, = in BASE PLATE DEPTH bz = in _ FOOTING CONCRETE STRENGTH f� = _ ksi - .:.'sE C; = '•<- _ REBAR YIELD STRESS fy = ksi �P AXIAL DEAD LOAD Pa = k AXIAL LIVE LOAD PLL = k LATERAL LOAD (0=WIND, 1-SEISMIC) a Wlnd ASD /77/7 WIND AXIAL LOAD Puy = _ k, ASD d SURCHARGE qs s ksf 5 4�1<> EI i N I SOIL WEIGHT ws = kcf v FOOTING EMBEDMENT DEPTH Dt = 2 ft FOOTING THICKNESS T - ' in ' ALLOW SOIL PRESSURE Q• _ ksf FOOTING WIDTH B = ft m � v FOOTING LENGTH L - fl BOTTOM REINFORCING S - b , THE PAD DESIGN IS ADEQUATE. L LYSIS �•�� 3N LOADS (IBC SEC. ISM3.2 & ACI 3- 318-0 • • • • • • • :1: OL + LL P = 18 kips 1.2 DL + 1.8 LL Pu 24 kips • • • . :P.. :2: DL+LL+1.3W P = 18 kips 1.2 DL + LL + 1.6 W Pu•20 - kips •• 3: DL + LL + 0.85 W P = 18 kips 09 DL+ 1.6 W Pu • • e • • • 10 • ;K SOIL BEARING CAPACITY (AC131945) • • • • • • • • • • • CASE CASE CASE •••••• ••• • •• • Q=BL+9s+(0.15-ws)T= 1.17kef, 1.17k8f, 1.17 last •••••� �•i •• • •••••• • Q MAX < k Q , . [Satisfactoy[ • • where k = 1 for gravity km&, 413 for k+terol loads. • • • • • • ON FOR FLEXURE (A0 31" • • F-0.3-193E0.85fl6Jc Zfc suWNr0.00I8� ` P�c+.r` fy 3P IP= s�+sf Farr` ll 111 fy LONGITUDINAL TRANSVERSE d 8.69 $ 38 b 46 48 q u max 1.53 1.53 Mu 8.47 6.42 p pmIn 0.001 0.001 0.000 0.000 As 029 0.18 ReqD 1 f 5 1 • 5 Msx 18 in o.c. 18 in o.c. USE 4 S 5 14 in o.c. 4 tf 5 14 in o.c. pma 0 024 0.024 Check pOmd s pyrex [Satld FLEXURE SMEAR (ACI 318-06) OV» = 20bd .fC 3) G CA $ ``mod, LONGITUDINAL TRANSVERSE VU 5.75 3.38 0 0.75 0.76 OVn 442 42A Check u 4 4 n (Sdwactoryj (-mud+tor91 PUNCHING SHEAR (ACA $18-06) OVn=(2+y)Oj,Ap = 148.63 kips VAIGM = 0.75 (ACI 31&M. Section 9.323) ratio of bng skis to short side of concentrated bad bo a ci+c2+b,+b2+4d = 82.1 in Ap _ bo d ■ 700.6 bz y = MIN(2.X 4 / Pc . 40 d Ilbjj 2.0 Vu Pu•maxI—BL("2�+db=2c +d ]= 20.09 rt-kips < m V n (SatisiactoM . . .... ...... ...... .... ...... .... ...... .... .... ..... .. .. .. ...... PROJECT: PALMER RESIDENCE PAGE: CLIENT: Smith & Smi1h DESIGN BY: AA JOB NO.: FOOTING4 DATE: 11125P1t)12 REVIEW BY: IT DATA MAN WIDTH C, = IN 4 DEPTH c2 • PLATE WIDTH b, _ PLATE DEPTH b2 = nNG CONCRETE STRENGTH f� _ R YIELD STRESS fy = . DEAD LOAD Pt, = . LIVE LOAD PLC _ RAL LOAD (0=WIND, 1-SEISMIC) : ) AXIAL LOAD PL T = :HARGE qs " WEIGHT w. = TING EMBEDMENT DEPTH Dt - TING THMNESS T = IW SOIL PRESSURE 06 = TING WIDTH B = nNG LENGTH L = TOM REINFORCING 0 THE PAD DESIGN 18 ADEQUATE. .YSIS u LOADS (IBC 3EC. IM 32 A ACI T 318-05 1: DL+LL P a 2: DL+LL+1.3W P = 3: DL+LL+0.65W P = C SOIL BEARING CAPACITY (ACI 316416) 4A"K -f +4s+(0.15-ws)T BL GN FOR FLEXURE (MCI 318-06 rr My 0.85fc11——0.383bd=fc P= `` f v DESIGN SUMMARY In in _ in in ksi ksi �p k k WIndASD 777777 I(, ASD d ksf kcf ft in C ' ksf ft m � V ft 1 b^t L 000 ...• 001, 18 12DL+1.6LL Pu =• 024 koa•••• 4 18 kips 1.2 DL+LL+1.6W Pu •%•:••20 kipA••• .. 4 18 kips 0.9 DL+ 1.6 W Pu • " • • • 10 kips • • CASE1 CASE CASE •••••• ••• • •• • 1.54 ksf, 1.54 ksf. 1.54 ksf • • . • • • . • . • ..•.•. • • Q MAX < k Q s , i0M i • • • • • • whero k = t for grovily ks, 4J3 for lad.ral kinds. • •....• • • • 0.85 PJux�s!c By p+m,�=MIN(0.0p18T 4pl f y sa+st l d 3 J LONGITUDWAL TRANSVERSE d 8.69 8.38 b 35 48 q up= 2.03 2.03 8A7 2.82 0.001 0.000 p� 0.001 0.000 As 0.20 0.10 R D 1 9 5 1 i 5 Max. Spacing 18 in o c. 18 in oz. USE 3 i 5 15 in oc. 4 i 5 14 in o c. pmex 0.024 0.024 Ppld c Pm•x 18mda"myj FLEXURE SHEAR (ACI 318.06) *V n = 2obd c a of A (co"' LONGMUDINAL TRANSVERSE u 5.75 1.10 p 0.75 0.75 n 33.2 42.6 Chea u -c 4-Vn pausnKlom FMWWWM PUNCHING SHEAR (ACI 316-06) OVn=(2+y)O,f,Ap = 148.63 kips where # 0.75 WA 318-02. Section 9.3.2.3) Yt = ratio of"We t0 almd side Of omwentnoted load s 2.00 by = ct+c2+bi+b2+4d = 82.1 in Ap ■ be d 700.6 in2 y r( = LMN(2, 4/(io, 40d/to = 2.0 Vu=1'u,msxll`BL(b'2c4dXb:+c,+dll= 18.86 R-kIM Vn matimactor j • • • • • • • • • • • • • • • • •••••• 4) Wood Trusses Truss Uplift Connector design . . .... ...... ...... .... ...... .... ...... .... .... ..... ...... . . *009 . . .. .. .. ...... ...... • 00 . . . . ...... ...... . . ....►. .. . .... . . Jp6 V. 1 y r 1t I- Cdl�kJ.TINi(c1RB a C�ILCULATED-BIf . DA .� C�iECk�D BY r' N(v�11FAEhI ;3"Is0 DATE '13MC13273' SALE Y =3 l { E i r fi f f f , _ t f _ _ kr logo wait 0900 ! • .; v Gl f _• •: s— t— , i i � � ' � F ! � f 1 i i � f t ••i i' � � F 71 . t ttt ' J ^ t { -____I— 1. < i l _Li f ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163m STFIEET, SUITE 701 N. MI WI BEACH, FLORIDA 33160 (3051940{1088 0FAX: (305i 94t}.427.q JOB SHEET NO. r At owl, OF_ /A% r CALCULATED BY i J- DATE-ML" I CHECKED BY DATE M JOB ARBAB ENGINEERING, INC. SHEET NO, CONSULTING ENGINEERS OF 3363 NE 163'° STRUT SURE 701 CALCULATED BY DATE N. MIAMI BEACH, FLORIDA 33160 CHECKED BY pq (3051 94O"(3 • FAX (305) 940,3273 SCALE T. , 7 1 t ' TE 1 a i , • • s 5) Beam Design . . .... ' ...... Roof Beams Steel Channels .... .... . . .... .... ....• ...... .... ..... .... .. ...... . . . . ...... JOB ARBAB ENGINEERING, INC. SHEET NO. OF "- CONSULTING ENGINEERS CALCULATED BY DATE�j 3363 NE 163F° STRUT. SU(lE 701 v _y! �� ,� N. MIAMI BEACH, FLORIDA 33160 CHECKED BY DATE (306) 9403088 • FAX: (30519403273 SCALE r gA z 1 f b 3 3 -1 4 E' .LW$3 • ,.W , : , r � Z • 1� i + t s Y i ? i e t f •••• ! f. s " , , i _ .� • . : a !G f i F � =4 : i 3 1 f MARBAB JOB L c � �c� ENGINEERING, INC. SHEETT' HNO. CONSULTING ENGINEERS CALCULATED BY DATE-RI-9'1 i 1 3363 NE 163'D STRffT, SUf1F 701 !�� • � N. MIAMI BEACH, FLOP40A 33160 CHECKED BY DATE 1305) 94O"8 • FAX: (3O5) 940.3273 SCALE • f Lo Wr 1 , I f. i • i••r• 1 lb K r `• .. - 90. • r--i -i { i { t spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb 11-27-2012, 10:20:58 AM ; Page 1 SEEM 00000 000000 00 00 00 O 00 00 00 00 00 00 00 0000000 00000 00 00 00 00 00 000000 00 00 O 00 00 00 00 00000 00 0000000 00000 00000 0 0000000000 00 00 O 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 O 00 00 00 00 00 00000 00000 0 00 00 oo (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1) INPUT ECHO General Information File name: C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb • • ••+• •�•••� • Project: pALMER RESIDENCE •��• • •• • Frame: RB-1 tingineer: Arbab Engineering, Inc. /K� '••;•• ° • • •••• • • •••••• • + Code: ACI 318-08 'J+•••• Reinforcement Database: ASTM A615 • ++ •••• • • Mode: Design • • • • •••• ••••• Number of supports = 2 + Left cantilever + Right cantilever O r • • Floor System: One-Way/Seam • ••• '•'� ••••• Live load pattern ratio - 1008 0 Deflections are based on cracked section properties. •00 + • • In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) • • + '+'•+• Long-term deflections are calculated for load duration of 60 months. + + • • • 0% of live load is sustained. • • • •� ��+�� • + Compression reinforcement calculations NOT selected. •�•��• Default incremental rebar design selected. '• Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams Columns ------------------------ wc = 150 150 lb/ft3 f'c 4 4 ksi Ec = 3834.3 3834.3 ksi fr 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 -------- 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 11-27-2012, 10:20:58 AM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL ---- ---------------------------- 1 ExtL 0.100 0.00 0.333 2 ExtR 12.000 0.00 0.333 wR Hmin ---------------- 0.333 0.00 LC 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span ---- -------- b h Sp ---------------- b h ---------------- Hmin -------- 1 0.00 0.00 0.00 8.00 18.00 0.15 2 0.00 0.00 0.00 8.00 18.00 9.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 0.00 0.00 0.000 16.00 8.00 10.000 100 2 0.00 0.00 0.000 16.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations --------------------------- ase SELF Dead Live .ype DEAD DEAD LIVE ---- ------------------------ Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa SELF 1 150.00 2 150.00 Dead 1 530.00 2 530.00 Live 1 180.00 2 180.00 Live/Odd 1 180.00 Live/Even 2 180.00 Live/S1 1 180.00 2 190.00 Live/S2 2 180.00 Reinforcement Criteria Slabs and Ribsa� -------------- La Wb Lb ----------------- 0.000 ------------ 150.00 0.100 0.000 150.00 12.000 0.000 530.00 0.100 0.000 530.00 12.000 0.000 180.00 0.100 0.000 180.00 12.000 0.000 180.00 0.100 0.000 180.00 12.000 0.000 180.00 0.100 0.000 180.00 12.000 0.000 180.00 12.000 Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #5 #5 #5 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams _Bottom bars_ Min Max ------- ------- #5 #8 1.00 18.00 0.14 5.00 8 1.50 in Top bars_ Min Max ------- Bar Size #5 ------- #8 Bar spacing 1.00 18.00 Reinf ratio 0.14 5.00 Cover 1.50 _Stirrups Min Max #3 #5 6.00 18.00 in Cl ) §7 to F &r Page 2 • • •••• •••••• •••••• •••• •••••• • •••• •••• • • • • • • 06000 •••••• ••• • ••••• • 000000 •• • • ••••• • •••••• • • • • • • • • •••••• • • • • • • • •• • spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb Layer diet. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 11-27-2012, 10:20:58 AM Page 3 d/t&.;,- ---------------------- (2) DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ----------------------------------------------------------------------- 1 Left 0.67 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 *3 Middle 0.67 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 *3 Right 0.67 0.00 0.000 0.181 2.339 2.576 0.000 2-#5 *3 2 Left 0.67 4.15 0.667 0.181 2.339 2.576 0.057 2-0 *3 Middle 0.67 0.00 6.000 0.000 2.339 2.576 0.010 2-#5 *8 Right 0.67 4.14 11.333 0.181 2.339 2.576 0.057 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. *8 - Reinforcement required for structural integrity. Top Bar Details Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------- ------------------------------------------ 1 --- --- 2-#5 0.10 --- --- 2 --- --- 2-#5 12.00 --- --- Bottom Reinforcement 00*0 Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) • • •••• Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars •• • • •• -------------------------------------------------------------- - • • --- • 1 0.67 0.00 0.000 0.000 2.339 0.000 0.000 •••••• •••• • 2 0.67 11.55 6.124 0.213 2.339 2.576 0.160 2-#5 *3 •.•• •••• NOTES: • • • • *3 - Design governed by minimum reinforcement. •••• +••• •••••• ••• • Bottom Bar Details •• •• •• ==="6=====_______ •••••• • Units: Start (ft), Length (ft) • • • Long Bars Short Bars • • �•••�• Span Bars Start Length Bars Start Length • • • ----------- ----------------------------------- • • • w• • 2 2-45 0.00 12.00 --- Flexural Capacity Units x (ft), As (in^2), PhiMn (k-ft) Span x AsTop ASBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.62 0.00 -43.26 0.00 0.050 0.62 0.00 -43.26 0.00 0.100 0.62 0.00 -43.26 0.00 2 0.000 0.62 0.62 -43.26 43.26 0.667 0.62 0.62 -43.26 43.26 4.400 0.62 0.62 -43.26 43.26 6.000 0.62 0.62 -43.26 43.26 7.600 0.62 0.62 -43.26 43.26 11.333 0.62 0.62 -43.26 43.26 12.000 0.62 0.62 -43.26 43.26 Longitudinal Beam Shear Reinforcement Required Units: d (in) Start, End, Xu (ft), Phivc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 16.19 12.29 0.000 0.000 0.00 0.000 0.0000 2 16.19 12.29 2.016 3.609 4.40 2.016 0.0000 3.609 5.203 2.64 3.609 0.0000 5.203 6.797 0.88 5.203 0.0000 spBeam v3.12 ® StructurePoint 11-27-2012, 10:20:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb Page 4 6.797 8.391 2.64 8.391 0.0000 Qa C / US) wr ei /' p, 8,391 9.984 4.40 9.984 0.0000 gitudinal Beam Shear Reinforcement Details Units: spacing 6 distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity _= Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp -------------------------------- -------- PhiVn Vu ---------------- Xu -------------------- 1 16.19 12.29 0.000 0.100 ----- ----- 6.14 0.11 0.100 2 16.19 12.29 0.000 12.000 ----- ----- 6.14 6.62 0.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu ---------------------------------------------------------------- Xu 1 --- Not checked --- 2 --- Not checked --- Deflections = Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone -------------------------- ------------- 1 3888 3888 Right 2 3888 3888 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.000 -0.000 -0.000 2 0.011 0.003 0.013 Maximum Long-term Deflections Load Level Dead Dead+Live Ig --------------- Icr -------- Mcr -------- Mmax ----------- Ie Mmax ------------------- Ie 3888 866 17.08 -0.00 3888 -0.00 3888 3888 866 17.08 -5.12 3888 -6.48 3888 3888 866 17.08 7.11 3888 0000 9.00 0 03888 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ -------------------------------------- 1 -0.000 2.000 -0.000 -0.000 -0.000 -0.001 2 0.011 2.000 0.021 0.024 0.024 0.035 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 25.2 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Bottom Bars: 25.0 lb <=> 2.07 lb/ft <=> 3.103 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 50.3 lb <=> 4.15 lb/ft <=> 6.232 lb/ft^2 Concrete: 12.1 ft^3 <=> 1.00 ft^3/ft <=> 1.500 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS • • •••• •••••• • • • • •••••• •••• •••••• • •••• •••• • • • • • • •••• •••• ••••• •••••• ••• • ••••• • • • • • •••••• Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] ------------ Mb[top) Ma[bottom] ------------------------ M[spring] Mb[bottom] ------------------------ Ma[top] -------------------------- 1 SELF ------------ 0.92 0.00 -1.13 0.00 0.00 0.56 0.00 Dead 3.23 0.00 -3.99 0.00 0.00 2.00 0.00 Live/All 1.10 0.00 -1.36 0.00 0.00 0.68 0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 1.08 0.00 -1.36 0.00 0.00 0.68 0.00 Live/S1 1.10 0.00 -1.36 0.00 0.00 0.68 0.00 Live/S2 1.08 0.00 -1.36 0.00 0.00 0.68 0.00 spBeam v3.12 ® StructurePoint 11-27-2012, 10:20:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC L5) p jF Page 5 C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb Ul/All 6.73 0.00 -8.31 0.00 0.00 4.16 0.00 U1/Odd 5.01 0.00 -6.14 0.00 0.00 3.07 0.00 U1/Even 6.71 0.00 -8.31 0.00 0.00 4.16 0.00 Ul/S1 6.73 0.00 -8.31 0.00 0.00 4.16 0.00 U1/S2 6.71 0.00 -8.31 0.00 0.00 4.16 0.00 2 SELF 0.90 0.00 1.13 0.00 0.00 -0.56 0.00 Dead 3.18 0.00 3.99 0.00 0.00 -2.00 0.00 Live/All 1.08 0.00 1.36 0.00 0.00 -0.68 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 1.08 0.00 1.36 0.00 0.00 -0.68 0.00 Live/S1 1.08 0.00 1.36 0.00 0.00 -0.68 0.00 Live/S2 1.08 0.00 1.36 0.00 0.00 -0.68 0.00 U1/All 6.62 0.00 8.31 0.00 0.00 -4.16 0.00 U1/Odd 4.90 0.00 6.15 0.00 0.00 -3.07 0.00 U1/Even 6.62 0.00 8.31 0.00 0.00 -4.16 0.00 U1/S1 6.62 0.00 8.31 0.00 0.00 -4.16 0.00 U1/S2 6.62 0.00 8.31 0.00 0.00 -4.16 0.00 Sum SELF 1.81 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 6.41 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 2.18 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 2.16 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Sl 2.18 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 2.16 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 13.36 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Odd 9.90 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Even 13.33 0.00 0.00 0.00 0.00 -0.00 0.00 Ul/S1 13.36 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S2 13.33 0.00 0.00 0.00 0.00 -0.00 0.00 (61 SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb ---------------- V+ (kip) Comb ---- ------------------------ 1 0.000 0.00 ---------------- U1 0.00 ---------------- U1 0.00 U1 0.00 U1 0.050 -0.00 U1 0.00 U1 -0.06 U1 0.00 U1 •••.•• 0.100 -0.01 U1 0.00 U1 -0.11 U1 0.00 U1 • • ••'• ••'••• 2 0.000 -8.32 U1 0.00 U1 0.00 U1 6.62 U1 �•�:•� • • • �� • ••••.• 0.222 -6.87 U1 0.00 U1 0.00 U1 6.38 U1 0.449 -5.48 U1 0.00 U1 0.00 U1 6.13 U1 ••.••. 0.667 -4.15 U1 0.00 U1 0.00 U1 5.89 U1 •••• •••• • • 0.667 -4.15 U1 0.00 U1 0.00 U1 5.89 U1 • • •••. • • ..•• ••••• 0.915 -2.72 U1 0.00 U1 0.00 U1 5.61 U1 1.163 -1.36 U1 0.00 U1 0.00 U1 5.34 U1 �� ••• . • ••�••• 1.411 -0.07 U1 0.00 U1 0.00 U1 5.07 U1 •• •• •• •••••• 1.659 0.00 U1 1.15 U1 0.00 U1 4.79 Ul • 1.907 0.00 Ul 2.31 Ul 0.00 U1 4.52 Ul • . • • 2.155 0.00 U1 3.39 U1 0.00 U1 4.25 Ul � � � • ••.••• •.•••• 2.403 0.00 U1 4.41 Ul 0.00 Ul 3.97 U1 • • • • • 2.651 0.00 U1 5.36 U1 0.00 Ul 3.70 U1 •• . •••• • • 2.899 0.00 U1 6.25 U1 0.00 U1 3.42 U1 • • • �� • 3.147 0.00 Ul 7.06 U1 0.00 Ul 3.15 U1 3.395 0.00 Ul 7.81 U1 0.00 U1 2.88 U1 3.643 0.00 Ul 8.49 U1 0.00 U1 2.60 Ul 3.891 0.00 U1 9.10 U1 0.00 Ul 2.33 U1 4.140 0.00 Ul 9.65 U1 0.00 Ul 2.05 U1 4.388 0.00 Ul 10.12 U1 0.00 U1 1.78 U1 4.636 0.00 U1 10.53 U1 0.00 U1 1.51 Ul 4.884 0.00 U1 10.87 Ul 0.00 U1 1.23 U1 5.132 0.00 U1 11.14 U1 0.00 Ul 0.96 Ul 5.380 0.00 U1 11.34 U1 0.00 U1 0.68 Ul 5.628 0.00 U1 11.48 U1 0.00 Ul 0.41 U1 5.876 0.00 U1 11.55 U1 0.00 U1 0.14 U1 6.124 0.00 Ul 11.55 U1 -0.14 U1 0.00 U1 6.372 0.00 U1 11.48 U1 -0.41 U1 0.00 U1 6.620 0.00 U1 11.34 U1 -0.68 U1 0.00 U1 6.868 0.00 U1 11.14 U1 -0.96 U1 0.00 U1 7.116 0.00 U1 10.87 U1 -1.23 U1 0.00 Ul 7.364 0.00 U1 10.53 Ul -1.51 U1 0.00 U1 7.612 0.00 U1 10.12 U1 -1.78 U1 0.00 U1 7.860 0.00 U1 9.65 U1 -2.05 U1 0.00 U1 8.109 0.00 U1 9.10 U1 -2.33 U1 0.00 Ul 8.357 0.00 Ul 8.49 U1 -2.60 U1 0.00 U1 8.605 0.00 U1 7.81 U1 -2.88 U1 0.00 U1 8.853 0.00 U1 7.06 U1 -3.15 U1 0.00 U1 9.101 0.00 U1 6.25 Ul -3.42 U1 0.00 U1 9.349 0.00 U1 5.37 U1 -3.70 U1 0.00 U1 11-27-2012, 10:20:58 AM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-l.slb 9.597 0.00 U1 4.42 U1 -3.97 U1 9.845 0.00 U1 3.40 U1 -4.24 U1 10.093 0.00 U1 2.31 U1 -4.52 U1 10.341 0.00 U1 1.15 U1 -4.79 U1 10.589 -0.07 U1 0.00 U1 -5.07 U1 10.837 -1.36 U1 0.00 U1 -5.34 U1 11.085 -2.72 U1 0.00 U1 -5.61 U1 11.333 -4.14 U1 0.00 U1 -5.89 U1 11.333 -4.14 Ul 0.00 Ul -5.89 U1 11.556 -5.48 Ul 0.00 U1 -6.13 U1 11.778 -6.87 U1 0.00 U1 -6.38 U1 12.000 -8.31 U1 0.00 U1 -6.62 U1 1; )�� Page 6 0.00 U1 GAL 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 --------------------------------- ----------------- (7) SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal ---- -------- 1 0.000 ------------ ------------ -0.000 ------------ -0.000 -0.000 0.050 -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.222 0.000 0.000 0.001 0.444 0.001 0.000 0.001 0.667 0.002 0.000 0.002 0.667 0.002 0.000 0.002 0.915 0.002 0.001 0.003 1.163 0.003 0.001 0.003 1.411 0.003 0.001 0.004 1.659 0.004 0.001 0.005 1.907 0.005 0.001 0.006 2.155 0.005 0.001 0.007 2.403 0.006 0.002 0.007 2.651 0.006 0.002 0.008 2.899 0.007 0.002 0.009 3.147 0.007 0.002 0.009 3.395 0.008 0.002 0.010 3.643 0.008 0.002 0.011 3.891 0.009 0.002 0.011 4.140 0.009 0.002 0.012 4.388 0.010 0.003 0.012 4.636 0.010 0.003 0.012 4.884 0.010 0.003 0.013 5.132 0.010 0.003 0.013 5.380 0.010 0.003 0.013 5.628 0.011 0.003 0.013 5.876 0.011 0.003 0.013 6.124 0.011 0.003 0.013 6.372 0.011 0.003 0.013 6.620 0.010 0.003 0.013 6.868 0.010 0.003 0.013 7.116 0.010 0.003 0.013 7.364 0.010 0.003 0.012 7.612 0.010 0.003 0.012 7.860 0.009 0.002 0.012 8.109 0.009 0.002 0.011 8.357 0.008 0.002 0.011 8.605 0.008 0.002 0.010 8.853 0.007 0.002 0.009 9.101 0.007 0.002 0.009 9.349 0.006 0.002 0.008 9.597 0.006 0.002 0.007 9.845 0.005 0.001 0.007 10.093 0.005 0.001 0.006 10.341 0.004 0.001 0.005 10.589 0.003 0.001 0.004 10.837 0.003 0.001 0.003 11.085 0.002 0.001 0.003 11.333 0.002 0.000 0.002 11.333 0.002 0.000 0.002 11.556 0.001 0.000 0.001 11.778 0.000 0.000 0.001 12.000 0.000 0.000 0.000 [8)aREQUIRED REINFORCEMENT • • •••• •••••• •••••• •••• •••••• • •••• •••• • • •••• •••• ••••• •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• spBeam v3.17 - 5tiu1ciurePoint 11-27-2012, 10:20:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTSIPALMER RESIDENCE\CALCULATIONS\RB-l.slb Page.7 Required for Flexure, Longitudinal Reinforcement SUnits: x�(ft), As (in^2), Mu (k-ft) Top Bottom Span x Mu Comb Patt As Mu Comb/Patt -------- As ---- --------- 1 0.000 ------------ 0.00 ----------------- U1/All ------------ 0.000 0.00 --------- U1/All 0 000 0.050 0.00 U1/All 0.000 0.00 U1/All 0(�000 0.100 0.01 Ul/All 0.000 0.00 U1/All 1.000 2 - 0.000 8.32 U1/All 0.115 0.00 U1/All 0.000 0.222 6.87 Ul/All 0.095 0.00 U1/All 0.000 0.444 5.48 U1/All 0.076 0.00 Ul/All 0.000 0.667 4.15 U1/All 0.057 0.00 U1/All 0.000 0.667 4.15 U1/All 0.057 0.00 U1/All 0.000 0.915 2.72 U1/All 0.037 0.00 U1/All 0.000 1.163 1.36 Ul/All 0.019 0.00 UI/All 0.000 1.411 0.07 U1/All 0.001 0.00 U1/All 0.000 1.659 0.00 U1/All 0.000 1.15 U1/All 0.016 1.907 0.00 Ul/All 0.000 2.31 U1/All 0.032 2.155 0.00 U1/All 0.000 3.39 U1/All 0.047 2.403 0.00 U1/All 0.000 4.41 Ul/A11 0.061 2.651 0.00 U1/All 0.000 5.36 U1/All 0.074 2.899 0.00 U1/All 0.000 6.25 U1/All 0.086 3.147 0.00 U1/All 0.000 7.06 U1/All 0.098 3.395 0.00 U1/All 0.000 7.81 Ul/All 0.108 3.643 0.00 U1/All 0.000 8.49 U1/All 0.117 3.891 0.00 U1/All 0.000 9.10 Ul/All 0.126 4.140 0.00 U1/All 0.000 9.65 Ul/All 0.134 4.388 0.00 U1/All 0.000 10.12 Ul/All 0.140 4.636 0.00 U1/All 0.000 10.53 U1/All 0.146 4.884 0.00 U1/All 0.000 10.87 U1/All 0.151 5.132 0.00 U1/All 0.000 11.14 U1/All 0.155 5.380 0.00 U1/All 0.000 11.34 U1/All 0.157 5.628 0.00 U1/All 0.000 11.48 U1/All 0.159 5.876 0.00 U1/All 0.000 11.55 Ul/All 0.160 6.124 0.00 Ul/Even 0.000 11.55 U1/All 0.160 6.372 0.00 U1/Even 0.000 11.48 U1/A11" 0.159 6.620 0.00 U1/Even 0.000 11.34 Ul/All 0.157 6.868 0.00 U1%Even 0.000 11.14 U1/All 0.155 7.116 0.00 U1/Even 0.000 10.87 U1/All 0.151 7.364 0.00 U1/Even 0.000 10.53 U1/All 0.146 0000 7.612 0.00 U1/Even 0.000 10.12 Ul/All 0.140 • • 7.860 0.00 U1/Even 0.000 9.65 U1/All 0.134 "." " " " 8.109 0.00 U1/Even 0.000 9.10 U1/All 0.126 •• • • •• • 8.357 0.00 UI/Even 0.000 8.49 Ul/All 0.118 •••••• •••• •••••• 8.605 0.00 U1/Even 0.000 7.81 U1/All 0.108 • 8.853 0.00 U1/Even 0.000 7.06 U1/All 0.098 69 •�..•. 9.101 0.00 U1/Even 0.000 6.25 Ul/All 0.086 •••• •••• • • �••.•• �•.••• 9.349 0.00 U1/Even 0.000 5.37 Ul/All, 0.074 ••••• 9.597 0.00 U1/Even 0.000 4.42 U1 All 0.061•�•��• • • 9.845 0.00 U1/Even 0.000 3.40 U1/All 0.047 ••• • ••••• . • • • 10.093 0.00 U1/Even 0.000 2.31 U1/All 0.032 •• •• '• •••••• 10.341 0.00 U1/Even 0.000 1.15 U1/All 0.016 •••••• • •' 10.589 0.07 U1/Even 0.001 0.00 U1/All 0.000 • • • • 10.837 1.36 U1/Even 0.019 0.00 Ul/All 0.000 • i•••i• •••.•. 11.085 2.72 U1/Even 0.037 0.00 U1/All 0.000 • • • • • •••• 11.333 4.14 Ul/Even 0.057 0.00 U1/All 0.000 . •••• :••••0 11.333 4.14 Ul/Even 0.057 0.00 Ul/All 0.000 ' • • •• • 11.556 5.48 U1/Even 0.076 0.00 Ul/All 0.000 11.778 6.87 UI/Even 0.095 0.00 Ul/All 0.000 12.000 8.31 UI/Even 0.115 0.00 U1/All 0.000 W/1eF(Gf •••• • • . .. ...... .... • • • • • • • • • • • . • . . • • • •••••• ••• • Y spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-1.slb Project: pALMER RESIDENCE Frame: RB-1 Engineer. Arbab Engineering, Inc. • • • • • • r •••••; CS>>z of /or ...... .... ...... ... . spBeam v3.12. Lioensed to: Arbab Engineering. Uoense ID: 57103-1022536-4-25DFC-25DFC File: C:WrbaMPROJECTSWALMER RESIDENCEZALCULATIONSIR6-1.slb Project: pALMER RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. 180Ib/ft 1801b/ft I CASE/PATTERN: Live/All CASE: Dead 150 lb/ft 150 Wit Tom-- CASE:SELF spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-425DFC-25DFC File: C:%rbab\PROJECTSIPALMER RESIDENCE\CALCULATIONS\RB-i.slb Project: pALMER RESIDENCE Frame: RB-1 Engineer. Arbab Engineering, Inc. L3) 1-V 0/1 65' ...... ... . .....: .. .. .. ...... . . . . ...... N LEGEND: — Envelope • i .... .... . . ...... ... . .....: .. .. .. ...... spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536.4-25DFC-25DFC File: C:Wrbab\PROJECTSIPALMER RESIDENCEICALCULATIONSIRB-1.slb Project: pALMER RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. CS) 1 s a F 6s LEGEND: — Envelope Curve — Capacity Curve - Support Centerline — Face of Support spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC i File: C:Wrbab%PROJECTS\PALMER RESIDENCEICALCULATIONS\RB-1.sib i Project: pALMER RESIDENCE i Frame: RB-1 Engineer: Arbab Engineering, Inc. -0.013 c ts) 14 V'r lei, LEGEND: — Dead Load -- Live Load — Total Deflection \� 0.013 •..• • • it • •••••• • • • • •••• •••• •••••I • •••••• ••• • •••••: • •••••• • • 00000 ••••% • • • • i •• • •••• • I •• • f i i spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:WrbabAPROJECTSIPALMER RESIDENCEICALCULATIONSIRB-1 slb Project: pALMER RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. Flexural and Transverse Reinforcement spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536A-25DFC-25DFC File: C:WrbabWROJECTS\PALMER RESIDENCE\CALCULATIONSIRB-1.sib Project: pALMER RESIDENCE Frame: RB-1 Engineer: Arbab Engineering, Inc. (!s ) ►7 or 6s •Y•Y •••••• •••• • •••• •••• • • • Y • • • • • • •• • •••• • • f • • 11-27-2012, 10:28:58 AM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb 00000 000000 00 00 00 0 00 00 00 00 00 00 00 0000000 00000 00 00 00 00 00 000000 00 00 O 00 00 00 00 00000 00 0000000 (�'> 18 0Ir 6 ? 1 00000 00000 O 0000000000 00 00 0 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 O 00 00 00 00 00 00000 00000 0 00 00 oo (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright ® 1992-2010, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. [1) INPUT ECHO General Information File name: C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb Project: pALMER RESIDENCE Frame: RB-2 ;ngineer: Arbab Engineering, Inc. A •••• Code: ACI 318-08 G •••• •••••• Reinforcement Database: ASTM A615 • • • Mode: Design �• �•• • Number of supports = 2 + Left cantilever + Right cantilever •• • •/� �'•�.•• ••••:• Floor System: One-Way/Beam • • • �C`�) ��✓✓//, • •••••• Live load pattern ratio 100% •••• • • •••• • • • • Deflections are based on cracked section properties. •••• •••• ••••• In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if av#y4wg ) •00 • ••:••• Long-term deflections are calculated for load duration of 60 months. • • • • 0% of live load is sustained. 00•• •6 ••••:• • Compression reinforcement calculations NOT selected. :••:•: • • Default incremental rebar design selected. • • • • ••••:• Moment redistribution NOT selected. •••••• Effective flange width calculations NOT selected. : ••• • :••••: Rigid beam -column joint NOT selected. '• • •••• • • • • Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns wc ------------ = 150 ------------ 150 lb/ft3 f'c = 4 4 ksi EC 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 -------- 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 *10 1.27 1.27 4.30 #11 1.41 1.56 5.31 414 1.69 2.25 7.65 #18 2.26 4.00 13.60 11-27-2012, 10:28:58 AM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb Span Data Slabs nits: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- ------------ -------------------------------- 1 ExtL 0.100 0.00 0.333 0.333 0.00 LC 2 ExtR 12.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h ---------------- Hmin -------- ------------ 1 ---------------- 0.00 0.00 0.00 8.00 24.00 0.15 2 0.00 0.00 0.00 8.00 24.00 9.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb ---------------------------------------------------- 1 0.00 0.00 0.000 16.00 8.00 10.000 2 0.00 0.00 0.000 16.00 8.00 10.000 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ------------------------------------- --------- 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations --------------------------- :ase SELF Dead Live Type DEAD DEAD LIVE ---- ------------------------ U1 1.200 1.200 1.600 Line Loads Units Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa SELF 1 200.00 2 200.00 Dead 1 490.00 2 490.00 Live 1 420.00 2 420.00 Live/Odd 1 420.00 Live/Even 2 420.00 Live/S1 1 420.00 2 420.00 Live/S2 2 420.00 Reinforcement Criteria s Slabs andRibs -------------- La Wb 0.000 200.00 0.000 200.00 0.000 490.00 0.000 490.00 0.000 420.00 0.000 420.00 0.000 420.00 0.000 420.00 0.000 420.00 0.000 420.00 0.000 420.00 Top bars_ _Bottom bars_ Min Max Min Max ------- -------------- ------- Bar Size #5 #5 #5 #5 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ Min Max Bar Size #5 #8 Bar spacing 1.00 18.00 Reinf ratio 0.14 5.00 Cover 1.50 Bottom bars_ Min Max ------- ------- #5 #8 1.00 18.00 0.14 5.00 $ 1.50 in Red% 100 100 Lb 0.100 12.000 0.100 12.000 0.100 12.000 0.100 12.000 0.100 12.000 12.000 _Stirrups_ Min Max ------- ------- #3 #5 6.00 18.00 in C7/)7 V r 4' ge 2 • • •••• •••••• • • • • •• • • •• • • • • • •••••• •••• •••••• • 660000 •••••• •••• •••• • • •••• •••• ••••• •••••• ••• • •••s ••• •• •• •• •••••• • •••••• • • • • • • •••••• • • •69060 • • •• • spBeam v3.12 © StructurePoint 11-27-2012, 10:28:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb Page 3 Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. (23 DESIGN RESULTS Top Reinforcement s Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin ------------------------ AsMax -------- SpReq -------- AsReq ------- Bars ---- ------------------------ 1 Left 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-45 *3 Middle 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 Right 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 2 Left 0.67 1.82 0.667 0.249 3.206 2.576 0.018 245 *3 Middle 0.67 0.00 6.000 0.000 3.206 2.576 0.003 245 *8 Right 0.67 1.81 11.333 0.249 3.206 2.576 0.018 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. *8 - Reinforcement required for structural integrity. Top Bar Details = Units: Length (ft) Left Right _Continuous Span Bars Length Bars Length Bars Length ----------------------------------- Bars Length -------------- Bars ------- Length ------- ----------- 1 --- --- 245 0.10 --- 2 --- --- 245 12.00 --- --- Bottom Reinforcement •••• Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) • • '••�•' Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars •• • ------------------------ -------- -------- ------- • •• �• ----------- ---------- 1 0.67 0.00 0.000 0.000 3.206 0.000 0.000 • • • • •••••• 2 0.67 19.51 6.124 0.262 3.206 2.576 0.197 245 *3 •••• i••••i NOTES, • • •••• • • ' ' *3 - Design governed by minimum reinforcement. " " •••• • • Bottom Bar Details •• ••0000 • • •• •�•••• Units: Start (ft), Length (ft) • • • • Long Bars Short Bars ' • • • •••••'• Span Bars Start Length Bars Start Length • • • •••••• • • • ----------- ------- • • 0000 • • 2 2-#5 0.00 12.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x ASTop ASBot PhiMn- PhiMn+ ------------- 1 0.000 ----- ----------------- 0.62 0.00 ------------ -60.00 0.00 0.050 0.62 0.00 -60.00 0.00 0.100 0.62 0.00 -60.00 0.00 2 0.000 0.62 0.62 -60.00 60.00 0.667 0.62 0.62 -60.00 60.00 4.400 0.62 0.62 -60.00 60.00 6.000 0.62 0.62 -60.00 60.00 7.600 0.62 0.62 -60.00 60.00 11.333 0.62 0.62 -60.00 60.00 12.000 0.62 0.62 -60.00 60.00 Longitudinal Beam Shear Reinforcement Required - Units d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start -------- End -------- -------- Vu -------- Xu Av/s -------- ------------ 1 22.19 -------- 16.84 0.000 0.000 0.00 0.000 0.0000 2 22.19 16.84 2.516 4.839 5.23 2.516 0.0000 4.839 7.161 1.74 4.839 0.0000 7.161 9.484 5.23 9.484 0.0000 spBeam v3.12 ® StructurePoint 11-27-2012, 10:28:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb Page 4 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). pan Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #5 --- None --- 2 #5 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s ---------------------------------------- Sp PhiVn Vu ------------------------ Xu ------------ 1 22.19 16.84 0.000 0.100 ----- ----- 8.42 0.15 0.100 2 22.19 16.84 0.000 12.000 ----- ----- 8.42 9.00 0.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc ---------------------------------------------------- Vu ------------ xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig ---------------------------- Icr -------- Mcr Mmax -------- Ie ----------- -------- Mmax ----------- Ie -------------------------- 1 9216 9216 Right 9216 1710 30.36 -0.00 9216 -0.01 9216 2 9216 9216 Left 9216 1710 30.36 -3.44 9216 -5.54 9216 Middle 9216 1710 30.36 8.97 9216 14.43 9216 Maximum Instantaneous Deflections •••• • --------------------------------- • Units: D (in) •• • • pan Ddead Dlive Dtotal • •� • • •� --_----_ __ ------ ------------ •••••• • •••• •••••• 1 -0.000 -0.000 -0.000 •••••• • • 2 0.006 0.004 0.010 •••• •••• • •••••• Maximum Long-term Deflections " " " •• ---------------------------__ •••••• ••• • • • ••••• Time dependant factor for sustained loads = 2.000 ••'••' Units: D (in) •• •••••• Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ; " ;'� • •• ' ---------------- 1 -0.000 2.000 -0.000 -0.000 -0.000 -0.001 • • • • • " " • 60 2 0.006 2.000 0.012 0.016 0.016 0.022 • • • • Material Takeoff • • =Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 25.2 lb <=> 2.09 lb/ft <-> 3.129 lb/ft^2 Bottom Bars: 25.0 lb <=> 2.07 lb/ft <=> 3.103 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 50.3 lb <=> 4.15 lb/ft <=> 6.232 lb/ft^2 Concrete: 16.1 ft^3 <_> 1.33 ft^3/ft <=> 2.000 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom) ------------------------ Ma[top] -------------- 1 SELF ------------------------ 1.22 0.00 -1.00 0.00 0.00 0.50 0.00 Dead 2.99 0.00 -2.44 0.00 0.00 1.22 0.00 Live/All 2.56 0.00 -2.09 0.00 0.00 1.05 0.00 Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 2.52 0.00 -2.09 0.00 0.00 1.05 0.00 Live/S1 2.56 0.00 -2.09 0.00 0.00 1.05 0.00 Live/S2 2.52 0.00 -2.09 0.00 0.00 1.05 0.00 U1/All 9.15 0.00 -7.48 0.00 0.00 3.74 0.00 U1/Odd 5.12 0.00 -4.13 0.00 0.00 2.06 0.00 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb 11-27-2012, 10:28:58 AM C,bJ jLZ 0f•4rge 5 U1/Even 9.08 0.00 -7.48 0.00 0.00 3.74 0.00 U1/S1 9.15 0.00 -7.48 0.00 0.00 3.74 0.00 U1/S2 9.08 0.00 -7.48 0.00 0.00 3.74 0.00 2 SELF 1.20 0.00 1.00 0.00 0.00 -0.50 0.00 Dead 2.94 0.00 2.44 0.00 0.00 -1.22 0.00 Live/All 2.52 0.00 2.09 0.00 0.00 -1.05 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 2.52 0.00 2.09 0.00 0.00 -1.05 0.00 Live/S1 2.52 0.00 2.09 0.00 0.00 -1.05 0.00 Live/S2 2.52 0.00 2.09 0.00 0.00 -1.05 0.00 Ul/All 9.00 0.00 7.48 0.00 0.00 -3.74 0.00 U1/Odd 4.97 0.00 4.13 0.00 0.00 -2.06 0.00 U1/Even 9.00 0.00 7.48 0.00 0.00 -3.74 0.00 U1/Sl 9.00 0.00 7.48 0.00 0.00 -3.74 0.00 U1/S2 9.00 0.00 7.48 0.00 0.00 -3.74 0.00 Sum SELF 2.42 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 5.93 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 5.08 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.04 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 5.04 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 5.08 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 5.04 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 18.15 0.00 0.00 0.00 0.00 -0.00 0.00 Ul/Odd 10.09 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Even 18.08 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S1 18.15 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S2 18.08 0.00 0.00 0.00 0.00 -0.00 0.00 [61 SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb ------------ V- (kip) Comb ---------------- V+ (kip) Comb ---- ------------------------ 1 0.000 0.00 ---------------- U1 0.00 ---- U1 0.00 U1 0.00 U1 • 0.050 -0.00 Ul 0.00 U1 -0.08 U1 0.00 U1 • • • �• 0.100 -0.01 U1 0.00 U1 -0.15 U1 0.00 U1 2 0.000 -7.49 U1 0.00 U1 0.00 U1 9.00 U1 • •••••• 0.222 -5.52 U1 0.00 Ul 0.00 U1 8.67 Ul •••• 0.444 -3.63 U1 0.00 U1 0.00 U1 8.33 U1 • • 0.667 -1.82 U1 0.00 U1 0.00 U1 8.00 U1 •••• 0.667 -1.82 U1 0.00 Ul 0.00 Ul 8.00 U1 •••••• 0.915 0.00 U1 0.12 Ul 0.00 U1 7.63 U1 • • 1.163 0.00 Ul 1.97 U1 0.00 U1 7.26 U1 1.411 0.00 U1 3.72 U1 0.00 U1 6.88 Ul ;••�'� 1.659 0.00 U1 5.38 U1 0.00 U1 6.51 U1 • • 1.907 0.00 U1 6.95 U1 0.00 U1 6.14 U1 2.155 0.00 U1 8.43 U1 0.00 U1 5.77 U1 • • • 2.403 0.00 U1 9.81 U1 0.00 U1 5.40 U1 �� • 2.651 0.00 Ul 11.11 U1 0.00 U1 5.02 Ul 2.899 0.00 U1 12.31 U1 0.00 U1 4.65 U1 3.147 0.00 U1 13.41 U1 0.00 U1 4.28 U1 3.395 0.00 U1 14.43 U1 0.00 U1 3.91 U1 3.643 0.00 U1 15.35 U1 0.00 U1 3.54 U1 3.891 0.00 U1 16.18 U1 0.00 U1 3.16 U1 4.140 0.00 U1 16.92 U1 0.00 U1 2.79 U1 4.388 0.00 U1 17.57 U1 0.00 U1 2.42 U1 4.636 0.00 U1 18.12 U1 0.00 U1 2.05 U1 4.884 0.00 U1 18.58 U1 0.00 U1 1.67 U1 5.132 0.00 U1 18.95 U1 0.00 U1 1.30 Ul 5.380 0.00 U1 19.23 U1 0.00 U1 0.93 U1 5.628 0.00 U1 19.41 U1 0.00 U1 0.56 U1 5.876 0.00 U1 19.51 U1 0.00 U1 0.19 U1 6.124 0.00 U1 19.51 U1 -0.19 U1 0.00 U1 6.372 0.00 U1 19.41 U1 -0.56 U1 0.00 U1 6.620 0.00 U1 19.23 U1 -0.93 U1 0.00 U1 6.868 0.00 U1 18.95 U1 -1.30 U1 0.00 U1 7.116 0.00 Ul 18.58 U1 -1.67 U1 0.00 U1 7.364 0.00 U1 18.12 U1 -2.05 U1 0.00 U1 7.612 0.00 U1 17.57 U1 -2.42 U1 0.00 U1 7.860 0.00 U1 16.92 U1 -2.79 U1 0.00 U1 8.109 0.00 U1 16.18 U1 -3.16 U1 0.00 U1 8.357 0.00 U1 15.35 U1 -3.53 U1 0.00 U1 8.605 0.00 U1 14.43 U1 -3.91 U1 0.00 U1 8.853 0.00 U1 13.42 U1 -4.28 U1 0.00 U1 9.101 0.00 U1 12.31 U1 -4.65 U1 0.00 U1 9.349 0.00 U1 11.11 U1 -5.02 U1 0.00 U1 9.597 0.00 U1 9.82 U1 -5.40 U1 0.00 U1 9.845 0.00 U1 8.43 U1 -5.77 U1 0.00 Ul •••• •••••• •••••• •••••• 11-27-2012, 10:28:58 AM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb 10.093 0.00 U1 6.95 Ul -6.14 U1 10.341 0.00 U1 5.39 U1 -6.51 U1 10.589 0.00 U1 3.72 U1 -6.88 U1 10.837 0.00 U1 1.97 U1 -7.26 U1 11.085 0.00 U1 0.13 U1 -7.63 U1 11.333 -1.81 Ul 0.00 Ul -8.00 U1 11.333 -1.81 U1 0.00 Ul -8.00 U1 11.556 -3.63 U1 0.00 U1 -8.33 Ul 11.778 -5.52 U1 0.00 U1 -8.67 U1 12.000 -7.48 U1 0.00 U1 -9.00 U1 [73 SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span -------- x Ddead ------------------------ Dlive ------------ Dtotal ---- 1 0.000 -0.000 -0.000 -0.000 0.050 -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.222 0.000 0.000 0.001 0.444 0.001 0.000 0.001 0.667 0.001 0.001 0.002 0.667 0.001 0.001 0.002 0.915 0.001 0.001 0.002 1.163 0.002 0.001 0.003 1.411 0.002 0.001 0.003 1.659 0.002 0.001 0.004 1.907 0.003 0.002 0.004 2.155 0.003 0.002 0.005 2.403 0.003 0.002 0.006 2.651 0.004 0.002 0.006 2.899 0.004 0.002 0.007 3.147 0.004 0.003 0.007 3.395 0.005 0.003 0.007 3.643 0.005 0.003 0.008 3.891 0.005 0.003 0.008 4.140 0.005 0.003 0.009 4.388 0.006 0.003 0.009 4.636 0.006 0.003 0.009 4.884 0.006 0.004 0.009 5.132 0.006 0.004 0.010 5.380 0.006 0.004 0.010 5.628 0.006 0.004 0.010 5.876 0.006 0.004 0.010 6.124 0.006 0.004 0.010 6.372 0.006 0.004 0.010 6.620 0.006 0.004 0.010 6.868 0.006 0.004 0.010 7.116 0.006 0.004 0.009 7.364 0.006 0.003 0.009 7.612 0.006 0.003 0.009 7.860 0.005 0.003 0.009 B.109 0.005 0.003 0.008 8.357 0.005 0.003 0.008 8.605 0.005 0.003 0.007 8.853 0.004 0.003 0.007 9.101 0.004 0.002 0.007 9.349 0.004 0.002 0.006 9.597 0.003 0.002 0.006 9.845 0.003 0.002 0.005 10.093 0.003 0.002 0.004 10.341 0.002 0.001 0.004 10.589 0.002 0.001 0.003 10.837 0.002 0.001 0.003 11.085 0.001 0.001 0.002 11.333 0.001 0.001 0.002 11.333 0.001 0.001 0.002 11.556 0.001 0.000 0.001 11.778 0.000 0.000 0.001 12.000 0.000 0.000 0.000 [81 REQUIRED REINFORCEMENT 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 U1 0.00 Ul 0.00 U1 0.00 U1 O)" k (Page 6 •••••• • •••• •••••• •••• •••••• •••• •••• ••••• •• •• •• •••••• Longitudinal Reinforcement Required for Flexure spBeam v3.12 ® StructurePoint 11-27-2012, 10:28:58 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-2.slb 7 Units: x (ft), As (in^2), Mu (k-ft) GPage Top Bottom Span x Mu Comb/Patt As Mu Comb/Patt As ------------- 1 0.000 ------------ 0.00 ----------------- U1/All ------------ 0.000 0.00 ----------------- U1/All 0.000 0.050 0.00 U1/All 0.000 0.00 U1/All 0.000 0.100 0.01 U1/All 0.000 0.00 U1/All 0.000 2 0.000 7.49 U1/All 0.075 0.00 U1/All 0.000 0.222 5.52 U1/All 0.055 0.00 Ul/All 0.000 0.444 3.63 U1/All 0.036 0.00 U1/All 0.000 0.667 1.82 Ul/All 0.018 0.00 U1/All 0.000 0.667 1.82 U1/All 0.018 0.00 U1/All 0.000 0.915 0.00 U1/All 0.000 0.12 U1/All 0.001 1.163 0.00 U1/All 0.000 1.97 U1/All 0.020 1.411 0.00 U1/All 0.000 3.72 U1/All 0.037 1.659 0.00 U1/All 0.000 5.38 U1/All 0.054 1.907 0.00 U1/All 0.000 6.95 U1/All 0.070 2.155 0.00 U1/All 0.000 8.43 U1/All 0.085 2.403 0.00 Ul/All 0.000 9.81 U1/All 0.099 2.651 0.00 U1/All 0.000 11.11 U1/All 0.112 2.899 0.00 U1/All 0.000 12.31 Ul/All 0.124 3.147 0.00 U1/All 0.000 13.41 U1/All 0.135 3.395 0.00 U1/All 0.000 14.43 U1/All 0.146 3.643 0.00 U1/All 0.000 15.35 U1/All 0.155 3.891 0.00 U1/All 0.000 16.18 U1/All 0.163 4.140 0.00 U1/All 0.000 16.92 U1/All 0.171 4.388 0.00 U1/All 0.000 17.57 U1/All 0.178 4.636 0.00 U1/All 0.000 18.12 U1/All 0.183 4.884 0.00 U1/All 0.000 18.58 Ul/All 0.188 5.132 0.00 Ul/All 0.000 18.95 U1/A1l 0.192 5.380 0.00 U1/All 0.000 19.23 U1/All 0.194 5.628 0.00 U1/All 0.000 19.41 U1/All 0.196 5.876 0.00 Ul/All 0.000 19.51 Ul/All 0.197 6.124 0.00 U1/Even 0.000 19.51 U1/All 0.197 6.372 0.00 U1/Even 0.000 19.41 U1/All 0.196 6.620 0.00 U1/Even 0.000 19.23 U1/All 0.194 6.868 0.00 Ul/Even 0.000 18.95 U1/All 0.192 7.116 0.00 U1/Even 0.000 18.58 U1/All 0.188 •••• 7.364 0.00 U1/Even 0.000 18.12 U1/All 0.183 • • ' ' • •••• •••••• 7.612 0.00 Ul/Even 0.000 17.57 U1/All 0.178 • • �• • • 7.860 0.00 U1/Even 0.000 16.92 U1/All 0.171 ; . " • • 8.109 0.00 U1/Even 0.000 16.18 U1/All 0.163 " '�•• •••• •••.:• 8.357 0.00 U1/Even 0.000 15.35 Ul/All 0.155 •••••• 8.605 0.00 U1/Even 0.000 14.43 U1/All 0.146 •••• •••• i••••i 8.853 0.00 U1/Even 0.000 13.42 U1/All 0.135 • • • • • ' 9.101 0.00 U1/Even 0.000 12.31 U1/All 0.124 •••• •••• ••••• 9.349 0.00 U1/Even 0.000 11.11 U1/All 0.112 ••• • ' • •••.• 9.597 0.00 U1/Even 0.000 9.82 U1/All 0.099 ••••0••••0 9.845 0.00 U1/Even 0.000 8.43 U1/All 0.085 •• •••••• 10.093 0.00 U1/Even 0.000 6.95 U1/All 0.070 ; " ;'; • •• 10.341 0.00 U1/Even 0.000 5.39 U1/All 0.054 • • • • • 10.589 0.00 U1/Even 0.000 3.72 U1/All 0.037 • " " '• 10.837 0.00 U1/Even 0.000 1.97 U1/All 0.020 • • • •' ' •••••• 11.085 0.00 U1/Even 0.000 0.13 U1/All 0.001 •••o 11.333 1.81 U1/Even 0.018 0.00 Ul/All 0.000 11.333 1.81 U1/Even 0.018 0.00 U1/All 0.000 11.556 3.63 U1/Even 0.036 0.00 U1/All 0.000 11.778 5.52 U1/Even 0.055 0.00 U1/All 0.000 12.000 7.48 U1/Even 0.075 0.00 U1/All 0.000 **:see ...... • ...... ..... .... ....: • • . .... .... ..... . .. .. .... . . . • . . 000000 .0.00 .. 0. spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:%Arbab\PROJECTSIPALMER RESIDENCE\CALCULATIONSU2B-2.slb Project: pALMER RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. ...... .... .... ...... .... .... ..... ...... ... . • . ........ . . .... .. ...... spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DF1 File: C:Wrbab\PROJECTSIPALMER RESIDENCE\CALCULATIONS\RB-2.slb Project: pALMER RESIDENCE Frame: RB-2 Engineer. Arbab Engineering, Inc. (5) z7 cF Gj, 420Ib/ft 4201b/ft CASE/PATTERN: Live/All -- 49016fli--- j i j I i � I 1 CASE: Dead 200lb/ft 200lb/ft CASE:SELF i i spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1ArbabWROJECTMPALMER RESIDENCETCALCULATIONS\RB-2.slb Project: pALMER RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. a Y E 5 .. m m t CO -20.0 m: Y E La 9 m 0 E 0 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536.4-25DFC-25DFC File: C:Wrbab\PROJECTSIPALMER RESIDENCE\CALCULATIONSIRB-2.sib Project: pALMER RESIDENCE i Frame: RB-2 Engineer: Arbab Engineering, Inc. v) a -A 0 P �30' LEGEND: — Envelope is ) %q or �) .60.( LEGEND: — Envelope Curve — Capacity Curare Support Centerline • • • . — Face of Support ' • • • •' .. • • .• •••••• •••• .... •••• 0000* • .00 • • •••••• • .. . •••• • • . spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\PALMER RESIDENCEICALCULATIONSIRB-2.sib Project: pALMER RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. _ -0.010 0.010 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTSIPALMER RESIDENCECALCULATIONS\RB-2.slb Project: pALMER RESIDENCE Frame: RB-2 Engineer: Arbab Engineering, Inc. (.;} r,,s o/e- 4) LEGEND: I i I — Dead Load — Live Load —Total Deflection .... • • C7,/ P o� 04 Flexural and Transverse Reinforcement • I spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: CAArbabIPROJECTS%PALMER RESIDENCEICALCULATIONS\RB-2.slb i Project: pALMER RESIDENCE i I Frame: RB-2 i Engineer. Arbab Engineering, Inc. i i i, spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb 11-27-2012, 10:37:07 AM Page 1 ggs 00000. 000000- 00 00. 00 0 00 00 00 00 00 00 00 0000000 00000 00 00 00 00 00 000000 00 00 0 00 00 00 00 00000 00 0000000 00000 00000 0 0000000000 00 00 0 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 0 00 00 00 00 00 00000 00000 0 00 00 oo (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright © 1992-2010, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents- prepared in connection with the use of the spBeam- program. (1) INPUT ECHO General Information File name: C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb •••• Project: pALMER RESIDENCE Frame: RB-3 • • • • • ••006• 400006 • 3ngineer: Arbab Engineering, Inc. �•:..• Code: ACI 318-08 •• •� �8 •••��• Reinforcement Database: ASTM A615 •••••• • Mode: Design .`•• •••••• Number of supports = 2 + Left cantilever + Right cantilever /�i •••••. • • Floor System: One-Way/Beam 0 • • ••• • • • ••••• Live load pattern ratio = 100% • . •• •• • • •• Deflections are based on cracked section properties. ••••• •• In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if av4'11C±( • • Long-term deflections are calculated for load duration of 60 months. • • • • ••••;• 08 of live load is sustained. • • �••••• • Compression reinforcement calculations NOT selected. • • • • • Default incremental rebar design selected. •••�•• • • Moment redistribution NOT selected. •• • Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams we 150 f'c 4 Ec 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db -------- Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb 11-27-2012, 10:37:07 AM Page 2 Span Data Slabs )nits: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL ---- -------------------- -------- wR ---------------- Hmin 1 ExtR 0.100 0.00 0.333 0.333 0.00 LC 2 ExtR 10.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span b h Sp ------------------------------------ b -------- h _Span_ Hmin -------- 1 0.00 0.00 0.00 8.00 24.00 0.15 2 0.00 0.00 0.00 8.00 24.00 7.50 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 0.00 0.00 0.000 16.00 8.00 10.000 100 2 0.00 0.00 0.000 16.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- ------------ ------------------------------ 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations --------------------------- :ase SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa SELF 1 200.00 2 200.00 Dead 1 140.00 2 140.00 Live 1 120.00 2 120.00 Live/Odd 1 120.00 Live/Even 2 120.00 Live/S1 1 120.00 2 120.00 Live/S2 2 120.00 Reinforcement Criteria Slabs and Ribs -------------- La Wb Lb ------------------ 0.000 ------------ 200.00 0.100 0.000 200.00 10.000 0.000 140.00 0.100 0.000 140.00 10.000 0.000 120.00 0.100 0.000 120.00 10.000 0.000 120.00 0.100 0.000 120.00 10.000 0.000 120.00 0.100 0.000 120.00 10.000 0.000 120.00 10.000 Top bars_ _Bottom bars_ Min Max Min Max --------------------- ------- Bar Size #5 #5 #5 #5 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups_ Min Max Min Max Min Max ------- Bar Size #5 ------- #8 ------- #5 ------- ------- #8 ------- #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 8 Cover 1.50 1.50 in • • •••• •••••• •••••• •••• •••••• • •••• •••••• •••• •••• ••••• •••••• 000 0 • • •• •• •• •••••• •••••• • • • • • • • • • •••••• •••••• •• • spBeam v3.12 ® StructurePoint 11-27-2012, 10:37:07 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb y Page 3 Layer dist. 1.00 1.00 in 3q. boo' No. of legs 2 6 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. (2] DESIGN RESULTS Top Reinforcement =saUnits: Width =(ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ASMin AsMax SpReq AsReq Bars ---- -------------------------------- --------------------------------------- 1 Left 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 Middle 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 Right 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 2 Left 0.67 0.00 0.667 0.249 3.206 2.576 0.000 2-#5 *3 Middle 0.67 0.00 5.000 0.000 3.206 0.000 0.000 --- Right 0.67 0.00 9.333 0.000 3.206 0.000 0.000 --- NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 2-#5 0.10 --- 2 1-#5 2.52 1-#5 2.52 --- --- --- Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin ASMax SpReq AsReq Bars -------------------------------------- ------------------------------- 1 0.67 0.00 0.000 0.000 3.206 0.000 0.000 --- 2 0.67 5.63 5.124 0.249 3.206 2.576 0.057 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom -Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 --- --- 2 2-#5 0.00 10.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span AsTop ASBot PhiMn+ -------x 1 0.000 0.62 ---PhiMn_ 0.00 ------ -60.00 0.00 0.050 0.62 0.00 -60.00 0.00 0.100 0.62 0.00 -60.00 0.00 2 0.000 0.62 0.62 -60.00 60.00 0.667 0.62 0.62 -60.00 60.00 1.516 0.62 0.62 -60.00 60.00 2.516 0.00 0.62 0.00 60.00 3.700 0.00 0.62 0.00 60.00 5.000 0.00 0.62 0.00 60.00 6.300 0.00 0.62 0.00 60.00 9.333 0.00 0.62 0.00 60.00 10.000 0.00 0.62 0.00 60.00 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start -------- End -------- -------- Vu -------- Xu Av/s -------- ------------ 1 22.19 -------- 16.84 0.000 0.000 0.00 0.000 0.0000 2 22.19 16.84 2.516 5.000 1.49 2.516 0.0000 5.000 7.484 1.49 7.484 0.0000 • • •••• •••••• •••••• •••• •••••• • •••• •••• ••••• • •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• spBeam v3.12 ® StructurePoint 11-27-2012, 10:37:07 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb Page 4 Longitudinal Beam Shear Reinforcement Details S. Q r Units:¢spacing & distance (in). ;pan Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 05 --- None --- 2 #5 --- None --- Beam Shear Capacity _Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------------------------------- 1 22.19 16.84 0.000 0.100 ----- ----- 8.42 0.06 0.100 2 22.19 16.84 0.000 10.000 ----- ----- 8.42 3.00 0.000 Slab Shear Capacity ==Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------------------- ------------ 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone -------------------------- ------------- 1 9216 9216 Right 2 9216 9216 Left Middle Maximum Instantaneous Deflections --------------------------------- Units: D (in) ,pan Ddead Dlive Dtotal ---------------------------- 1 -0.000 -0.000 -0.000 2 0.002 0.001 0.002 Maximum Long-term Deflections Load Level Dead Dead+Live Ig Icr Mcr -------- Mmax ----------- Ie Mmax ------------------- Ie --------------- 9216 -------- 1710 30.36 -0.00 9216 -0.00 9216 9216 1710 30.36 -1.06 9216 -1.43 9216 9216 1710 30.36 3.19 9216 4.32 9216 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal -------- -------------- -------- ------ 1 -0.000 2.000 -0.000 -0.000 -0.000 -0.000 2 0.002 2.000 0.003 0.004 0.004 0.005 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 5.5 lb <_> 0.54 lb/ft <_> 0.810 lb/ft^2 Bottom Bars: 20.9 lb <_> 2.07 lb/ft <_> 3.098 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 26.3 lb <_> 2.61 lb/ft <_> 3.908 lb/ft^2 Concrete: 13.5 ft^3 <_> 1.33 ft^3/ft <_> 2.000 ft^3/ft^2 (3] COLUMNAXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] ------------ P[spring] ------------ Mb[top] -------------------------- 1 SELF 1.02 0.00 -0.62 Dead 0.71 0.00 -0.43 Live/All 0.61 0.00 -0.37 Live/Odd 0.01 0.00 0.00 Live/Even 0.60 0.00 -0.37 Live/S1 0.61 0.00 -0.37 Live/S2 0.60 0.00 -0.37 U1/All 3.06 0.00 -1.86 U1/Odd 2.10 0.00 -1.26 Far Ends _Joint Ma[bottom] M[spring] Mb[bottom] ------------------------ Ma[top] ---------------------- 0.00 0.00 0.31 0.00 0.00 0.00 0.22 0.00 0.00 0.00 0.19 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.93 0.00 0.00 0.00 0.63 0.00 spBeam v3.12 ® StructurePoint 11-27-2012, 10:37:07 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC lor + C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb J) .3 ( O� �� Page 5 U1/Even 3.04 0.00 -1.86 0.00 0.00 0.93 0.00 U1/S1 3.06 0.00 -1.86 0.00 0.00 0.93 0.00 U1/S2 3.04 0.00 -1.86 0.00 0.00 0.93 0.00 2 SELF 1.00 0.00 0.62 0.00 0.00 -0.31 0.00 Dead 0.70 0.00 0.43 0.00 0.00 -0.22 0.00 Live/All 0.60 0.00 0.37 0.00 0.00 -0.19 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 0.60 0.00 0.37 0.00 0.00 -0.19 0.00 Live/S1 0.60 0.00 0.37 0.00 0.00 -0.19 0.00 Live/S2 0.60 0.00 0.37 0.00 0.00 -0.19 0.00 U1/All 3.00 0.00 1.86 0.00 0.00 -0.93 0.00 U1/Odd 2.04 0.00 1.26 0.00 0.00 -0.63 0.00 U1/Even 3.00 0.00 1.86 0.00 0.00 -0.93 0.00 U1/S1 3.00 0.00 1.86 0.00 0.00 -0.93 0.00 U1/S2 3.00 0.00 1.86 0.00 0.00 -0.93 0.00 Sum SELF 2.02 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 1.41 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 1.21 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Odd 0.01 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 1.20 0.00 -0.00 0.00 0.00 0.00 0.00 Live/S1 1.21 0.00 0.00 0.00 0.00 -0.00 0.00 Live/S2 1.20 0.00 -0.00 0.00 0.00 0.00 0.00 U1/All 6.06 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Odd 4.14 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Even 6.04 0.00 0.00 0.00 0.00 -0.00 0.00 U1/Sl 6.06 0.00 0.00 0.00 0.00 -0.00 0.00 U1/S2 6.04 0.00 0.00 0.00 0.00 -0.00 0.00 [61 SEGMENTAL MOMENT AND SHEAR - ENVELOPES Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb ---------------- V+ (kip) Comb ---- ---- -------------------- 1 0.000 0.00 ---------------- U1 0.00 ---------------- U1 0.00 U1 0.00 U1 0.050 -0.00 U1 0.00 U1 -0.03 U1 0.00 U1 0.100 -0.00 U1 0.00 U1 -0.06 U1 0.00 U1 2 0.000 -1.86 U1 0.00 U1 0.00 U1 3.00 U1 0.222 -1.21 U1 0.00 U1 0.00 U1 2.87 U1 0.444 -0.59 U1 0.00 U1 0.00 U1 2.73 U1 • • 0.667 0.00 U1 0.00 U1 0.00 U1 2.60 U1 •••• 0.667 0.00 U1 0.00 U1 0.00 U1 2.60 U1 0.914 0.00 U1 0.63 Ul 0.00 Ul 2.45 U1 �••••� • 1.162 0.00 U1 1.22 U1 0.00 U1 2.30 U1 •••••• 1.410 0.00 U1 1.77 U1 0.00 U1 2.15 U1 .••. 1.657 0.00 U1 2.29 U1 0.00 U1 2.01 U1 • • 1.905 0.00 U1 2.76 U1 0.00 U1 1.86 U1 •��• 2.152 0.00 U1 3.21 U1 0.00 U1 1.71 U1 •••••• 2.400 0.00 U1 3.61 U1 0.00 U1 1.56 U1 ••�••• 2.648 0.00 U1 3.98 U1 0.00 U1 1.41 U1 •••�•• 2.895 0.00 U1 4.31 U1 0.00 U1 1.26 U1 • • • 3.143 0.00 U1 4.60 U1 0.00 U1 1.11 U1 ' • 3.390 0.00 U1 4.86 U1 0.00 U1 0.97 U1 • • 3.638 0.00 U1 5.08 U1 0.00 U1 0.82 U1 '••' 3.886 0.00 U1 5.27 U1 0.00 U1 0.67 U1 4.133 0.00 U1 5.41 U1 0.00 U1 0.52 U1 4.381 0.00 U1 5.52 U1 0.00 U1 0.37 U1 4.629 0.00 U1 5.60 U1 0.00 U1 0.22 U1 4.876 0.00 U1 5.63 U1 0.00 U1 0.07 U1 5.124 0.00 U1 5.63 U1 -0.07 U1 0.00 U1 5.371 0.00 U1 5.60 U1 -0.22 U1 0.00 U1 5.619 0.00 U1 5.52 U1 -0.37 U1 0.00 U1 5.867 0.00 U1 5.41 U1 -0.52 U1 0.00 U1 6.114 0.00 U1 5.27 U1 -0.67 U1 0.00 U1 6.362 0.00 U1 5.08 U1 -0.82 U1 0.00 U1 6.610 0.00 U1 4.86 U1 -0.97 U1 0.00 U1 6.857 0.00 U1 4.60 U1 -1.11 U1 0.00 U1 7.105 0.00 U1 4.31 U1 -1.26 U1 0.00 U1 7.352 0.00 U1 3.98 U1 -1.41 U1 0.00 U1 7.600 0.00 U1 3.61 U1 -1.56 U1 0.00 U1 7.848 0.00 U1 3.21 Ul -1.71 U1 0.00 U1 8.095 0.00 U1 2.77 U1 -1.86 U1 0.00 U1 8.343 0.00 U1 2.29 U1 -2.01 U1 0.00 U1 8.590 0.00 U1 1.77 U1 -2.15 U1 0.00 U1 8.838 0.00 U1 1.22 U1 -2.30 U1 0.00 U1 9.086 0.00 U1 0.63 U1 -2.45 U1 0.00 U1 9.333 0.00 U1 0.01 U1 -2.60 U1 0.00 U1 9.333 0.00 U1 0.01 U1 -2.60 U1 0.00 U1 9.556 -0.59 U1 0.00 U1 -2.73 U1 0.00 U1 •••• •••••• • •••• •••••• • • spBeam v3.12 © StructurePoint 11-27-2012, 10:37:07 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC �� O �� g C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb Pa e 6 9.778 -1.21 Ul 0.00 U1 -2.87 U1 0.00 U1 10.000 -1.86 U1 0.00 U1 -3.00 U1 0.00 U1 (7) SEGMENTAL DEFLECTIONS Units: x (ft), D (in) Span x Ddead Dlive Dtotal ------------ 1 0.000 ------------------------ -0.000 ------------ -0.000 -0.000 0.050 -0.000 -0.000 -0.000 0.100 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.222 0.000 0.000 0.000 0.444 0.000 0.000 0.000 0.667 0.000 0.000 0.000 0.667 0.000 0.000 0.000 0.914 0.000 0.000 0.001 1.162 0.001 0.000 0.001 1.410 0.001 0.000 0.001 1.657 0.001 0.000 0.001 1.905 0.001 0.000 0.001 2.152 0.001 0.000 0.001 2.400 0.001 0.000 0.001 2.648 0.001 0.000 0.001 2.895 0.001 0.000 0.002 3.143 0.001 0.000 0.002 3.390 0.001 0.000 0.002 3.638 0.001 0.000 0.002 3.886 0.001 0.001 0.002 4.133 0.001 0.001 0.002 4.381 0.001 0.001 0.002 4.629 0.002 0.001 0.002 4.876 0.002 0.001 0.002 5.124 0.002 0.001 0.002 5.371 0.002 0.001 0.002 5.619 0.001 0.001 0.002 5.867 0.001 0.001 0.002 6.114 0.001 0.001 0.002 6.362 0.001 0.000 0.002 6.610 0.001 0.000 0.002 • • 6.857 0.001 0.000 0.002 ' ' " " " " •' 7.105 0.001 0.000 0.002 •• • • •• • 7.352 0.001 0.000 0.001 •••..• • • • •••• e •••••• 7.600 0.001 0.000 0.001 • 7.848 0.001 0.000 0.001 8.095 0.001 0.000 0.001 •••• •••• • • 8.343 0.001 0.000 0.001 ' ' •••• ' • •••• ••••• 8.590 0.001 0.000 0.001 • • 8.836 0.001 0.000 0.001 •••••• • • ••• • • • ••••• 9.086 0.000 0.000 0.001 •• •• •• •••••• 9.333 0.000 0.000 0.000 ' 9.333 0.000 0.000 0.000• • • • • 9.556 0.000 0.000 0.000 • • • ••••.� ••.••• 9.778 0.000 0.000 0.000 • • • • • 10.000 0.000 0.000 0.000 • • . •• • •••• •••.•• • • (8) REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) To Bottom Span x Mu Comb/Patt As Mu Comb/Patt ----------------- As ------------- 1 ------------ 0.000 0.00 --------- -------- U1/All ------------ 0.000 0.00 U1/All 0.000 0.050 0.00 U1/All 0.000 0.00 U1/All 0.000 0.100 0.00 Ul/All 0.000 0.00 U1/All 0.000 2 0.000 1.86 U1/All 0.019 0.00 U1/All 0.000 0.222 1.21 U1/All 0.012 0.00 U1/All 0.000 0.444 0.59 U1/All 0.006 0.00 Ul/All 0.000 0.667 0.00 U1/All 0.000 0.00 U1/All 0.000 0.667 0.00 U1/All 0.000 0.00 U1/All 0.000 0.914 0.00 Ul/All 0.000 0.63 U1/All 0.006 1.162 0.00 Ul/All 0.000 1.22 U1/All 0.012 1.410 0.00 Ul/All 0.000 1.77 U1/All 0.018 spBeam v3.12 ® StructurePoint 11-27-2012, 10:37:07 AM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-3.slb Page 7 1.657 0.00 U1/All 0.000 2.29 U1/All 0.023 LISP 1.905 0.00 Ul/All 0.000 2.76 Ul/All 0.028 2.152 0.00 U1/All 0.000 3.21 U1/All 0.032 2.400 0.00 U1/All 0.000 3.61 Ul/All 0.036 2.648 0.00 Ul/All 0.000 3.98 Ul/All 0.040 2.895 0.00 U1/All 0.000 4.31 U1/All 0.043 3.143 0.00 Ul/All 0.000 4.60 U1/All 0.046 3.390 0.00 U1/All 0.000 4.96 U1/All 0.049 3.638 0.00 U1/All 0.000 5.08 U1/All 0.051 3.886 0.00 U1/All 0.000 5.27 U1/All 0.053 4.133 0.00 U1/All 0.000 5.41 U1/All 0.054 4.381 0.00 U1/All 0.000 5.52 U1/All 0.055 4.629 0.00 U1/All 0.000 5.60 U1/All 0.056 4.876 0.00 U1/All 0.000 5.63 U1/All 0.057 5.124 0.00 Ul/Even 0.000 5.63 Ul/All 0.057 5.371 0.00 Ul/Even 0.000 5.60 U1/All 0.056 5.619 0.00 U1/Even 0.000 5.52 U1/All 0.055 5.867 0.00 U1/Even 0.000 5.41 U1/All 0.054 6.114 0.00 U1/Even 0.000 5.27 U1/All 0.053 6.362 0.00 U1/Even 0.000 5.08 U1/All 0.051 6.610 0.00 Ul/Even 0.000 4.86 Ul/All 0.049 6.857 0.00 Ul/Even 0.000 4.60 U1/All 0.046 7.105 0.00 U1/Even 0.000 4.31 Ul/All 0.043 7.352 0.00 Ul/Even 0.000 3.98 U1/All 0.040 7.600 0.00 U1/Even 0.000 3.61 U1/All 0.036 7.848 0.00 Ul/Even 0.000 3.21 U1/All 0.032 8.095 0.00 U1/Even 0.000 2.77 U1/All 0.028 8.343 0.00 U1/Even 0.000 2.29 U1/All 0.023 8.590 0.00 U1/Even 0.000 1.77 U1/All 0.018 8.838 0.00 U1/Even 0.000 1.22 U1/All 0.012 9.086 0.00 U1/Even 0.000 0.63 U1/All 0.006 9.333 0.00 Ul/Even 0.000 0.01 U1/All 0.000 9.333 0.00 U1/Even 0.000 0.01 Ul/All 0.000 9.556 0.59 Ul/Even 0.006 0.00 U1/All 0.000 9.778 1.21 U1/Even 0.012 0.00 U1/All 0.000 10.000 1.86 U1/Even 0.019 0.00 U1/All 0.000 •••••• •••• •••••• • •••• •••• • • •••• •••• ••••• • • • • • • •••••• X Y spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: CMrbab\PROJECTS\PALMER RESIDENCE\CALCULATIONSIRB-3.slb Project: pALMER RESIDENCE Frame. RB-3 Engineer. Arbab Engineering, Inc. . . .... ...... .. . ...... .... ...... 000 . • .. .... .... .... . . 0000 ...... . , . . .....g .. .... . .. i ...... .... ....... .... .... . ..: .... .... ..... : ...... .... ..... : . . . . ....... ... ......: i spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC i File: C:1ArbabIPROJECTSIPALMER RESIDENCE\CALCULATlONS1RB-3.slb i Project: pALMER RESIDENCE ! Frame: RB-3 Engineer. Arbab Engineering, Inc. i Q6}4Jotbi 1201bAt 120lb/ft i CASE/PATTERN: Live/AII 1401bM 140 WM i CASE: Dead I j � I i CASE: SELF • g •••• •••e•• •••••• •••• •sgggr • •••••• • • •e•eei •••• eggs e e•e• •s•• •••g•j • • •• •• •s geese* • sseg•• • g :so:*: • • f j • • • • so*:** s• g spBeam v3.12. Licensed to: Arbab Engineering License ID: 57103-1022536-4-25DFC-25DFC File: C:ArbabWROJECTSPALMER RESIDENCEICALCULATIONS\RB-3.slb Project: pALMER RESIDENCE Frame: RB-3 Engineer: Arbab Engineering, Inc. 3.5 Ya E 1° 0) Ma e to x rn Y E O m E O 2 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103.1022536-4-25DFC-25DFC i File: C:1Arbab%PROJECTSIPALMER RESIDENCE\CALCULATIONS\RB-3.slb j Project pALMER RESIDENCE Frame: RB-3 Engineer: Arbab Engineering, Inc. C 5,) 4. ? 0)0- 65- LEGEND: — Envelope • • • • • • • • • • • t • • • • •••••• •• • 60.0 LEGEND: -- Envelope Curve Capacity Curare - Support Centerline — Face of Support • • • • • **goes! ••egg• • • • • • •• • •egg • o! i spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:Wrbab\PROJECTS\PALMER RESIDENCE\CALCULATIONSIRB-3.sib Project: pALMER RESIDENCE Frame: RB-3 i I Engineer: Arbab Engineering, Inc. i 91 E ca r% spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-10225364-25DFC-25DFC File: C:WrbabWROJECTSIPALMER RESIDENCBCALCULATIONSM-3.sib Project: pALMER RESIDENCE Frame: RB-3 i Engineer: Arbab Engineering, Inc. Ls) ++ 0 IV 1r LEGEND: — Envelope Curare -- Capacity Curve - Support Centerline — Face of Support - Critical Section CI \ V 4 dF c i LEGEND: — Dead Load — Live Load — Total Deflection •••••• •••• • •••••• ••• • spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFG25DFC j File: CAArbab\PROJECTSIPALMER RESIDENCE\CALCULATIONS\RB-3.sib I Project: pALMER RESIDENCE Frame: RB-3 Engineer: Arbab Engineering, Inc. I cs�46 cF � fi N Flexural and Transverse Reinforcement ! spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:%rbab%PROJECTSTALMER RESIDENCEkCALCULATIONSIRB-3.sib Project: pALMER RESIDENCE Frame: RB-3 Engineer. Arbab Engineering, Inc. e • •••••• •••• • •••••• ••• • spBeam v3.12 ® StructurePoint 11-27-2012, 12:03:54 PM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb Page 1 000000 00 00 00000 000000 00 00 00000 00000 0 0000000000 00 0 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0000000 00 00 000000 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00000 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00 00000 00 0000000 00000 00000 0 00 00 oo (TM) spBeam v3.12 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams and One-way Slab Systems Copyright ® 1992-2010, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spBeam program. (11 INPUT ECHO General Information File name: C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb Project: pALMER RESIDENCE Frame: RB-4 Engineer: Arbab Engineering, Inc. Code: ACI 318-08 •• " Reinforcement Database: ASTM A615 • • sees•• Mode: Design e•.e . •� Number of supports - 2 + Left cantilever + Right cantilever • • • Floor System: One-Way/Beam ;�• sees sees•• • Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include Long-term deflections are calculated for load duration 0% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties Slabs)Beams Columns wc ------------ = 150 ------------ 150 lb/ft3 f'c = 4 4 ksi Ec 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy 60 ksi, Bars are not epoxy -coated fyt 60 ksi Es = 29000 ksi sees flange/slab contribution (if avA198le) of 60 months. sees•• Reinforcement Database Units. Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 -------- 0.50 -------- 0.20 0.67 05 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 sees•• • sees sees ••• • • sees•• • sees •• sees•• • • • sees•• sees•• • sees• sees• sees•• • • • sees•• sees•• spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb 11-27-2012, 12:03:54 PM Page 2 Span -Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin --- ------------------------------------ -------- 1 ExtR 0.100 0.00 0.333 0.333 0.00 LC 2 ExtR 16.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Span b h Sp ---------------------------- 1 0.00 0.00 0.00 2 0.00 0.00 0.00 Beams _Span_ b h Hmin ------------------------ 8.00 24.00 0.15 8.00 24.00 12.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 0.00 0.00 0.000 16.00 8.00 10.000 100 2 0.00 0.00 0.000 16.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- Ul 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb SELF 1 200.00 0.000 200.00 0.100 2 200.00 0.000 200.00 16.000 Dead 1 560.00 0.000 560.00 0.100 2 560.00 0.000 560.00 16.000 Live 1 480.00 0.000 480.00 0.100 2 480.00 0.000 480.00 16.000 Live/Odd 1 480.00 0.000 480.00 0.100 Live/Even 2 480.00 0.000 480.00 16.000 Live/S1 1 480.00 0.000 480.00 0.100 2 480.00 0.000 480.00 16.000 Live/S2 2 480.00 0.000 480.00 16.000 Point Forces ------------ Units: Wa (kip), La (ft) Case/Patt Span Wa La --------- Live ---- ------------ 2 ------------ 8.00 11.000 Live/Even 2 8.00 11.000 Live/S1 2 8.00 11.000 Live/S2 2 8.00 11.000 Reinforcement Criteria Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #5 #5 #5 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 % Cover 1.50 1.50 in There is NOT more than 12 in of concrete below top bars. • • •••• •••••• •••••• •••• •••••• • •••• •••• • • •• •• •• •••••• • • • • • •••••• spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb 11-27-2012, 12:03:54 PM Page 3 Beams Top bars_ Bottom bars_ _Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 48 #5 #8 #3 #5 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.14 5.00 0.14 5.00 Cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 Side cover 1.50 in lst Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. �5)`►� of_ 6 i Cs-Sa----3-.-ssas-------C---C----S6Ci---s_-a-aS--s-s--------3s'saa�-ss-----a-ass--a-------�---asasCca--------c------ [2) DESIGN RESULTS Top Reinforcement units:awidth (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ----------------------------------------------------------------------- 1 Left 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 Middle 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 Right 0.67 0.00 0.000 0.249 3.206 2.576 0.000 2-#5 *3 2 Left 0.67 15.09 0.667 0.249 3.206 2.576 0.152 2-#5 *3 Middle 0.67 0.00 8.000 0.000 3.206 2.576 0.026 2-#5 *6 Right 0.67 15.51 15.333 0.249 3.206 2.576 0.157 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. *8 - Reinforcement required for structural integrity. Top Bar Details Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 2-#5 0.10 --- --- • • 2 --- --- 2-#5 16.00 --- --- Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---------------------------------------------- - 1 0.67 0.00 0.000 0.000 3.206 0.000 0.000 --- 2 0.67 61.79 10.113 0.590 3.197 2.487 0.641 2-#6 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span --Bars Start Length Bars Start Length 1 --- --- 2 2-#6 0.00 16.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop ASBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.62 ----------------- 0.00 ------------ -60.00 0.00 0.050 0.62 0.00 -60.00 0.00 0.100 0.62 0.00 -60.00 0.00 2 0.000 0.62 0.88 -60.00 83.77 0.667 0.62 0.88 -60.00 83.77 5.800 0.62 0.88 -60.00 83.77 8.000 0.62 0.88 -60.00 83.77 10.200 0.62 0.88 -60.00 83.77 15.333 0.62 0.88 -60.00 83.77 16.000 0.62 0.88 -60.00 83.77 • • • o. •••••• • •••••• •••••• •• •• Longitudinal Beam Shear Reinforcement Required 11-27-2012, 12:03:54 PM spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s -------------------------------------------- ---------------- 1 22.19 16.84 0.000 0.000 0.00 0.000 0.0000 2 22.13 16.79 2.510 4.706 12.98 2.510 0.0067 4.706 6.902 9.29 4.706 0.0067 6.902 9.098 5.60 6.902 0.0000 9.098 11.294 13.67 11.294 0.0067 11.294 13.490 18.27 13.490 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing 6 distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #5 --- None --- 2 #3 7 @ 11.1 + <-- 26.3 --> + 7 @ 11.0 LS) .50 or age 4 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ------------------------------------------------------------ ---------------- 1 22.19 16.84 0.000 0.100 ----- ----- 8.42 0.17 0.100 2 22.13 16.79 0.000 0.917 ----- ----- 36.61 17.19 0.000 0.917 6.902 0_0199 11_1 36.61 12.98 2.510 1 6.902 9.098 -8.40 5.60 6.902 9.098 15.083 0.0199 11.0 36.61 18.27 13.490 15.083 16.000 ----- ----- 36.61 22.49 16.000 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------- ------------------------ 1 --- Not checked --- 2 --- Not.checked --- lections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead ----------- Dead+Live Zone ----------------- Ig ---- --------------- 1 9216 9216 Right 9216 2 9216 5496 Left 9216 Middle 9216 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.000 -0.001 -0.001 2 0.019 0.048 0.067 Maximum Long-term Deflections • • •••• •••••• 'Wa 4evel Dead e + 've •. Icr Mcr Mmax • • • •!�• • • • ------------ -------- ------- s t•• •--------r-------�r- • 1710 30.36 -0.00 9024§0 -0.0 92.I6•••6 1710 30.36 -7.89 ••• 49216 9 -18.Z • 92*16 2281 30.36 16.42 92016• 42.33000 489159:0•0 • • • • to •• •• •••••• •••••• • • • • • • • •••••• •••••• •• • Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 -0.000 2.000 -0.001 -0.001 -0.001 -0.002 2 0.019 2.000 0.039 0.086 0.086 0.105 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 33.6 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Bottom Bars: 48.1 lb <=> 2.99 lb/ft <_> 4.478 lb/ft^2 Stirrups: 22.8 lb <=> 1.42 lb/ft <=> 2.125 lb/ft^2 Total Steel: 104.5 lb <=> 6.49 lb/ft <=> 9.732 lb/ft^2 Concrete: 21.5 ft^3 <=> 1.33 ft^3/ft <=> 2.000 ft^3/ft^2 ------------------------ (3J COLUMN AXIAL FORCES AND MOMENTS spBeam v3.12 6 StructurePoint 11-27-2012, 12:03:54 PM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb /O L Page 5 Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] Mb[bottom] ------------ Ma[top] ------------ -------------- 1 SELF ------------------------ 1.62 0.00 -2.08 0.00 0.00 1.04 0.00 Dead 4.54 0.00 -5.81 0.00 0.00 2.91 0.00 Live/All 6.23 0.00 -10.44 0.00 0.00 5.22 0.00 Live/Odd 0.05 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 6.19 0.00 -10.44 0.00 0.00 5.22 0.00 Live/S1 6.23 0.00 -10.44 0.00 0.00 5.22 0.00 Live/S2 6.19 0.00 -10.44 0.00 0.00 5.22 0.00 U1/All 17.36 0.00 -26.17 0.00 0.00 13.08 0.00 Ul/Odd 7.46 0.00 -9.47 0.00 0.00 4.73 0.00 Ul/Even 17.28 0.00 -26.17 0.00 0.00 13.08 0.00 U1/S1 17.36 0.00 -26.17 0.00 0.00 13.08 0.00 U1/S2 17.28 0.00 -26.17 0.00 0.00 13.08 0.00 2 SELF 1.60 0.00 2.08 0.00 0.00 -1.04 0.00 Dead 4.48 0.00 5.81 0.00 0.00 -2.91 0.00 Live/All 9.49 0.00 12.91 0.00 0.00 -6.46 0.00 Live/Odd -0.00 0.00 -0.00 0.00 0.00 0.00 0.00 Live/Even 9.49 0.00 12.91 0.00 0.00 -6.46 0.00 Live/S1 9.49 0.00 12.91 0.00 0.00 -6.46 0.00 Live/S2 9.49 0.00 12.91 0.00 0.00 -6.46 0.00 U1/All 22.49 0.00 30.13 0.00 0.00 -15.07 0.00 Ul/Odd 7.30 0.00 9.47 0.00 0.00 -4.73 0.00 Ul/Even 22.49 0.00 30.13 0.00 0.00 -15.07 0.00 U1/S1 22.49 0.00 30.13 0.00 0.00 -15.07 0.00 U1/S2 22.49 0.00 30.13 0.00 0.00 -15.07 0.00 Sum SELF 3.22 0.00 0.00 0.00 0.00 -0.00 0.00 Dead 9.02 0.00 0.00 0.00 0.00 -0.00 0.00 Live/All 15.73 0.00 2.48 0.00 0.00 -1.24 0.00 Live/Odd 0.05 0.00 0.00 0.00 0.00 -0.00 0.00 Live/Even 15.68 0.00 2.48 0.00 0.00 -1.24 0.00 Live/S1 15.73 0.00 2.48 0.00 0.00 -1.24 0.00 Live/S2 15.68 0.00 2.48 0.00 0.00 -1.24 0.00 U1/All 39.85 0.00 3.96 0.00 0.00 -1.98 0.00 Ul/Odd 14.76 0.00 0.00 0.00 0.00 -0.00 0.00 Ul/Even 39.77 0.00 3.96 0.00 0.00 -1.98 • " '•Q 00 U1/S1 39.85 0.00 3.96 0.00 0.00 • -i.98 ••••0.00 •••••• Ul/S2 39.77 0.00 3.96 0.00 0.00 0••21':8 • 000.00 •+ •••••• •••• •••••• • [6] SEGMENTAL MOMENT AND SHEAR - ENVELOPES •••• •••• •+•••• • • =ssevo=xxxa=xxxxxxxxx=sxxxxxxx=sxxxxxxxs=xx==xxxxxxx_xxxxxxx=oxxxxaaxx_____ �xxxxax_=_�____�ssxx�xxxxx•e _ _xxxs Span x (ft) M- (k-ft) Comb M+ (k-ft) Comb V- (kip) Comb V+ (kip) Comtf 0 •+'• +•+++ ------------------------ ---- ------------ ---- ------------ ---------------- ---- •• •• •••••• 1 0.000 0.00 Ul 0.00 Ul 0.00 Ul 0.00 Ul + 0.050 -0.00 U1 0.00 Ul -0.08 U1 0.00 U1 �••�•� • •• 0.100 -0.01 U1 0.00 U1 -0.17 U1 0.00 Ul • • • ' 2 0.000 -26.17 U1 0.00 Ul 0.00 U1 17.19 U1 • • • •• • +'++++ • • 0.222 -22.40 Ul 0.00 U1 0.00 U1 16.82 U1 •••i•• 0.444 -18.70 U1 0.00 U1 0.00 U1 16.45 U1 " • 0.667 -15.09 U1 0.00 U1 0.00 U1 16.07 Ul 0.667 -15.09 U1 0.00 U1 0.00 U1 16.07 U1 0.915 -11.14 U1 0.00 U1 0.00 Ul 15.66 U1 1.164 -7.30 U1 0.00 U1 0.00 U1 15.24 U1 1.412 -3.57 U1 0.00 U1 0.00 U1 14.82 U1 1.661 0.00 Ul 1.39 U1 0.00 Ul 14.40 U1 1.910 0.00 Ul 3.60 Ul 0.00 U1 13.98 Ul 2.158 0.00 U1 7.02 U1 0.00 U1 13.57 U1 2.407 0.00 U1 10.34 U1 0.00 U1 13.15 U1 2.655 0.00 U1 13.56 U1 0.00 U1 12.73 U1 2.904 0.00 U1 16.67 Ul 0.00 U1 12.31 U1 3.153 0.00 U1 19.68 U1 0.00 U1 11.90 U1 3.401 0.00 Ul 22.59 U1 0.00 U1 11.48 U1 3.650 0.00 Ul 25.39 Ul 0.00 U1 11.06 Ul 3.898 0.00 U1 26.08 U1 0.00 U1 10.64 U1 4.147 0.00 U1 30.68 U1 0.00 U1 10.23 U1 4.395 0.00 U1 33.17 U1 0.00 U1 9.81 U1 4.644 0.00 U1 35.55 U1 0.00 U1 9.39 Ul 4.893 0.00 U1 37.84 U1 0.00 U1 8.97 U1 5.141 0.00 U1 40.02 U1 0.00 U1 8.56 U1 5.390 0.00 U1 42.09 U1 0.00 U1 8.14 U1 5.638 0.00 U1 44.06 Ul 0.00 Ul 7.72 U1 5.887 0.00 Ul 45.93 Ul 0.00 Ul 7.30 Ul 6.136 0.00 U1 47.69 U1 0.00 U1 6.88 Ul 6.384 0.00 U1 49.35 U1 0.00 Ul 6.47 U1 11-27-2012, 12:03:54 spBeam v3.12 © StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb 6.633 0.00 Ul 50.91 Ul 0.00 Ul 6.05 Ul 6.881 0.00 U1 52.36 U1 0.00 U1 5.63 U1 7.130 0.00 U1 53.71 U1 0.00 U1 5.21 U1 7.379 0.00 U1 54.95 Ul 0.00 U1 4.80 U1 7.627 0.00 U1 56.09 U1 0.00 U1 4.38 Ul 7.876 0.00 U1 57.13 U1 0.00 U1 3.96 U1 8.124 0.00 U1 58.06 U1 -0.11 U1 3.54 U1 8.373 0.00 U1 58.89 U1 -0.34 U1 3.13 U1 8.621 0.00 U1 59.62 Ul -0.57 U1 2.71 U1 8.870 0.00 U1 60.24 U1 -0.79 U1 2.29 U1 9.119 0.00 U1 60.76 U1 -1.02 U1 1.87 U1 9.367 0.00 U1 61.17 U1 -1.25 U1 1.46 U1 9.616 0.00 U1 61.48 U1 -1.47 Ul 1.04 U1 9.864 0.00 U1 61.69 Ul -1.70 U1 0.62 Ul 10.113 0.00 Ul 61.79 U1 -1.93 U1 0.20 U1 10.362 0.00 U1 61.79 U1 -2.15 U1 0.00 U1 10.610 0.00 U1 61.68 U1 -2.38 U1 0.00 Ul 10.859 0.00 U1 61.47 U1 -3.81 U1 0.00 U1 11.107 0.00 Ul 59.78 U1 -10.63 U1 0.00 U1 11.356 0.00 U1 56.19 U1 -14.69 U1 0.00 U1 11.605 0.00 U1 52.48 U1 -15.10 U1 0.00 U1 11.853 0.00 U1 48.68 U1 -15.52 U1 0.00 U1 12.102 0.00 U1 44.77 U1 -15.94 U1 0.00 Ul 12.350 0.00 U1 40.75 U1 -16.36 U1 0.00 U1 12.599 0.00 U1 36.64 U1 -16.77 U1 0.00 U1 12.847 0.00 Ul 32.41 U1 -17.19 U1 0.00 U1 13.096 0.00 U1 28.09 U1 -17.61 U1 0.00 U1 13.345 0.00 U1 23.66 U1 -18.03 Ul 0.00 U1 13.593 0.00 U1 19.13 U1 -18.44 U1 0.00 U1 13.842 0.00 U1 14.49 U1 -18.86 U1 0.00 U1 14.090 0.00 U1 9.75 U1 -19.28 U1 0.00 U1 14.339 0.00 Ul 4.90 U1 -19.70 Ul 0.00 U1 14.588 -0.07 U1 0.00 U1 -20.11 Ul 0.00 U1 14.836 -5.10 Ul 0.00 U1 -20.53 U1 0.00 Ul 15.085 -10.25 Ul 0.00 U1 -20.95 U1 0.00 Ul 15.333 -15.51 U1 0.00 U1 -21.37 U1 0.00 U1 15.333 -15.51 U1 0.00 U1 -21.37 U1 0.00 U1 15.556 -20.30 Ul 0.00 U1 -21.74 U1 0.00 U1 15.778 -25.18 U1 0.00 U1 -22.11 Ul 0.00 Ul 16.000 -30.13 U1 0.00 U1 -22.49 U1 0.00 U1 �Pag (71 SEGMENTAL DEFLECTIONS ------ -------- ------ Units: x (ft), D (in) ; ••• •••• ••••�• Span x Ddead Dlive Dtotal •• • • •• • • • • • ---- -------- 1 0.000 ------------------------ -0.000 ------------ -0.001 -0.001 ••• ••••• • ••• ••••• 0.050 -0.000 -0.000 -0.000 •••••• • • • 0.100 0.000 0.000 0.000 •••• • • •••• • • • • 2 0.000 0.000 0.000 0.000 • • • • • • • • • • • • • • • 0.222 0.001 0.001 0.002 •••••• ••• • ••• ••••• 0.444 0.001 0.003 0.004 •••••• •••••• 0.667 0.002 0.004 0.007 • 0.667 0.002 0.004 0.007 • • • • 0.915 0.003 0.006 0.009 • • • • •••••• 1.164 0.004 0.008 0.012 • • • • • 1.412 0.005 0.010 0.015 •• . •••• • • 1.661 0.006 0.012 0.017 • • 0000 1.910 0.007 0.013 0.020 2.158 0.007 0.015 0.023 2.407 0.008 0.017 0.026 2.655 0.009 0.019 0.028 2.904 0.010 0.021 0.031 3.153 0.011 0.023 0.034 3.401 0.012 0.025 0.036 3.650 0.012 0.027 0.039 3.898 0.013 0.028 0.041 4.147 0.014 0.030 0.044 4.395 0.014 0.032 0.046 4.644 0.015 0.034 0.049 4.893 0.016 0.035 0.051 5.141 0.016 0.037 0.053 5.390 0.017 0.038 0.055 5.638 0.017 0.039 0.057 5.887 0.018 0.041 0.058 6.136 0.018 0.042 0.060 6.384 0.018 0.043 0.061 6.633 0.019 0.044 0.063 6.881 0.019 0.045 0.064 7.130 0.019 0.046 0.065 spBeam v3.12 ® StructurePoint Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb 11-27-2012, 12:03:54 PM Page 7 7.379 0.019 0.046 0.065 7.627 0.019 0.047 0.066 7.876 0.019 0.047 0.066 8.124 0.019 0.047 0.067 8.373 0.019 0.048 0.067 8.621 0.019 0.048 0.067 8.870 0.019 0.047 0.067 9.119 0.019 0.047 0.066 9.367 0.019 0.047 0.065 9.616 0.018 0.046 0.065 9.864 0.018 0.046 0.064 10.113 0.018 0.045 0.062 10.362 0.017 0.044 0.061 10.610 0.017 0.043 0.060 10.859 0.016 0.042 0.058 11.107 0.016 0.040 0.056 11.356 0.015 0.039 0.054 11.605 0.014 0.037 0.052 11.853 0.014 0.035 0.049 12.102 0.013 0.034 0.047 12.350 0.012 0.032 0.044 12.599 0.012 0.030 0.041 12.847 0.011 0.028 0.038 13.096 0.010 0.025 0.035 13.345 0.009 0.023 0.032 13.593 0.008 0.021 0.029 13.842 0.007 0.019 0.026 14.090 0.007 0.016 0.023 14.339 0.006 0.014 0.020 14.588 0.005 0.012 0.017 14.836 0.004 0.010 0.014 15.085 0.003 0.008 0.011 15.333 0.002 0.005 0.008 15.333 0.002 0.005 0.008 15.556 0.001 0.004 0.005 15.778 0.001 0.002 0.003 16.000 0.000 0.000 0.000 REQUIRED REINFORCEMENT Longitudinal Reinforcement Required for Flexure Units: x (ft), As (in^2), Mu (k-ft) To Bottom Span x Mu Comb/Patt As Mu Comb/Patt ----------------- As ---- --------- 1 ------------ 0.000 0.00 ----------------- U1/All ------------ 0.000 0.00 Ul/All 0.000 0.050 0.00 U1/All 0.000 0.00 U1/All 0.000 0.100 0.01 Ul/All 0.000 0.00 U1/All 0.000 2 0.000 26.17 U1/All 0.266 0.00 U1/All 0.000 0.222 22.40 Ul/All 0.227 0.00 U1/All 0.000 0.444 18.70 Ul/All 0.189 0.00 U1/All 0.000 0.667 15.09 Ul/All 0.152 0.00 Ul/All 0.000 0.667 15.09 Ul/All 0.152 0.00 Ul/All 0.000 0.915 11.14 U1/All 0.112 0.00 U1/All 0.000 1.164 7.30 U1/All 0.073 0.00 U1/All 0.000 1.412 3.57 Ul/All 0.036 0.00 U1/All 0.000 1.661 0.00 Ul/All 0.000 1.39 U1/All 0.014 1.910 0.00 U1/All 0.000 3.60 U1/All 0.036 2.158 0.00 U1/All 0.000 7.02 Ul/All 0.071 2.407 0.00 U1/All 0.000 10.34 U1/All 0.104 2.655 0.00 Ul/All 0.000 13.56 U1/All 0.137 2.904 0.00 U1/All 0.000 16.67 U1/All 0.169 3.153 0.00 U1/All 0.000 19.68 Ul/All 0.200 3.401 0.00 U1/All 0.000 22.59 U1/All 0.229 3.650 0.00 U1/All 0.000 25.39 U1/All 0.258 3.898 0.00 U1/All 0.000 28.08 Ul/All 0.286 4.147 0.00 Ul/All 0.000 30.68 U1/All 0.313 4.395 0.00 U1/All 0.000 33.17 U1/All 0.339 4.644 0.00 U1/All 0.000 35.55 U1/All 0.364 4.893 0.00 Ul/All 0.000 37.84 U1/All 0.388 5.141 0.00 U1/All 0.000 40.02 Ul/All 0.410 5.390 0.00 U1/All 0.000 42.09 Ul/All 0.432 5.638 0.00 Ul/All 0.000 44.06 U1/All 0.453 5.887 0.00 Ul/All 0.000 45.93 U1/A11 0.472 6.136 0.00 Ul/All 0.000 47.69 U1/All 0.491 6.384 0.00 U1/All 0.000 49.35 U1/All 0.509 6.633 0.00 U1/All 0.000 50.91 U1/All 0.525 6.881 0.00 U1/All 0.000 52.36 U1/All 0.540 7.130 0.00 U1/All 0.000 53.71 U1/All 0.555 • • •••• •••••• •••••• •••• •••••• • •••• •••• • • •••• •••• ••••• •• •• •• •••••• • • • • • •••••• spBeam v3.12 ® StructurePoint 11-27-2012, 12:03:54 PM Licensed to: Arbab Engineering, License ID: 57103-1022536-4-25DFC-25DFC C:\Arbab\PROJECTS\PALMER RESIDENCE\CALCULATIONS\RB-4.slb Page 8 7.379 0.00 U1/All 0.000 54.95 UI/All 0.568 / 7.627 0.00 UI/All 0.000 56.09 Ul/All 0.580 ` J 7.876 0.00 U1/All 0.000 57.13 Ul/All 0.591 8.124 0.00 Ul/All 0.000 58.06 Ul/All 0.601 8.373 0.00 U1/A1l 0.000 58.89 U1/All 0.610 8.621 0.00 U1/All 0.000 59.62 Ul/All 0.618 8.870 0.00 U1/All 0.000 60.24 U1/All 0.624 9.119 0.00 Ul/All 0.000 60.76 U1/All 0.630 9.367 0.00 Ul/All 0.000 61.17 U1/All 0.634 9.616 0.00 Ul/All 0.000 61.48 U1/All 0.638 9.864 0.00 U1/All 0.000 61.69 U1/All 0.640 10.113 0.00 UI/A1l 0.000 61.79 Ul/All 0.641 10.362 0.00 Ul/All 0.000 61.79 U1/All 0.641 10.610 0.00 U1/All 0.000 61.68 Ul/All 0.640 10.859 0.00 Ul/Even 0.000 61.47 U1/All 0.638 11.107 0.00 U1/Even 0.000 59.78 U1/All 0.620 11.356 0.00 Ul/Even 0.000 56.19 U1/All 0.581 11.605 0.00 U1/Even 0.000 52.48 U1/All 0.542 11.853 0.00 U1/Even 0.000 48.68 U1/All 0.501 12.102 0.00 U1/Even 0.000 44.77 U1/All 0.460 12.350 0.00 U1/Even 0.000 40.75 U1/All 0.418 12.599 0.00 U1/Even 0.000 36.64 U1/All 0.375 12.847 0.00 U1/Even 0.000 32.41 U1/All 0.331 13.096 0.00 Ul/Even 0.000 28.09 U1/All 0.286 13.345 0.00 U1/Even 0.000 23.66 U1/All 0.241 13.593 0.00 Ul/Even 0.000 19.13 U1/All 0.194 13.842 0.00 U1/Even 0.000 14.49 U1/All 0.147 14.090 0.00 UI/Even 0.000 9.75 UI/All 0.098 14.339 0.00 Ul/Even 0.000 4.90 U1/All 0.049 14.588 0.07 UI/Even 0.001 0.00 U1/All 0.000 14.836 5.10 U1/Even 0.051 0.00 Ul/All 0.000 15.085 10.25 UI/Even 0.103 0.00 U1/All 0.000 15.333 15.51 UI/Even 0.157 0.00 U1/All 0.000 15.333 15.51 UI/Even 0.157 0.00 U1/All 0.000 15.556 20.30 U1/Even 0.205 0.00 U1/All 0.000 15.778 25.18 U1/Even 0.255 0.00 UI/All 0.000 16.000 30.13 U1/Even 0.306 0.00 Ul/All 0.000 • • •••• •••••• • •••• •••• • • •••• •••• ••••• •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• • • • • • • • X Y spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103.1022536-4-25DFC-25DFC 1 File: C:1Arbab\PROJECTSIPALMER RESIDENCE\CALCULATIONSIRB-4.slb i Project pALMER RESIDENCE Frame: RB-4 Engineer. Arbab Engineering, Inc. ...... .... ........ .... .. .....:. . .. .....:. . .. •• •• •• •••••• Z .• i spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:1Arbab\PROJECTSIPALMER RESIDENCE\CALCULA7IONS\RB-4.sib Project: pALMER RESIDENCE Frame: R114 Engineer. Arbab Engineering, Inc. 460Ibm "01" �ip CASE.PATTERN: Live/All I i CASE: Dead 200lblft 2001bdit CASE:SELF j spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC j File: C:Wrbab%PROJECTSTALMER RESIDENCEICALCULATIONSIRB-4.slb I Project: pALMER RESIDENCE Frame: RB-4 Engineer. Arbab Engineering, Inc. tb,i 5 7 °� . . ..•• •..•.• •....• .... •....• • . • . ••...:• i I C Y E ff c c 0 25.0 -70.0 al I I i .17 -30.1 -0. f 61.79 70.0 I spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:WrbabXPROJECTSWALMER RESIDENCIDCALCULATIONSM 4.sib j Project: pALMER RESIDENCE Frame: RB-4 Engineer: Arbab Engineering, Inc. ('5) 5-8 c F 6 S— LEGEND: — Envelope •00 . . .... ...... ...... .... ...... .... .... . . .... .... ..... a m U c m E 0 2 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:\Arbab\PROJECTSIPALMER RESIDENCEICALCULATIONS\RB-4.slb Project: pALMER RESIDENCE Frame: RB-4 Engineer: Arbab Engineering, Inc. Le�9°F`� LEGEND: — Envelope Curare — Capacity Curare - Support Centerline — Face of Support a Y V Q3 Q W U m m t CO E M 8 r40.0 spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: C:%Arbab\PROJECTSWALMER RESIDENCE)CALCULATIONSIRB4.slb j Project: pALMER RESIDENCE i Frame: RB-4 Engineer. Arbab Engineering, Inc. LEGEND: — Envelope Curve — Capacity Curve - Support Centerline — Face of Support - Critical Section boas a • • . baba .•boob • a • • • • • • • • • i • Y sees:* • baba•• • • • ••sae• baba baba • �• baba baba baba✓ •• •• •• goose• • • • • • • • • •••••• baba•• • • g • I• 009, •• • gag• • i• • • • -0.067 LSD G J v �► LEGEND: — Dead Load — Live Load — Total Deflection ! • • •1•• •••• • ''• • • 1 • • • •••••• • • • spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC ' File: C:Wrbab%PROJECTSIPALMER RESIDENCEXCALCULATIONSwB-l.slb i Project: pALMER RESIDENCE Frame: RB-4 Engineer: Arbab Engineering, Inc. ��) 6e orGS" U � I I h�l( I i i I�if CM Flexural and Transverse Reinforcement •••••• •••• • •••• •••• • • • •••••• ••• • • • • • •• •• •• •••••• • •• • •••• • • spBeam v3.12. Licensed to: Arbab Engineering. License ID: 57103-1022536-4-25DFC-25DFC File: CArbaMPROJECTWALMER RESIDENCE\CALCUL KnONS\RB-4.sib Project: pALMER RESIDENCE i Frame: RB-4 I i j Engineer. Arbab Engineering, Inc. SIZE ELEV. MARK INCHES TOP A Q_ , jr Xf M 4 at • BEAM -SCHEDULE REINFORCING A B D C 2-� :.(, 2. Z• `f 1 2.7 iI79-.1 i-b"� _ IZ-SI I z -SI Iy8 . 1 b" T17:1 1'Z-iKl I7.-1'I 3 STIRRUPS E. END E NO. SPACING INCH € A -NlAA A'4c-* - 604"4WGCJG"A S''L•k. REMARKS la 1 t„ � . L D�2�� Yet..► lw�i. oZ>C, )�/ �• C, L4"[•[• w M.*J✓- GA,E .t 4w 4, VC. .. . ... .. .. .. . . . . . . . . . . NOTE: PR VOE.'9►STIRIRllPS•4 • 12'•AT BEAM* AND CORNERS AND 48' C.C. FOR RE`IAINING LEWsTH OF THE TIE BEAM. PROVIDE.2 5 AT mIDDEPTH (ONE i=ACH FACE) FOR 30' TO 42- DEEP BEAMS. 4 5 (2 EACH FACE) AT 1/3 FROM THE TOP AND BOTTOM FOR BEAMS BETUIEEN 42' TO rw. _ »s- -t ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163i D STREET, SURE 701 N. MIAMI BEACH, FLORIDA 33160 (3051 940,306E ! FAX' I3051940.3273 JOB�Q�L�T-� SHEET NO. CALCULATED BY DA CHECKED BY DATE SCALE 'ST- . , " ,L 3 _ WAL -Q,.."7 A.... t • ` yC'Qoo wj X..z_G.. 167 " 3 41 dp 00 .... - - _ .. i -"- -. f - J i 6) Column Design . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... .... ..... .... .. ...... . . . . ...... . . . ..... .. . .0.. CLIENT: DESIGN BY: AA JOB NO.: TIE COL DATE: 11/25=12 REVIEW BY: Concrete Column Design Based on ACI 318-05 [a..1 j p J= p� 'UT DATA & DESIGN SUMMARY VCRETE STRENGTH f� = 1AR YIELD STRESS fy = -UMN DIMENSIONS cX = cy = ;TORED AXIAL LOAD P„ = :TORED MAGNIFIED MOMENT Mu,x = Mu,Y = :TORED SHEAR LOAD vu,x = vu,y = -UMN VERT. REINF. 2 # 2 # EAR REINF. 1 legs,# 3 1 legs,# 3 SIS 250 200 150 4 ksi 60 ksi 8 in 12 in 43 k 1 ft-k 4.3 ft-k 0 k 0 k 5 at x dir. 5 at y dir. 8 in o.c., x dir 8 in o.c., y dir (Total 4 # 5) 1 -mot _ Lppt'pp�ll'. 57R& N DIAGRAM FOP— DIAGRAM THE COLUMN DESIGN IS ADEQUATE. 2(0.a5j,) so = Ec = 57 jc F. s = 29000,bi EC Eo t Bo/\jor85 jr for sc Z so eSES for CS 5 Cy fs� fy , .for ss>sy 100 I 1 Pn (tips) + Mn Ift4 i AT AXIAL LOAD ONLY 206 0 AT MAXIMUM LOAD 206 9 50 7 AT 0 % TENSION 153 17 AT 25 % TENSION 120 • • 19 0 °� AT 50 TENSION s94 -.. ..'19 0 5 10 15 20 AT8t=0.002 �••� 51 • •• 18 AT BALANCED CONDITION • • •:1M -:--.17 � Mn (11-k) AT e t= 0.005 000006 0 15 AT FLEXURE ONLY •® ••��•15 FLEXURAL & AXIAL CAPACITY ...... ..: 69. 0 . M. = ( Mn x2 + M0 y2 )0.5 = 4.41476 ft-k, (combined bending load.) 9 = 76.91 ° , (the diregydq of combined fqo.) P"X =0.80 } [ 0.85 f" (A9 - Ast) + fy Ast] = 206.2 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.�D• ;' ; • where ¢ = 0.65 (ACI 318-05, Sec.9.3.2.2) > Pu • 04ista6ory) Ag = 96 in'. Ast = 1.24 in2• a = CA = 4 in (at balanced strain condition, ACI 10.3.2) = 0.48 + 83 8t = 0.652 (ACI 316-02, Fig. R9.3.2) where Cb = d Cc / (Cc + Es) = 5 in Et = 0.002069 Cc = 0.003 d = 7.8841 in, (ACI 7.7.1) 0.85 (AC1318-02, Sec. 10.2.7.3) Mn = 0.9 Mn = 15 ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& Et,f118x = 0.004, (ACI 318-05, Sec. 10.3.5) Mn = 17 ft-kips G Pu = 43 kips > Mu [Satisfactory] Pmax = 0.08 (ACI 318-05, Section 10.9) pmW = 0.013 pmm = 0.01 (ACI 318-05, Section 10.9) [Satisfactory] ?CK SHEAR CAPACITY (ACI 318-02 Sec. 11.1.1, 11.3.1, 8, 11.5.6.2) 0 Vn = 0 Ns + V.) (ACI 318-05 See. 11.1.1) > Vu CLIENT: JOB NO.: TIE COL. DATE: I MM2012 Column Design Based on ACI 318-05 where = 0.75 (ACI 318-02 Sec. 9.3.2.3) f„ = 40 ksi PAGE: 1 DESIGN BY: AA d Aa A„ I V. = 2 (fc')°'sAo V$ = MIN (d f A„ / s , 4V,) 4 Vn x 9.81 78.5 0.11 1 9.9 5.4 1 11 5.81 69.8 1 0.11 1 8.8 3.2 9 smax — 8 (ACI 318-05, Section 10.16.8.5) sPFOW = 8 in smin = 1 (ACI 318-05, Section 7.10.4.3) (SatlsfactM] • • •e•• .e•.e. • ••.. •e.. e e ...• ...e •ee•• e • • • • . ..•••• PROJECT: PALMER RESIDENCE PAGE: 1 CLIENT: -- --- i DESIGN BY: AA JOB NO.: COL.8 DATE: 11/25/2012 REVIEW BY: Concrete Column Design Based on ACI 318-05 0 UT DATA S DESIGN SUMMARY ICRETE STRENGTH fc� = !AR YIELD STRESS fy = .UMN DIMENSIONS cx = cy = TORED AXIAL LOAD Pu = TORED MAGNIFIED MOMENT Mu,x = Mu,y = ;TORED SHEAR LOAD vu,x = Vu,y = .UMN VERT. REINF. 2 # 2 # :AR REINF. 1 legs,# 3 1 legs,# 3 PSIS 300 250 200 150 4 ksi oos r- r 60 ksi8 in r i 16 in 23 k _ porob� he I ft-k / -_1 ST4F.IiJ U!AGRAM rCkCE DIAGRAM 0 k 0 k 6 at x dir. (Total 4 # 6) 6 at y dir. 8 in o.c., x dir. THE COLUMN DESIGN IS ADEQUATE. 8 in o.c., y dir. 2(0.85f,) so = EC Ec = 57V 1 c Es = 29000AMI r ( l l 0.85f�L2�eQ-I BQ I J for 0<5,<eo e0 e0 10. 85f � for e� Z so esEs for es 5 ey fs= fy fbr es>ey ♦ Pn (kips) + Mn (ft-k 100 ; AT AXIAL LOAD ONLY 278 0 AT MAXIMUM LOAD 278 12 50 AT 0 % TENSION 217 24 ' AT 25 % TENSION 170 28 0-�— --- -�- - AT 50 % TENSION :30 •29 • .... 0 10 20 30 40 AT e , = 0.002 .. 27 AT BALANCED CONDITION • e • • 67 * .: • . *28 0 Mn (ft-k) AT e i = 0.005 "" 00 • 27 AT FLEXURE ONLY 000000, . 0 0 6 0.27 FLEXURAL & AXIAL CAPACITY ..: •.: :.. .•. : : 0 . Mu = ( MUA2 + Mu )0.5 = 2.508 ft-k, (combined bending load.) 9 = 66,50 0, (the direg4d!q,4Pcombined Ibj4.) y2 P,na„ =0.80 0 [ 0.85 fc (A9 - Ag) + fy Ate) = 278.1 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.2p• • : • : • where * = 0.65 (ACI 318-05, Sec.9.3.2.2) > Pu IiW�tPrYI 128 in'. A., = 1.76 in 2. a = Cb0i = 5 in (at balanced strain condition, ACI 10.3.2) • • = 0.48 + 83 Et = 0.652 (ACi 318-02, Fig. R9.3.2) where Cb = d Cc / (Cc + Es) = 6 in Et = 0.002069 Cc = 0.003 d = 10.756 in, (ACI 7.7.1) 01 = 0.85 (ACI 318-02, Sec. 10.2.7.3) Mn = 0.9 Mn = 27 ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& Et,max = 0.004, (ACI 318-05, Sec. 10.3.5) Mn = 27 ft-kips @ Pu = 23 kips > Mu [Satisfactory) Pmax = 0.08 (ACI 318-05, Section 10.9) pprow = 0.014 p,nin = 0.01 (ACI 31845, Section 10.9) [Satisfactory) :CK SHEAR CAPACITY (ACI 318-02 Sec. 11.1.1, 11.3.1, & 11.5.6.2) Vn = m (Vs + Vc) (ACI 318-05 Sec. 11.1.1) > Vu PROJECT: PALMER RESIDENCE PAGE: 1 CLIENT: DESIGN BY: AA JOB NO.: COLA DATE: 11/25/2012 REVIEW BY: Concrete Column Design Based on AC1318-05 $ where 4 = 0.75 (ACI 318-02 Sec. 9.3.2.3) f„ = 40 ksi sm" smin d Ao I Av I V. = 2 (f.)°'5k Va = MIN (d f A„ / s , 4Vr,) 4 Vn x 13.75 110 1 0.11 1 13.9 7.6 1 16 5.75 92 1 0.11 1 11.6 3.2 11 8 (ACI 318-05, Section 10.16.8.5) sue„ d = 8 in = 1 (ACI 318-05, Section 7.10.4.3) [Satisfactory) • • • JOB �.rr %_Aa L 9& ARBAB ENGINEERING, INC. sir NCI_ f>F $ CONSULTING ENGINEERS 3383 NE 1 � STREET, SLKTE 701 CAt.CULA7�D BY DATE N. MUM BEACH. RngM 331 BD CHECKED BY t>aTE ' (305) 940SOBS • FAX ISMI 940,3273 SCALE 3-40 IF, = 46 ksi COLUMNS Square structural tubing Allowable concentric loads in kips Pon m* al Sae 3 4 :vv4 x 3 Tess 1 % 76 %6 %6 %6 1 9.42 10.5E % B.SI %6 6.97 WL/fL. 21.63 17.27 14M 1 12.21 1 Fr 461tsi 0 176 140 120 99 76 86 71 56 2 Ise 134 115 95 73 80 67 53 3 162 130 112 92 71 77 64 5o 4 156 126 108 89 69 73 61 48 5 150 1Z1 104 85 67 58 57 45 6 143 115 100 83 �.64 63 53 42 c 7 135 110 95 79 61 57 49 39 a 126 103 90 75 58 51 44 35 117 97 ' 55 44 38 31 $ Lila108 89 65 51. 37. 33 1 11 99 82. 72 60- 47 31 27 22- 12 87 74 65 . 55• 43 26 Z3 .19 £ ; 13 % 75 65 58 49 39 22 19 16 0.14 14 65 57 51 43• 35 19r 15 57 49 44 38 _-30 ` 16 11r • •12 t ( ••• •• 0 16 50 43 39 33• Z7 14 0 • • •11 c 17 44 38 '34 29 24 13 11. • • 9 18 39 34 31 26 21 1% 19 35 31 28 24 I9 20 32 26 25 21 17 • m 21 29 25 Z3 19 16 �•• •� Z2 26 23 21 14 • 23 24 21 I9 15 13 • • 24 19 15 12 •.. 25 14 11 Properties 0. A (in.z)- 6.36 5.08 4.36 2.71 3.11 2.59 2-02 I0n.4) 17-3 10.7 9.38 psi 6.59 3.58 3.16 L60 r (in_) 1.39 1.45 1.48 ' L54 1.07 1.10 L13 18ending B 1.04 0.949 0.910 0.874 0.840 1.30- 1.23 1.17 jfactor •a 1.83 1.59 1.43 L22 0-M 0.533 0.470 0.387- • Tabulated values of a must tie;;; iplied by 105. Note. Heavy fine ind'Ica tes K11r of 200 -_._�.L...._ J ? i C C AMERICAN INSTMITE OF STEEL CONSTRUCTION . e ter!=';/• a - ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 16310 STFft I: SUITE 701 N. NffAM BEACH. FLDAIDA 33160 MMI 940310168 • FAX MMI 9403273 JOB SHEET NO. _ _it A % 9. OF ; ! �W--� CALCULATED BY _ . DATEA11.ft jk CHECKED BY DATE SCALE ,f 3.39 .,. Fy = 46 ksi COLUMNS Square structural tubing -V=p Allowable concentric loads in kips Nominal Site 6 x 6 x 5 111icknez 1ft 7t �6 %I 1�{ IN lb y. 2 V16 1%{ 116 wt./it. 35.24 127.48 123.34 1 19.02 1 14.53 28.43 122.37 1 19.08 15.62 1 11.97 Fy 46 ksi 0 287 2Z3 189 154 118 231 182 155 127 97 6 257 201 171 140 107 200 159 136 111 86 7 251 196 167 137 105 193 153 131 108 83 8 244 191 163 133 102 186 148 127 104 80 c 9 237 186 158 13Q 99 178 142 122 77 . 1 229 180 ' 154 126 96 169 135 116 74 m oTo 11 221 174 149 122 93 160 129 111 92 71 a 12 212 168 143 117 90 151 122 105 87 67 13 203 161 138 113 87 141 115 94 82 64- ta 2 14 194 154 132 108 93 131 107 93 77 60' 15 1 185 147 126 104 80 120 99 86 72 56 16 175 140 120 99 76 109 90 79 66 . 52 d 17 164 1 132 113 94 72 97 82 72 60 47 a 18 153 124 107 88 68 87 73 64 54 43 d 19 142 115 100 83 64 78 65 58 41 A. L 20 131 107 93 77 60 70 59 52 444 9 35• 3 21 119" 98 85 71 56 64 ' 54 47 46 • :3'1• 22 108 89 78 65 51 58 49 43 30 •'NO 24 91 75 65 55 43 1 49 41 36 31 • •7jl c 26 77 64 56 47 36 41 35 31 26 28 67 55 48 40 31 36 30 27 23 • •7B• 1;0 30 58 48 42 35 27 31 26 23 2Q • V• • c 31 54 45 39 33 26 25 1 22 1 11 • • ONO 32 51 42 37 31 24 11 14. • • avi 34 45 37 33 27 21 36 40 33 29 24 19 • • 37 32 27 23 18 38 26 22 17 c 39 16 Properties A (in.2) 10.40 9.08 6.86 5.59 4.27 8.36 6.58 5.61 4.59 a. 52 I (in.4) 50.5 41.6 36.3 %30.3 23.8 27.0 22.8 20.1 16.9 13.4 r (in.) 2.21 2.27 2.30 2.33 2.36 1.80 1.86 1.89 1.92 1.95 B1Bending )factor 0.615 0.583 0.567 0.553 0.539 0.773 0.722 0.699 0.677 0.656 7.52 6.20 5.40 4.52 3.54 4.03 3.39 2.99 2.52 2.00 'a ° Tabulated values of a must be multiplied by 100. Note: Heavy line indicates Kf/r of 200. a i 1 - F i S i .._._...per..,...- t V i I AMERICAN INSTITUTE Of STEEL CONSTRUCTION 4� 7) Reinforced Masonry Wall .... . . ...• ...... .... ...... 906:0...... . .... .... ...... . . .... .... ..... ...... .... ..... .. .. .. ...... . ...... . . . . ...... ... .... . PROJECT: PALMER RESIDENCE PAGE: 1 CLIENT: DESIGN BY: AA JOB NO.: M. WALL5 I1/25l2012 REVIEW BY CONCRETE MASONRY DESIGN .-.•----------..-..-..-..--------- V = 136 m p It 175 mph ultimate -•........-..-..-.--..-■--------------■ Reinf. Wall Importance (I) = 1.00 Exposure = D L = 80.00 ft Length of Building B = 00.99 f, Mean Roof Height = 13, 50 ft Mean Roof height Pitch = 3.00112) ©= 14.040 z = 13.50 Kz = 0 70 Kd = I Eff. Wind GCp + GCp - GCp yh = 33.17 psf Zone 4 + P = 48.77 psf Zone 4 - P = 52.84 psf Zone 5 + P = 48.77 psf Zone 5 - P = 65.02 psf I KA = I GCPi = +/-ft.18 Enclosed = 0.18, Partially Open = 0.55 ......-..-..-•--------..-....... ..-..-..-.....-..-..-..-..-..-.....-.....-. Masonry Wall Calculation -.....-. _ -.....-■---------.-■--■------ .-.....-...------..-..-.....-. db.= #5 Bar Diameter 9 = 24MM in Bar Spacing ham= 10ANi ft Floor Height Zone = Location for Windload w = 65.02 psf Wind Load P = 9751bs/ft Gravity Load into Wall steep Concrete Masonry Properties Es = 2.90E+07 p>i EM = 1.4 E+06 psi modulus of elasticity of masonry, Section 1.9.2.2.1 - FY - t ► tttt .' df1»>! . � r fM = t �tnt.tm .+1 net area compressive of concke 'am s uyol T pres strength .. . . .. Fs = 2401M1.00 p.i i Fb = 500.00 psi allowable compressive stress in masW.dugjo bendin�'W&I loading b.-Y = 8.110 in Overall depth of section for nominal W ra6pyry. 0. d...y = Bar is to be placed at the center of wall• • • • t = 000000 I .'; i n Nominal thickness of faceshell • • • • • • • • • • •' = 30.0 ins Net area considered for loading, face Vesl'sVwtar4 Woot basis" " pression block is the lesser of the following he Twidth of com- • • • bi = 24.00 in fill cell spacing .�.. _^_^. . _..._ .. b2 = 48.00 in 6 x wall thickness .Q �] .C] : Mao, b3 = 72.00 in maximum as allowed by code i • . • • • _... _ .. ... ,.. a .. b = 24.00 in The width of the compression block allowed --------■---.......... ..-.....-. ...... ... -. _ Physical Properties -- - ..- .-..-..-.....-..-.....- br = 12.IIn i n (per R of wall ) It = 1.95 in4 I2 = 345.63 in4 A, = 15.0 ins A2 = 30.0 ins ho = 3.38 in r = 3.39 in b ,,,a / r = 35.35 FA, = 351 psi - - FA351.09 psi hwaWr < 99 ,2 = 1470 psi L ' PROJECT : PALMER RESIDENCE PAGE: I CLIENT : DESIGN BY: AA JOB NO.: DATE: REVIEW BY CONCRETE MASONRY DESIGN Masonry calculations ................................-------------.....------............----- n = 21.48 Es / E, b - 24.00 in The width of the compression block allowed db. = #5 Bar Diameter A4.,. 0.31 in' Bar Area rho = 0.003196 Ratio of Area of steel to uncracked section k= 0.308197 k a dm....y= 1.23 in Location of neutral axis from outside face of Block j = 0.89727 j x d•-'m= 3.59 inch Distance between tension & Compression forces _ ■i......................■.. ..... . ... .......................... Determination of Maximum Moment ............. —.......................................................... CASE 1 CASE 2 CASE 3 Case = I Choose 1, 2 or 3 Mm,x = 19506 ft-in P= 975.00lbs .r.ft�•• ■• ■■ •• ■• .. .. .....�----.�•■�•.�..�..�..�•�----- .... .•. . 109—So t4 _ I Allowobk Stress . . fs 17.71 ksi 1.33Fs 32.00 ksi OK1! • • • • • • • • • • 000 . fA + fB 400 1.33Fb 666.67 psi OK!! :' • • psi 0000 Go** CA 32.50 psi 1.33FA 468.11 psi OK!! •••••• •••••• ••• • • ....----..... .. .. .. .. ...■......... .....................�•.�...�. ft— Gravity Load into Wall Calculation • • • • • • • • • • 000000 Item Width,,.,. Unit Load Total Load High Roof ) - . • • • • Item Height Unit Load Total Load • • • • • • • 3rd floor wall r!.00 ;1 • • Item Hei t Unit •• • Total d 3rd floor slab 0.00 ft a? it,, 1 t)n it, ;p Item Width,. Unit d Total Load = 975.00 lbs/ft FP 2nd Floor Slab u_or, ti. :, ��' ��, ns-;i Item Widdby, Unit Load Total 2nd floor wall 0 (dI ihs'fl Item Height Umt Load Total Load IstFloor Wall (t.of)11 ,:;i,, , t. i3O. iil,t9 Item Height Unit Load Total Load 2nd Floor Point Load 0.I4) ft 8) Wood Joist Design .... ...... .. . . .... ...... . . .. ...... • . . . ...... ...... .... . .. ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163'a STF EE7 SUITE 701 N. MIAMI BEACH, FLOPIDA 33160 (305) 94OaMB • FAX: (3051940.3273 JOB -Z 1 Q_ SHEET NO. I d 1 1 OF Z CALCULATED BY n _ DATEN CHECKED BY DATE SCALE 33 REFERF Lauber (2" - 4- t6 k*P^ s - - (Tabulated design values are for normal load duration and dry service conditions, unless specified otilerwise, See N DS 4.3 for a cem.pelmmive description of design value adjusment factors.) USE WrrH TABLE 48 ADJUSTUDIT FACTORS nadpwwmim vR.vAMbCbd" Twldm St1ar 0on1 0-bn cmwmm" Ya�ua C�adN %mciosand She Benft lowo tovan bgain� 109mim EWA* RUIN amioronigad• Ja hn fy Ft F• Fu Fs AgorcY E Ew brs•Satr3Satrid 34M 1.650 175 a60 21250 1,600A00 09D.OW sabdSYucbrd 2.550 1000 175 515 2,100 tA0g000 660,000 NoPa so9abd9kEkad zm 1.360 175 400 tm 1.700.00D 62UW Na10� 2,om MOD 175 am 2A00 1.a00AR1 600 No.1 2-4'Wida 1= 1A60 175 565 iAw 1,700,000 am= Nat Non•0-sa 1.700 900 175 46D 1,700 1.00DJOW S60,OOD 11020r 1.7DO WS 175 No I.= 1.700AOD amAOD NO2 1.500 92S 175 566 1.660 ira0o 5a0AOD N0.2NOWDOM 1.M 775 175 400 t,60o 1AMXD 510AW NO3r1dSkid a5O 475 175 SOS 1 975 14OOA00 SAW GbrmrocMon 1.100 025 175 SOS 1.000 1.SODAW SSQOOD sanded 4' Wtda 625 350 175 SOS 1= 1.300A00 470JM UYy WD 175 175 505 075 1.8000OD 47%M Dew Sabel swumaal 2.7D0 1,500 175 660 Z150 190Qo00 a60A00 SabdSlnseld 250 1.400 175 565 2A00 IA0D GW.00D Non•DaNe5ebr15tueUM 2.350 1.20D 175 480 1,a50 1,7WAM anQ000 Na.l0erse 1,75D 95D 173 690 1AO0 IAWA00 GMA0 NO 1A60 900 175 566 1,750 1,70DA00 a20000 Nai NonOrse S-rume two aw 175 490 ifim f A0g000 WOOD Not Dew 1,45D 775 175 66O 1.?5D 1.70D.000 am= Not 1,250 725 175 50 160D 1A900A00 560AW Not NorFUaisa 1.150 675 175 480 1500 1400000 510.m Na3aadsMd 750 425 173 565 025 1.400ADD MAW Drys 9ebct 9lnma3d 2AW I= 175 so 21050 ta00,00D 690;000 Sdoc1 S9utxd $3m 1.30D 175 as 1.900 1,600.0w a00000 Nm4kr sebdsaadral ZtOD - 1.f00 175 400 1,750 1.M.000 aTQ00D r� Nat Deal I= 575 175 m two 1�BOO= 66DAW N0.1 6' Wide t,500 as 175 565 1.1150 1.70UM • Pm ♦ • • • Nai 14000 nw I= 725 175 4O0 1.560 1rBeD,000 • • • MAW • • NQ2 Dame 1,400 67S 175 SOD 1.700 1,7000OD • • Nat 1,2D0 am 175 SOS 1.550 iA O • • . • � • • • + Nat Non4)wm 1.10D am 175 480 1,450 . 140DA00 • • • • 5MM • No3 and Slod 70D Opp 175 565 as I MOOA00 • • • • MAM 0040 ommsad$eoaaal 2.150 1200 175 800 2,om 1900.000'000 • SabctSrecrosi 2050 1,100 175 565 t.a50 law Non43wwm8@W 8 rudYd 1.950 am 175 480 1750 , 1,70Qo00 • • • • am • • • • • Nat Drys 1.150 775 175 am 1.75D ism • • • 69Qom • i Not 11' Wid• 1300 72S 175 so IAD0 1.700At10 • • • • • NMI Non Ores I= GO 175 480 1.500 160QODD • aa0000 NO2oanee 12M cm as 660 1A0 1,7W000 Ibn • Nat /AS0 s7s 175 ses 1,500 1.I6mm • 5WADD • • • • • Nat Non4eass 950 S5D 175 480 t !00 1.400A00 • I1Q000 No 3 and Satl 600 325 175 Say aaD IMAM • • 510AW • * � • • Drassebodslnriwel 2r060 1.100 175 Sao 1.95D 19OQ000 awm • • • 9ebdShockd Um lAw 175 565 JAM I MAW Non4]• 9d0C1Saudad 1.75D 000 175 400 1,70D 1,700M I a20A00 N061 DOWD 1.= 725 17S SOD 1,700 1,80,0Do a6Q000 Nat 1Y Wme 1.250 as 175 565 IA* 1,70mm 82D.000 Nat Non4onw 1.15D aw 175 490 t,500 1,600000 SWOOD No20rna 1,150 575 175 am 1.600 1,7WAW a1LQ0pD Nat a75 550 175 565 1,45D 1AMAW Sa0A00 No2Non43rso ow SE5 175 490 1.360 1,400000 510,000 No.3 and Sad 575 32S fly 5% 62s t -4Wl= 5t0A00 9) N.O.A.'s . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... .... ..... .... .. ...... . . . . ...... 2 QM5 Florida 8t"M Code Online �. np) K S Hone Log in user gegabaoon Not TOPICS Subndt Sud"W Sots a Pads PURAICrtiws Fec SWff KM Sibs tYp Lk" Senel� Business Professional � "USW :_ 1 FL # RS6294 Application Type New Code Version 2010 Apditatfoit Stang Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/PhmWEmail 1055 E 29th street Hialeah, R- 33013 (305) 694-0397 vtolat Osbcglobal.net Attlwrized Signature Maria Guardado vtoiatOssboglobai. net Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Rorida Registered Architect or a Ucensed Rorlda Professional Engineer Evaluation Report - Hardcopy Received • • • • • • Rory Engineer or Architect Name who developed Vipin N. Tolat • • • the Evaluation Report • • . • • . • .... Ronda Ucense PE-12847 Quality Assurance Entity National Accreditation & Management bntya" • • • • Quality Assurance Contract Expiration Date IW31/2016 000000 • • • • Validated By Jesus Gonzalez, P.E. • • • • • • • Validation Checidist - Hardcopy Rggq WO• • • • • Certificate of Independence FL16294 RO = scan02O5. odf • • ; • • • • • Referenced Standard and Year (of Standard) Ord '�• AISIS100 2007 ASTM D1761-88 2000 NDS 2005 Equivalence of Product Standards Certified By Sections from the Code ttlJ3s7hwwwjldqWW4r9PP_p ��parom rC,t:VXQwIDg9No735NhMioeernUj2}iBUaZCJFg4gavYcr7o0owgeztA763d963d 113 ?l8=5 Florida Building Code Online Product Approval Method Date Submitted Date Validated Dab& Pending FBC Approval Date Approved Method 1 Option 0 04/18/2013 04/22/2013 04/2W2013 06/11/2013 9.2dF Summary of Products flL i Node+, Number or Name i 16294.1 1 ASS, A57, NVHC 37, Tables 16 and ; 18 gage angle Clips and 5 way grip dip LWAS of use Instal 1 Approved for isse In HVHZ: Yes HVHZ: Yes 4 RO II odf Verified By: Vipin N. Tola4 P.E. PE 12847 Approved liar use outside Impact Rashtant: N/A Created by Independent Third Party: Yes Design Pnmmwa: N/A � li'voReports Rho other.I 629 AE scan02G4.Ddf # Created by Independent Third Party: Yes 1 16294.2 : NVBH 24 and NVUH 25 Tables 2 { lots[ hangers iand3 Limits of use ! Insulation Irrsatretons ! Approved for use in HVHZz Yes F]_i6294 RO II scan0204,odf Approved fbr use outside HYHZ: Yes Verified By: Vipin N. Tolat; P.E. PE 12847 Impact Rents N/A { Created by Independent Third Party: Yes Design Pressure: N/A i Evaluation Reports other. j FL16294 RO AE scan0204.odf Created by independent Third Party: Yes 16294.3 i NVHCR, NVHCL, NVSTA, NVHTA I8 gage Hurricane dips and 14 page single and double straps { ! Tables 9,10,11 1 i Limas of use ! Instalation Instructionsi Approved for use In HVHZ: Yes Approved for use outside HVHZ.• Yes i FL16294 RO II scan0204.Ddf ( Verified By: Vipin N. Total, P.E. PE 12847 { Impact Reptant: N/A { Created by Independent Third Party: Yes Design Pressurez N/A I Evaluator+ RepoAv FL16224 RO AE scan0204,adf Oder. i i treated by kxkgx ndena Third Party: Yes { 116294.4 I NVJH, NVSO Tables 12 and 13 ( 18 Gage and 16 Gage Joist hanger { Limits of Use Irhsta0ation Instructions • • • • ! 1 Approved for use In HVHZ% Yes Approved for me outside HVHZ: Yes i FL16294 RO II scan0204.odf • • ; Verified By: Vlpin N. Tolat; P.E. PI 12847 "' • • • • impact Resistant: N/A Created by Independent Thir&Parly: Yes • • • Ii Design Prossurez N/A 1 Evacuation Reports • • • • • • • • • • • • • Other. ' t Created by Independent ThAli y: Yes • • • .� - 16294.S NVRT, Table 4 14 Gage Flat and twisted rawtft. • "' u of use i Instannuan Instructlons • • • • • • • • • • • Approved for use In HVHZr Yes i FL16294 RO 11 scan0204.drlt i Approved for use outside NrWIM Yes i Verined By: Vipin N. Tolat, P„ P. r 12547 • Impact Resistant: N/A ; Created Independent Third Pal: Yes • Design Pressure: N/A • • i ports • • • • • • • • ti Oiler Created by UWependent 1"Pary: Yes • .... i • • I I 16294.6 { NVSNP3, NV 358, NV 458, Tables Skewed Nail Plate and 14 Gage double straps. j 6,7,11 ! Umits or Use ! Insulation Instructions; Approved for use of HVHZ Yes FL16294 RO II scan0204.Odf Approved for use outside HVHZ. Yes Verified by; Vipin N. Tolat, P.E. PE 12847 Impact Resisurhti N/A i Created by Independent Third Party: Yes Design Preswne: N/A ! Evaluation Reports FL16294 RO AE scan0204.odf pthen; Created by Independent Third Part•: Yes i 16294.7 NVSTA, NVHTA Tables 20 and 21 i 14 Gage Single and Double Straps Lints of use { iastslaton Instructions Approved for use In HVHZz Yes I FL16294 R0 U scan02O4.odf 1 h0p8J/www.9aiddaiIdMaglPr/pr &PP P. J111A 9 W? Par = =7390bM10eamUj2HWa=F94gevY0r7a0owgszuQl6-MW 20 VIPIN N. TOLAT, P.E. W—", 9-g4 eft 15123 Lantern Creek Lane, Houston, TX. 77068-3831 TEL: 281-444-9193 Fax: 281-444-9184 Email: vtolat@sbcglobaLnet Page 1 ENGINEER'S EVALUATION REPORT # NUO413 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries Inc: 1055 E. 29" Street, Hialeah, FL. 33013 w%%tiv.nu-vueindustries.com nuvue,c bellsouth.net Phone:305-694-0397 Fax: 305-694-0398 q, 3 0 F W0'r3PkWe&WP - 44�o F A0,& t J!�'i/mwa& 1.0 EVALUATION SCOPE: Compliance with 2010 Florida Building Code- Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables 1 through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPECIFICATIONS: 1. Steel shall conform to ASTM A653; SS grade 33, min. yield 33 ksi. min. tensile • • • • strength 45 ksi and min. galvanized coating of G 60 per A§TM A651 • .... • 2. Allowable loads and fasteners are based on NDS 2005. 0.. • • • 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for othec Species • • • • shall be adjusted per NDS 2005. • • • • • • • 4. Allowable uplift loads have been adjusted for load duration factor CD orf 6. • 0000 • Allowable gravity loads have been adjusted for CD values of 1.0, 1.1. *a;J 1.25 pe; • • • table 2.3.2 of NDS 2005. Design loads do not include 33% increase fpj..gel and • •; concrete. - ...... 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry,r3rdut and . mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry : kall • • • • • comply with ASTM C90. ' • •' • • 6. Combined load of UpIA Ll and L2 shall satisfy the following equation. • • • Actual Uplift + Actual Ll_ + Actual L2 <=1.0 Allowable Uplift Allowable LI Allowable L2 9, 4 or - Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report supercedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc. (PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance wide FBC 2010 by Vipin N. Tolat. P.E. Product tested N VT A'NV-FAS NVTATVTAS VTAl-VTAS \Ti T.4/NVT AS NVTA.NVTAS NVBH 24 NVUH 26 NVWI- NVRT NVRT NVTH/NVT14S N V SNP3 NV358 NV458 NVHCUR NVSTA/NVHTA NVJH24?6.28 NVS0236 NVTP4 NVTP4H NVHC43.43/2 AB5 AB7 NVHC37 IKE 1 IKE2 NVTHJ26 NVTHJ28 Test #/Test lab 02-3938/PT 02-4073, PT 02-4074,TT 02-4075/PT 31.22456.00021ATEC 02-4096/PT 02-4095/PT 03-4177iPT 0 4202/PT 03/4270.4271 /PT 04-4698/PT 03-4482/PT 03/4543/PT 03-4590/PT 03-4625/PT 04-4641,4642/PT 03=1385,86,87/PT 03-4349.57.58/PT 0 3-4303.441/PT 03-4345.43/PT 70-02-94-003811ATEC 05-5195.95A/PT 05-5196.96A/PT 03697.0001 /ATEC 05-5612/PT 06-56`JPT 04-4995/13T & 138-96013-01 /PSI 04-4996/PT& 138-96013-05/PSI Date Tested 8/6!02 11/6/02 1116/02 11/6/02 7/6i02 12/3/02 UIT03 2/3103 2/ 19/03 3127/03 4115/04 9/15/03 I2/19/03 12/31/03 . •1/2l/04....• 3tt' On-210►4 .. 5/t3!5r19 5/20/03 • .47:!%5.[:1/03••••• Sl '515/03 " " .. :• t t/?7/9')•'• ' • • • ?/15/08 • :•*:'1115/08 . �11/27/4.0..•• •.. • :;n_o/o4... 511110t; • • 113 1/05&2/7/89 1/31/05&12/'J89 Page 3 6.0 DESIGN: 1 Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads are based on allowable stress design per NDS. 2. Capacity- of wood members is not covered ky this report. Allowable loads shall not exceed the capacity of %wood members. Capacity of wood members shall be checked by Err .ineer!Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVuc Industries metal structural connectors described in this report comply with or are suitable alternative to w-hat is specified in section 1.0 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The be manufactured. identified and installed in accordance connectors must with this report and the manufacturer s instructions. 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah. Florida under a quality control proroaram With inspections by NAMI Inc having State of Florida license # QUA 1789. Vipin N. Tolat, P.E. :'J� • • • ' •ENS • •� • • • • • ' Florida P.E. # 12847 �G cc••'. 0000 • • • • • • ` 47 a .. •..• 4/1-4/2013 NoA28 .. .• * * ' �� TATE O'r •••�•• vnt1nu0 i3 :-n: S •�l-- • •••••• �•..c� C p R �O .... .... ...... ... . ..... ..... . . . . . . ...... . Page 6 TABLE 4 NVRT — Flat and Twisted Rafter Ties 1"x14 G NVRT Wood to Wood Length (in) Prcduct Code Gouge 12 NVRT-12 14 i 16 I NVP,T-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVP.T-30 14 36 NVP,T-36 14 48 j NVPIT-48 14 ,05- ---p ?1 Notes: U-1 1. Specify "F" for Flat and "T" for Twisted when ordering. 2. Fastener values are based on a minimum 1 i•• thick wood members. 16d Fasteners Maximum Uplift Load (Ibs) TOTAL In egch� mem er Flat Ties Twisted Ties 6 3 s 588 5 588 8 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 NVRT Wood to Concrete No. of 16d nails to Wood Framing No. of i" diameter Topcons to Concrete Maximum Uplift Load (Ibs) 3 3 s 588 4 4 722 5 4 856 6 5 991 7 5 1125 3. • Indicates no. of nails in each connected wood member_ 4. ITW topcons shall be embedded a minimum of 11" into concrete tiebeam or tiebeam formed with concrete fil:ed masonry. ITW topcons shall have a min, edce distance of 24" and minimum staggered spocir.g of 1/4• as shown. 5. Use only in Nor—HVHZ. 6. For Uplift loads Co=1.6 4 0 1 1.. O O 11" O NVRT Anchor Holes dia. i'• s e e • • • • e e e1•• e e a e e s e e s LENGTH _I FLAT UPL I I Do not Use circled holes 4-0-- �- • • • • el r 16d }"Topcons .... ...... 00*0 • JYto Fs • •... % 0000 • • HALF HALF Connected Connected Lo truss to wall 7_Y"2j" e e Min. edge distance e a e e e s e e a e LENGTH e • e e J \TieTWISTEDEO Beam formed with concrete filled mosonory or concrete tie beam 947QF Page 9 SCALE: n-A TABLE 9 u1 i0Qlr ANC CI Mr, Product Code Description Gouge fasteners lad x 115' Allowable Loads Ibs Header last Uplift I Li I L2 NVHCR HURRICANE CUP — RIGHT 18 S 8 525 1 253 1 333 NVHCL HURRICANE CUP - tEFT 18 6 6 525 1 253 1 333 hate di-0 178' 14 h 11 � e 1 Z• 4' Min. PM Y.'db Concrete Embedment NVSTA 12.i 44H NVHCL For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC Ca=1.6 for Uplift, Lt & L2. lm — Cross —Section `NVHCR n NO. nvHL,n L\ TABLE 10 TABLE 11 NVSTA-Single Strap NVHTA-Double Straps Total No. of Fasteners in Strop 10d x 1h" Total No. of Fasteners in 20 GA. Seat 10d x 1h' Allowable Loads (Ibs) F'c-2500 Psi 7otol No. of Fasteners in two Straps 10d x 1X" Total No. of Fasteners in 20 GA. Seat 10d x 1Y2" Allowable Loads (Ibs) F'c=2500 Psi Unless Noted uplift a L2 uplift Upon LI L2 5 6 1308 700 1049 to 6 1772 2078 1050 1450 6 6 1426 760 1144 12 6 1994 2338 list 1631 7 6 1545 1123 1239 14 6 2215 2598 1312 1812 8 6 1664 887 1335 16 6 2437 2858 14" 1994 9 6 1 1783 950 14M 18 6 2658 3117 1575 j 2175 d C =1.6 for Uplift, L1 & L2. A. �i + o o T o �r Side View 0 20 GA. Seat 14n NVTH UPLIFT L� NVHTA 1 U 44H Q Reinforced Concrete �-- tie beam Min. 2#5 Top m bottom or reinforced #--LI Concrete block wall 1,7 fi + O o , O YV ° t j• • "on 010. ` •••• i' •••••• • • • • • 4' Min. • • • Concrete UPUFT • • • Embedment. • • • • • • • i . • i Reinforced Concrete �— tie beam Min. 2/5 Top & bottom or reinforced 1 Lam` Concrete block wall 59132015 Florida Building Code Online _c • ... OCIS Home Lag In user Registratim Hat Topks Submit Sudw" Skits a FAM Punk ions Business. Professional US115i: Pubk Liar . _ Product Approval Menu > Product or Andicatim Search >Apolkation Histon > AppYotlsa D•tal Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product standards Certified By RL10655-R1 Affirmation 2010 Approved Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackeiford@strongtie.com Randall Shackelford rhackelford@strongtie.com Randall Shackelford 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 rshackelford0strongtie.com Pat Woodall 1720 Couch Drive McKinney, TX 75069 (800) 999-SM pwoodallOstrongtie.com Structural Components • • • • • • Wood Connectors • • • • i • • • •••••• •••• • Evaluation Report from a Prbdk" ldaluation Enifty •••• •••• • • • • ICC Evaluation Service, LLC "" tabof%W 0 ' " ' PSVPittsburgh Testing 12/31/2011 3effrey P. Arneson, P.E. Validation Checklist - Hardcopy �ecelved• • • : • • FL10655 RI COI ICC Bert of Indeoendence2Rgf • • s-• • Standard ASTM D1761 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION UK 2000 2001 2005 Sections from the Code c hdpsJMww.10 idMu1din q. rgipdpr app dl.aspx7pwarn--wGEV)(QwlOgtBNbEY5V%2boQTICuAhT5sgg74DJeCACEQE1r12kC%ftMH2&X84dSMM2b... 114 M3/2015 Florida emitting Code Onlim 9. 9 or I affirm that there are no changes in the new Florida Building Code which affect my product(5) and my products) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity Yes No WA FL10655 R1 COC 2010 Self Affirmation Simoson.odf Product Approval Method Method 1 Option C Date Submitted 03/07/2012 Date Validated 03/07/2012 Date Pending FBC Approval Date Approved 03/19/2012 Date Revised 04/25/2012 Summary of Products Go to Page I ® a Page 6/94 0 R i! i Model, Number or Name Description 10655.101 I HUS48 } Joist Hanger Limits of Use ! Installation InaCructloms ! Approved for use In HVHZ: Yes j 1LL10655 R1 II ESR-2549.odf Approved fir use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resislantr N/A I Created by Independent Third Party. Yes Design Pressure: N/A Evaluation Reports Other. Et.10655 R1 AE ESR-2549.odf j _ 1065S.102 W210 j Joist Hanger Limits of use Xnsta nation Irobvedons Approved for use In HVHZ: Yes FL10655 R1 II ESR-2549.odf j Approved for use outside HVHZ: Yes i i Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A + Created by Independent Third party: Yes Design Pressure: N/A I Evaluation Reports Other. When resisting wind uplift supplemental connectors i FL10655 R1 AE ESR-2549.ndf may be required to acheive 700* uplift for HVHZ. 106S5.103 ( W24 1 Joist Hanger Unhits of Use Instal ntim Instructions • • • • Approved for use in HVHZ: Yes FL10655 R1 II ESR-2f • • Approved for use outside HVHZ Yes Verified By: Randall Sha elford.P.E. 6863? + Impact Resistant: N/A Created by Independent TRIM Patty: Ye'C • • . ' Design Pressure. N/A ; Evaluation Reports • • • • • • • • • • • • • • • Otter. When resisting wind uplift supplemental connectors i FL10655 R1 AE ESR-2549.pg must be used to actheive 700d uplift for HVHZ. • • • • i • 10655.104 W26 Joist Hanger • • • • • • + • • • i • • t3mits of Use I Instatirhtion Irhsdrhhcltons • • • • Approved for use In HVHZ: Yes i FL 10655 R1 II ESR-254 *f • • • • • s • • • Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 • • Impact Resistant: N/A Created by Independent -ttrdl>alty: Yes. • .. •. Design Pressure: N/A Evaluation Reports • • • • • • Other. When resisting wind uplift supplemental connectors ! FL10655 Ri AE ESR-2544.Ddf. •. • ; • • • �; must be used to acheive 700* uplift for HVHZ. • • • • • • • • j • 110655.105 1 W28 Joist Hanger j I Lim[M of Use 1 InistaNatlon Instructions j i Approved for use in HVHZ: Yes FI_ _10655 Rl II ESR-2549.1)df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 i Impact Resistant: N/A I Created by Independent Third Party: Yes Design Pressure: N/A I evskrsdon Reports i Other. When resisting wind uplift supplemental connectors 1 FL10655 R1 AE ESR-2549.p1df may be required to acheive 700# uplift for HVHZ. 1 1-0655.106 WS210 Joist Hanger { Limits of Use Installation Instructions Approved for Ilse in HVHZ: Yes 1 FL10655 Rl II ESR-2549. od( Approved for use outside HVHZ: Yes j Verified By: Randall Shackelford P.E. 68675 nnpact Resiotsnt: N/A j Created by Independent Third Party: Yes M#A:l/www.flaidabUicingaWlpr app o aspx?pwun-wGEVXQwmgte IbEY5V%2boQTlCuAhT5sgg74DjeCACEQE1rizkC%Z)cMH2S UWdSaa1J%2b... 24 to PF it /o Page 8 of 10 E3R-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL ches COMMON NAIL Qua T ALLOWABLE LOADS UpIW Download NO. f0f1MENSIONS Fi 8 Header Joist' CD =1.33 or16CD-1.0 Co=1.15 Co=1.25 MUS26 MUS28 1 /,s 1 GAe /,s 1 63/4 2 2 1 6-10d 8-10d 6-10d 8-10d 1.090 1,555 1,310 1.750 1,505 2,010 1,640 2,185 hor Si: 1 incn = ZOA mm, 1 IOr = 4.4) rv. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W. H, 8). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support sold -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0-M inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift ids have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift bads must be reduced when other load durations govem- H FIGURE 5-MUS HANGER (see Table 5) FIGURE 6-HUS SERIES HANGER (see Table 6) �. r.s �..,� w.c cC�ICC YAiJPCDS DIMENSIONS' COMMON NAILS ALLOWABLE LOADS''' (inches) (Quantity -Type) 0bs) MODEL Uplift° Download • • NO. W H B Header Joists • • • • • Co =1.33 or CO=1A ••4�D�'•1.25 =1.6 •00001.t5 HUS26 1 !s 5 !s 3 14 16d 8-18d 1,550 2,565 • • • ?a950 •3,205 HUS28 lsls 7'!,s 3 22-16d 8-16d 2,000 3,585 • • 3.700 • • *%775 HUS210 1 /e 9 /ua 3 30-16d 10-16d 2,845 3,775 • • 3, 20 . • A HUS46 3°/�s 4I�s 2 416d 4-16d 1,080 1,005 • ••41.115 ••• 1.7A5 HUS48 3 /,• 6 /,s 2 6-16d 6-16d 1,550 1.505 . 30 1 AS HUS410 3°/�° 8 /,s 2 8-16d 8-16d 2,160 2,010 10 1510 HUS412 ells 1 /4 2 10-16d 10-16d 2.700 2,510 • • 2'$85 3,140 HUS26-2 314 5 /,s 2 4-16d 4-16d 1,080 1,005 1,115 • • • •1!255 HUS28-2 3 /e 7 !ts 2 6-16d 6-16d 1,550 1 5p$ w • 1.130 1 $85 HUS210-2 3'/• /,s 2 816d 8-16d 2,160 2,010 2,310 • 2, 0 HUS212-2 1 3'/s 11 2 10-16d 10-16d 2,560 2,510 2,885 1 3,140 For S1: i mcn = Zo.4 mm, i pvunu = 4.vu w. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H. B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the Were! movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 10) Geotechnical Report See Soil statement on structural note sheet . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... .... ..... .... .. ...... . . . . ...... znd ser- rv�J C4�, Y" 3 Z MIAM1•DADE • • MWMI-DADE CO"NTY • • tRODUdT CA)*tfMAL SCQTION q DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) • • • • 1 l805 AV-26 Strut, R661208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2190 F M9) 31'5-2599 o ,NOTICE OF ACCEPTANCE www.miamidade.gov/economy �GI hdows and Doors Inc. • • • • • N S;'t' • • • • • •• • • . 10100 NW 25 Street ... i Miami, Ff. 33172 • • "' Cl- Lu,SCOPE: i� This NOA is being issued under the app i ab e I s nd g t ions governing the use of construction materials. The documentation submitted h e d an ccepted by Miami -Dade County RER - -_h� Product Control Section to be used in Mi e ander areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. E DE CRIPTION :Series"238" Outswing Aluminum Casement Window - L.M.I. I APPROVAL DOCUMENT: Drawing No. W98-100, titled "Series-238 Alum Outswing Casement Wdw. (L.M.I.)", sheets 1, 1.1, 2, 3, 4, 5, 5.1, 6 and 7 of 7, dated 12/04/98, with revision J dated 04/10/15, prepared by A]-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Section. _ [MISSILE IMPACT RATING: Large and Small Missile Impact Resistant ' LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL*of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product._ TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply, with any section of this NOA shall be cause for termination and removal of NOA. "" the-INEV,-namber-preeeded-by-the-words-Miami-Dade G untj,-Fleridfi, d followed by the expiration date may be displayed in advertising literature. If any portion of the .NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided, to the userby the manufacturer or its . distributors and shall be available for inspection at the job site at the quest of the Building Official. This NOA revises NOA# 14-0506.01 and consists of this page an c vidence pages E-1, E-2, E-3 and E-4, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel pe FDAD - NOA No.15-0512.19 MIAMi � � Expiration Date: October 26, 2018 Approval Date: September 17, 2015 Page 1 tv . . ... . . . ... .. .. . % .. . . . . . . . . . . . CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMTTED .' •; ;. • • • . :. • • A. DRAWINGS .. . . .. ... .. 1. Manufacturer's die drawings and sections. (Submitted under NOA s # 96-0417.03 and # 01-100zp3) ' . 2. Drawing No. W98-100, titled "Series-238 Alum Outswing Casement Wdw. .M.I.)", sheets 1. 1.1, 2, 3, 4, 5, 5.1, 6 and 7 of 7, dated 12/04/98, with revision J dated 04/10/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS. 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact. Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 7500 PVC fixed window, to qualify DuPont "Butacite" PVB interlayer, DurasealO and Super Spacer(& insulating glass spacer, prepared by Certified Test Laboratories, Test Report No. CTLA-3056 WA; dated 03/03/15, signed and sealed by Ramesh C. Patel, P.E. 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 7400 PVC project out window, to qualify DuPont "Butacite" PVB interlayer, Duraseal® and Super Spacer® insulating glass spacer, prepared by Certified Test Laboratories, Test Report No. CTLA-3056 WB, dated 03/03/15, signed and sealed by Ramesh C. Patel, P.E. 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 238 aluminum fixed window, to qualify DuPont "Butacite" PVB interlayer, DurasealO and Super Spacer(&-insulating.glass spacer,'prepared by Certified Test Laboratories, Test Report No. CTLA--3056 WC, dated 04/16/15, signed and sealed by Ramesh C. Patel, P.E. 4. Test reports on: 1) Air Infiltration. Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 . 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of a series 318 outswing aluminum casement window, prepared by Certified Testing Laboratories, Test Report No. CTL-3009WB,'dated 03/24/14, signed and sealed by Ramesh,C. 1, P.E. (Submitted under previous NOA # 14-0506.01) Manuel Pe z, .E. Product Control xa iner NOA No. 1 - 12.19 Expiration Date: October 26, 2018 Approval Date: September 17, 2015 E-1 . . . . . . . . .. . . ....... .... CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENC9 Si>; UITT •' . . • . • . • B. TESTS (CONTINUED) . • , , , , • • . 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS'202:94 : : : : : • 2) Uniform Static Air Pressure Test, I, ing peg V)F; IAS 202-94 0*0 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum casement window, prepared by American Test Lab of South Florida, Inc., Test Report No. ATLSF-1109.01-12, dated 11/20/12, signed and sealed by Henry Hattem, P.E. (Submitted under NOA # 12-1220.14) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum casement window, prepared by Hurricane Testing Lab., Inc., Test Reports No. HTL-0080- 0301-07 for specimen A and B, and HTL-0080-0905-07 for specimen B and C, dated 09/21/07 and 10/12/06, both signed and sealed by Vinu J. Abraham, P.E. (Submitted under NOA # 08-1010.02) 7. Test reports on: 1)-Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 . along with marked -up drawings and installation diagram of an aluminum outswing casement window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-08-2143, HETI-08-2144, HETI-08-4287 and HETI-07-4298, dated 06/27/08 and 07/17/08, all signed and sealed by Candido F. Font, P.E (Submitted under NOA # 08-1010.02) 8. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum 'casement window, prepared by Hurricane Test Laboratory, Inc., Test Reports No. HTL-0080-0303-96 and HTL-0080-1107-98, dated 03/06/96 and 11/10/98, both signed and sealed by Timothy S. Marshall, P.E. Manuel ere . Product Control Ex m' er NOA No. 15-0 12.19 Expiration Date: October 26, 2018 Approval Date: September 17; 2015 E-2 . % . ... . . ... .. . . . .. . . ........ .... CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE AVB'&UT.TIED.' . ': ;. .. . . . . . . . . . . B. TESTS (coNTmED) 00 0 0 0: : 0 e 9. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202:94 : ::. - ' . 2) Uniform Static Air Pressure Test, %{ ;di*gp*I ;F$� 3:AS 202-94 3) Water. Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 - 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FT1- 1003 and FTL-1041, dated 10/14194, both signed and sealed by Yamil Kuri, P.E. (Submitted under NOA # 96-0417.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010, dated 4/24/14, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA # 14-0506.01) 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) GIass Interlayers" dated 06/25/15, expiring on 07/04/18. 2. Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc. for their "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. 3. Notice of Acceptance No.14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. 4. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on )v I ww_dopo�� Manuel Pere , P. . Product Control Ex min r NQA No. 15- .19 Expiration Date: October 26, 2018 Approval Date: September 17,2015 E-3 % .. % .. w CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMIWED.' w •; ;, • . . . . . . . . ••• . . . .. . . • F. STATEMENTS .. . . . .. ... .. 1. Statement letter of conformance, complying with FBC, V-Uioob C2W dated April 11, 2014, issued by Al-Farooq Corporation, signed an j sea;ed by;avad Ahmad;.P.E. . .. . . . ... .. (Submitted under previous NOA # 14-0506.01) 2. Proposal No. 13-1698 issued by the Product Control Section, dated October 02, 2013 and revised on February 24, 2014, signed by Manuel Perez, P.E. (Submitted under previous NOA # 14-0506.01) 3. Laboratory compliance letters for Test Reports No. HTL-0080-0301-07 for specimen A and B and HTL-0080-0905-07 for specimen B and C, issued by Hurricane Test Laboratory, Inc., dated 09/21/07 and 10112/06, both signed and sealed by Vinu J. Abraham, P.E. (Submitted under NOA # 081010.02) 4. Laboratory compliances letters for Test Reports No. HETI-08-2143, HETI-08-2144, HETI-08-4287 and HETI-07-4298, issued by Hurricane Engineering & Testing, Inc., dated 06/27/08 and 07/17/08, all signed and sealed by Candido F. Font, P.E. (Submitted under NOA # 08-1010 02) 5. Laboratory compliance letters for Test Reports No. HTL-0080-0303-96 and HTL-�0080-1107-98, issued by Hurricane Test Laboratory, Inc., dated 03/06/96 and 11/10/98, both signed and sealed by Timothy S. Marshall, P.E. (Submitted under NOA # 96-0417.03 and 01=1002.03) 6. Laboratory compliance letters forTest Reports No. FTL-1003 and FTL-1041, issued by Fenestration Testing Laboratory, Inc., dated 10/14/94, both signed and sealed by Yamil Kuri, P.E. (Submitted under NOA # 96-0417.03) 7. Test Proposal for the qualification of ButaciteO PVB glass interlayer by Kuraray America, Inc., as well as Duraseal® and Super Spacer® Standard warm -edge flexible insulating glass spacers, dated December 16, 2014, issued by RER, Product Control Section, signed by Jaime Gascon, P.E., Supervisor, Product Control Section. G. OTHERS 1. Notice of Acceptance No.14-0506.01, issued to CGI Windows & Doors, Inc. for their Series "238" Outswing Aluminum Casement Window - L.M.I., approved on 66/26/14 2walu'I'lojo, Manuel er Product Control Ex i . r NOA No. 15-0 2.19 . Expiration Date: October 26, 2018 Approval Date: September 17, 2015 E-4 w FOR GLASS TYPES, REFER TO SHEETS 3 AND 4. EXTERIOR u INSTRUCTIONS: USE CHARTS AS FOLLOWS. STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCITY, BLDG. HEIGHT, WIND ZONE USING APPLICABLE ASCE 7 STANDARD. STEP 2 SEE CHARTS ON SHEETS 3 AND 4 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SI2E/T'PE. STEP 3 USING CRARY ON SHEET 5 SELECT ANCHOR OPTION WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP I ABOVE. STEP 4 IF ALUMINUM BUCK SYSTEM IS USED USE CHART ON SHEET 7 TO DETERMINE CAPACITY. STEP 5 THE LOWEST VALUE RESULTING FROM STEPS 2, 3 AND 4 SHALL APPLY TO ENTIRE SYSTEM. s MAX{M MULTI POINT LOCK BY 'TRUTH' ALT. TO CAM LOCKS MAX. WOW. LOCK HEIGHT POINTS 42' 2 83' 3 B4' 4 Ww— TYPICAL ELEVATION (FLANGE FRAME) MULTI POINT LOCK BY 'INTERLOCK' ALT. TO CAM LOCKS �LL.V z s• MAX. TYP. p HEAD/SILL CORNERS gglCa SURFACE APPLIED {9 ly —FALSE HUNTSNS 3 TYP. G/SILL pNp O N pNM 83n €S� NgNGOWS AR€ RATES Fg ILf 1 • • SHUTTERS ARE NOT REWIRED. • • NOTES FOR MULLION/MULTIPLE UNiTS,•REF6R TO • • • THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE SEPARATE CGI MULLION•PTAl • • c " " • • REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY • ••• • • •• HURRICANE ZONE (WHIZ). • • - WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER D'9'' JAVAD AHMAD PROOM' VIVISED T • • • • LOADS TO THE STRUCTURE. CML M. PE [ 70592 n wliow Wio kwFl-� H • • ANCHORS SHAH BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS CAN. a53a Au (bcvpWNo I •pia 'Q h • EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. �(LLjj�,, b • • • 4 gOTt B 'rmi I Pale ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE L IJ • • NOT PART OF THIS APPROVAL. By n' P • • drowing • • A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. • • • • Nj98-1 �0 ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. WINDOW WIDTH 0 VENT WIDTH j WW-1 1/2' Z GENERAL WINDOW SECTIONS D.L. OPG. WW-e 1/2• F J EQU_ AL• L.EC- FRAME + 5' MAX. TYP. A HEAD/SILL CORNERS d ly n 1A u 7 �y R A = II g 0 2 /H a t LOCKS % F5 3 (.-)CAM 2 LOCK POINTS _ ALL SIZES j 4" ii// It Q © % j =L==Ti== SURFACE APPLIED NTINS AT IMPACT WINDOWS ONLY I II it DPTIONAL -a �SNU I ___II Y�== Z77 6 J It==_ 4.- 24" MAX. TYP.q AT HEAD/SILL'NTYPICAL ELEVATIO(EQUAL LEO FRAME) 3FOR GLASS TYPES, Zz2 I_ D.L. oPc. REFER TO t o VENT WIDTH SHEETS 3 AND 4. VENT WIDTH 3/4' _ C9 p U �3 WINDOW WIDTH WINDOW WIDTH 0 EXTERIOR MAXIM MULTI POINT LOCK B BY 'TRUTH' MULTI POINT LOCK 99 BY 'INTERLOCK' �n ALT. TO CAM LOCKS ALT. TO CAM LOCKS 1 MAX. WDW.j LOCK HEIGHT POINTS MAX. WOW. LOCK • • HEIGHT POINTS • 0 422 �. • • c 63' 3JAW 56 •3 • gr ii B4' 4 14' 4 • • & d 1 f f 8 11t •••• •• c" - •� p InJ�U Engr. JAVAD AHMAD • • • • CNIL PRODUCT REVISED FLA PE / 70582 w onmOybowlIdOm FlofNA CAN. 3B • Bldldienfme • p 5 ApNo 1Q41'2 e• $r 7 •5 • Mitun t • n 1A p Z �draawing !0; *8-B sheet 7,�ot 7 ALL FRAME AND VENT CORNERS TO BE SEALED WITH GE SILPRUF OR EQUN. f3 I O5 CORNER KEY .060 THICK ST. STEEL 2 N o CORNER KEY .062 HICK ALU NUM FLANGE FRAME I Q VENT (5/16" LAM. CLASS) IA EQUAL LEG FRAME 5 ITEM PART 0 QUARTTTY DESCRIPTION MATERIAL MANF./SUPPQER/REMARKS 1 CGI-373 4 FLANGE FRAME 6063-TB INOALEX OR EOUN. to CGI-397 4 EQUAL LEG FRAME 6063-T6 INOALEX OR EOUN. 2 CGI-378 4 YENT (5/16' LAM. GLASS) 6053-76 INDALEX OR EQUN. 28 CGI-381 4 VENT (INSUL LAM. GLASS) 6063-78 INDALDI OR EQUTV. 2C CGI-385 4 VENT (7/16' LAM. CLASS) 6063-78 BIOALEX OR EQUIV. 3 CCI-375 4 OGEE GLAZINO BEAD 608J-TS INDALEX OR EQUN. 3A COI-398 4 SQUARE CUBING BEAD 6063-75 INDAIEX OR EQUN. 4 - 4 .060 THICK CORNER KEY ALUMINUM - 3 - 6 MO THICK CORNER KEY ST. STEEL - 6 AP-425 AS READ. FRAME WEATHERSTRIPPING SCHLEGEL APTUS 7 Q25O-K-190 AS REM VENT WEATHERSTRIPPING SCHLEGEL Q-LON 6 35-f0-00-f01 2/ VENT ♦ BAR HINGE, AT TOP AND BOTTOM STEEL TRV1Ff, ATTACHED W/ (5) /8 X 3/9" SS SMS 9 24-13-00-202 2/ VENT FACE MOUNT LOCK STEEL TRUTH, ATTACHED W/ (2) IS X 3/8' SMS 9A - 1/ YENT MULTI POINT LOCK - TRUTH 98 - 1/ VENT MULTI POINT LOCK INTERLOCK 10 - 2/ VENT .110 THICK LOCK KEEPER, AT FRAME JAMB FACING LOCK STEEL CGI, ATTACHED w/ (2) #10 X 3/8' SS SMS 11 - 1 OPERATOR (OPTIONAL) STEEL TRUTH, ATTACHED W/ (2) /8 X 3/6' SS SMS OPERATOR (OPTIONAL) STEEL INTERLOCK 75 1 OPERATOR TRACK Ull1 2/ CORNER FRAME AND VENT ASSEMBLY SCREWS r10 X 1-1/4- SS SMS 29 VENT (INSU(_. LAM. GLASS) 9 VENT (7/16" LAM. GLASS) .754 .383 430 • • ,617 • w Q N••• CGI-375��1OST4� • •• •••• T.- CGI-396: •5@t*jJf•/jLAZING SjQj'• • • • • D •• s• 'T • •••• 12 PRODUCT RL•VISPI) • BuiiNn4a1i:!,�FloriM �, S •• 015 ACCePl w. N. 15405 t2. t 6 �I • • • • aloe By drOwing n�. • • • Munn' ac• ••• 1�1Q8-1d� • -1/8" ANN. GLASS .090" Saflex Clear And Color Glass INTERIAYERS- {{{{-�� By 'Eastman Chemical Co.' .090" Butocite PVB By 'Kuraray America, Inc.' 1/8' ANN. GLASS SILICONE GE-1200 DOW 995 now 899 5/18I- NOMINAL r]T.ACC TVPF. '2' 6' ANN. GLASS .075" SoBex CP with PET Core By 'Eastman Chemical Co.' 090' Saflex Clear And Color Glass E YERS By 'Eastman Chemical Co.' .090" SentryGlos By 'Kuraroy America, Inc .090' Butocile PVB By Kuraray, America, Inc.' 3/16" ANN. GLASS 899 3/I6' MEAT STREN'0 CLASS 8r 075" Saflex CP With PET Cora By 'Easlmon Chemical Co.' �� .090" Saflex Clear And Color Glass 'Eastman INTERLAYERS B' Chemical Co.' 090" Santry0las 0 By Kuraroy America, Inc.' .090' Butacite I've By Kuraroy Americo, Inc.' 3/I6" HEAT STREN'0 GLASS I1 a. SILICONEGE- {YO- II 00 iI OW 5 DOW 99 DOW 899 I 1: 7/16" NOMINAL 7/16" NOMINAL GLASS TYPE,V GLASS TYPE '6' PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS NO SHURERS REQUIRED REFER TO SHEETS 5 TH R) 7 FOR INSTALLATION DETAILS WINDOW DIMS. Ours TYPE '2' GLASS TYPE 'S' GLASS TYPE '6' WIDTH HEIGHT EXT. (+) 1NT. (-) EXT. (+) 1NT. (-) EXT. (+) 1 1NT. (-) 20' 24" 25" 30' 32' 36" 40• 42" 38, 1 110.0 194.3 110.0 195.0 110.0 195.0 110.0 161.9 110.0 195.0 110.0 195.0 11DA 138.8 110.0 195.0 110.0 195.0 110.0 129.5 110.0 195.0 110.0 195.0 1f0.0 121.4 110.0 195.0 110.0 195.0 107.9 107.9 110.0 195.0 110.0 195.0 97.1 97.1 I10.0 195.0 110.0 120.0 92.5 1 92.5 110.0 120,0 50-0 50.0 20. 24' 28• 30' 32' 38' 40• 42" 42" 110.0 166.5 110.0 195.0 110.0 195.0 110.0 138.8 110.0 195.0 110.0 195.0 110.0 119.9 110.0 195.0 110.0 195.0 110.0 111.0 110.0 195.0 110.0 195.0 104.1 104.1 110.0 195.0 110.0 120.0 92.5 92.5 110.0 120.0 110.0 120.0 03.3 83.3 110.0 120.0 110.0 120.0 79.3 79.3 110.01 120.0 80.0 1 60.0 20' 24' 28• 30' 32' 48' 110.0 145.7 1 110.0 1 195.0 110.0 195.0 110.0 121.4 110.0 195.0 110.0 195.0 104.1 110.0 195.0 110.0 120.0 97.1 110.0 195.0 110.0 120.0 91.1 110.0 120.0 110.0 120.036' k91,7. 50.9 t10.0 120.0 110.0 120.0 .42' 69.4 110.0 120.0 60.0 60.0 20' 24' 20' 1. 32• 1. 40' 42' 54• 129.5 110.0 195.0 110.0 195.0 93.0 107.9 110.0 195.0 110.0 195.0 88.2 92.5 110.0 120.0 110.0 120.0 84.4 86.3 110.0 1200. 110.0 120.0 60.9 60.9 110.0 120.0 110.0 120.0 71.9 71.9 110.0 120.0 110.0 120.0 84.8 84.8 110.0 120.0 110.0 120.0 61.7 61.7 110.0 120.0 50.0 60.0 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS NO SHUTTERS REQUIRED REFER TO SHEETS 5 THRI 7 FOR INSTNUTION DETAILS WINDOW DIMS. GLASS TYPE '2' GLASS TYPE 'S' OLASS TYPE .1, W WIDTH HEIGHT EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) TNT. (-) YAO 20' 98.8 112.6 110,0 125.0 110.0 195.0 19-1 �n SQUARE BEADOPTIONAL ALL CLASS TYPES 2 N PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS NO SHUTTERS REQUIRED REFER TO SHEETS 5 THRU 7 FOR INSTALLATION DETAILS R DIMS. I GLASS TYPE '2' 1 GLASS TYPE 'S' 1 OLBB 24' 26" 30' 32" 36' 40' 42• 80' 95.4 110.0 $95.0 - 110.0 120.0 26-1/2' 37" 42' 26' 83.3 110.0 120.0 110.0 120.0 L70.2 77.7 110.0 12010 110.0 120.0 72.8 110.0 120.0 110-0 120.0 19-1/8" 26-1/2" JT 42' 38-3/0" 64.8 110.0 120,0 1 110.0 120.0 - - 60.0 60.0 60.0 60.0 - - 60.0 60.0 80.0 60.0 20' 24" 28' 30' 32' 36• 10. as, 88.7 66.7 110.0 195.0 110.0 19510 19-1/8• 26-1/2' 37" 42" 50-5/8" 73.4 73.4 110.0 120.0 11010 120.0 04.2 04.2 110.0 120.0 110,0 120.0 60.6 50.6 110.0 120.0 110.0 120.0 57.5 57.6 110.0 120.0 110.0 120.0 1 19-1/8' 25-1/2" 37• 42' 53" - 60.0 80.0 60.0 60.0 60.0 60.0 00.0 80.0 20' 2e 1. 65.4 88.4 1 110.0 195.0 110.0 120.0 56.1 56.1 1 1110.0 120.0 110.0 120.0 19-1/8' 26-1/2" 74-1/4' 48.9 48.9 110.0 120.0 110.0 120.0 30' 32" 36' 1. 46.0 46.0 110.0 1200 110.0 120.0 3 43.6 43.6 110.0 120.0 110.0 120.0 3 - - 60.0 60.0 60.0 $0.0 32" 76, - - 60.0 60.0 50.0 60.0 20" 24' 28' 30" 32" 78" $2.0 52.0 110.0 120.0 110.0 120.0 43.8 43.6 110.0 120.0 110.0 120.0 J0.1 38.1 110.0 120.0 110.0 120.0 - 110.0 120.0 60.0 60.0 - 60.0 $0.0 60.0 1 60.0 20' 24' 2B" 1. 84" 41.5 1 41.5 110.0 120.0 110.0 120.0 34.9 34.9 110.0 120.0 110.0 120.0 - - 110.0 120.0 54.5 54.5 - - 51.2 151.2 57.2 __ 31.2 NOTE: LOAD/AREA LIMITS FOR +110.0, -120.0 PSF 16.34 SQ. FT. +110.0. -195.0 PSF = 10.00 SO. FT. 411.E 46.8 110.0 120.0 110.0 120A n A111 59.8 59.8 59.8 59.856.3 56.3 56.3 58.3LIMIT MAX. LOADS TO 171.0PSF WHEN MULTI POINT LOCK BY 'INETRLOCK' 98 • IS USED •••••• • 4•••• • # # SIZE 37' X 77" APPLICABLE TO FLANGE 9'0" 4tIILY • 01 m • SEE SHEET •••• - �rJ�' •••• En9r. JAVAD AHMAD • • 1 A CML PRODURCf• R&I•ED i7 • • • • • FIA. PE / 70592 0 csvRgp*uW%ft FlOrMs • C .3538 11141din•Code Y �' • Aaeeptace Noi8tJS1Y.1 $ 1p ,N • ExP ratio t Date �8• d Y $ • • • • • • • BY drawing n • • • 015 MI DNIike9raduc • • W�8- 1 0 • • •� • • shook l of 7 1/8' TEMP. CLASS 1/8" TEMP. GLASS F�V 8 7 AIR SPACE AIR SPACE %� Lj 1/8' ANN. GLASS 1/8" TEMP. GLASS cl0 .075' Saffex CP With PET Core .075" Saflex CP With PET Core Z 3 By 'Eastman Chemical .090" Soft -Clear And CO.' Color Glass By 'Eastman Chemical Co.' .090" Saflex Clear MA Color Glass 0 Lril By 'Eastman Chemical Co.' By 'Eastman Chemical Co.' P ($ N a1 INTERLAYERS .090" SentryGlos NTERUYERS .090" SenlryGios d 9. O Td 4Le p By 'Kuroray America, Inc.' By 'Kummy America, Inc.' p .090' Butocite PVS By 'Kumray America, Inc.' .090" Butodle PVB By 'Kummy America, Inc: SQUARE BEAD C b 1/8' ANN. CUSS 1/8" TEMP. GLASS OPTIONAL ALL GLASS TYPES Q n SILICONE GE-1200 SILICONE GE-1200 yI a > O Q O DOW 995 DOW 995 Q dl 8 DOW 899 EDGE SPACER STEEL BY 'CARDINAL' r�ETT:%L BLOCKS ST. XL EOCE SPACERST. STEEL BY 'CARDINAL' SETTING BLOCKS L6 OR / LITE OR 2/ LITE OURASEAL BY 'OUANEW EPDM OURASEAL BY 'OUANEX' EPDM �I OR DUROMETER 8515 OR DUROMETER 8535 SUPER SPACER BY 'OUANEX' 3/4" INSULATED SUPER SPACER BY 'OUANEX' 3/4" INSULATED GLASS TYPE '2A' GLASS TYPE '3A' (U 1O Z _ A S PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS w NO SWIMEM3 AE"EO NO SMUTTEAS REOUNED NO SHURFAS REOUWEO TO 7 FOR OETAAS K ' REFER TO SWEETS 5 WU 7 FOR INSTALLATION DETAILS REFER TO SNECR 5 7NRU ] FOR MSIALU710N OETNLS REFER SHEETS a THRU MSgLLAl10N O W WINDOW DIMS. I GLASS TYPE '2A' I GLASS TYPE 'SA' WINDOW DIMS. GLASS TYPE '2A' GLASS TYPE 'SA' WINDOW DIMS. GLASS TYPE '2A' GLASS TYPE 'U' O I WIDTH I HEIGHT JEXT. (+) INT. (-) EXT. (+) INT. (-) WIDTH HEIGHT EXT. (+) INT. (-) EXT. (+) 1NT. (-) WIDTH HEIGHT EXT. (+) INT. (-) EXT. (+) INT. (-) 20" 110.0 194.3 110.0 195.0 20" 28.8 112.6 110.0 195.0 19-1/8" 110.0 195.0 11o.0 195.0 = N 24' 110.0 161.9 110.0 195.0 24" 85.8 95.4 110.0 120.0 28-1/2' 110.0 203.0 110.0 195.0 28" 110.0 138A 110.0 195.0 28' 76.7 813 110.0 120.0 28, 37' 110.0 145.4 110.0 195.0 A 3 M 30' 110.0 129.5 110.0 195.0 30" 73.2 77.7 110.0 120.0 42" 110.0 125.1 i 10.0 195.0 Z � 32' J6" 110.0 121.4 110.0 195.0 60" 32' 70.2 72.8 110.0 120.0 19-1/8' 110.0 190.0 110.0 193.0 Z ,.., M 36' 107.9 107.9 110.0 195.0 35' 64.8 64.8 110.0 120.0 26-1/2" 110.0 137.5 110.0 195.0 38-3/8" - J 40' 97.1 97.1 110.0 120.0 40' ff0.0 80.0 - - 37' 98.5 98.5 110.0 120.0 U ^ g 42" 92.5 92.5 110.0 $20.0 42' 60.0 60.0 - - 42" 86.8 86.8 110.0 120.0 0 20' 110.0 166.5 110.0 195.0 20' 85.7 86.7 110.0 169.0 19-1/8" 110.0 144.5 110.0 195.0 24" 110.0 138.8 110.0 185.0 24' 73.4 73A ito.0 120.0 26-1/2' 99.7 104.3 110.0 195.0 SO-5/6' 28' 110.0 118.9 110.0 195.0 26' 84.2 84.2 110.0 120.0 3T 74.7 74.7 110.0 120.0 y 30' 110.0 111.0 110.0 195.0 30" 66" 60.6 60.6 110.0 118.2 42' 65.8 65.8 110.0 120.0 C g Y 42" 32' 104.1 104.1 110.0 120.0 32' 57.5 57.5 110.0 112.2 19-1/8" 96.7 104.2 110.0 195.0 c 36" 92.5 92.5 110.0 120.0 36' 60.0 60.0 - - 26-1/2' 74.9 77.9 110.0 120.0 0 {5 8 a 40' 83.3 83.3 110.0 120.0 40' 60.0 50.0 - - 63" 37' 60.0 60.0 110.0 117.0 • • G 42' 79.3 79.3 110.0 120.0 20' 66.4 66.4 110.0 120,0 42' 60.0 80.0 - - • • • u 2¢ ' • • • 20' 110.0 145.7 110.0 195.0 24' S6.1 56.1 109.3 109.3 19-1/8" 53.0 63.0 110.0 120.0 • • • • • 0 • 9 - : 0 24' 110.0 121.4 110.0 1115.0 20' 72" 43.9 46.9 95.3 95.3 6- 2 7 -1 •••••• •• 0 104.1 104.1 110.0 t20.O 46.0 46.0 89A 89.8 28' 30' 37" 59.8 59.6 - - NOTE: • •••• JO' 32' 37' 77' 58.J 55.3 - - GLASS CAPACITIES ON 1"PSO HCL•T ARE G 8 I$ N o • 97.1 97A 110.0 120.0 43.6 43.6 85.0 85.0 32' ' 36' BASED ON ASTM E1300-9% J4 SEC. GUSTJ� " u E • • •: 60.0 60.0 - - 91.1 110.0 120.0 o 36' * LIMIT MAX. LOADS TO 171.0 PSF AND FLORIDA BUILDING COMMISSION • 'INEIRLOCK' 80.9 110.0 120.0 32' 60.0 60.0 - - 40' 38' 78' WHEN MULTI POINT LOCK BY 9® IS USED DECLARATORY STATEMENT �DICR06-DEC-219• • • • 72.8 110.0 120.0 60.0 60.0 - - 11 42' 59.4 110.0 120.0 20' 52.0 52.0 101.3 101.3•20'0 24" 1K Ik S12E 37' X 77" APPLICABLE TO FLANGE FRAMES ONLY SEE SHEEP 1 En9r: JAVAD AHMAD78' CML PRODYLY RDYIGED24' 129.5 I10.0 195.0 43.8 43.8 85.4 55.4 107.9 110.0 1950 38.1 38.1 74.J 74.J 26" FLA. PE 70592 m coml6yiL18 with MIo Ptorids28' 32" AcrwndlOnaft_J2' f72 82.5 110.0 120.0 80.0 80.0 - -30' I ra�1 Dote •••36' 86.3 110.0 120.0 29" 24' 41.5 41.5 80.8 60.8 80.9 110.0 120.0 74.9 34.8 88.0 68.0 84" NOTE: 201Y rawing rWt.• 71.9 110.0 120.0 54.5 54.5 - - 28' LOAD/AREA LIMITS • • • ••42'7 64.6 110.0 120.0 S1.1 s1.2 - - 30' FOR +110.0, -120.0 PSF = 16.34 S0. FT. • 61.7 110.0 120.0 48.J 48.J - - Sheet 4of 7 32' +110.0, -195.0 PSF = 10.00 SO. F7. • • INSTALLATION CONDITIONS FLANGE FRAME (APPLIES TO ALL FOUR. SIDES) V a FOR ANCHOR PERFORMANCE VALUES SEE SHEET 6 �� O TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE SHEET 6 FOR DESCRIPTION 9p� O 3 TYPICAL ANCHORS SEE ET.EV. FOR SPACING TYPICAL ANCHORS SEE SHEET 6 FOR DESCRIPTION SEE ELEV. FOR SPACING SEE SHEET 8 FOR DESCRIPTION METAL STRUCTURES 1/6' THK. MIN. A V d SEALANT I I SEALANT 0 Y FDF r xS •. Js 17 2 1/8' yj 3�3� '�� ag • 1' MIN • 1' MIN 4 i N '1' '1' J n a� INSTALLATION TYPE WOOD BUCK TYPE MSSTF$IAL: PRESSURE TREATED INSTALLATION TYPE '2' WOOD BUCK TYPE '2' MATERIAL: PRESSURE TREATED m TYPICAL INSTALLATION DETAIL TYPICAL INSTALLATION DETAIL ATTACHMENT TO Z n ^ ON ALL FOUR SIDEVUSING WOOD ON ALL FOUR SIDES/USING WOOD METAL STRUCTURES TYPICAL ANCHORS TYPICAL ANCHORS 1/8' MIN. TYPICAL ANCHORS v 'm O t 4 SEE ELEV. FOR SPACING SEE SHEET 6 FOR DESCRIPTION SEE ELEV. FOR SPACING SEE SHEET 6 FOR DESCRIPTION _ SEE ELEV. FOR SPACING SEE SHEET 6 FOR DESCRIPTION N o 1 3/8' IT-3 N SEALANT SEALANT 11 I 11 Z O >\II •, MIN. ��OV� vV .° ..'. BUCK INSTALLATION BY OTHERS ov .' , BUCK INSTALLATION BY OTHERS TO Y+ € r r t' MIN. 1. ATTACHMENT • • • APPROVED ULUONS 4` B 1 a ill INS TYPE '3' WOOD BUCK TYPE 'S INSTALLATION TYPE '4' WOOD BUCK TYPE '4' • • • • • • s • u i Y 2 9 4'€ --:- • • F TD • • • TYPICAL INSTALLATION DEW L TYPICAL INSTALLATION DETAIL • • • • • • ON ALL FOUR SIDES/USING WOOD • 8 $ • • • • ON ALL FOUR SIDES/USING WOOD • • • • • • B g • • • • •••• •• E _ •• ALUM CHANNEL • • • • • • • • •I • • • • • 3/4' X V X 3/4' X 1/8' Erpr. JAVAD AHMAD 2-1/2' LONG CIVIL PROD08-RMIED AT ANCHOR LOCATIONS FIA. PE t _70592 mc.f.sif { v1sFl." CAN. 38 BAc,C,;;We «OBi4. 1'jRa Rlan Date fWOOD DY BUCKS NOT BY CGI CORP., MUST SUSTAIN M LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER ALT. ANCHOR LOCATION • THEM TO THE 13UILDING STRUCTURE. WITH SHEAR CLIP INSTALLATION CONDITIONS EQUAL LEG FRAME (APPLIES TO ALL FOUR SIDES) FOR ANCHOR PERFORMANCE VALUES SEE SHEET 6 o TYPICAL ANCHORS Z SEE ELEVFOR SPACING SEE SHEE.T 6 FOR DESNIPnON p 3 kk J TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURES 1/B' THK. MIN. g O v SEE SHEET 6 FOR DESCRIPTION SEE SHEET 6 FOR DESCRIPTION Q G�bll i♦Y 1� u n �I 2 1 /6'rn a v 2 1/8- \ 3 fff�� ° G • ° ., d MIN. �Z93 J•� � � • 1' MIN, a 1' MIN Q ei t 2-1/2' MIN. 2-1/2" MIN. INSTALLATION TYPE '1' WOOD BUCK TYPE '1' INSTALLATION TYPEWOOD BUCK TYPE '2' �] �R MATER PRESSURE TREATED MATER 1: PRESSURE TREATED id Z TYPICAL INSTALLATION DETAIL ON ALL FOUR SIDES/USING WOOD TYPICAL INSTALLATION DETAIL ON ALL FOUR SDEVUSING WOOD ATTACHMENT TO MERL STRUCTURES w 1/6' MIN. p TYPICAL ANCHORS c n N iyld; �� TYPICALLSEE ELEV. FOR SPACING ET 6 FORDESCRIPTION TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE SHEET 8 FOR _ _ SEE ELEV. FOR SPACING I T'rl I SEE SHEET 6 FOR DESCRIPTION 3i M p 3 C1 Z Z 12 I DESCRIPTION � � � i II I i3 3 0 I II I o 0 o a II 4-O tX U '- M - II II II \ �C CiPff ° • c • � � e 13UCK INSTALLATION BY OTHERS .• • BUCK INSTALLATION BY OTHERS ATTACHN NET TO • • APPROVED* MLJaIQ S1 • • • � g • • • • • MIN. • INSTALLATION TYPE '3' WOOD BUCK TYPE '3' INSTALLATION TYPE '4WOOD BUCK TYPE '4' • • •. • • om o n • MATERIAL: PRESSURE TREATED MATlBISL: PRESSURE TREATED •••• •• 8 ' S ••• • �„ :ate TYPICAL INSTALLATION DETAIL TYPICAL INSTALLATION DETAIL owe* 004 • • ON ALL FOUR SIDES/USING WOOD ON ALL FOUR SIDES/USING WOOD • • • • • • 000 Enq. JAV�AD LAHMAO U1�L.� l�l!D FLA. PE 70592 wYh the no id! @3 3 • • • • • • ! • I• c ydyfo c.A.N. �ssae i +l'!tmo -05�2. q • 6 ❑m Dn1e Ib 1 yg� • 4 • • • • • •••• WOOD BUCKS NOT BY CGI CORP., MUST SUSTAIN BY PA Doi d,, ng •0.om LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER Qt5 • • • W9B- '•: • I THEM TO THE BUILDING STRUCTURE. • sYeet $, of 7 • • PERFORMANCE VALUES OF INSTALLATION ANCHORS REFER TO SHEET 5 FOR DEALS WINDOW DIMS. ANCHORS W/O SHEAR CUP ANCHORS WITH SHEAR CUP AT 17' O.C. AT 10' O.C. AT 17' O.C. AT 10" O.C. ODTH HEIGHT EXT.(+)/TNT.(-) EXr.(+)/INT.(-) EXT.(+)/INT.(-) EXL(+)/tW.(. 20' 24' 28' 30' 32' 36' 40' 42' 195.0 195.0 164.8 195.0 195.0 195.0 129.0 172.0 192.9 195.0 110.6 147.4 la0.0 195.0 103.2 137.5 168.8 195.0 90.5 129.0 15010 195.0 86.0 114.7 133.0 1a0.0 77.4 103.2 128.6 171.4 73.7 95.3 20' 24' 28' 30' 32' 36, 40' 42' 42' 125.0 193.0 132.7 176.9 192.9 195.0 110.E 147.4 165.3 195.0 94.8 126.4 154.3 196.0 88.5 117.9 144.6 192.9 82.9 1113.6 128.6 171.4 73.7 90.3 115.7 15,0 66.3 86.5 110.2 140.9 63.2 54.2 1. 24' 28' 3o' 32' 36, 40' 42' 48' 195.0 195.0 154.E 193.5 195.0 195.0 129A 151.3 192.9 1".0 110.6 135.2 180.o 195.0 103.2 129.0 165.8 195.0 96.8 120.9 150.0 187.5 85.0 107.5 135.0 155.5 77.4 96.a 12a.0 180.7 73.7 92.1 20' 24' 28' W. 32' 35" 40' 42' S4" 195.0 195.0 137.6 195.0 195.0 195.0 1 114.7 172.0 171.4 195.0 98.3 147.4 160.0 195.0 91.7 137.6 150.0 195.0 86.0 129.0 133.3 195.D 76.4 114.7 120.0 180.0 68.15 103.2 114.3 171.4 85.5 9&3 20' 24' 28' 30' 32' 36' 40' 42" 60, 195.0 195.0 123.8 185.8 180.0 195.0 103.2 154.8 154.3 195.0 88.5 132.7 1444 195.D 82.6 123.6 135.0 195.0 77.4 1/8.1 120.0 180.0 68.8 103.2 108.0 162.0 61.9 92.9 102.9 154.3 59.0 88.5 -20' 24' 25' 1' 32' 36' 40' 66" 1 S.e 140.7S4 195.0 195.0 117Z 164.2 175Z 195.0 1o0.8 140.7 163.6 195.0 93.8 131.3 153.4 195.0 88.0 123.1 136.4 190.9 78.2 109.5 122.7 1 11.5 70.4 98.5 20' 24' 28" 30' 32' 36' 72' 195.0 195.0 129.0 180.6 167.5 195.0 107.5 150.5 160.7 195.0 92.1 129.0 1.10.0 195.0 84.0 120.4 140.8 1 195.0 a0.6 1t2.9 125.0 f75.0 71.7 100.3 PERFORMANCE VALUES OF INSTALLATION ANCHORS REFER TO SHEET 5 FOR DETAILS WINDOW DIMS. ANCHORS W/O SHEAR CUP ANCHORS WITH SHEAR CUP AT 17" O.C. AT 10" O.C. AT 17" O.C. AT 10' O.C. Will HEIGHT EXT.(+)/INT.(-) DR.(+)/INT.(-) EXT.(+)/TNT.(-) -(+)/WF.(- 32' 36' 76' 133.2 19&0 70.4 122.2 118.4 169.5 67.9 106.6 20' 24" 28" 1' 32' 78' 195.0 195.0 119.1 190.5 173.1 195.0 99.2 158.8 148.4 195.0 85.1 136.1 138.5 195.0 79.4 127.0 129.8 195.0 74.4 112.1 2p" 26" 32' 195.0 195.0 132.7 195.0 195.0 19&0 110.6 165.9 165.3 195.0 94.8 142.2 154.3 195.0 88.5 132.7 I' 1 I I I ANCHORS W/O SHEAR CLIP PERFORMANCE VALUES OF INSTALLATION ANCHORS REFER TO SHEET 5 FOR DETAILS WINDOW DIMS. ANCHORS W/O SHEAR CUP ANCHORS WITH SHEAR CUP AT 17" O.C. AT 10' O.C. AT 17' O.C. AT 10" O.C. WIDTH I HEIGHT EXT.(+)/INT.(-) EXT.(+)/WT.(-) EXT.(+)/TNT.(-) EXT.(+)/TNT.(-) 19-1/6' 26-1/2' 37' 26' 195.0 195.0 149A 195.0 195.0 195.0 107.8 161.8 195.0 195.0 77.2 115.9 19-1/8" 26-1/2' 37' 38-3/8' 195.0 195.0 151.9 195.0 191.2 195.0 109.6 146.1 136.9 182.6 78.5 104.7 19-1/8, 26-1/2' 37' 50-5/8' 195.0 195.0 153A 191.0 193.2 195.0 110.8 138.5 138.4 173.0 79.3 99.2 19-1/8, 26-1/2' 37' 42' 63• 195.0 195.0 123.3 195.0 155.3 195.0 a9.0 155.8 111.2 194.6 63.8 111.6 98.0 171.4 66.2 96.5 19-1/8' 26-1/2' 37' 74-1/4' 195.0 193.0 130.8 195.0 104.7 195.0 94.4 151.1 117.9 188.E 67.6 log, TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1 /4' DIAL KWIK-CON II BY 'HILTI(FU-163 KSI. F7=157 KSI) ,1,/4' DIAL ULTRACON BY 'ELCO' (FU-177 KSI, Fy-155 XSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4' MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY N14 SMS OR SELF DRILLINO c R We (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090') INTO METAL STRUCTURES ANCHORS WITH SHEAR CLIP STEEL : 1/8" THK. MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) • • (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR. PAINTED) • !w TYPICAL EDGE DISTANCE • • • •pi� ilfM CONCRETE A, - - NTO WOOD STRUCTURE = 1" MIN.NTO METAL STRUCTURE 3/4" MIN.CONCRETE AT HEAD, SILL OR JAMBS Vc a 3000 PSI C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm - 2000P IA3N.EnQ: JAVAD Af9AAD • • •• CML RA PE ! 70592PRODUCT RGYISED• 3 acaAflll re Plmidn CAN. 538 Ouildi Code* • Acccp lee 10 1'S•OHapiralllot DmeCa,1rd • • PERFORMANCE VALUES OF ALUMINUM BUCK INSTALLATION ANCHORS 111ND01 D]M8. KITH HDOHT EXT.(+) INT 20" 110.0 19 24" 110.0 IW 28' 110.0 It 30' 110.0 tF 32' 36• 110.0 fi 36, 110.0 11 40' 105.8 1, 42' 97.0 11 20' 1T0.0 11 24' 11010 1! 28' 106.9 1, �• iO3.5 1, 32' 42' 100.7 1 I, 36' 97.0 11 4D' 95.2 11 42' 95.0 v 20" 110.0 V 24' 110.0 1 28" 110.0 1 30' 110.0 1 32' 46' 109.1 1 38• 103.5 1 40' 99.8 1 42' 95.0 1 20' 110.0 1 24' 110.0 1 28' 99.8 1 30' 95.5 1 32' S4• 91.9 1 36' 88.2 1 40• 02.2 1 1 42' so's I 20' 110.0 1 24' 28' 30' 60' 32' t73.91 36' 40' 20' 110.0 24' 107.5 20" 95.9 SO" se 91.3 32' 87.3 36' 60.0 40' 80.0 20" 110.0 24' 07.0 28" 56.0 30' 72' $1.7 32' 77.9 PERFORMANCE VALUES OF ALUMINUM BUCK INSTALLATION ANCHORS WINDOW DINS, EXT.(+) INT WTH HEIGHT 20' 24' 28' 30' 32' 36" 76, 105.8 12 90.9 12 80.5 11 76.3 1C 60.0 8 60.0 6 20' 24' 28' 30" 32' 78' 102.7 12 88.2 I7 77.0 ti 73.9 1( 60.0 6 20' 24' 28" 30' 32' 84' 110.0 I1 97.0 1! 85.5 I 60.0 60.0 6 a PERFORMANCE VALUES OF ALUMINUM BUCK INSTALLATION ANCHORS WINDOW DINS. EXT.(+) INT.(-) WIDTH HEIGHT 19-1/8' 26-1/2" 37' 42' 2d' 110.0 195.0 110.0 195.0 110.0 184.2 110.0 152.4 19-1/8' 26-1/2' 37' 42' 36-3/W 110.0 195.0 110.0 172.6 110.0 156.3 95.7 120.0 19-1/8' 26-1/2' 37' 42' so-s/a' 110.0 195.0 110.0 154.7 94.0 120.0 89.8 120.0 19-1/a' 26-1/2' 37' 42' 63" 109.3 149.9 64.8 116.2 67.9 93.1 60.0 60.0 19-1/8' 26-1/2" 37' 74-1/4" 110.0 154.8 86.4 118.5 60.0 60.0 19-1/B' 26-1/2' 37' 76' 109,9 120.0 84.0 115.2 80.0 60.0 19-1/a' 26-1/2' 37" 77' 108.3 120.0 82.7 113.4 60.0 60.0 TYPICAL ANCHORSSEE ELEV. FOR SPACING A - 1 /4' DIA. KWIK-CON II BY 'HILTI' (Fu-163 K51, Fy-157 KSI) DIRECTLY INTO CONIC. OR MASONRY 1-1/4' MIN. EMBED INTO CONIC. OR MASONRY DIRECTLY INTO CONC. OR FILLED BLOCK 1-1/4' MIN. EMBED INTO CONCRETE 2-1/4' MIN. EMBED INTO GROUT FILLED BLOCKS C - J14 SIDS (GRADE 2 CRS) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2' MIN. PENETRATION INTO WOOD TYPICAL EDGE DISTANCE DIST�CE INTO CONCRETE AND MASONRY - 2-1/2" MIN. INTO WOOD STRUCTURE = I' MIN. CONCRETE AT HEAD, SILL OR JAMBS Pc - 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm - 20DO PSI MIN. ALUMINUM BUCK FRAMING DETAILS REFER TO SHEETS 3 THRU 6 FOR WINDOW CAPACITIES USE LOWER APPLICABLE VALUES. #14 SMS AT 6" FROM ENDS 17" O.C. MAX. AT JAMBS 24" O.C. MAX AT HEAD/SILL a • - <' I •"TYPICAL ANCHORS TYPE 'A' OR 'B' AT 6" FROM ENDS AND 2 1/2' MIN.O.C. MAX. AT JAMBS EDGE DIST. 17" O.C. MAX. AT AND /14 SMS AT 6• FROM ENDS 17' O.C. MAX. AT JAMBS 24' O.C. MAX. AT HEAD/SILL TYPICAL ANCHORS TYPE 'C' AT 6' FROM ENDS AND 17' O.C. MAX. AT JAMBS 24' O.C. MAX. AT HEAD/SILL INSTALLATION TYPE 'SINSTALLATION TYPE '6 28Y WOOD BUCK OR WOW STRUCTURES 41.436125 .065.582 ALUMINUM ALUMINUM BUCK 6063-TO 6063-TO CML FLA. PE 'f 70592 CAN. 35M 11 2 5 : '00: ::: � a6i . n sus •••• .. •••• ••• ,F • •••••• ••• $ • PRODUC}RBVWD . as��'Io�hYie FlcrlM � • Build' n Code •Iq AcG-0312 • Et�18 • b By ••• awing moo. •' : ... wss- :M ' 00' •fleet 7 of 7 STATE OF (FLORIDA) COUNTY OF (DADE) Miami hores VillageIt Building Department 10050 N_E2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 SURVEY AFFIDAVIT The undersigned Affiant, ,does hereby attest that (Property owner) The attached survey, performed by _ L AN r-'F S 4--w C1 /& Cy A SQ&M cgf (Name of surveyor's company) For address: l S (a 2 <kyo CON Performed on c '24.0 (date of survey) is an accurate representation of the existing conditions and locations of all structures on the property as of this date. The purpose of this Affidavit is to induce Miami Shores Village to issue a building permit for the property without first providing a survey less than seven (7) years old old. The Affiant, as property owner, further agrees to remove or obtain permits for any structures which now may exist on the property which are not permitted or which may violate zoning or building code regulations. The Affiant further understands that the existence of any such structures m ect final inspections as applicable to this or other permits. u r, Affiant, sa th naught. Property Owner Signature Property Owner Print Name SWORN TO AND SUBSCRIBED before me this 21—day of Drc -&"oopt_ Affiant is personally known to me, produced _ Fl— D t.- as identification. CHASE CAMPBELL :.: MY COMMISSION k FF 200055 EXPIRES: February 17, 2019 Notary Bonded Thru Notary Pub!4 Undewite Revised on 5/22/2009/ Revised on 6/12109 AV _ Pa.ge 1 of 2 without Page 2 of 2 with corresponding Survey #. ROTS: denotes lowdst tt,abitable floor elevation. Elevations shown refer Lowest Adjacent Grade Elev. B.M.•.tIV-6o3-2 ELBv. WX*_ Dodo coulm) ' Garage Elev: = _- This property described as Lots 21 and 22, Block. 96 [diMENDED PLAT OF MIAMI SHORES SECTION 1.10. 4, according to the Plat thereof, as recorded in Plat Book 15,. Page 14 of the Public Records of Miami -Dade County, Florida. A BOUNDARY WELY—C S5 ycertffythatihis survey conforms to the Minimum 'jtJ�L lYJ - Technical Standards for Land Surveying in the State of Florida, as outlined in Rules SJ-17,(Florida Administrative _ _ ~ - i of Agriculture a uadopted by the Department Q � •t+•-, - C�Li'� of Agriculture and Consumer Services, F ` � l! �Gp r Board of professional Surveyors and L4 'Mappers In September,ig81, as amended, pursuant to Chapter 472,027 of the Florida Statutes and is true and correct 9e and belief. - • • Put. / `` to the best of my no ed ivy t i r/ ' .. �✓e. ,a �-1 �.. tea, 1 .W a,0 � � .._, d c, `-c :-:L. I{'. � •� e � > r_. w I A °jg Gregory M. Palmer, Io :+::� PROPERTY OP:., :.,..,.. ,,� .:.;:515 Grand Concourse, Miami Shores, Florida _ - - NOT VALID WITHOUT THE SIGNATURE ANDTHE«��DSeALof LANNES AND GARCIA, INC 33138 tNAL FLORIDA LICENSED SURVEYOR AND A BOUNDARY IAAPPER. 1 I r clEn," ,*W 'Da s,R I�fE LB #2098 > i © SENM iE'RI:VN idEFfs THE .. YNtIiUY U tIWRD' t7F L#M ;AiRVE1'17tsi IN t?tArfl� .... ... • � � ... _ ,,,,� �� CM SURVEYORS —MAPPERS —LAND A�PPERS lAN® P[.�NNEfZS a o4V�>. ice' Oft NO �. PROFESSIONAL SURVEYING AND MAPPING -`` y 5. LANNES & GARC/A, INC N As � •. PLAT tarKaa mw s+fcn�w t�FAE7C, ,;:� �:�,,,; .,�. L.B. SCO u �PFlorida (QUALIFIER) 385 AI ambra Circle, Suite Gables, 3314 PH (305) 666-7909 FAX (305) 442-2530 N. - //GNJ1c D - /?iYIy1S� lannesgarcia@yahoo.wm _ F.O13�A RROi: Ei�R E1CR AIO tillpppq FlQJ EKTE t „ 1 �Y ORS► NQ. ev 12-(),i . "Naatt?" added and '.Len er. revs se. --- _ - 8 06:--03 "Name -and "certified.To" revised. � __ ....: 2Z27;6... 00da- (E) 127 W. Fairbanks Ave. BUILDING DROPS Suite438 QA Perfect Solution in Every Drop Winter Park, FL 32789407.644.6957 PH Certificate of Authorization: 29578 407.644.2366 FX contact@buildingdrops.com Product Evaluation Report Of JELD-WEN, inc. Energy Saver/Contour Wood Edge Opaque Steel Outswing Door w/ or w/o Sidelites `lb for Florida Product Approval FL# FL Report No. 2035 Florida Building Code 2010 Per Rule 9N-3 Method: 1— A (Certification) Category: 0000 Exterior Doors . . '.... • ...... Sub — Category: Swinging Exterior baOr AssewtMeS •. Product: 090000 Energy Saver/Contour Wood Edge Opaque : 0 0 0 0 Steel Outswing Door xNrW16 Sidef t s • • ; • • Material: Steel/Wood """ "'0 . Product Dimensions: 00 00 00 107"X 81.25" (MaximVX4 0 . . . . . . 0 • ...... 0CS F. Prepared by: 7 Hermes F. Norero, P.E. Florida Professional Engineer # 73778 441 Date: 05/01/2012 % O� •. (� �P;' �� Contents: �i • • .... • G� �� Installation EvaluonReport Details Pages 5 — 4 '0�'SSiONAL g 11111111� Digitally signed by Hermes F Norero, P.E. Hermes F. Norero, P.E. Reason: I am approving this document Florida No. 73778 Date: 2012.05.01 17:42:30-04'00' Prepared For: JELD-WEN, inc. 3737 Lakeport Blvd. Klamath Falls, OR. 97601 BUILDING DROPS //a\\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: JELD-WEN, inc. Product Category: Exterior Doors Product Sub -Category: Swinging Exterior Door Assemblies FL#: Date: 05/01/2012 Report No: 2035 Compliance Method: State Product Approval Rule 9N-3.005 (1)(a) Product Name: Energy Saver/Contour Wood Edge Opaque Steel Outswing Door w/ or w/o Sidelites 107" X 81.25" (Maximum) Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for JELD-WEN, inc. based on Rule Chapter No. 9N-3.005, Method la of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 2010 Florida Building Code. See Installation Instructions S-2104, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. Limits of Use: •••• •••••• 1. This product has been evaluated and is in compliance with the 2017Flotida BjildibNCode, '. includinp, the "High Velocity Hurricane Zone" (HVHZ). 6 • • • • • • • • • 000000 2. Product anchors shall be as listed and spaced as shown on details..4 or emt�e�rrent inlxt•••; substrate material shall be beyond wall dressing or stucco. 000000 000000 00000 3. When used in areas requiring wind borne debris protection this praftetcomplim with • •:• • • Section 1609.1.2 of the 2010 Florida Building Code and does not MaLl'ife an impact'rtsistaAt";' covering on outswing doors. 60�006• 4. Non -Impact sidelites do require an impact resistant covering when used in arg.VMMuiring• • •• •, wind borne debris protection to comply with Section 1609.1.2 ofIgQl2d10 Floric6guilding:"": Code. 0..9 5. Site conditions that deviate from the details of drawing S-2104 require further engineering analysis by a licensed engineer or registered architect. 6. See Installation Instructions S-2104 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 5 BUILDING DROPS FL#: d Date: 05/01/2012 A Perfect Solution in Every Drop Report No: 2035 Certificate of Authorization: 29578 Quality Assurance: The manufacturer has demonstrated compliance of door products in Accordance with the Florida Building Code and Rule 9N-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation & Management Institute, Inc. (FBC Organization #QUA1789) Performance Standards: The product described herein has been tested per: Referenced Data: • TAS 201-94 • TAS 202-94 • TAS 203-94 1. Product Testing performed by Certified Testing Laboratory, Inc. (FBC Organization # TST1577) Report #: CTLA696W, Report Date: 11/01/2001 2. Quality Assurance National Accreditation and Management Institute (FBC Organization #: QUA 1789) . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .. .. .. ...... . . . . ...... Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 5 BUILDING DROPS FL#: A Perfect Solution in Every Drop Date: 05/01/2012Report No: 2035 Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates areas follows: Through Frame Installation: A. For two by (2X) wood buck substrate, use #10 Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete or masonry substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete or masonry substrate where wood bucking is NOT employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. Refer to Installation Instructions (S-2104) for anchor spacing and more details of the installation requirements. Design Pressure: Design Pressure XX, OXXO X, OXO, XO, OX Outswing Positive 57 PSF* Positive 66 PSF* Negative 1 57 PSF Negative 70 PSF "units meet water intiltration requirements corresponding to noted design pressures. .... ...... • • • •• ••e ew• e •• • Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 5 • BUILDING DROPS Q A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: Date: 05/01/2012 Report No: 2035 Installation Method JELD-WEN, inc. Energy Saver/Contour Wood Edge Opaque Steel Outswing Door w/ or w/o Sidelites 4.50 TYP. - 16.41" TYP. 3.00" TY . 00 TYP. 13.41" TYP. 3.00" 00" TYP. 6.00" TYP, TYP 00 TY . .00" TYP. 6 IYP. I II II I I III III I I II II I 6 5 — — — — SPACES SPi @ 13.85" @ 1 I I I I I I I I 1{ f 1 300" TYP-J L 3.00" lYP i0" 7.00" TYP. - 3.00" T }- -' I70101 �� JJJJJJ 7.0" TYPTYP. . .00 TYP LJ 7.00 TYP. �-- J 1, 125' TYP. sees a • sees ••ss•• 4.50" TYP.- 9.00" TYP • s • • 3.00' TYP.-- 3.0� 0" n - 6.58" 6.00" TYP. .00" TYP. i 6.00" TYP. • • • • )••••• ee a• •••••• • ••sea• • • • 6 TYP. I I I III I I III I I I 6 TYP. I I I Ole ••s•• • ••• s es • •• • sees ••. ee •s• • • •• ••• • stet• • • • • — — ••— a ee ..sees 5 SPACES @ 13.85 SPACES @ 11.54" ••• • s ss a •• • t • • • sets** • • • • — — — — � • •t ees•s — e• s I I I I I I I I .00" TYP. I I I 8.58" LO' 3.00' TYP — 7.00' TYP. TYP. TYP, Hermes F. Norero, P.E. Florida No. 73778 Page 5 of 5 SCJDIti�_7 000fL MIAMI- DE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) CGI WINDOWS AND. DOORS, INC. 10100 NW 25 Street Miami, FL 33172 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/economy SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity_Hurricane Zone.— DESCRIPTION: Series "Sentinel 150" Aluminum Sliding Glass Door w/ wo Reinforcerlltms .-L.M.L APPROVAL DOCUMENT: Drawing No. W 10--31 Rev L, titled Series "SentiRc IWO AlumSrhding Glass , • Door", sheets 1 through 28 of 28, prepared by Al-Farooq Corporation, dated OS(2Q/,l9 and 94o gAlised p11..;. 01/11/16, signed and sealed by Javad Ahmad, P. E., bearing the Miami-Dada4ounty Product Control Revision stamp with the Notice of Acceptance number and expiration date by91e• Miam -Gade County • .... 000000 .... ..... Product Control.Section.- — _ . __ _ _ _ _ • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • Limitations: • • • • • • • I. Pocket wall is not part of this approval and to be reviewed by AHD. • • • • • . 2. See Design Pressure (DP) table: Sizes Vs glass types, Interlock reinforcing and the -max. al able :... panels with in the unit frame area, in sheet 13. See anchor clusters DP capacity in sheet n•L•gNgr 0 4 capacity shall controls for the entire assembly. • 0 3. Max shim not to exceed'/a" at Head/jambs & %2" at Sill (w/ High strength poured & hardened grout). The Sill to be installed w/ anchor type B-2, directly into cone. 4. Design Pressure (DP) limited to +/- 60 psf when utilizing 90 and 135 degree corners. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for ation and removal of NOA. ADVERTISEMENT: The NOA number p cAeA t words Miami -Dade County, Florida, and followed by the expiration date may be (Asplay . s' g literature. If any portion of the NOA is 11OA No.15-0619.66 CMJAMI-�DADECOOU Expiration Date: September 22, 2020 - �1 Approval Date: -April 28, 2016 t Page 1-A MIAM1•i}gpE MIAMI—DADE COUNTY " PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES tRER) 11805 SW 28 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (186) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE NOA) www.miamldade. ov/econ m displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 14-0627.15 and consists of page 1, this page 2 and evidence pages F-1, F-2, and E --3, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P. E. . . .... ...... . • ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... .. ...... .. .. . . . . • ...... . NOA No.15-0619.06 CMIAMMOADEO Expiration Date: September 22, 2020 ' 1' %'I6 Approval Date: April 28, 2016 Page 2 CGI WINDOWS AND DOORS, INC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W10 31 Rev L, titled Series "Sentinel 150 Alum Sliding Glass Door", sheets l through 28 of 28, prepared by Al—Farooq Corporation, dated 05/20/10 and last revised on 01/11/16, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202--94 4) Small Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203--94 6) Forced Entry Test, per FBC, TAS 202-94 along with marked up drawings and installation diagram of 8-panel, Alum SGD w/ Pockets & 135' and 90' corners, prepared by Architectural Testing, Inc., Test Report No. D8502.01450-18, dated 12/07/15 respectively, both signed and sealed by Joseph A. Reed, P.E. .... 2. Tcst reports on: 1) Uniform Static Air Pressure Test, Loading pen FBC TAS A2-94 • • • • • 2) Large Missile Impact Test per FBC, TAS - 94 . • • . ' . 3) Cyclic Wind Pressure Loading per FBC, TA92D3-94 0; • • • along with marked —up drawings and installation diagram of a sg{eys 7500F•�/,yinyl ; • •": Flange Frame Impact Fixed Window, to qualify DuPont "ButA.ciie: *PVB interlayer, • • • • • Duraseal® and Super Spacer@ insulating glass spacer, preparedhy fertified•Tgsting • • • • • ss Laboratories, Test Report No. CTLA-3056 WA dated 03/03M5,%igned and smed bysss• • s Ramesh Patel, P. E. • • • • 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading,per FBC TA'S *M-94 . • 2) Large Missile Impact Test per FBC, TAS 2w o-94 • • • ; • • 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 •' along with marked —up drawings and installation diagram of a series 7400PO Vinyl Impact Flange Frame Project Out Windows, to qualify DuPont "Butacite" PVB interlayer, Durasealt and Super Spacer® insulating glass spacer, prepared by Certified Testing Laboratories, Test Report No. CTLA-3056 WB dated 03/03/15, signed and sealed by Ramesh Patel, P. E. 4. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of a series 238 Aluminum Fixed Flange Frame Window with Vent to qualify DuPont "Butacite" PVB interlayer, Jorge M. Plasencia, P. E. P oduct Control Unit Supervisor NOA No. 15-0619.06 Expiration Date: September 22, 2020 Approval Date: April 28, 2016 E--1 CGI WINDOWS AND DOORS, INC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (continued) Duraseal® and Super Spacer® insulating glass spacer, prepared by Certified Testing Laboratories, Test Report No. CTLA-3056 WC dated 04/16/15, signed and sealed by Ramesh Patel, P. E., with addendum letter dated 03/09/16 signed and sealed by Ramesh Patel, P.E. 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of 6-panels Alum SGD w/ Pockets & OXXX, prepared by Certified Testing Laboratories, Test Report No. CTLA-3011-W & -W-1, dated May 22 & 23, 2014 respectively, both signed and sealed by Ramesh Patel, P. E. (Note: These test reports have been revised by an addendum letter dated 09l24/14, issued by Certified Testing lab.) . . .... ...... (Submitted under previous NOA# 14-0627.15) • • 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202' 921. • • "" 2) Uniform Static Air Pressure Test, Loading perXAC TA& jQ2-94 . • • • • 3) Water Resistance Test per FBC TAS 2021%.. 4) Large Missile Impact Test per FBC, TAS 26k4) 4• • • • • •' • • 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, T& �M% •,.,.. along with marked -up drawings and installation diagram of Alum SGD, ptbDWed by • • Hurricane test Laboratory, LLC, Test Report No. HTL-0080 124V-090, �txto July ' • • • 30, 2010, signed and sealed by Vinu J. Abraham, P. E. (submitted under filth # l*2- 0119.04/11-1031.05) along with marked -up drawings and installation diagram of Alum. SGD (OX) prepared by Architectural Testing, Inc., Test Report No. ATt-00733.03-450-18, dated 08/09/12, signed and sealed by Vinu J. Abraham, P. E. (Submitted under previous NOA #13-1121.081#12-0821.16) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, conformance to, complying with FBC 2010 and with FBC 511 Edition (2014), prepared by Al-Farooq Corporation, dated 02/24/16, signed and sealed by Javad Ahmad, P.E. . 2. Glazing complies with ASTM E1300- 09. Jorge M. Plasencia, P. E. roduct Control Unit Supervisor NOA No. 15-0619.06 Expiration Date: September 22, 2020 Approval Date: April 28, 2016 E-2 CGI WINDOWS AND DOORS, INC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "Sentry Glas@ (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. 2. Notice of Acceptance No. 14-0423.15 issued Eastman Chemical Company (MA) for their "Saflex CP-Saflex and Saflex HP Composites Interlayer w/ PET core" dated 06/19/14, expiring on 12/11/18. 3. Notice of Acceptance No. 15-1201.11 issued Eastman Chemical Company (MA) "Saflex Clear and colored glass Interlayer", dated 03/17/16 expiring on 05/21/21. 4. Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc. for their "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring 12/11/16. F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 51h Edition (20LQ, and of no financial interest, dated 02/24/16, signed and sealed by Javad Ahmad, Is.•E? • • • • • •; • 2. Laboratory compliance statement, part of above referenced test fdpofls. . ...... .... ...... G. OTHERS • • • • .... . . 1. Notice of Acceptance No. 14-0627.15, issued to CGI-Windows-and Doors; 4nc. fox•; • • • their Series "Sentinel 150" Aluminum Sliding Glass Door 401M Reinfbifenients ""' L.M.I., approved on 03/05/15 and expiring on 09/22/20. " " """ 2. Test proposal for the qualification of Butacite® PVB glass intedayer.byfluraray..:% America, Inc., as well as Duraseal® and Super SpacerRU Stmdard•warm-edgf.•„•; flexible insulating glass spacers, dated December 16, 2014, isStled'by R23R; Product Control Section, signed by Jaime Gascon, P.E., Supervisor, Product Controf �ecfion. 3. Test proposal # 14-0198, approved on 02/26/2014, signed by Ishaq 1. Chanda, P.E. 4. Test proposals # 13-1098, approved on Oct 02, 2013 and revised on FEB 24, 2014, signed by Manuel Perez, P.E., test proposal # 11-1225 dated DEC 16, 2011 signed by Jaime D. Gascon, P.E. Test proposal # 09-1073, approved on Nov. 05, 2009 and E- mail test proposal dated 07-19-2010, approved by BCCO. (Submitted under previous NOA# 14-0627.1 S) Jorge M. Plasencia, P. E. Product Control Unit supervisor NOA No. 15-0619.06 Expiration Date: September 22, 2020 Approval Date: April 28, 2016 E-3 THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES SENTINEL 160 ALUMINUM SLIDING CT.ASS DOOR DOORS ALLOWED FOR MAX. NUMBER OF PANELS AS LISTED ON DESIGN LOAD CAPACITY CHART ON SHEET 13 OF 28. USING MEETING STILE COMBINATIONS TESTED AND SHOWN IN DRAWING DETAILS. APPLICABLE EGRESS REQUIREMENTS PER FBC TO BE REVIEWED BY GUILDING OFFICIAL. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (5TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (WHZ), 18Y OR 28Y WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHCRS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE RMIERFMFNTS OF THE 2014 FLORIDA BUILDING CODE. • • • IA4f�PUCT� I- �1Ss • • • • • • • • • LIfE•CWiQTS ♦S FILMS. • • • • • •i• • • •DEfIItMINE DW1C1. 1WHIS LOAD REQUIREMENT BASED • • 'i"•"r Do IN1N0 1/LOCFA SLOG. MEiHT. WIND ZONE USING APPLICABLE ASCE 7 STANDARD. STEP 2 DETERMINE DOOR CAPACITY FROM TABLES ON SHEET 13 FOR THE CLASS TYPE AND REINFORCING TD USE- USI • • �, EP 3 WIT t.Wu�T ON SH4 }" S� . ANCHOR OPTION • • WIT 0 CN 11NG � TH DEIGN LOAD SPECIFIED • • • • 1a •1 OVE• • • • • ��I1,,E�p� � �T�{l�E LOAEgTVA.IE Rft L%G }RON STEPS 2 AND 3 • • •.513•SSLRL APPLY TO ENRRL�SYSTEM. • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • ••• 0 0 0 ••• • 0 LAMINATED GLASS AND LAMINATED INSULATING GLASS LARGE/SMALL MISSILE IMPACT PRODUCT REVISED es carnplyinji with the Florida Building Cod• 15.0619.06 NOA-No expiration Data 09/22/2020 By Mlam • r uct antra ENBp� g� 70602 I�y�1b (��'r OF j drawing no.-31 R I-W 1.9 in 3 TRACK JAMB ANCHORS n � M FALSE MUNTIN OPTIONAL ref 48 a n ... ... o • • . Z 3 TRACH ; HEAD ANCHORS 13/18MAX. QQ 6 -DOOR FRAME WIDTH 74" MAX HEAD ANCHORS HEAO/SILL a (Y ANCHORS IN PARS 2, 3 OR 4 PAIRS HEAD/SILL/JAMBS AT STILE ENDS SEE SHEET 15 6» W". AT S' O.C. EAO/SILL H SEE CHART ON SHEET 16 S �1 E _ FOR CAPACITY 1�t -mot ---- ---- I 8 d N 6a -- I Z , REINFORCING I Z AT INTERLOCKS I�,( {Q� OPTIONAL I a I SEE SHEET 13 M I FOR CAPACITY I 42 1/8" 2 POINT D.L. OPG. SINGLE LOCK z 1 z FORE DESCRIPTION /� �� m ; u Qi B C �z�1 3NMn � j d -0 9; m I C z� -- -- O 1 POCKET JAMB��-- �,_�� (SEE SHEET 6, S. it SILL TYPE B2 ANCHORS 48 1/8' k 12 POCKET 2, 3 OR 4 PARS 48 1/8" PANEL WIDTH h DETAIL M ON �B ANCHORS AT STILE ENDS INTO CONC.f , PANEL WIDTH SHEEP �) AT3"O.C. SEE CHART ON SIIEET 15 FOR CAPACITY 3 TRACK SILL ANCHORS B • • • • • • g,Y� • • • • P • • • • 8° 8" T I a• I 8" 6' • g° •" • • • B' i' • • • 6' 8• 1N II IIIOO, CLUSIDt (2) WEEPCLUSTER (2) WEEP CIBSTER (2) KEP CLUSTER (2) vfy QJSRR (2) ww auSTER PA�(t) XFfP aASIE6 `,•�P�� ,l jsA , 'rPRODUCT REVISED v 8 �• • • • • �-•p1r'c�Tli� • as compiling with th• Plorlda No 0582, • • • • •7ES0 UNIT • • • Building Coda • • • • • • • • • • NOA-No. 15.0619.06 41,11, p • • • • •• • • • • • • • Expiration Date09/22/2020 a TEOF � drawing no. • •• • • • • • • • 000 .L.O 11EIGIIT•� DOOR FRAME HEIGHT - 9 11/18' W� Q �� D.L.O. WIDTH = NOM. PANEL WIDTH - 6" Mfam - p oduet ontro ' SS�ONA1. t`� sheet 2 o12i PANEL HEIGHT . DOOR FRAME HEIGHT -1 3/16' / Rn Hit • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2 TF JAMI 6" 3' TYP. �+— 2 TRACK .'�•-- HFAO ANCHORS w 14" MAX. 190 9/18" MAX. DOOR FRAME WIDTH ANCHORS IN PAIRS HEAD ANCHORS 14" AT HEAD/SILL/JAMBS 2. 3 OR 4 PAIRS AT STILE ENDS SEE SHEET 15 g• Mqy, AT 3" O.C. HEAD/SILL FALSE MUNTIN ` SEE CHART ON SHEET 15 CORNERS OPTIONAL Al C_ FOR CAPACITY, GI =Ir'`-,h li i' H J 1 REINFORCING AT INTERLOCKS OPTIONAL SEE SHEET 13 FOR CAPACITY 4 P �j ro v o J li it II IIIL li II I II 2 POINT SINGLE LOCK SEE SHEET 24 FOR DESCRIPTION 42 1/6" 42 1/B" D.L. OPC. it l IIay{ 81 D1 SILL TYPE B2 AMCHOR5 45 1/8" 2, 3 OR 4 PAIRS` 48 1/6' PANEL WIDTH AT STILE ENDS PANEL WIDTH AT 3' O C. SEE CHART ON SHEET 15 FOR CAPACITY � N u m C IIIq---1 Yi d 0 a �i L05S W m S DS m 1,0 0 3 off., POCKET JAUB ANCHORS 2 TRACK SILL ANCHORS 14Nrly µU(. TYR B1 D1 ••� •0 0 a •�• ••• III a " • • •I Is a' e' •• e" is ••: ••'s" �' : ••• B' 01 w @ OI •v 4mm (2) xP W" 0) en nusla 01 aam • (TEJST,EUNIT) • • • • a •r vgnurv• • • • • • •• • • • • • • • • • • REFER TO PAGE5014, 15, 11`7 do 18 IMOWEEPOSIZE• • • • e • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • •e• • 0 D I OPENING Q=� j D. L.O HEIGHT DOOR FRAME HEIGHT - 2 11/16" D.L.O. WIDTH 140M, PANEL WIDTH - 6' PANEL HEIGHT a DOOR FRAME HEIGHT -1 3/16" � p0 qH � I'g •i PRODUCT REVISED ' •. as eomplyIng with the Florida c Breldina Code No. 15-0619.06 NDA-No. - ? ✓3 Expiration Date 09122/2020 By A Of drawing no. MI•m rotlue Control D!''6.` W10-31 �6. 3• - 1�1901 m 14" EXTERIOR EXTERIOR 3 TRACKHEAD ANCHORS O ti s MAX. 149 5/16" 146 9 18- 97 3/4" a DOOR FRAME WIDTH DOOR FRAME WIDTH DOOR FRAME WIDTH g O u HEAD ANCHORS I MAX. HEAD ANCHORS r! FALSE MUNRN HEAD/SILL 2 OR 4 PAIRS C OPTIONAL 48 1 8' ANCHORS IN PAIRS 2, 3 OR 4 PAIRS AT CORNER STILE ENDS 8' MAX �' O I AT HEAD/SILL/JAMBS AT STILE ENDS SEE SHEET 15 SEE CHART ON SHEET 15 HEAD 8 �3 A NOM. PANEL WIDTH AT 3" O.C. 1 5 FOR CAPACITY SILL 1 G7 �i _g SEE CHART ON SHEET 15 CORNERS pCAPACITYMIN. z A C FOR CAPACITY ` MIN. Ci' & zy a ,n ` 1 - - � H- i REINFORCING J b m e I AT INTERLOCKS I _� ._li_ OPTIONAL 1-r---,- SEE SHEET 13 �. / / fi N M 0 FOR c�"CITY z I li I' 2 POINT O I ==yF===_= DOUBLE LOC�' z �. ' 2 1/Bli I SEE SHEET 2 - FL OP41 ,o I FOR DESCRIPTION D.L. 1/8- DESCRIPTION 42 1/6' c DOUB E LOCKS O.L OPG. $ I I I \ SEE SHEET 24 '� 0 '^ j. FOR DESCRIPTION O SD 1 4=17 0 3�� c zW �Ym B B F L�i�gR `nQ rC.! S1LLTYPE 82 ANCHORS 1/8"48 1 848 1/11' POCKET SILL TYPE B2 ANCHORS 8 18" / 2, 3 OR 4PANEL WIDTHJAMB µCHORS 2 PAIRS AT STILE CNOSIPANEL WIDTH PANEL WIDTH 3 AT CORNER STILE ENDS AT 3' O.C. JAMB ANCHORS SEE CHART ON SHEET 15 SEE CHART ON SHEET 15 2 FOR CAPACITY FOR CAPACITY EXTERIOR EXTERIOR 3 TRACK uo ITT SILL ANCHORS u o m MAT(. T. o c � (TESTED UNIT) o e TYGIDAL- E{EVATJON • • • 0 • • •• • • • • • I III c • •• • • • • ••• • • • • • • • • • • .� �1 j0 AH • • 000 • • • • • • 0 PRODUCT REVISED v , MA�� r as oompiyTng with the Florida : ' Buildlnp Code NOA-No. 15.0818.OLi No. 0592 ,1 • • • • • • • • • Expiration Dete08/22/2020 = �/ d • * � � 5 L 1` • • • • • • • • • � •, T OF � drawing n0. • • e misma Product os rol ID?••' 0`W 10-31 l- ••• •• �•• •e• ••• ••• Ss�OryAl`0, sheet 4of21 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �DOOR FRAME W. rC N O XXX G � H ro S OXX (SHOWN) XXO XXX (REVERSE) DOOR FRAME WIDTH H L J1 �R MQ L XXXXXX (SHOWN) OXXXXO DOOR FRAME WIDTH w 0 N i755 XXXXXX (SHOWN) 1 XXXXXO (SHOWN) © Q WATERIOR H� H OH OXXXXID • • • • 90' ODRNER OIUJL '0' IN SHEET 22 • • • • • • • 13f CORNER gEUf! • CHART . ' ON SHEET 22 NON INTERLOCKS OPTIONAL IN LIEU OF 41 SEE CHART ON SHEET 13 NOTE: APPROVED CONCIGURAT10N5 • • • 1 *0AFIGURATION: SUAWN FOR %Lt?1RA;I&6PURPOSES ONLY. NON —POCKETED DOORS (NON -REINFORCED SHOWN) • • 2, 1131? APPLICABLt NON REINFORCLt OR•RENiFORCED DESIGN PRESSURES SEE SHEET 13. SEE SHEET 13 FOR OF AND REINFORCING OPTIONS • • • • • . • • • 3. WS ANCHOR DETAy.S:EE• SH4:TS•• 15•TH•I:U 23. THREE (3) TRACKS a 4. &OR SHAVAET EbRESS REQCIREMEN}IS AS APPLICABLE PER FBC. EXTERIOR INTERLOCKS ON SHEET 13 13V CORNER DETAL 'P' ON SHEET 22 OPTIONAL IN UEU OF J1 V 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER DETAIL 'N ON SHEET 22 OPTIONAL IN LIEU OF J OH THIS APPROVAL QUALIFIES DOORS WITH APPROVED LL V CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS 11� TIC WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 �11 ARE PRESENT, O do FOR DOORS USING 90' 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO 360.0 PSF F 9 PRODUCT REVISED S as oompl with th• Florida 4 A Building Cods fi NOA-Ho. 15-0619.06 H 0,t w Explration Onto O9/2212020 LLLiii gg BY P MI•m o Product Control� 0�Wm 1 0 -REINF. INTERLOCKS CHART ON SHEET 13 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• 9 0 0 ••• • 0 •S !YD c o a � x o 111 11 ryJ � AH . . a07 �J �Ihrl�ra ,!t 9 TeOF drowing no. W1 -31 M ` DOOR FRAME W. w G IX M PXXX(SHOWN) XXXP DOOR FRAME WIDTH _J 1 I H J H i w it 41 O H H 2255 I I I I t11 j t I I I I I PXXXXXXP (SHOWN) DOOR FRAME WilDTH I L F_- � o- I M K 1 I 1 I Iwo PXXXXXX(SHCWR) XXXXXXP r-- iI g I H J H LAICftIVn - 90' CORNER DETAIL '0' ON SHEET 22 13Y CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN UEU OF J DOOR FRAME WIDTH NON-REINF. INTERLOCKS t -'FSEE CHART ON SHEET 13 II O 11 O II O II i J EXTERIOR 90' CORNER DETAIL '0' ON SHEET 22 OCKET CAVITY NOT BY CCI JJS CORNER DETAIL 'P' ON SHEET 22 TOT PART OF THIS NOA OPTIONAL IN UEU OF J DOOR FRAME WIDTH NON -REINF. INTERLOCKS f SEE CHART ON SHEET 13 lY IO - I I PXXXXXO(SHOWN) O OXXXXXP APPROVED CONFIGURATIONS POCKETED DOORS (NON -REINFORCED SHOWN) SEE SHEET 13 FOR DP AND REINFORCWG OPTIONS THREE (3) TRACgS POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE RENEWED BY AHJ. • • 1*6411OR • • • PANEL WIDTH • • 000 • • • • • •SY' CORNER DETAIL '0' ON SHEET 22 r- IW CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN UEU OF J NOTE: • • • • • • • • •l. 4ONFl•URATIONS S4WN�FO@ ILLUSTRATION FURWOSES ONLY. •4 JOR 41PUC&SLE y�l FtINORCI0 DIT VE1404ED DESIGN PRESSURES SEE SHEET 13. 3.'FOR ANEHOR DIFTAILS SCE PHEETS R5 9HRO 21 •4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • O THIS APPROVAL QUALIFIES DOORS WITH APPROVED Irl V CONFIGURATIONS SHOWN WITH 90' AND In CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. Z '� FOR DOORS USING 99 h 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO t80.0 PSF€I j�tj PRODUCT REVISED as COMP1yIrIg .1th the Florida Bu11dIRg C0 a gg NOA-No. 15-0619.06 Expiration Vato0912212020 By Mlam a Prod— onlrol 9126 O `0 V „q b C O .i N O' O b h YI 3 NM I 3 Z� Uo�R OF �I MEN = Iee��no r 5 f DOOR FRAME W� s G XO (SHOWN) OX DOOR FRAME W. L XX OXO (SHOWN) OXO (REVERSE) I DOOR FRAME WIDTH OXXO XXXX(SIMILAR) I •-i +CIS X 3/4" EMS 24" O.C. MAX, FRAME WIDTH EXTERICth' IV CORNER DETAIL '0' ON SHEET 22 137 CORNER DETAIL'P' ON SHEET 22 OPTIONAL IN LIEU OF Ji THIS APPROVAL QUALIFIES DOORS WITH APPROVED SHOWN WITH 90' AND 135' CORNERS V Le. CONFIGURATIONS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. FOR DOORS USING 90' & 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO ±60.0 PSF C u� q w Q s1 aiC 4 a Uk MAX. FRAME WIDTH REINF. INTERLOCKS • • • • • SEE CFARI ON SHEET 13 KI*- lqsEY44NRl.: • aLPRN SHE 022d7yRpBW•b'4bN 9HIET 22 OPTIONAL IN LIEU OF Ji APPROVED CONFIGURATIONS • N@W:0 • • • • • . NON —POCKETED DOORS (NON -REINFORCED SHOWN) 0 st I. 40NFIGURATIO4 SDO4 FOR tVSTRI 01 PURPOSES ONLY - SEE SHEET 13 FOR Dp ARO REINFORCING OPTIONS • • 2 CV APPLICABLE NON-REIWONCED OF* REINFORCED DESIGN PRESSURES SEE SHEET 13. TWO (� TRACKS • • • 3. TOR ANCHOfi DETAILS SEE SHIW? I? TJAU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC, ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• 000 0 0 0 000 0 411 U e C 1 n5 v ZE c ,;n S. o v =W o— U21 c PRODUCT REVISED as complylnp with the Florida BuOding Coda NOA-No, 7 5-0849.06 Expiration Oat 08122/2020 By Miara s ro uc antra 1 0 A�lri� 19 1 EN•@''•. 8 I 7002 81lL(11�, _ r LTE OF drawing no. W10--31 DOOR POCKET CAVRY NOT BY CGI FRAME NOT PART OF THIS NOA WIDT11 DOOR FRAME _WIDTH a Ia ja tttX555 I M I 1 L__ U EXTERIOR PX (SHOWN) XP DOORFRAME W I , ; rrI J II Ir a o UpI 1� 61 Q I M M I PxXP DOOR FRAME WIDTH \'/ H J by M DOOR FRAME WIDTH. 1 I H IuU �66O I M � v PXXXX (SHOWN) PXXXO XxXXP OXXXP DOOR FRAME W. � L I W I M L o � PXX (SHOWN) XXP DOOR FRAME WIDTH r— I I 1 1 �I t� I lY 1 a_ 1 __J L-- t7O O EXTERIOR JT M 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER OETAL'P' OH SHEET 22 OPTIONAL IN LIEU OF A DDOR FRAME WIDTH NON-REINF. INTERLOCKS SEE CHART ON SHEET 13 I� I g EXTERIOR Q M F PPROVAL QUALIFIES DOORS WITHAPPROVED URATIONS SHOWN WITH 90' AND 13V CORNERS STILE CONFIGURATIONS SHOWN ON SHEET 22 RESENT,OORS USING 90' & 135' CORNER STILES AX. DESIGN LOADS TO 160.0 PSF NOTE: 1, CONFIGURATIONS. SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. V v %. - 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER DEYAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF JI INTERLOCKS ON SHEET 13 miI=G ham- @_—� m 'fh+., O O EXTERIOR" U 90' CORNER DETAIL '0' ON SHEET 22 136 CORNER 'DETAIL 'P' ON SHEET 22 • • 0gpoHAL IN _i OF Q • • • • • • • • • • • • • • • •• PROVED GONPIG)IR(�TIONS •• • • • • • • • • pr)CKETED DOORS (NON-REINF0p%( SHO4f : • • • • • • SEE SHEET 13 FOR Op AND REINFORCING OPIIAS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• 0 0 • Q POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE RENEWED BY AHJ. PRODVGt Kcvtacv ■s complyln with the Florida Building Cod• NOA-No. 15-0619.06 Expiration Date08/22/2020 By Mlam ado Product Contro 70592 ,.. '. UUN*Lk IT�J�b� ft�J drowin9 no. ATE OF �I4. SRIOP•'.[yS '` W10-31 DOOR FRAME WIDTH �[ II b 2S XXXX (SHOWN) OXXX xxxo XXXX (REVERSE) DOOR FRAME WDTH �a3 H 2oj Xxxxxxxx (SHOWN) oxxxxxxo THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. FOR DOORS USING 90' & 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO ±60.0 PSF FRAME WIDTH NO .PANEL MOTH NON-REINF. INTERLOCKS ma: �L APPROVED CONFIGURATIONS NON —POCKETED DOORS (NON -REINFORCED SHOWN) SEE SHEET 13 FOR Op AND REINFORCING OPTIONS FOUR (4) TRACKS — H EXTERIOR H 'R 65' CORNER DETAIL 'P' ON SHEET 22 OP710MAL IN LILU OF JI • • • • • • • • • PRODUCT REVISED • • • • • • • • • • • as In wllh the Florida ' • • • • • • • • uilding lding Code • • see • • • • • • •• NOA-No. 1 r3.0819.08 Explr•tlon onto 09122/2020 sY Is No" • • • IN • • Mlam a Produ Contra • •1. c:4rIGURATION!P SHOWNE FOR IL9USTRAMN *P*URPOSES ONLY. • • •2. FOR APNLICA9LE N& ♦3 INr,UR�D QR *EITIIY"URGED DESIGN PRESSURES SEE SHEET 13. • • •3. FaFf ANCHOR OpAlftaltE SHEET•S•15 %0 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBG. ••• • • • • ••• • • • • • • • • • • Is • • •• •• • • • •• •• ••• • • • ••• • • I9 VE.F b A I Crowing no. W10-31 XXXXXXXX (SHOWN) OXXXXXXO THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS 4 V 11� WHERE STILE CONFIGURATIONS SHOWN ON SHEEF 22 ARE PRESENT. FOR DOORS USING 90' & 135' CORNER STILES LIMB MAX. DESIGN LOADS TO ±60.0 PSF F �ywI GCy� 8Ogg Ccc 6 d G =llF T m 00' CORNER DEFAIL '0' ON SHEET 22 135' CORNER OVAL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J 90' CORNER MAIL '0' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 • • • • • • • ' • • • jqP•TIONAL IN LED OF J • •• • • • • ••• • •• ••• •• • • • as PRODUCT REVISED as complyln with the Florida Building Code NO 0. 15-0619.06 expiration Date 09/22/2020 By MOTE:• • • • • • • • Miam -pCFO Product Control APPROVED CONFIGURATIONS • 1000NINGURATIONS SYOWM FOR ILLUOTRATIONePLICPOSES ONLY. NON —POCKETED DOOR5 (NON -REINFORCED SHOWN) • •2: FOR fPPUGABLE•NRON �E4Q%ED:&.RE0F08CED DESIGN PRESSURES SEE SHEET 13, SEE SHEET 13 FOR DP AND REINFORCING OPTIONS 30 FOR•AACHOR IIETAILS %EE•SHEET50150THRU 210. FOUR (4) TRACKS 00 4. DOOR SHALL MEET EGRESS REQUIRELENTS AS APPLICABLE PER F8C. • •• •• • • • •• •• il1iG� SII�II8II5I crowing no. W10-31 DOOR FRAME WIDTH 1 rr j H 1 PXXXX (SHOWN) XXXXP DOOR FRAME WIDTH "I'M lJ Q) EXTERIOR lMJ r _ DOOR FRAME WIDTH r- r- ---� 1 1 r1 j H H J H H Q ;8° H 25 I M M t U d%' ' 9 THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT, FOR DOORS USING 90' & 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO 160.0 PSF PXXXXXXXXP (SHOWN) ---J L-_ O '�O I , C' H M 0 EXTERH IOR 0 00' CORNER DETAL 'O' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 OPTIONAL R1 UEU OF J PRODUCTREVISED as • • 400 • • • • • • • BuildinglCo•dewith the Florida • • • • • • • • • NOA N.. 1"619.06 • • • • • 0 0 i • 0 • • expiration oat• 09/22/2020 •• ••• •• • • • •• BY APPROVED CONFIOU ATIONS MI• 1•Pro uel Contro POCKETED DOORS (NON -REINFORCED SHOWN) NOTE: SEE SHEET 1'3 FOR OP AND REINFORCING OPTIONS • 10CQNFIGURATIO4S SHOWN FOR IL4LFRATIPN PURPOSES ONLY. • • FOUR (4) TRACKS 2. 4'OR APPLICABLE RON•REINFO C D OR RQNFORCED DESIGN PRESSURES SEE SHEET 13. • • • • • • • • • • 3, WOR ANCHOR DET&IL5*SEG SHEETS 1Fi THRU 23. POCKETS ND TO DEAR NEVIIEWE REPART VIEWED IS APPROVAL • , • 4. 18OR SHU 440 X4•RESS RIQUIREMtIgS AS APPLICABLE PER FOC. ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • (rowing TO. W10-31 DOOR FRAME WIDTH r-- (- L � � M o PXXXXXXXX (SHOWN) XXXXXXXXP OXXXXXXXP DOOR FRAME WIDTH r-`1 �t 1 QH J H CH rc I I I M I PXXXXXXXO (SHOWN) I�I .a 1 I l I I I I L-- POCKET CAVITY NOT OY CGI NOT PART OF THIS NOA APPROVED CONFIGURATIONS �QCKETED DOOR (NON -REINFORCED SHOWN) SEE SHEET 13 FOR Op AND REINFORCING OPTIONS POUR (1) TRACKS POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE REWEWEO BY AHJ. THIS APPROVAL QUALIFIES DOORS WITH APPROVED 4L \I CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ^ 0 ARE PRESENT. FOR DOORS USING 90' dt 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO *60.0 PSF F 9 FRAME WIDTH El S 13 II ll Il I � „�Sj �YYgIS Q�il i O r O n O I O 0 '� , \ -EXTERIOR Bo' CORNER DETAIL 'O' ON SHEET 22 13Y CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN UEU OF J NON-REINF. WTERLOCKS SEE CHART ON SHEET 13 r Q , �-(H� S OH I I OJ VD HO EXTERIOR Q 90' CORNER DETAIL '0' ON SHEET 22 13Y CORNER DETAIL'P' ON SHEET 22 • • 000 • • Is • • • • OPTIONAL IN LIEU OF J • • • • • • • • • PRODUCT REVISED • • • • • • • • • as eomPtring with the Florida • • • • • • • • • • • Building C o • • • • • • • • • NCA-No. 15-0919.06 •• ••• •• • • • •• expnuon oat• 09/2212020 . gy 0 IAlam a Protluet ontrol • • • 1.. CONFIGURATIOYS IHOIYN FOR dLLUST%TIOY PURPOSES ONLY. ' • • 40 2.:OR 4PPLIC#tE jO14RE jJFCg&g OC RCNFORCEO DESIGN PRESSURES SEE SHEET 13. • 3.4FOR ANCWOR DEIRILS•SEE SREE19 It THIRU 23. • • 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER F8C. ••• • • • • ••• • • • • • • • • • • • • 1111 4drawl;q TE OF)R1D1'.•_ DESIGN LOAD CAPACITY - PST (DIA58) OLASS TYPES GLASS TYPES 'A' k 'At' "B' k 'BL' NtV. DOOR MABEA of INTERLOCEE tNTERLOCES PAWL N•1V RAVE HIM Puns TT/0 REINF. 1TI111 EINF. WOES FICHES ALL 0 Etn.(+) INT.(-) FJn.(+) I INL(-) 24-1/a 10 60.0 60.0 50.0 B0.0 30-1/0 10 80.0 60.0 80.0 80.0 3e-1/6 80 10 60.0 60.0 80.0 80.0 42-VAS 10 60.0 60.0 80.0 8010 46-1/5 P. Soto $0.0 80.0 80.0 64-1/e 4 53.3 53.3 71.1 71.1 24-1/8 10 Soto Soto Soto Soto 30-t/n 10 BOA Soto 80.0 n0.0 se-1/e 84 10 Soto Soto Soto Ba0 42-1/e 10 BOA 6oA 80.0 80.0 45-1/8 10 110.0 60.0 MO BDA 54-1/8 9 833 633 71.1 71.1 II 42-1/8 SO 10 Soo 60A Soto BOA 24-1/6 30-1/e 36-1/8 42-1/8 06 10 Soto Soo BOA eo.o $0.0 BOA 41-Mm".) Soto BOA a solo eao 0tms TYPES , V. 'A1', 'B 24-1/0 30-1/e 36-1/e 42-1/Be 48-1/0 54-1/8 10Z 10 e0.0 a0.0 10 SOLO Ba0 10 - - 60.0 6a0 la 60.0 60.0 10 00.0 50.0 s 54.4 54.4 24-1/5 30-1/8 36-1/8 42-1/8 46 •1/3 10B 10 _ 10 - - 60.0 60.0 6a0 60.0 10 - - 60.0 bolo 10 10 - OOA a0.0 a0.0 eoA 1142,E 1 it, 60.0 1 50.0 solo $0.0 GLASS CAPACITY CHARTS ROM. PANEL WIDTH ROM. PANEL WIDTH NOM. PANEL WIDTH "PANEL APPLICABLE FBC EGRESS REQUIREMENTS TO BE REVIEWED BY AHJ. E8 Ea.1 •• •• • • • • •• o • • • • •a. • • N N *00 0 0 . SILL RISER ITEMS E8 OR:8.; ARE �REOUIRED FOP L(#4D� • • • • ABOVE +60.0 PSF ONLY. • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 PRODUCT REVISED as eomplging with the Florida B•Ilding Cods NOA441* 15-0819.06 B1lplratlon Date ft2212020 BY Mlam • Product Control e drowing no. oOF .41 W10-31 r 3/16" ANN. GLASS .075" Inlerlayer Saflex CP With PET Core 0y 'Eastmon Chemicol Co.' OR 090' Int-dayer Saflex Clear And Color Glass By 'Eastman Chemical CO.' OR 090 Interlayer SenlryGlos 3J8" AIR SPACE ' By *—ray America, Inc: OR 090' Interlayer 3/15' TEMP, GLASS Bulaclte PVB By 'Kuroroy Americo, Inc.' \ _ 3/16- HEAT STREN'D CLASS JILIGVNL GE SCS 1200 DOW CORNING 899 3 DOW CORNING 995 s i a � M1 � n i n a �Y SETTING BLOCKS ai O AT 1/4 POINTS ON L1TES O ai 1 WIDER THAN 36" K. EPDM [-+ \ DURONETER 85*5 GLASS TYPE 'A' 7/16" OVERALL LAM. CUSS 3/16" NEAT STREN'D GLASS 075" Interlayer SoRex CP With PET Core I 'Eastman Clromical Co: .090' Interlayer Salle. Cleo. And Color Oloee 0y 'Eastman Chemical Go: OR .090" Interlayer SenlryGloe 9y 'Kuraruy Americo. Inc.' OR .090' Interlayer Butache P✓B Dy 'Kuroroy America, Inc.' 3/16" HEAT STREWD GLASS SILICONE GE SCS 1200 DOW CORNING 899 z DOW CORNING 995 � I � M1 n cs -I SETTING BLACKS AT 1/4 POINTS ON LITES ' I WILIER THAN 36' EPDM '1�5J0 III�pI�'��II DUROMETER 86AS 1 L_.A)LJ GLASS TYPE '13' 7/16" OVERALL LAM, GLASS 3/8' AIR 3/16" TEMP. GLAZING OPTIONS 6' ARM. GLASS 075" Interlayer Salle. CP With PET Cora By 'Eastman Chemicot Co.' OR .OW' Interlayer Soft.. Clear And Color Close By 'Eastman Chemical Co.' OR .090" Inted yor SentryG csi By Kuroroy Americo, Inc.' OR 090" Interlayer 8utacite PVB By 'Kuroroy America, Inc.' 3/16" HEAT STREN'0 GLASS SILICONE GE SCS 1200 DOW CORNING 899 DOW CORNING 995 XL F.DGE SPACER ST. STEEL BY 'CARDINAL' _OR ,I I DURASFAL BY 'DUANEX' OR SUPER SPACER BY 'QUANEW SETTING BLOCKS AT 1/4 POINTS ALL SIZES EPOM DUROMETER 8515 GLASS TYPE 'Al' 1' OVERALL INSUL. UM. CUSS 3/I6' HEAT STREN'0 GLASS 075' Inlerloyar Soflex CP With PET Core % 'Eastman Chemical Co.' .090' Interlayer Sollex Clem And Color Glass BOy 'East on Chemical Co.' PACE 090Interlayer SenlryGlos 8y 'Kuroroy America, Inc.' (LASS .090' Inlorloyor Buloclle PV8 By 'Kurcray Americo, Inc: 3/16' HEAT STREN'D CUSS SILICONE GE SCS 12DO In Dow CORNING 899 A DOW CORNING 995 NI XL EDGE SPACER n t7 • • • • ST,eEEL 0Y CARD]" 'i I I • t-,Qp • • • • 1 •• DYRRAVAL ey �EX UAN' D: •• • QQ • ••• • y • • SyPELi SPIACER•BY 'QV//IEX' t SETTING BLACKS \ AT 1/4 POINTS ALL SIZES EPOM DUROMETE0 65f5 • • • L�,,A`I�..TYTE-�1' i i i • • • • I' OVETBU INSUB LAM .•OLASS• • • • • •0.0• • ••• • • • • ••• • • ••• • • • ••• • PRODUCT REVISED as compsyln with the Florida Building Coda NOA-No. 15-0619.06 Expiration Dote 09/2.2/2020 By Miami-9(d1f Produat Control ,,T4T¢,T4,T¢rrrr 4 0 ON as £� r o ENdE'• I � 70602 TE Or drawing no. N80N,_14 W10-31 J KSI IN CLUSTERS 2BY WOOD BUCKS. CONCh" AT MTC. SALE (I� SEE NOTE SHEET 1 .& INTERLOCK. ENOSA I SFF.' CFW(T coot reef i I r ___. _.... _._.__ L i U wi u N ANCHOR TYPE A INTO 2BY WOOD BUCKS OR WOOD STRUCTURES DESIGN LOAD CAPACITY - P9P (ANCHORS)' Pm L Mm .." HUG H9AD 'ANCHORS (TYPa A, e A C) *ILL ANCHORS (TYPx as) CLUSTER Af 30L[ANIDDDOL ENDS CLUftFq Al. STLEAMSa.COOR 4 EXL(+) ANT - 0 El0',(+) ANT. - e EXT.(+) 9JI. - 4 EXL(+) ANT - 6 EXT.(+) e. �EXT.(+) - 24-1/0 30-1/4 Jo-1/e 42-1/0 4e-i/e e4.1/8 6t - 40.0 -_ - a0A - solo- �- 'wA - 60.0 --' - 76.2 wA - 72.4 1&0 --- ea.7 60.0 - ea•a 62.e 80.0 ROG - 674 69.3 Salo -60.0 - 60.0 24-1/E ,a0-i/6 3e-1/6 .42-1/s 4e-1/8 54.-I/9 04 a0.0 - w.0 solo - 78A 67.4 a0.0 Bolo - - 71.6 64a b0.0 iWX - axa ROM - 69.1 e0.0 w0 SSA -w.O _ Solo m3 50.0 -w.0 24-+/e 3o-t/e J6-1/a 42-1/e 4e-1 a ,QO Solo - - w.a --. 79.7 solo -- 70s $00 - a92 el.e eO a0A ,- - 65.4 66.7 so,* d0.0 - 60_0 a0J so.o so.0 63.7 ae.0 .w.0 24-1/4 "30-1/6 30-1%s 42-t/a 46-1/6 64 e0.0 - - 40.0 - - 73.a 434 a0.0 900 - - 69.9 40.! w__0 -w.D - - 57.0 si.9 a0A 77.2 lav 60.0 44.0 40.3 sY.o 73.9 b0,o s0A 24,1/a 30-(/e 30-1/6 42-1/s 4a-1/a 64-1/0 102 solo 600 - - - - - $0.0 60.0 - - - - 59:3 e2.7 60.0 40'.0 .60.0 eo.0 56.2 60.0 60.0 604 40.0 aoA .47.2 441 w.0 60.0 solo_ 60.0 40.e .42.2 ONO " 913.0 -00.0 60.0 24-1/6 30-1/a,- 36-t/a 42-1/0 4e-IA its 1 00,0 - - OD.0 _ - o" mo -400 6D.0 '60.0 0.1 60.0 40.0 _52.5 1 46.a 60.0 GOD 1 441 abLo s0.0 42,2 60.0 '60.6 44-1/0 30-1/e 3 4_�/b4 ,a-I/a 110 110.0 - solo - - QOA 01.9 60.0 60.0 '_ 67,E 49.2 60.0 EA.0 6010 009 5,9 90.000.0 43.6 060 .59.1 wA solo 41.5 GOO 60.0 39.A 24-t/a 3o-1/e 36-1/e 42-1/a 4e-t/a - 120 w.0 64,0 - 49.0 - 40.0 60.0 54.0 - 00.0 - 600 44.6 60.a 60.0 46.3 wA 60.0 ,43.1 solo 6e.6 .{0.9 d0-0 BOO 36.9 56.4 a0.0 36.9 e6A 80.0 r: a Q� 2 UMR CXT•(+) LOADS TO 60.0 PSF FOR DOORS W/O REWFORCINC ALL SIZES LIMIT EXT.(+) LOADS 10 50.0 PSI FOR OWNS W/ RUNF. UP.TO 96 IN: HT. UMfI El(T.(>) LOADS TO QO.O PSF FOR DOORS W/ kEINF. AW W 98 IN. HT, IN CLUSTERS "rl-L "" )n - TYPICAL, ANCHORS AT MTC. 514.E IN CLUSTERS IN CLUSTERS k INTFRLO.CK ENDS AT MID. STILE (51$EE CHMT 101' W000 BUCKS & INTERLOCK �1- AT MTG, STILE RCRETE FOR QuANTIT1Eg ' 6EE NOTE SHEET 1 SEE INTERLOCK- ENUS FOR OUANSEECHART FAR O(MNTITIES EDGfAIST.'3I �C04CIRETE a +U 5/a ANCHOR TYPE A iv w 9 ANCHOR TYPE B r to ANCHOR TYPE C 301 THRU I,& WOOD BUCKS � � DIRECTLY INTO-3 KSI CONCRETE � � INTO MET4 STRUCTURES (- INTO 3.KSI CONCRETE OR APPROYEO MULLIONS WOOD BACKS AND METAL STRUCTURES NOT BY C01 WINDOWS]IN6T%LLATON CONDITIONS SHOWN APPLY TO MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND. 90T11 2 TRACK AND 3 TRACK SYSTEMS WITH TR TYPICAL. ANCHOR$ SEE E EV FOR SPACING ANSFER THEM TO THE BUILDING STRUCTURE. STD. FRAME HEAD AND SILL -AT HEAD- - ^ - - --II- - -- - - ..'-'AR F';PE ' A'- 1/4" X 3+1/47 ULTRACON BY 'ELCO' (F -177 KSI. fy-155 X50 TYPE 'A'- I/4' DIA. ULTRACON BY 'Flrn' (F' -177 KSI. Fy=t 55 KSI) THRU 'IDY 'BUCKS INTO CONCRETE INTO 28Y WOOD BUCKS OR WOOD STRUCTURES 1=1/4' MIN. EMBED INTO CONCRETE II 1-1/2" MIN. PENETRATION INTO WOOD THRU 29Y BUCKS INTO CONCRETE II THRU 1RY BUCKS INTO CONC. OR MASONRY 1/2' MIN. EMBED INTO CONCRETE 1-1/4- MIN. EMBED INTO CONIC. OR MASONRY. TYPE 'B'- 144X31/4'ULT�CON�IFLCO'-1 /4' ULT�CON�IELCO' (FN-177 494 F7-1a5 KSQ I I TYPE 'B'- �6��. II T�.ON��' (Fu-177 K9, Fy-155 KSQ DIRECTLY INTO CONCRETE. DIRECTLY INTO CONO. 00 WONRY 2" MIN. EMBED 11 1-1/4- MIN. EMBED )NTO CONIC. OR MASONRY TYPE 'C'- 1/4' D0. SELF DRILLNO SCREWS (cwt a CRS) TYPE 'C'- ,),f4' DIASELF DRILLING SCREWS (ORAOE 5 CES) INTO MLAMI-OADE COUNTY APPROVED MULLIONS (1/9' THK. MIN.) INYO MIAMI-BADE WUNTY APPROVED MULLIONS (1/W" THK. MIN.) INTO METAL STRUCTURES• INTO METAL STRUCTURES STEEL : 1/0' THE. MIN. (Fy - 36 KSI MIN.) STEEL 1 1/8' THK, MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/66 THK. MIN. (6063-T5 MIN.) ALUMINUM ; 1/8" THK: MIN. (6063-75 MIN.) L- - (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED. PAINTED) IL_ - (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PNNTCO) -AT SILL - - -- - - ANCHOR EDOC PISTAN"C= TYPE 'B2'- .1/4' DIA U T AC0N M '. M' (FU-177 KSI, Fy-152 K50 � INTO CONCRETE -OR MASONRY - 2-1/V MIN. DIRECTLY INTO CONCRETE INTO WOOD STRUCTURE - 1- MIN. ^ 1-3/4_MIN., EMBED INTO CONCRETE _ - - - 1 INTO METAL STRUCTURE . 3/4' MIN. L___ _J WOOD AT HEAD OR NMI6S $0 - 0.65 MIN, NOTE: CONCRETE AT HEAD. SILL OR ,LAMBS I'c - 3000 PSI MIN, ANCHOK CAPACITIES LISTED ON THIS C-00 HOLLOW%F1ELEO BLOCK AT JAMBS .I'p1 2000 PSI MIN. SHEET TO BE USEO IN. CONJUNCTION SILL RIS995 WITH GLASS CHARTS ON SHEET IS SEE SHEETS -14, 16, 17 &, IS FOR OPTIONAL SILL DETAILS LOWER APPLICABLE VALUES CONTROL, AND SHEET IJ FOR CAPACTY 3 TRACK SYSTEM SHOWN ALSO APPLICABLE AN TYPE B ANCIigR TYPE B TO 2 AND 4 TRACK FRAMES. DIRECTLY INTO 3 KSI CONCRETE DIRECTLY INTO 3 KSI CONCRETE PLEASE SEE FOLLOWING SHEETS FOR DETAILS.. 1 PRODUCT REVISED • as co ealld111g pWming wlth the Flor�doe e • i NOA-Ne. 16.0619.Q6• • • EKPIratlon Date 09/22/2020 by H mlamII,iflmdo Product Co o • • • 120 IN. NIGH• • • • • Ir Pt-& HAR'&N' TYP1C, Lit AT HIGH STRENGTH GROUT • 4' INTER •'0 '< 1T000 PSI MIN. • • • • Nw By C.QI. FOR My(IT'TMN;ER SW_AR6 • • •LOAD�7046TRUSTUM • • - • • • • • • • • • • • • • • • • • • • • • • PA 4ng RS0.70.59ERS LEUS RTTITAYY.,QF XES�CR10N,.-.` SEE SHEET 15 FOR ANCHORS EDGE GIST. 3 5/8' EDGE O :OCE OIST. 3 i III1__ I�ll O 11 /1 i POURED k HARDENED i HIGH STRENGTH GROUP i NON -SHRINK, NON-METALLIC x Pc 5000 PSI MIN. NOT DY VA. 'GI S—HE MUST TRANSFER SHEAR E7 LOADS TO STRUCTURE 1 © �° m m � ® W ! .:3 I ..3 SLy+ 1 3 K51 CONC. .p . 13•KSI CMG.EDGE DIST.•• 5. EDGE�OIST.•.. EDGE`OIST.•. SEE SHEET i5 FOR ANCHORS • . • • . . • . • • • . . .. • . • . .. . . • •• . • . . TAJE (3; TRACT�•DOOR . . DETAILS PRODUCT REVISED as complying with the Plorldo Building Code �Iw n Non -No. 15-0619.06 expiration Data 09/22aO20 Q Tdiam Pro uct Control 4 WEEP SIZE 1 /4" X 1 /8' � � Uti REFER 10 SHEET 15 FOR VARIOUS e3 INSTALLATION CONDITIONS. iW �1 SLANT SILL ADAPTORS Q OPTIONAL DECORATIVE SiLLCODERIONALi F;,5; .9 SILL RISER REOD. FOR LOADS ABOVE +60 PSF RISER FOR LOADS E +60 PSF 1 'TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL FOR OR LARGER BUCKS n EXTERIOR REINF. AS REDD. SEE CHART ON SHEET 13 FOR CAPACITY © 1/2` MAX. LOAD BEARIA SHIM #10 X 1-1/4' SS PH 1 PER 3 PER PANEL N AT 18' FROM EACH END AND AT MIDSPAN 18 X 3/4' SS FH SAPS 4- MAX. BEARING SHIM 1 PER CUP .,, TYPICAL ANCHORS — -- SEE ELEV. FOR SPACING N 1 II :.h II II IILF�J - � o •. • • • • • • • • FIXED PANEL EXT. • .'r• : • DOOR i�AME WIDTH_ • • • • • • • • • • • PRODUCT REas VIISED • the Florida Building Code NOA-Nm 15-0619.06 • expiration Dab 09/22/2020 • • • • • • 000 • • • • • • • • • •• • • • • • • • By Mlam - roduct n rot • • • • • • .. : : •OTHRIEE (3)•?RACK' DOOR__DETAILS • • • ••• • • SPACING o b �� drowing no. W10Q31 ehe•t 1 SEE SHEET 15 FOR Pc - 5000 PSI MIN. NOT BY CGI WINDOWS MUST TRANSFER SHEA LOADS TO STRUCTURE 1A]" 3 KSI CONC. SHEET 15 FOR ANCHORS SEE SHEET 15 FOR FOR LOADS 460 PSF WEEP SIZE 1/4" k 1/ REFER TO SHEET 15 FOR VARIOUS INSTALLATION CONDITION OPTIONAL SLANT SILL ADAPTORS DECORATIVE 4 SILL COVER OPTIONAL I p II l II dl d a al. RISER OPTIONAL FOR LOADS ,ABOVE +60 PSF •Y • • •• • • • • •• • • • PRODUCT REVISED • • • • as •om Tying with the Florida „ I . _ . ,, ,.,. T -. - -'...- BvNdiny Code NaA No. 15-0619.06 `..' Expiration Dais09/22/2020 ,- ,.r "<+ 1 • 3 KSI CONC, • • • • • • • • • Mlsm - Product Control • • • • • • • —fE 9HEE1 11 FOIi ANFH01 • • i • • Tiles (2) TRACK 'DOOR DETAILS • • • • • • • • • • • • • • • • • • • • • • • •• •• • • i• •• •i• �v U 0 OQQ � J 01H ot5 is w z .K 0 M d �3 ~+zLL T?f /j o '•V, Jj M % X.V, r drawingno. "'�.. W10-31 I r TYPICAL ANCHORS SEE ELEV. FOR SPACING D n a 1/2" MAX PANEL WIDTH LOAD BEARING SHI /to X 1-1/4" SS PH SMS 1 PER CLIP 1 PANEL WIDTH Q y G O O.L.O. C� 2 M2 #8 X 3/4" SS "I SMS 1 PER CLIP �v ' M n -- - 6 C� b HIM a q E5 :: • FIX D PAN DAD. INTERLOCK ASTRAGAL ti (REINFORCED)PAS C NOM. PANEL WIDTH EXTERIOR L$ya N 1� 0 DOOR FRAME WIDTH 18Y WOOD 13UCKS SEE NOTE SHEET 1 n n 1/2- MAX. LOAD BEARING K� L1 Z 1/4' MAX. -0 3 C Z� SHIM PANEL WIDTH o, A70 X 1-1 /4" SS PH SMS 1 PER LOAD BEARING j O _ TYPICAL ANCHORS SHIM METAL STRUCTURE V O I D.L.O. LOAD BEARING SEE ELEV, g X J/4' SS FH SMS SHIM FOR SPACING 1 PER CUP O TYPICAL ANCI RS TYPICAL ANCHORS SEE E FOR SPAC C _ t SEE ELEV. FOR SPACING II N o I 8 II 7E E2Exr. a ••• • • • - p•as • • • DOOR FRAME WIDTH EXTERIOR • • • D OR FRAME TH • • •; • It• • DOOR FRAME WIDTH C o L • • 11 • • •' • • • • • FIXED PANEL 28Y WOOD BUCK OR • • • • • • • • • • • • • • t `1 i�d WOOD STRUCTURE SEE NOTE SHEET 1I" PRODUCT REVISED �1a ••' !Q 1 a• eom IyIHa -ilk the Florida BailAing Coda s • • - • • • • • • NOA-No. 15-0649.06 e• • • • • • • • • •� Expiration Date 09/2212020 • • • • • • • • • • • • • 8T OF drawing no. a • • • • Mlaml Produet Control- Ss�oNA` w 0-3 • • • • • 'TRACK DOOR DETAILS nIr111111 �� sheet 190128 • • • • • • • • • • ••• • • • ••• • SEE SHEET 15 FOR ANCHORS Z EDGE GIST. 3 5/6' FDGF '� s .. • _ Dlsi• �9 O a O W OJ 0 POURED B HARDENED HIGH STRENGTH DROUT NON-SHRWK, NON-METALLIC fe - 6D00 PSI MIN. - � EDGE •qST.• Y3 5/B."• � I SEE SHEET 15 FOR ANCHORS O REFER TO SHEET 15 FOR VARIOUS � INSTALLATION CONDITIONS. JI PRODUCT REVISED Z q as oomplyin with the Florida Q 6Wldlnp Code e NOA-No. 15.0819.08 expiration Oat•09/22/2020 .v4 By Ell µµ11 miaml-Pws Product Control C WEEP SIZE 1/4" M 1/wl FOUR (4) TRACK DOOR DETAILS • •• •• ••• ••• • • 1 U C � OPTIONAL 2 SLANT SILL ADAPTORS cx N O N o E OECDECORATIVEF- N n SILL COVER OFTbNAL 23 N M C Z u• SILL RISER ER. REOD. FOR LOADS A80VE +6SILL 0 PSF REQORISER FOR LOAOS I + ABOVE +60 PSF Yn gg 8 11ziy Li d' S NTH o Ak ' d EN@p''•.. n 70M >}+ drawing` no. W10-31 or � .. ro uct on roi J10 X 1-1/4" SSPEA 3 PER PANEL AT W FROM EACH END AND AT MIOSPAN pB X 3/1" I PER CLIP :AL ANCHORS SPACING FOUR (4) TRAGIC DOOR DETAILS EXTERIOR MAX. ORS AL ANCHORS ELEV. SPACING d A � a ,�- drawing no. �`` W10-31 �4lV 0 Z � 3 g � a � 6 0 `a " y^�{ yyyyoyy�� /10-16 X ILU 8 i� HN %11F ORILUN6 SCRIVJS o3 AT 8FROM ENDS B CY 12" O.C. O � LE J (()) 90' CORNER 1 Fr 1135' CORNER w 10-24 % 1 2- #10-24 X 1/2' O1 / FH THREAD CUTTING SCREWS U '� v FN TIIRFAD CUTTING SCREWS 3 1 C n " AT 6" FROM ENDS k iV O.C. AT 6' FROM ENDS & IV O.C. O it O c 2 E32 Rrc— RXTF.RIOR D L OPO EXTERIOR o -- PANEL W10TH PANEL WIDTH • DOOR FRAME WIDTH OOOR FRAME WIDTH 10-10 HH SELFDRILLING SCREWS 0 v a o AT 6" FROM ENDS A 12' O.C. DETAILS APPLICABl eIMOR tniti .'CDINEVONL • • • • •• • • • • ••• • PRODUCT REVISED AH1 Its eomplyyingg with the Florld• �'�G yp'•,. �° I7ullding zin NOA-No. 13-0619.08 ,T0692 9 • ••• • •• • ;{r_ S b • • • • •• • • • • lzplrotton t•0922/2020- • • • • • • • • • • • • by ,, gT F : •�� droving no. • • • • • • • • • • Mlnml- • Product Control rrl MA� �� sheet QQ of p ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYPICAL PAD PILE INSTALATION LOMION TYPICAL AT PANEL 4 CORNERS EXTERIOR ••• . . •• *00 . • . • • . • • • • .. . . . . . . . . . . . .. . . • . • . • ... . . . . ... . . . . . . . . . . . . . .. .. •• • . .. .. ... . . ... . . EXTERIOR MOUNTED POCKETED JAMB O 5-1/B" MIN. EOCE DIST. r EXTERIOR TYPICAL ANCHORS TYPE A. B OR C AT 6' FROM ENDS AND 9' O.C. INTO WOOD/CONC,/METAL .B' O.C. INTO BLOCK ONLY 1-1/2' MIN, WOOD EMBED 1-1/4' MIN. BLOCK EMBED 1 -3/4" MIN. CONC. EMBED t/e MIN. METAL THICKNESS ... z z _ CONC. I I POCKET CAVITY NOT BY CCI NOT PART OF THLS NOA TO BE REVIEWED BY AHJ PRODUCTREVISED at conp%):p,•With the Florida NOA-No. Cod 15.0619.06 Expiration Date 09/22/2020 By I ism - • rt Oontro 0_1 M ' drowmg no. W 10-31 COBS PART No. DESCRIPTION MATERIAL MANUP. REMARKS Ell CGI-183 FRAME SILL 2 TRACK 6063-T6 CCI EXTRUDER CGI EXTRUDER - E2 C9I-151 FRAME JAMB 2 TRACK 6063-16 E3 CCI-186 FRAME WAD 2 TRACK 0063-T6 8083-T6 CCI EXTRUDER CGI EXTRUDER - - E4 C01-153 EXTERIOR INTERLOCK ES CCI-154 INTERIOR INTERLOCK 5063-TB CGI EXTRUDER - E6 CCI-155 MAIN STILE 8063-T6 CCI EXTRUDER - E7 CGI-156 70P & BOTTOM HORIZ 8003-T8 6063-T6 CGI EXTRUDER E6 CGI-157 SILL RISER GO EXTRUDER - Ed. 1 CGI-181 ALT. SILL RISER(OPTIONAL) 6063-TS CGI EXTRUDER E9 CCI-158 INTERIOR TRACK ASTPACAL 6063-TO CGI EXTRUDER EIO COX-169 INTERLOCK REINFORCING (LENGTH = FRAME HT. - 8') 6063-TO CGI EXTRUDER Ell CGI-182 FRAME SILL 3 TRACK 6063-75 CGI LEIHUCER - E12 CCI-101 FRAME JAMB 3 TRACK 6053-To CGI EXTRUDER - E13 CGI-185 FRAME HEAD 3 TRACK 0003-T6 _ COI EXTRUDER - E14 CGI-185 OUTER TRACK ASTRACAL POCKET HOOK 6063-76 CGI EXTRUDER E15 CGI-170 6063-To 8063-T5 CCI EXTRUDER CGI EXTRUDER - - E16 C01-121 7/16' CLASS GLAZING BEAD f37 CCI-123 1' CLASS CLA21NO BEAD 6063-T5 CGI EXTRUDER E16 C0I-153A EXTERIOR INTERLOCK (OPTIONAL) 6043-T6 CGI EXTRUDER - E19 CGI-154A INTERIOR INTERLOCK (OPTIONAL) W03-76 C01 EXTRUDER _ CCI EXTRUDER - E20 CCI-155A MAIN STILE (OPTIONAL) _ 0063-TB - E21 CGI-156A TOP & BOTTOM HCRIZ (OPTIONAL) 6063-T6 6063-TB CCI EXTRUDER CGI EXTRUDER - - E22 CGI-155A ASTRAGAL (OPTIONAL) E23 C01-168A OUTER -TRACK ASTRAGAL (OPTIONAL) 6063-T6 CCI EXTRUDER - E24 CGI-190 OECORATFJE SILL COVER (OPTIONAL) 8063-1d CCI EXTRUDER - E25 CGI-184 2, 3 & 4 TRACK FRAME SILL SCREW COVER 6063-T6 CGI EXTRUDER E26 CCI-187 2, 3 & 4 TRACK FRAME HEAD SCREW COVER 6053-TS _ _C01 _EXTRUDER CCI EXTRUDER - E27 CO-188 FRAME JAMB SCREW COVER (OPTIONAL) _ _ 6063-T6 E28 CGI-t020 FRAME HEAD 4 TRACK 6063-To 6063-TS CC$ EXTRUDER CGI EXTRUDER - E29 COI-1029 FRAME SILL 4 TRACK EJO CCI-1030 FRAME JAMB 4 TRACK 6003-T6 CCI EXTRUDER E31 CGI-1057 FEMALE CORNER ADAPTOR (90') 6063-76 CGI EXTRUDER E32 COI-1058 FEMALE CORNER ADAPTOR (135') 5063-To CGI EXTRUDER CCI EXTRUDER E33 C01-1059 NICE CORNER ADAPTOR 6063-T6 M1 CCI-382V GLAZING BULB VINYL (OUROMETER 75-80 SNORE A) PVC 6003-TS 3 O FIXED PANEL M2 CGI-171C FIXED PANEL CUP (2-1/2' LONG) FIXED PANEL SHIM M3 COI-17J NriON 2 PER FIXED PANEL MID CCI-176 FRAME HEAD ANTILIFT & PAD PILE WOOL/NYLGN SULUvm 1 PER INNERLOCK/ASTR. W23201NC PILE WITH CENTER FIN WOOL ULTRAFAS OR COLIN. BOTTOM RNL STIFFENER, 1' LONG, 2 AT FOLK END ALUMINUM COI EXTRUDER 4 PER BOTTOM RAIL TA-51 ROLLER ASSEMBLY AT PANELS WITHOUT CORNERS ST/ST ST/ST AMESBURY NAESSURY 2 PER OPEIUBLE PANEL 2 PER OPERABLE PANEL k14 1964 ROLLER ASSEMBLY AT CORNER PANELS SOD-500 PSOI-0036-117 DUAL MORTISE LOCK ST/ST SULLIVAN ATTACHED 10 SGO-503 DUAL MORTISE LOCK ST/ST INTERLOCKS ATTACHED TO M16A S6D-607 KEEPER ZINC SULLIVAN INST. W/ 9 11OX3/4' PH SOD-SO7N KEEPER ZINC INTERLOCKS INST. W/ 2 11OX3/4" PH LM18 SOD-503 RECESSED ADAPTOR ZINC 5UR1RJ4 • • NS IHST. 2 IqDX3/4• FH• INST 1�/ 2�'1 3/ F11• -• • • • ••• M16A PSOI-0038-117 RECESSED ADAPTOR ZINC ZINC M17 SGD-5500 HANDLE SET HANDLE SET OPTIONAL M78 SM2300WH ZINCMIS SCS2000 SILPRUF SEALANT SILICONE ESULUFMIANTERLOCIIIIS - M20 CGI-177 PANEL TCP & BOTTOM OUST PILE WOOL/PVC EOUN. 4 PER PANEL M21 WS-202 HEAD MID SILL SMALL PRE PAD WOOL EQUN. 1 PER DNTERLCCK/AS7RACAL M22 WS-201 SELL INTERLOCK PILE PAO WOOL ULTIAFA9 AR*EfIIN. • AyEseurV • • - • • • • M23 HD-12-10042 .350' REACH POCKET SEAL - 52 - #10 X 1 1/4' LG, PHL. PH, $MS. ST/ST. ASSEMBLY SCREW 1 • • - • • 2 BR 3 .PERT CAMNER • ... . . . . ••• . . . . . . . . . . . . . .. •• *a . •• .. ... . . . ... . . SINGLr LOCK: FOR ALL PANELS WITHOUT CORNERS TWO POINT LOCK Of 'SULLIVAN' OR 'INTERLOCK' LOCATED AT MAIN STILE AT 40" FROM BOTTOM SS MORTISE LOCK (PART ASGD-500) (PSO1-0036-117) ZINC RECESSED ADAPTOR (PART #SGD-503) (PSO1-0036-117) ZINC HANDLE SET (PART #SM5500) & (PART /SM2300WH) ZINC KEEPER (PART #SGO-507) (PART #SGD-507N) DOABLE LOCKS: READ. AT 99 AND 135' CORNER PANELS ONLY TWO POINT LOCKS LOCATED AT MAIN STILE AT 40" AND 78" FROM BOTTOM SS MORTISE LOCKS WITH RECESSEO ADAPTORS (PART #HD-3310141) SECURED WITH (2) 10-24 X 1/2' FH SCREWS BDTTOM LOCK ACTIVATES TOP LOCK WITH A MECHANICALLY ATTACHED CONNECTING BAR (PART #HD-3310142) ZINC HANDLE SET SECURED WITH (2) 6-32 X 1-1/2" OH MS STEEL KEEPER (PART #HD-3310143) SECURED WITH (4) 10-24 X 1/2" PH THREAD FORMING SCREWS PRODUCT REVISED .u•., aF •s ,d 1gl7 with the Florida 9ulidlnp Cods NOA-No. 15.0619.06 .70592 expiration Onto 09/22/2020 - L'ri By •, �FF IVllam Product gonlrol'• ZZ N F 84 a a`� 8 �p Pi�y4 CgcM f li_ , 01110 .4.735- .5.921 1.340 •r.--d T�.120I -�. 1.340 070 070 .860 .8i ^.O55 5 z '',p 1250 3-55 1.184 Liao 3.255 41� oa 4.250 4.250 � ec O V �7 Q FRAME HEAD (2 TRACK) Q FRAME HEAD (3 TRACK) •070 GLAZING BM GLAZING DEAD .G7o � uW�1-4C LAN. CLASS INSUL. LAM. GLASS p s, 9 895 •995 .075 .075 1 --- 1.508 1.186 0 go 2.600 .07o �r- 2.eop E7 TOP/BOTTOM HORIZ � TOP/BOTTOM HORIZ (OPTIONAL).8r40 ,3A00 .723 65•604 t.SOt .060 1.831 3AODQT .4.735 .070 .070 T p7 GCC� .128 � � 01 8 5.021 -I! 1.490 1.415 N2 FIX. PANEL CUP •iS8 1.490 1.415 E1 FRAME SILL (2 TRACK) � FRAME SILL (3 TRACK) 3.000 .120 N 3.750 3.750 2.005 _ 0 2.005 2755 EXTERIOR INTERLOCK (OPTIONAL) .155 125 E8 070 LUIS � MAIN STILE •6B5 3.750 MAIN STILE (OPTIONAL)2.7b5 .070r4 1 3.0�265 3.0001.6f01.870 .995,3.510 3.572SILL RISER (OPTIONAL) 1.870 1.� 1.870 .070 1./•/0 0605i.6i 1.770L .010 Ir 3.188 3.572 1.255 ..070 .070 2,ppS .625 2.005 ® INTERIOR INTERLOCK .582 E9 1.265 INFERIOR INTERLOCK (OPTIONAL) r�--�----� E14 OUTER TRACK ASTRAGAL STILE E9 INTERIOR TRACK ASTRAGAL STILE 186 �- 2.120 2.G05 S72 'fig & INTERIOR TRACK ASTRAGAL POCKET HOOK (OPTIONAL) 741 ddd 1,501 1.831 .625 4 sw� 2.591 y3 3.341 u � o .158 3.750 1.g20 A82 2.5110 . 3.000 •150 � m ctl� .62s 9 E4 EXV918R INTIftOCS : . • • : . b� II � o � � , • • • • • • • • ® I�.e25 8.1 SILL RISER (OPTIONAL) • • • • • • • • • • 3. 10 SILL COVER(OPTIONAL) • • • • �" • 1 11 7 0 125 T.AlS • • • • • I • i • • 1.870 � L . �R�I j �� 1 1.500 PRODUCT REVISED ` 'Q' OEN "•.!p �� 1 as complying with the Florida tS a .12f • •tl.110 • • • • • Building Code _ 0682 D • • NOA-No. 15.0619A8ji . • ems- • Expiration Data 08/22/2020 drowin no. • • • • • • • • • • • OF .• �. 9 • • • • • • U • • 10 Miami s roduc Control ' NAI. INTERLOCK REINFORCING OUT TRACK ASTRAGAL (OPTIONAL) IlnJ11L sheet2goFQ8 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FEMALE CORNER ADAPTOR .774 1 4 .190 1.330 2.41.2 \\Y//-11 1.347 FEMALE CORNER ADAPTOR (135') E33 MALE CORNER ADAPTOR • •• • ••• • • • • •• ••• •• • • • •• • • • • • • •• • • •• • • • • • • • • • • . •• . . • . • . • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • FRAME JAMB (2 TRACK) FRAME JAMB (3 TRACK) 510 8.. �.000 �y �Y .260 1— + .640 3 y C n < r� FRAME HEAD COVER a S � oggg� Pi V .344T .060 CFO gg FRAME SILL COVER N C .243 � i0O .060 1.791 a FRAME JAMB COVER u c n ,725 � i! 00 .125 rr1, •p"j LL 1.5D6 I .065 LO c� ,664 0 G Z (i FIXED PANEL CLIP o = R PRODUCT REVISED as complying with the Florida Building CCodda NOA-No. 45.0619.06 Expiration Date0912212020 by Miami -ROW Product Control rAr/_ 4drawing -1 no.31 p- _. 7,750 I t� u 1� V b I .080 .925 .BS7 1.230 •C- / 52 0 ti °� �d u tze FRAME HEAD (4 TRACK) pp� .1 2.600 �p .753 46&� 7.730 CT a � C E29 FRAME SILL (4 TRACK) �j 1.375 FMME TOP CORNER 4 TRACK SHOWN S$y to 1.62D C O F N Nh_ 1.620 ;Nn V3M� C Z (� 7.750 1.e20 }+ op p .080 52 .095 1.620 / / o - FRAME JAMB TRACK) • R z (4 • • ♦ • ` 1 PRODUCT REVISED Florida AH,t: CEN•F'•., 1 t as eo 9lytng with the s •jY}- • • s • • • s • • • • • i • • • • • • • • NOA-No. 75-0819.08 Expiration Data 09/22/2020'- J 0 8 li drawing • • • • • • • • • • • • • • • • fMhdE BOTTOM CORNER gy Mia - Product nlrot • of k mOP,. �� •..,... ��NAL - j1111 0-3 4 TRACK SHOWN r `' sheet 27 of 28 ••• • • • • ••• • • • • • • • • • • • • � q�3 h .l % a 6� St 8 jjr FRAME TOP CORNER FRAME TOP CORNER d O �' 7 TRACK SHOWN 2 TRACK SHOWN C pMEL TOP/BOTTOM CORNER � N MRERED BEAD CORNER (TYPICAL) �1 8O O N o NM M Z J C Zty N R U S2 52 • �'� olid op_ • • • • • • • PANEL T0P/80TT0M CORNER • •• • • • • • • • • • • • • • • • SQUARE BEAD CORNER (OPTKTNAL) • • • • • • • 1 I I 11 • •• • • • •• PRODUCT REVISED cF as oom Iying with the Florida N FRAME BOTTOM COR• E �yF g9&j(jljj CORNER • • • • • Bullding Code _ 0682 ' NOA-No. 15-0819.08 3 TRACK SIK)WN • aTRACM SHOWN • • • • • • • • • • • • + + • • explretion Date 09/2212020 • • • • • • • • • • • • g � drowing no. • • • • • + • By �iaRIDP.•' W 10-31 MI■ Dxtff Product Control 9roNA1. I`; `' sheet 28 of 28 Tnnn • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • . ... . . ... % .. % .. FORM R405-2014 • FLORIDA ENERGY EFFICIENCY CODE FOR gUIL&Pid CONSTRUCTION Florida Department of Business and Professional Regulation; Nsidgiq ia4 f?erfo�rrnap% Method .. .. ... . .. Project Name: Palmer Residence Builder Name: • " ' ' •" ' Street: 515 Grand Concourse Permit Office: City, State, Zip: Miami Shores, Florida 33138 Permit Number: •. . . .. ... • • Owner. -__- __ -- - - Jurisdiction: 16140b.: : :. '. Design Location: FL, Miami • • • • • • • • 1. New construction or existing Addition 9. Wall Types (1320.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 1320.00 ftz 3. Number of units, if multiple family 1 b. N/A R= ftz c. WA R= ftz 4. Number of Bedroom4Bedrms In Addition) 1(1) d. N/A R= 5. Is this a worst case? No 10. Ceiling Types (990.0 sqft.) ftz Insulation Area 6. Conditioned floor area above grade (ftz) 990 a. Under Attic (Vented) b. N/A R=30.0 990.00 ftz R= ftz Conditioned floor area below grade (ftz) 0 c. N/A R= ftz 7. Windows(250.0 sqft.) Description Area 11. Ducts a. Sup: Attic, Ret: Attic, AH: AH2 R ftz 6 210.4 a. U-Factor. Sgl, U=0.75 250.00 ftz SHGC: SHGC=0.25 b. U-Factor. N/A ftz 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 28.3 SEER:16.00 c. U-Factor: N/A ftz SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 27.3 COPA.00 Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems - Supplemental for addition 8. Floor Types (990.0 sqft.) Insulation Area a. Electric Tankless Cap: 1 gallons a. Slab -On -Grade Edge Insulation R=0.0 990.00 ftz b. Conservation features EF: 0.920 b. N/A R= ftz None c. N/A R= ftz 15. Credits Patat Glass/Floor Area: 0.253 Total Proposed Modified Loads: 38.78 �� Total Baseline Loads: 48.59 1 hereby certify that the plans and specifications covered by Review of the plans and ii4E Sr this calculation are in compliance with the Florida Energy specifications covered by this Code. ,/�,,� , �, calculation indicates compliance with the Florida Energy Code. �,; =_ - .n ::;;;,°-• - PREPARBY. ? A . C 15 L Before construction is completed `� � _ E DATE: _ this building will be inspected for compliance with Section 553.908 C7 t, _ I hereb rtify that this i i li ce Florida Statutes. with a Florida Ene O E GE _ _-_ BUILDING OFFICIAL: DATE: _ --- C_�(ci�---- DATE: -. - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 1111 /2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 • • • • • • .. .. . . . .. .. . . . . . . . . . . . Title: Palm_ er Residence PROJECT Building Type: User Bedrooms. 1i1) Conditioned Area: , . Agddre" Type: , Street Address Owner. 990 • • • oj# • • • • # of Units: 1 Total Stories: 1 ; ; • , ; • • • • ;' , �icld�S IcubDivisioj�: Builder Name:000 Worst Case: No � � � . • • PtatBsok: • • • • Permit Office: Rotate Angle: p Street: 515 Grand Concourse Jurisdiction: 161400 Cross Ventilation: Whole House Fan: • • • • Court . �''. ... Nami-Dade Family Type:Single-family • • ; vat;, �ie; • 11AIAMI , New/Existing: Addition • • • • • • Ft, Comment: .. . . . . . Goo .. CLIMATE Design Location TMY Site IECC Design Temp Zone 97.5 % Int Design Temp Heating Design Daily Temp FL, Miami 2.5 % Winter Summer Degree Days Moisture Range FL_MIAMI _INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Area Volume Block2 990 -- 8415 _ _ - -- -- — ---- —. SPACES Number Name Area_ Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AH2 990 8415 No 2 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter _ R Value_ Area Tile Wood Carpet 1 Stab -On -Grade Edge Insulatio AH2 _ -` — -- - _ 80 ft 0 sqn Tit= _ ROOF # Roof Type Materials Area Gable Roof Solar SA Emitt Emitt Deck Pitch Area Color Absor. Tested Tested Insul. (deg) 1 Flat Composition shingles 993 ft2 42 f12 White 0.55 No 0.9 No 0 4.8 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 — 990 ft2 N N — CEILING — # -- Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) AH2 30 — 990 ft2 _ 0.11 Wood 1/11/2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 . . ... . . . ... .. .. . . . .. .. . ... . . . DOORS • • ••• • • • • ••• # Omt Door Type Space Storms U-Value Width Height Area - - In 1 W Wood . . . - .—-- . . . . : -. .. AH2 None . . . . 0 : :2 � 6 7: 6 18.8 ft' RAN WINDOWS Orientation shown is the entered Proposed orientation. / Wall . . . 'O.V&PnD . _# Omt ID Frame Panes - NFRC U-Factor SHGC Area • �D ttf _ .. _ � �� on IQt Shade 1 N 1 Metal Single (Clear) Yes 0.75 0.25 600 ft-0 it 0•in 12 e0'n• * Urapes/blinds _ _Screening None 2 S 3 Metal Single (Clear) Yes 0.75 0.25 139.0 ft' 2 ft 0 in 2 ft 0 in Drapes/blinds None 3 W 4 Metal Single (Clear) Yes 0.75 0.25 30.0 ft' 2 it 0 in 2 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .00027 701.3 38.5 72.4 .1863 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity. Block Duds_ 1 Electric Strip Heat _ None COPA 27.3 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type _ Subtype Efficiency Capacity Air Flow SHR Block 1 Central Unit Split SEER: 16 28.3 kBtu/hr 1000 cfm 0.75 1 _Ducts_ sys#1 HOT WATER SYSTEM # System Type SubTpe Location EF _Cap — Use SetPnt Conservation 1 Electric Tankless Exterior 0.92 1 gal 50 gal 120 deg None _ SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name - ----- System Model # Collector Model # Area Volume FEF - ----------- None None ---- ft2 -- --- DUCTS / — Supply — — Return — Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handier TOT OUT ON RLF Heat Cool 1 Attic 6 210.4 It Attic 52.6 ft' Default Leakage AH2 (Default) (Default) 1 1 1/11/2016 5:16 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 1 FORM R405-2014 . . . . . . . . . . TEMPERATURES • • • • • • Programable Thermostat: Y Ceiling Fans: Cooling [ Jan Heating (X] Jan Venting [ ]Jan Feb Feb Feb Mar Mar Mar E [X] r pr f A r l Ma May Ma Jun Jun Jun Jul ; Jui . Jul jk'� g • • E j Augg . 9 Au . ;Mop d 048ct • • @at • Oet • Nov NNov ov�Dec Dec Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 00 • • 8.12 • • g ... Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 71 T 78 • B$0 8 78. 80 80 Cooling (W/EH) AM PM 78 78 78 78 78 78 78 78 78 • • • 78 78 • • • .7� 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM PM 66 68 66 68 66 68 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 1/11/2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 . . •.. . . . ... Residential Cooling and Heating $uinn'ier Aesi IC0 "F.* Load Calculations Based on ASHRAE ttm 4ee Coh;Aeent W.lL: ';1A ° F Cooling & Heating Load Calculation Summer Daily range.:11.0 ° F Manual. Second Edition Dal% Source.MIASHW Hamel Book Pal Fier *jdVnce Job Name: ` 5V Grand Concourse. ` Miami Shores, Florida 33138 .• • . . •. •.. .. Date: • 911216 • • • • • • • Unit/ Area served: NEW AHU Calculated by: , .' AX • .. : :.. ..' Checked by: A.R.G ITEM SOLAR SHADE T. AREA BTU/HR ITEM ILT U T. AREA BTU/HR N. Glass 37 x x 81 = 2997 N. Wall 14 x 0.2 x 639 = 1789.2 NE. Glass 66 x x 0 = 0 NE. Wall 20 x 0.2 x 0- = 0.0 E. Glass 91 x x Q= 0 E. Wall 24 x 0.2 x 170 = 816.0 SE. Glass 82 x x 0 = 0 SE. Wall 22 x 0.2 x 0 = 0.0 S. Glass x 37 x 139 = 5143 S. Wall 17 x 0.2 xL 17-17�= 581.4 SW. Glass 82 x x 0 = 0 SW. Wall 22 x 0.2 x 0 = 0.0 W. Glass 91 x x • 30 = 2730 W. Wall 24 x 0.2 x I '�= 432.0 NW. Glass 66 x x 0 = 0 NW. Wall _7' 22 x 0.2 x 0 = 0.0 Hor. Glass x x = 0 Knee wall x x = 0.0 T. Glass area = 250 Subtotal = 10870 T. Wall Area= 1070 Subtotal = 3619 ITEM &T U T. AREA BTU/HR ITEM BTU/Unit TOTAL BTU/HR Partition 13 x 0.09 x 0 = 0.0 People 230 x 690 Roof 48 x 0.03 x 990 = 1425.6 Kitchen = 1200 x' 1 - 1200 Floor 13 x 0.09 x 990 = 1158.3 InfiIJVent. = I.IxQxDT = 67.32 x 16.5 = 1110.8 Ceiling x x = 0.0 Miscellaneous Subtotal = 2584 Subtotal = 3001 TOTAL SENS. GRAND TOTAL HEAT LOSS Walls Roof Floor Glass Ventilation = 1.1 xDTxQ= Partition TOTAL KW = 20073 Btu/Hr = 26095 Btu/Hr (T(YTAL SENSIBLE.+ LATENT) MAX. ALLOWED PER UNIT 1. 15 % = 30009.55 Btu/Hr TONS = 2.2 USE =�25 Tons T. AREA LET U BTU/HR Cfm 1000 1070 x 27 x 0.2 = 5778.0 Sq.FtJT - 396.0 990 x 27 x 0.03 = 801.9 CFM/sq.ft = 1.0 990 x 27 250 x 27 1.1 x 27 0 x 27 18410.0 Btu/hr 5.4 Kw x 0.09 = 2405.7 x 1.1 = 7425.0 x 67.32 = 1999.4 x 0.09 = 0.0 Q=ARCHxVOLJ60= 0.48 x 8415 / 60 = 67.32 Area A/C= Sq. .5 Volume A/C= 990 x 8= 8415 Cu. ft. CALCULATIONS STRUC T Uri, , . w Project: Palmer Residence 515 Grand Concourse Miami Shores, Florida Architect: Mark A. Campbell Date: 08/25/2016 Additional Calculations °�'',�CGA,R. ARe Date: 01 /24/2017 = • _ No. 35460 •, *. STATE OF All computations and written materials herein constitute original M�k FC OR of the engineer and may only be duplicated with the written consenti,,'�FS,S/ONAL��G��```` O UMAIRM ARBAB ENGINEERING, INC. DESIGNED BY: CONSULTING ENGINEERS ALI ARBAB 3363 NE 163 STREET, SUITE 701 FL P.E. NO. 35460 NORTH MIAMI BEACH, FLORIDA 33160 z4 PHONE NO. (305) 940-3088 FAX. NO. (305) 940-3273 �t/' EB NUMBER: 0007485 PE NO. 35460 3 11 Date 1/18/2017 Project No. Company Name Arbab Engineering, Inc. Designed By of Address 3363 NE 163rd Street #701 Description Carport roof addition Palmer P City Borth Miami Beach Customer. Name Mark Camobel State Florida Proj Location North Miami Beach [i-e Loi,i',-or: Z:\Z '2RIVL lit. F JLt_i♦,4ti.-MiF RE- ZLAv {(%1•tL'ui.++lF'_tUVJ,sAiit.�.. [fi.1P#4L .a$-tJ rt roof.wnd Input Parameters: 01rect_on-al Procedure All He; hts Budding (;" 27 Part 1) Basic Wind Speed(V) = 175.00 mph StrurLural. Category = iI Exposure CategGt:y = D Natural Frequency = N/A Flexible Structure = No importance Factor 1.00 Ed Directional. Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = i.07 Am = 0.1i Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon - 0.13 Zmin 7.00 ft Pitch of Roof 2.5 : 12 Slope of Roof(Theta) = 11.77 Deg h: Mean Roof Ht = 8-Vft Type of Roof = -TIPPED RHL: Ridge Ht = 9.67 ft Eht: Eave Height, = 8.00 ft OH: Roof Overhang at Eave= 2.00 ;, Overhead Type - of! '41 soffit Bldg Length Along Ridge = 20.00 ft Bldg Width Across Ridge= 12..00 ft Length of Hipped Ridge _ 10.00 ff Roof Slope -on Hip -End = 13.40 Deg Gust Factor Cal.cul.ationn Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 ?.m: 0.6*Ht 7.00 ft lzm: Cc*(33/Zm)''0.15-, = 0.19 Lzm: 1*(Zm/33)^Epsilon = 535.47 ft 0: (1/(1+0.63*((B+tiY.}/Lam.)^0.53)1^0.5 = 0.9n Gust2: 0.925*((1+1..7*lzm*3.4*Q)/(1.+1..7*3.4*izm)) - 0.91 >ust . s uTmar,y Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Table 26.11 y Internal Praasure Coefficients for Builri.i.nas. GCpi. GCPi Internal- Pressure -efficient Reduction Factor for Large Volume Buildings, Ri Aoc: Total Area of Openings in Bldg Ecweiope _ .00 ft^^ Vi: Jnpartitioned Internal Value = .00 ft'3 Ri: 0.*((1+1/(1+(Vi/(2280C*Aoc1)^0.5',)tEgr,. 6-161 = i.000 Notes: 1) +GCpi = +0.55 Ri Notes:- 2) -GCpi_ = -0.55 * Ri Wind P'ressurs Main Wand Force Resistinq System (MWFI:S) - rm-f F.cruie 27.4-1 k:3 Kh: 2.01*(Ht/Za)^(2/Alpha) = 1.03 Kht: Topographic Factor (Figure 6-4) 1.00 Qh: .00256*(v)^2*T*Kh'Kht*Kd = 41.19 psf Cpww: Windward Wall Cp(Ref Fi.g 6-6) == 0.80 Roo,`. Area = 4.00.24 ft'._ Reduction Factor based on Roof Area = 0.88 14wrRt-wallFri-^sul:as eor Wind .'formal to 20 It, WAl;. oF+ A_._ pres'tures shown are bast-1 up,n AS- DeS.Vjr•, wl,rn a Load rij "r .r Wall Cp --------------- ------ Leeward Wall -0.50 Side Watts -0.70 Pressure Pressure +GCpi (psf) ----------- -GCpi (psf) ----------- -40.1.6 5.15 -47.1% -1.8^. Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 8.00 1.03 1.00 0.80 41.19 5.36 50.67 45.52 Roof Location ----------------------------------- Windward - Min Cp Windward - Max Cp Leeward Norm to RidoP Hipped End (.00 to 4.42 ft) Hipped End (4.42 to 8.83 ft) Hipped End (8.83 to 16.00 ft) Overhang Lot (Windward only) Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ----------------------------------- -1.00 -57.67 -12.36 -0.1B -28.96 16.35 -0.58 -42.96 2.35 -1.02 -58.20 -12.89 -0.81 -50.B6 -5.55 -0.59 -43.47 1.84 0.90 28.01 28.01 No-mal t:> Ridge - Ease Reactions - Walls+Roo£ tGCp+- Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wail -40.16 160 .00 6.43 .00 25.7 .0 .0 Side Wall -47.17 96 -4.53 .00 .00 .0 18.i .0 Side Wall -47.17 96 9.53 .00 .00 .0 -i8.1 .0 Windward Wall 5.36 '60 .00 0.86 CO 3.4 A Roof Windward -57.67 92 .00 -1.08 5.19 5.8 .0 .0 Roof. Leeward -42.9c', 9^ 0n 0.81_ '_.87 -4.3 .0 .0 Roof Windward -57.6-1 45 .00 -0.53 2.54 13.4 .0 .0 Roof Leeward -42.96 45 00 0.39 1.89 -10.0 .0 Roof End (0 to h/2) -58.2-0 9 0.11 .00 0.44 2.3 4.0 -0.6 Roof End (0 to h/2) -58.20 8 -0.11 .00 0.44 2.3 -4.0 0.6 Roof End (h/2 to h) -50.86 14 0.1.7 0.00 0.70 1.2 4.3 -0.3 Roof End (h/2 to h) -50.86 14 -0.17 .00 0.70 1..2 -4.3 0.3 Roof End (h/2 to h) -50.86 1 0.09 .00 0.36 0.7 3.3 -O.2 Roof End (h/2 to h) -50.86 7 -0.09 .00 0.3E 0.7 -3.3 0.2 Roof End (h/2 to h) -50.86 4 0.05 -0.00 0.21 -0.1 1.2 0.0 Roof End (h/2 to h) -50.86 4 -0.05 .00 0.21 -0.1 -1.2 -0.0 Roof End (h/2 to h) -50.86 2 0.02 .00 0.08 -0.0 0.8 0.0 Roof End (h/2 to h) -50.85 _ -0.02 .00 0.08 -0.0 -0.8 -0.0 Roof End (h to 2h) -43.47 14 0.14 .00 0.60 -2.3 5.4 0.6 Roof End (h to 2h) -43.47 i4 -0.14 .00 0.60 -2.3 -5.4 -0.6 OH Bot Windward 28.01. 40 .00 .00 1.12 7.8 .0 .0 Roof End (0 to h/2) --58.20 3 0.03 .00 0.14 0.6 i.0 -0.1 Roof End (0 to h/'-) -58.20 3 -0.03 .on 0.14 0.6 -1.0 0.1. Roof End (h to 2h) -43.47 11 0.12 .00 0.48 -1.2 3.i 0.3 Roof End (h tc 2h) -43.47 l_ -::1.1^ 00 0.48 -i..^_ 3.1 -0.3 ------------------------------------------------------------------------------------- 'total .00 952 --U.00 6.8:' 20.0 44.2 -0.0 -0.0 Normal to Rich_• - Base Reactions - halls Only +,GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip ----------------------------------------------- Kip Kip K-ft K-£t K-ft ------------------------------------- Leeward Wall -40.16 160 .00 6.43 .00 25.7 .0 .0 Side wall -4'7.17 96 -4.53 .00 .00 .0 18.1 .0 Side wall -47.17 96 4.53 .00 .00 .0 -16.1 .0 Windward Wall 5.36 160 .00 0-86 AC, 3.4 .0 .0 ------------------------------------------------------------------------------------- Total .00 512 .00 -1.28 .00 29.1 .0 .0 Normal to Ridgy-. - Baae Reaw„tions - walls+Roof t:Cpr Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward wail 5.15 160 .00 -0.82 .00 -3.3 .0 .0 Side Wall -1.35 96 -0.18 .00 .00 .0 0.7 .0 Side Wall -1.85 96 0.18 .00 .00 .0 -0.7 .0 Windward Wall 50.67 i60 .00 8.11 .O0 32.4 .0 .0 Roof Windward 16.35 92 .00 0.31 -1.47 -1.6 .0 .0 Roof Leeward 2.3� 92 .OU -O.U4 -0.21 0.2 .0 .0 Roof Windward 16.35 45 .00 0.15 -0.72 -3.8 .0 .0 Roof Leeward 2.3b 45 v6 -0.61 -0.1.0 0.5 Roof End (0 to h/2) -12.89 8 0.02 .00 0.10 0.5 0.9 -0.1 Roof End (0 to h/2) -12.89 8 -0.02 .00 0.10 0.5 -0.9 0.1 Proof End (h/2 to h) -5.55 14 0.02 0.00 0.08 r,.1 O.5 -0.0 Roof End (h/2 to h) -5.55 14 -01.02 .00 0.08 O.i -0.5 0.0 Roof End 'h/2 to h) -5.51 ' 01 .01 .00 0.04 0._ 0.4 -0.0 Roof End (h/2 to h) -5.55 7 -0.01 .00 0.04 0.1 -0.4 0.0 Roof and (h/2 ,o h) -5.55 4 0.01 -0AO 0.02 -0..0 0.i 0.0 Roof End (h/2 to h) -5.55 4 -0.01 .00 0.02 -0.0 -0.1 -0.0 Roof End (h/2 to h) 55 _ 0.00 .00 O.Ol -0.0 C.1 0.0 Roof End (h/2 to h) -5.55 2 -0.00 .00 0.01 -0.0 -0.1 -0.0 Roo` End (h to 2h) 1.84 14 -O.Oi .00 -0.03 0.1 -0.-' -0.0 Roof Fnd (h to 2h) 1.84 14 0.01 .00 -0.03 0.1 0.2 0.0 OH Bot Windward 28.0.1 40 .00 .00 1.12 7.8 .0 .0 Roof. End (0 tc h/2) -12.89 3 0.01 .00 0.03 0.1 0.2 -0.0 Roof End 0 to h/2) -12.89 3 -0.01 .00 0.03 0.1 -0.2 0.0 Roof End (h to 2h) 1.84_ li -0.00 .00 -0.02 0.1 -0.1 -0.0 Roof End (h to 2h) 1- 84 il. 0.00 .00 -0.02 0.1 0.1 0.0 ---------------------------------- Total .00 ------ 952 --------------------------------------------- -0.00 7.67 -0.92. 34.3 -0.0 -0.0 Norval to Ricga - Base tractions - Walls Only -GCp= Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 5.15 150 .00 -0.82 .00 -3.3 .0 .0 Side Wall -1.85 :+6 -0.19 .00 .00 .0 0.7 .0 Side Wall -1.85 9-. 0.18 .00 .00 .0 -C.7 .0 Windward Wall 50.67 160 .00 8.11. .00 32.4 .0 .0 ------------------------------------------------------------------------------------- Total .00 512 .00 7.28 .00 29.1 .0 .0 Normal to Ridge - Base Reactions - Wa.118=Roof tIN Description Press Area* Fx Fy Fz Mx My Hz psf ft.^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 160 .00 1.54 .00 6.1 .0 .0 Roof Windward 4.80 19 .00 0.09 .00 0.8 .0 .0 Roof Leeward 4.80 19 U0 0.09 .00 0.8 U .0 Poof Windward 4.80 9 .00 0,04 .00 0.4 .0 .0 Roof Leeward 4.80 9 .00 0.04 .00 0.4 .0 .0 Roof End (G to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 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 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -D.0 Roof End (h/2 to h) 4.60 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 C .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) .1.80 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 .no .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Root End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 D.C. Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------ Total .00 216 .00 1.80 .00 8.5 .0 .0 Notes - NormaI, to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base talcs on Mean Ht Note (2) Wall & Roof Pressures = Oh'(G`Cp - GCPi) Io . (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 far all. theta. Note (6) R.ef. Fig 27.4-1, Normal tc Ridge (Theta>=10), Theta= 11.8 Deg, h/l= 0.44 Note (7) Overhang bottom based upon windward wall Cp and GC -pi = 0. Noce (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 psf P)ote (10) Area` = Area -of the surface projected onto a vertical plane normal to �.aind. MWF'RS-Wall Pressures for Wind Normal to 12 ft -All (Along-Rzlgw} Al Wall Cp --------------- ------ Leeward wall -0.37 Side Walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ----------- ----------- -35.49 9.82 -47.17 -1.85 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 9.67 1.03 1.00 0.90 41.19 5.36 50.67 40.85 Windward. 8.00 1.03 1.00 0.80 41.19 5.36 50.67 40.85 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 4.4 ft -0.90 -54.17 -8.86 Roof: 4.4 ft to 8.8 ft -0.90 -54.17 -8.86 Roof: 8.8 ft to 17.7 ft -0.50 -40.16 5.15 Roof: 17.7 ft to 24.0 ft -0.30 -33.16 12.15 Along P.x.dge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My psf ft^2 Kip Kip Kip K-ft K-ft ----------------------------------------------------------------------------- Leeward wall -35.49 96 3.41 .00 .00 .0 -13.6 Side Wall -47.17 160 .00 7,55 .00 30.2 .0 Side Wall -47.17 160 .00 -7.55 .00 -30.2 .0 Windward Wall 5.36 96 U.51 .00 .00 .0 - ._ Roof (0 to h/2) -54.17 23 -0.28 .00 1.19 .0 -8.0 Roof (0 to h/2) -54.17 8 .00 -0.10 0.41 2.1 -3.8 Roof (0 tc h/2) -54.1.7 2 .00 0.10 0.41 -2.1 -3.8 Mz K-ft .0 .0 .0 .0 .0 D.9 Roof (0 to h/2) -54.17 29 -0.36 .00 1.52 .0 -13.7 .0 Roof (h12 to h) -54.17 14 0.00 -0.14 0.73 1.5 -4.6 -0.9 Roof (h/2 to h) -54.17 14 .00 0.14 0.73 -1.5 -4.6 0.9 Roof (h/2 to h) -54.17 5 .00 -0.07 0.28 1.4 -1.8 -0.4 Roof (h/2 to h) -54.17 5 .00 0.07 0.28 -1.4 -1.8 0.4 Roof (h/2 to h) -54.17 11 .00 -0.12 0.60 0.7 -2.4 -0.5 Roof (h/2 to h) -54.1J it .00 0.12 0.60 -0.7 -2.4 0.5 Roof (h/2 to h) -54.17 4 .00 -0.05 0.20 1.0 -0.8 -0.2 Roof (h/2 to h) -54.17 4 .00 0.05 0.20 -1.0 -0.8 0.2 Roof (h to 2h) -40.16 50 .00 -0.39 1.97 2.4 1.8 0.4 Roof (h to 2h) -40.1.6 50 .00 0.39 1.97 -2.4 1.8 -0.4 Roof (h to 2h) -40.16 17 .00 -0.1.6 0.66 3.3 O.6 0.1 Roof (h to 2h) -40.16 1.7 .00 0.16 0.66 -3.3 0.6 -0.1 Roof (h to 2h) -40.16 4 -0.00 -0.03 0.18 0.2 0.9 0.2 Roof (h to 2h) -40.16 4 .00 0.03 0.18 -0.2 0.9 -0.2 Roof (h to 2h) -40.16 1 .CO -0.01 C.05 0.3 0.3 0.1 Roof (h to 2h) -40.16 1 .00 0.01 0.05 -0.3 0.3 -0.1 Roof (>2h) -33.1y 30 0.23 .00 0.98 __, .0 Roof (>2h) -33.16 13 -0.00 -0.09 0.44 1.3 3.4 0.7 Roof (>2h) -33.16 13 .00 0.09 0.44 - .3 3.4 -0.7 Roof (>2h) -33.16 9 .00 -0.07 0.29 1.4 2.3 0.5 Rcof"(>2h) -33.16 9 .00 0.07 0.2'_'+ -_. 3 -0.5 Roof (>2h) -33.16 29 0.22 .00 0.93 .0 8.4 .0 Roof (C to h/2) -54.17 4 .00 -0.04 0.19 0.6 -1.6 -0.3 Roof (0 to h/2) -54.17 4 .00 0.04 0.19 -0.6 -1.6 0.3 Roof (h/2 to h) -54,17 8 -0.10 .00 0.43 .0 -2.0 .0 Roof 01 to 211) -40.16 0.01 .00 0.02 .7 () Roof (>2h) -33.16 2 .00 -0.02 0.07 0.4 0.7 0.2 Roof (>2h) -33.16 - .00 0.02 0.07 -0,4 0.-1 -0.2 ------------------------------------------------------------------------------------- Total .00 916 3.63 0.00 17.17 -0.0 -35.3 -0.0 Along Ridge - Base Reactions -• Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -35.49 96 3.41 .00 .00 A -13.6 .0 Side Wall -47.17 160 .00 7.55 .00 30.2 .0 .0 Side Wall -47.17 160 .00 -7.55 .00 -30.2 .0 .0 Windward Wall 5.3E. 96 0.52 .00 .00 .0 -2.1 .0 ------------------------------------------------- Total .00 512 3.92 ----------------------------------- .00 .00 .0 -15.7 .0 Along Ridge - 8asQ Reactions - Walls+Roof -CCpI Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward wail 9.62 96 -0.94 .00 00 .0 3.8 .0 Side Wall -L_.$5 160 .CO 111.30 .CC i.2 .0 .0 Side Wall -1.85 160 .00 -C.30 .00 -1.2 .0 .0 Windward Wall 50.67 96 4.86 .00 .00 .0 -i9.5 .0 Roof (0 to h/21 -8.86 23 -0.05 .00 0.19 .0 -1.3 .0 Roof (0 to h/2) -8.86 8 .00 -0.02 0.01, 0.3 -0.6 -0.1 Roof (C to h/2) -8.86 8 .00 C.02 0.07 -0.3 -0.6 0.1 Roof (0 to h/2) -8.86 29 -0.06 .00 0.25 .0 3.2 .0 Roof (h/2 to h) _B,Ar 14 n.on -r,,OL 0.12. 0.2 -0.8 -(1.1 Roof (h/2 to h) -8.86 14 .00 0.02 0.12 -0.2 -0.8 0.1 Roof (h/2 to h) -8.86 5 .00 -0.01 0.05 0.2 -0.3 -O.l Roof (h/2 to h) -8.86 5 .00 0.01 0.05 -0.2 -0.3 0.1 Roof (h/2 to h) -3.86 11 .07 -C.02 0.10 0.1 -0.4 -0.1 Roof (h/2 to h) -8.86 11. .00 0.02 O.iO -0.1 -0.4 0.1 Roof (h/2 to h) -8.86 4 .00 -0.01 0.03 0.2 -0.1 -0.0 Roof (h/2 to h) -8.86 4 .00 0.01 0.03 -0.2 -0.1 0.0 Roof (h to 2h) 5.15 50 .00 0.05 -0.25 -0.^3 -0.2: -O.O Roof (h to 2h) 5.15 50 .00 -0.05 -0.25 0.3 -0.2 0.0 Roof (h to 2h) 5.15 1.7 .00 0.02 -0.08 -0.4 -0.1 -0-.0 Roof (h to 2h) 5.15 17 .00 -0.02 -0.08 0.4 -0.2 0.0 Roof (h to 2h) 5.15 4 0.00 0.00 -0.02 -0.0 -0.1 -0.0 Rocf (h to 2h) 5_.15 4 .00 -0.00 -0.02 0.0 -0.1 0.0 Roof (h to 2h) 5.15 1 .00 0.00 -0.01 -0.0 -0.0 -0.0 Root (h to 2h) 5.15 1 .00 -0.00 -O.Oi 0.0 -0.0 0.0 Roof (>2h) 12.1.5 30 -0.09 .00 -0.36 .0 -2.0 .0 Room (>:h) 12.1ii i3 0.00 11.03 -0.16 -0.5 -L.3 -0.2 Roof (>2h) 12.15 13 .00 -0.03 -0.16 0.5 -1.3 0.2 Roof (>2h) 12.L5 9 .00 0.03 -O.ii -0.5 -0.8 -0.2 Roof (.>2h) 12.15 9 .00 -0.03 -0.11 0.5 -0.8 0.2 Roof (>2h) i2.1.5 29 -0.06 .00 -0.34 .0 -3.1 .0 Roof (0 to h/21 -8.86 4 .00 -0.01 0.03 0.1 -0.3 -O.1 Roof (0 to h/2) -8.86 4 .00 0.01 0.03 -0.1 -0.3 0.1 Roof (h/2 to h) -8.86 8 -0.02 .00 0.07 .0 -9.3 .0 Roof (h to 2h) 5.15 1 -0.00 .00 -0.00 .0 -0.0 .0 Roof (>2h) 1.2. 15 2 .00 0.01 -0.02 -0. "1" -0-3 -0.1 Roof ------------------------------------------------------------------------------------- (>2h) 12.15 2 .00 -0.01 -0.02 0.1 -0.3 0.1 Total .00 916 3.63 0.00 -0.71 -0.0 -35.2 -0.0 Along Ridge - Base Reactions - vFall.s anly -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall 9.82 96 -0.94 .00 .00 .0 3.8 .0 Side Wall -i.65 i60 .00 0.30 .00 1.2 .0 .0 Side Wail -i.85 16( .00 -0.311, .On -1.2 .0 .0 Windward Wall 50.67 96 4.86 .00 .00 .0 -19.5 .0 Total .00 512 3.92 .00 .00 - ---------------- .0 -15.7 .0 Along Ridge - Base React;ic:ns - Walls+Roof t,'T1, Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------ psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 96 O 9"2 .00 CO .0 -3.7 .0 Rocf (0 to h/2) 4.80 5 0.03 .00 .00 .0 -0.2 .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 7 0.03 .00 .00 .0 -0.3 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h/2 to h) 4.60 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 .G .0 .0 Roof. (h/2 to h) 4.80 0 .00 .00 CO .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 v 0 .0 Roo: (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.90 0 .00 .CC .00 .0 G .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 (h to 2h) 4.80 G 0.00 .00 .00 .0 -0.0 -0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -O.O 0.0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.1-0 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 7 0.03 UO .00 .0 -0.3 .0 Roof (>211) 4.60 0 .GG .00 .00 _0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Rocf (>2h) 4-.801 0 .CO .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 1 0.03 .00 .00 .0 -0.3 .0 Rocf (0 to h/2) 4.80 0 0.00 .00 o0 .0 -0.0 -0.0 Roc` (0 to h/2) 4.80 0 0.00 .00 .CO .0 -0.0 0.0 Roof (h/2 to h) 4.80 _ 0.01 .00 .00 .0 -0.'_ .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 .0 Roof (>2.h) 4.80 0 .00 .00 .00 .0 .0 .o Roof ------------------------------------------------------------------------------------- (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Total .00 124 1.05 .00 .00 .0 -4.8 .0 No*t4e - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridce (All), h!1= 0.44 Note (2) X= Along Building ridge, Y = Normal to_Buil.ding Ridge, Z - Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf. and Roof = 4.8 psf Note (4) Area" = Area of the surface projected onto a vartical plane rcrmal to wind. -Total base Reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Wa11s+Roof +r,Cpi -0.0 S 20.7 44. -0.0 -0.0 Normal to Ridge Walls Only +GCoi .0 7.3 .0 29.1 .0 Normal to Ridge walls+R.00f -GCpi -0.0 7.7 -0.9 34.3 -0.0 -0.0 Normal to Ridge Walls Only -GCpi .0 7.3 .0 29.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 8.5 .0 .0 Along Ridge Walls+Roof +GCpi 3.6 0.0 17.2 -0.0 -35.-', -0.0 Along Ridge Walls Only +GCpi 3.9 .0 .0 .0 -15.7 .0 Along Ridge Walls+Roof -GCpi 3.6 0.O -Q.1 -0.0 -35.2 -0.0 Along Ridge Walls Only -GCpi 3.9 .0 .0 .0 -15.7 .0 Along Ridge +falls+Roof M T N i,i .0 .0 .0 -4.8 0 Notes Applying to trFFnS Reaotinnc;: 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 = Minimum pressures on Walls = 9.6 psf and Roof = 4.e psf Note (4) MIN area is the area of. the surface onto a vertical plane normal tc wind. Note (5) Total Roof Area (incl OH Top) = 400.24 sq. ft Wind Pressure on Componants an: Claddi.ng R ooC Iit-it 1 , t", f �3 All pressux < !.hown aLc. b-3sel _r ;SD De,,;jgn, wi n a Lu:d CA F Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- Roof 1 3.17 3.17 10.0 1 0.50 -0.90 43.23 -59,72 Roof 2 .3.17 3,17 10.E 2 0.50 -1.70 43.23 -92.64 Roof 3 3.17 3.17 10.0 3 0.50 -1.70 43.23 -92.64 JOB ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163P° STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305] 940-3088 - FAX: (305) 940-3273 SHEET NO. _ OF CALCULATED BY DATE CHECKED BY DATE SALE dgr tj ✓A 1 3 o II �—s' DA✓B� �s vr� l 3 0 Up, _2,193 # 15 g3 ., ,,, .� � it II II II II .. 75 I I i 11 It It IN, , ----------- --J �- --u-- -L-- a ------r -- I � 1 Ll� ---- ------------ -----______-- ----- - -- - - - - - - - - - - 1 _ --- -------------------------� --- _ It 157 _•- - - - L - - - - - - - - - - - - - - - -x--- - - - - - - - - - ----J------------------------------------� ----- 1 i I I T ----- r------a-------------------------i ----- t I t I --------------- --------------- I I J�l�lR �t J� JwwR I e I I I I I - - - - - r - - - - - - - - - -- - - - - _ - - - - - - - - - - - - - - -- i � I I I I r--------- -------------------------------"t ----- 1 _ I I i - - - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - J - - - - - I I I I - -------------------------- r---------- --- ----- II I R ",F FfZArl I t-4 X,J AT ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163ro STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 94&3088 - FAX: (305) 940.3273 Roo F e y&z cA+--°o4T joB RSA 4 - —_ SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE ITr� SCALE Zt,,oE L = -5`:72 - io - .41 -72 vSt'- - go zosalr2 _ _ gZ.44-10 B2.4.4 V3Z-133 #0,507 zcjavt'3 x - Iz44 -►o -, 8 2'44 v5C- -83 #Ps-f TQVs s 01r1,F T- 2 - 23 f -50 _ 2 $ - 2'3 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS- 3363 NE 163�0 STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305] 940-3088 . FAX: (305) 940-3273 o 0T L-oox-E-0-S µi 10 D t OAD joB Pat- t f d AlF S . SHEET NO. OF CALCULATED BY rt + DATE-111110- CHECKED EY DATE SALE.. A' '[(8-83 xa� 2. z N- 64 n f R, ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163"O STREET, SUITE 701 N. MIAMI BEACH, FLDRIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 C!} 0-e-x a •'T LQAn v$L- -- 23 JPS*F uN!Fvam vpr-/FT Lvtl.,o �lk4 R, z9� X� � � S'S �► R / V � Y 2 R'_ s(toox3•�X,i_� ...R� `e 4 • _-- JOB TA(,MfSQAlr=6 SHEET NO. _ OF - CALCULATED BY DATE 1� l4 ►1"� CHECKED EY DATE ( SCALE MiecaWind Pro v2.2.7.0 per ASCE 7-10 ,.'.?! c.G<,i ,c+'z, r �I::r ., ar,-. .r_c rgtr. :rar.'.mc"eentcrvz..:r•:' •_�:. Date 1/19/2017 Project No. company Name Arbab Engineering, Inc. Designed By of Address 3363 NE 163rd Street #701 Description Carport roof addition Palmer P City North Miami Beach Customer Name Mark Camphel State Florida Proj Location North Miami Beach Fi le Location: ..: A' J21VL\?O16 f .:n';F(1 ,APA1LMFR ?E ; 2f I,' -•arporc roGf.wni: Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph Structural Category = Ii Exposure Category = C Na.tural_Frequency == N/A Fle_�ible Structure - No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha Zg = 900.00 .t At 0.11 Bt _ 1.00 Am - G.15 Bm = 0.b5 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 2.5 : 12 Slone of Roof(Theta) = 11.7'? ❑eq h: Mean Roof Ht - 8.83 ft Type of Roof = HIPPED Rllt: Ridge Ilt = 9.67 ft Eht: Eave height = 8.0C ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 20.00 -t Bldq Width Across-PIdge= .00 tt Length of Hipped Ridge = 10.00 ft Roof Slope on Hip End = 13-40 Dea Gust Factor Calculat=ons us: r-ac7..._ ...zt:.aor•. - r..ta .. sc_,._.. _e._. - _y_:;o E. se_.._c t Gustl: For Rigid Srictures Free, >lfiz) user0.85 = 0.85 Zm: 0.61Ht = 15.00 ft lzm: Cc'(33/Zm)-0.167 = 0.23 Lzm: 1"(Zm/33)^Epsilon = 427.06 ft Q:(1/(1+0.63`((B+Ht)/Lzm)''0.63)110.5 = 0.96 Gust2: 0.9:5*((1+7..7`izm*3.4`Qi/(1+7.7*3.ti+L::m)1 = 0.50 Not a Flexible Structure use the Lessor of Gustl or. Gust2 = 0.85 Table 26.11 1 Internal res rf Co» fic 5rrs for Bui`ldiligq, .Cpi. GCP1 : Internal Pressure Coefficient = +/-0.55 Reduction Factor _`or Large Vc.l.ume Buildinos, Ri 3og: Total Area of Openings in Bldg Envelope = .00 ft^2 Vi: Dnpartitioned Internal Value = .00 ft^? Ri: 0.5*((1+1./(1+(Vi/(22800+Aog))^0.5))(Egn. 6-16) Noes: 1) +GCoi r0.5, * Ri Notes: 2) -GCpi = -0.55 * Ri Wind Prescurs rain Wind Force Res st ng SvkYec3m ufr.'FRS) Ref ei0ttire 27.4 E� t Kh: 2.U1*(Ht/2g)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 5-4) = 1.00 Qh: .00256*(V)^2*I*Kh'Kht.*Kd = 33.94 osf Cpww: Windward Wall Cp(Ref Fiq 6-6) = 0.80 Roof Area = 400.24 ft^2 Reduction Factor based on Roof Area = 0.88 MWFRS-wall Pressures for Wind Normal. to 20 ft wall (Normal to Ridge) itil p_essuze-� sht-1wo i:e Laved �.p,xi: A -,Ls D-sr Iti, wiih a uact F3rtcr rsf Wall Cp Pressure Pressure +Gcpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward 'wall -0.50 -33.09 4.24 Side Walla -0.70 -38.86 -1.53 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------- Windward 8.00 0.85 1.00 0.80 23.94 4.41 41.75 37.51 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) -------------------------------------------------------------------------- windward - Min Cp -1.00 -47.52 -10.18 Windward - Max Cp -0 16 -23.8E 13.47 Leeward Norm to Ridge -0.58 -35.40 1.93 Flipped End (.00 to 4.4'.2 ft) 1.02 -47.56 -10.62 Hipped End (4.42 to 8.83 ft) -0.81 -41.91 -4.57 Hipped End (8.83 to 16.00 ft) -0.59 -35.82 1.52 Overhang Bot (Windward only) 0.80 23.08 23.08 Norman to Ridge - Hasa ReaCt.iQXIS - Walla+Ro( f *GCp2. Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -33.09 1 G 0 .00 9 .00 _1._ .0 .0 Side Wall -38.86 96 -3.73 .00 .00 .0 14.9 .0 Side 'mall -39.86 96 3.73 .00 .00 .0 -i4.9 .0 Windward Wall 4.41. 160 .00 0.71 .00 2.8 .0 .0 Roof Windward -47.52 ._ .00 -0.8 9 4.26 4.8 .0 Ci Roof Leeward -35.40 92 .00 0.66 3.19 -3.6 .0 .0 Roof Windward -9'7.52 45 .00 -0.44 2.09 11.1 .0 .0 Roof Leeward -35.40 45 .00 0.32 1.5E -8.2 .0 .0 Roof End (0 to h/2) -47.96 8 0.09 .00 0.35 1.9 3.3 -0.5 Roof End (0 to h/2) -47.96 Roof End (h/2 to h-1 -41.91. Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h/2 to h) -41.91 Roof End (h to 2h) -35.82 Roof End (h to 2h) -35.82 OH Bot Windward 23.08 Roof End (0 to h/2) -47.96 Roof End (0 to h/2) -47.96 Roof End (h to 2h) -35.82 Roof End (h to 2h) -35.82 Total .00 6 -0.09 .00 0.36 1.9 -3.3 0.5 14 0.i4 0.00 0.51 1.0 3.5 -0.2 14 -0.14 .00 0.57 1.0 -3.5 0.2 7 0.07 .00 0.30 0.5 '.-1 -0.1. 7 -0.07 .00 O.30 0.5 -2.7 0.1 4 0.04 -0.00 O.iB -0.1 1.0 0.0 -0.04 .00 0.1E -0.1 -1.0 -0.0 2 0.02 .00 0.07 -0.0 0.6 0.0 2 -0.02 .00 0.07 -0.0 -0.6 -0.0 14 0.12 .00 0.49 -1.9 4.4 0.5 14 -0.12 .00 0.49 -1.9 -4.4 -0.5 40 .00 .00 0.92 6.5 .0 .0 3 0.03 .00 0.12 0.5 0.8 -0.1 3 -0.03 .00 0.12 0.5 -0.8 0.1 li 0.09 .00 0.40 -1.0 2.6 0.2 '-1 -0.09 .00 0.40 -1.0 -2.6 -0.2 ---------------------------------------------------'--- 5-52 -0.00 5.66 17.02 36.4 -0.0 -0.0 Normal to Ridge - Base Reactions - Wails Orly +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -33.09 160 .00 S.29 .00 21.2 .0 .0 Side wall -38.86 9F -3.7.; .00 .00 .0 14.9 .0 Side Wall -38.86 96 3.73 .00 .00 .0 -14.9 .0 Windward Wall 4.4.1 160 .00 0.71 .00 2.8 .0 .0 ------------------------------------------------------------------------------------- Tota-1 .00 512 .00 6.00 .00 24.0 .0 .0 Norrial. tca Ridge - Base, Reactions WallstRoof Gwr.a Description Press Area Fx Fy Fz Mx My Hz pof ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 4.24 160 .00 -0.68 .00 -2.7 .0 .0 Side Wall -1.53 9'- -0.15 .00 .00 .0 0.6 .0 Side Wall -1.53 96 0.15 .00 .00 .0 -0.6 .0 Windward Wall 41.75 .160 .00 6.68 .00 26.7 .0 .0 Roof Windward 13.47 92 .U0 0.25 -1.21 -1.4 .0 .0 Roof Leeward 1.93 _- 00 -0.04 -0.11 0.2 .0 .0 Roof Windward 13.47 45 .00 0.12 -0.59 -3.1 .0 .0 Roof -Leeward 1-. 3 45- .00 -0.02 -0.09 0.5 .0 .0 Roof End (0 to h/2) -10.62 8 0.02 .00 0.03 0.4 0.-7 -0.1 Roof End (0 to h/2) -10.62 8 -0.02 .00 0.08 0.4 -0.7 0.1 Roof End (h/2 to h) -4.57 14 0.01 0.00 0.06 0.1 0.4 -0.0 Roof End (h/2 to h) -4.57 14 -0.01 .00 0.06 0.1 -0.4 0.0 Roo_` End (h/2 to h) -4.1-7 7 0.01 .00 0.03 0.1 0.1 -C.0 Roof End (h/2 to h) -4.57 7 -0.01 .00 0.03 0.1 -U.3 0.0 Roof. End (h/2 to `:) -4.57 4 0.9+0 -0.00 0.02 -0.0 n,- 0.t- Roof End (h/2 to h) -4.57 4 -0.00 .00 0.02 -0.0 -0.1 -0.0 Roof End (h12 to h) -4.5:' 2 O.00 .00 0.01 -0.0 0.1 0.0 Roof End (h/2 to h) -4.57 2 -0.00 .00 0.01 -0.0 -O.1 -O.0 Roof End (h to 2h) 1.52 14 -0.00 .00 -0.02 0.1 -0.2 -0.0 Roof End (h to 2h) 1.52 14 0.00 .00 -0.02 O.J. 0.2 0.0 OH Bot Windward 23.08 40 .00 .00 0.92 6.5 .0 .0 Roof End (0 to h/2) -10.62 3 0.01 .00 0.03 0.1 0.2 -0.0 Roof End (0 to h/2) -10.62 3 -0.01 .00 0.03 0.1 -0.2 0.0 Roof End (h to 2.h) 1.152 11 -0.00 .00 -0.02 0.0 -•0.1 -0.0 Roof End (h to 2h) 1.52 11 0.00 .00 -0.02 0.0 0.1 0.0 ------------------- Total .00 952 -0.00 6.32 -0.-76 28.3 -0.0 -0.0 t;ormal to Ri47a - Base Reactions - wal-lv G..1 -GCpa. Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 4.24 i60 .00 -0.68 .00 -2.7 .0 .0 Side Wall -1.53 96 -0.15 .00 .00 .0 0.6 .0 Side Wall -1.53 9r 0.15 .00 .00 .0 -0.6 .0 Windward Wall 41.75 160 .00 6.68 .00 26.7 .0 .0 ------------------------------------------------------------------------------------- Total .00 512 .00 6.00 .00 24.0 .0 .0 Ncrual to Ridae - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 160 .00 1.54 .00 6.1 .0 .0 Roof Windward 4,50 19 .00 0.09 .00 0.8 .0 .0 Roof Leeward 4.80 19 .00 0.09 .00 0.8 .0 .0 Roof Windward 4.80 9 0.04 .0G 0.4 .0 .0 Roof Leeward 4.80 9 .00 0.04 .00 0.4 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .no .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 On 0.0n .00 (1.0 .0 0.0 Roof. End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 ) .0 Roof End (11/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof. End (tr/2 to h) 4.80 ) .00 0.00 .00 0.0 .0 0.0 Roof End 01/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 u Roof End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (11 to 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 (h to -h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 -------------------------------------------------------------------------------------- Total .00 216 .00 1.80 .00 6.5 .0 .0 Notes - Normal to Ridtre Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall 5 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>=16), Theta= 11.8 Deg, h/1= 0.44 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 psf Note (10) Area' = Area of the surface projected onto a vertical plane normal to wind. 14W-61RS-Weli Pressures for Winn Normal to 12 rr. w i- (Peron^ Ridge) Ail, pressures showri .:arc: 1�a.se,i up,,n r,Su besigrt, wir_h a loan F:ir :01 of .6 Wall Cp --------------- ------ Leeward Wall -0.31 Side Walls -0.70 Pressure Pressure +GCpi (psf) -GCpi (psf) ---------------------- -2".25 8.09 -38.86 -1.53 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 9.61, 0.85 1.00 0.80 33.94 4.41 41.75 33.66 Windward 8.00 0.85 1.00 0.80 33.94 4.41 41.75 33.GG Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- R.00f: 0.0 ft to 4.4 ft -0.90 -44.63 -7.3G Roof: 4.4 ft to 8.8 ft -0.90 -44.63 -7.30 Roof: 6.6 ft to 17.7 ft -0.50 -33.09 4.24 Roof: 17.7 ft to 24.0 ft -0.30 -27.32 i0,01 Along Ridge - Base Reactions - Wanly Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wal] -29.25 9c 2.81 .00 .00 ,0 -11..2 .0 Side Wall -38.86 160 oD 6.22 .00 24.9 .0 .0 Side Wall -38.86 160 .00 -6.22 .00 -24.9 .0 .0 Windward Wall 4.41 96 0.42 .00 .00 .0 -1.7 .0 Roof (0 to h/2) -44.63 23 -0.23 .00 0.98 .0 -6.6 .11 Roof (0 to h/2) -44.63 8 .00 -0.08 0.34 1.7 -3.2 -0.8 Roof (0 to h/2) -44.63 8 .00 0.08 0.34 -1.7 -3.2 0's Roof (0 to h/2) -44.63 29 -0.30 .00 1.25 .0 -11.3 .0 Roof (h/2 to h) -44.63 14 0.00 -0.12 0.60 1.2 -3.8 -0.8 Roof (h/2 to h) -44.63 14 .00 0.12 0.60 -1.2 -3.8 0.8 Roof (h/2 to h) -44.63 5 .00 -0.05 0.23 1.2 -1.5 -0.3 Roof (h/2 to h) -44.F3 5 .00 0.05 0.23 -1.2 -1.5 0.3 Roof (h/2 to h) -44.63 11 .00 -0.10 0.49 0.6 -2.0 -0.4 Roof (h/2 to h) -44.63 11 .00 0.10 0.49 -0.6 -2.0 O.4 Roof (h/2 to h) -44.63 4 .00 -0.04 0.16 0.8 -0.7 -0.2 Roof (h/2 to h) -44.63 4 .00 0.04 0.16 -0.8 -0.7 0.2 Roof (h to 2h) -33.09 50 .00 -0.32 1.62 1.9 1.5 0.3 Roof (h to 2h) -33.09 50 .00 0.32 1.62 -1.9 1.5 -0.3 Roof (h to 2h) -33.09 17 .00 -0.13 0.54 2.7 0.5 0.1 Roof (h to 2h) -33.09 .17 .00 0.13 0.54 -2.7 0.5 -0.1 Roof (h. to 2h) -"'3.09 4 -0.00 -C.03 0.14 0.2 0.8 0.2.. Roof (h to 2h) -33.09 4 .00 0.03 0.14 -0.2 0.8 -0.2 Roof (h to -1h) -33.09 i .00 -O.01 0.04 0.2 0.2 0.1 Roof (h to 2h) -33.09 1. .00 0.01 0.04 -0.2 0.2 -0.1 Roof 1>2 1 -27, ! 3O 0.i7 Gu 1.ei 0 4.6 .0 Roof (>2h) -27.32 13 -0.00 -0.07 0.36 1.1 2.8 0.6 Roc.` (>2h) -27.32 1.3 UtJ O.07 0.3E -1.1 2.8 -0.6 Roof i>2h) -27.32 9 .00 -0.06 0.24 1.2 1.9 0.4 Roof (>2h) -27.32 9 .00 0.06 0.24 -1.2 1.9 -0.4 Roof >2h) -27.32 29 0.18 .00 0.77 .0 6.5 .0 Roof (0 to h/2) -44.63 4 .00 -0.03 0.16 0.5 -1.3 -0.3 Roof (0 to h/2) -44.63 4 .00 0.03 Olif -0.5 -1.3 0.3 Roof (h/2 to h) -44.63 8 -0.09 .00 0.3F, .0 -1.6 .0 Roof (h to 2h) -33.09 1 0.00 .00 0.02 .0 0.1 .0 Roof (>2h) -27.32 2 .00 -0.01 0.05 0.3 0.6 0.1 Roof (>2h) -27.32 2 .00 0.01 0.05 -0.3 0.6 --0.1 ------------------------------------------------------------------------------------- Total .00 916 2.99 0.00 14.15 -0.0 -29.1 -0.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -29.25 9E 2.81 .00 .00 .0 -11.2 .0 Side Wall -38.86 i60 .00 6.22 .00 24.9 .0 .0 Side Wall -38.86 160 .00 -6.22 .00 -24.9 .0 .0 Windward Wall 4.41 96 0.42 .00 .01.) .0 -1.7 .0 ------------------------------------------------------------------------------------- Tota1 .00 512 3.23 .00 .00 .O -12.9 .0 3;iong Ridge - Pe S* k2oact?or�z> - Walls-Rolf Description Press Area Fx Fy Fz Mx My Mz psf ft12 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 8.05 96 -0.75 .00 '00 .0 3.1 .0 Side Wall -1.53 i60 .00 0.24 .00 1.0 .0 .0 Side wall --1.53 160 .00 -0.24 .00 -i.0 .0 .0 Windward Wall 41.75 96 4.01 .00 .00 .0 -16.0 .0 Roof (0 to h/2) -7.30 23 -0.04 .00 0.1E .0 -1.1 .0 Roof (0 to h/_^) -7.30 8 .00 -0.Oi 0.06 0.3 -0.5 -0.1 Roof (0 to h/2) -7.30 8 .00 0.01 0.06 -0.3 -0.5 0.1 Roof (0 to h/2) -7.30 29 -0.06 .00 0.20 .0 -1.8 .0 Roof (h/2 to h) -7.30 14 0.00 -0.02 0.10 0.2 -O.6 -0.1 Roof (h/2 to h) -7.30 14 .00 0.02 0.10 -0.2 -0.6 0.1 Roof (h/2 to h) -7.30 5 .00 -0.01 0.04 0.2 -0.2 -0.'. Roof (h/2 to h) -7.30 5 .00 O.Oi 0.04 -0.2 -0.2 0.1 Roof (h/2. to 11) -7.30 it .00 -0.02 0.06 ii.i -0.3 -0.1 Roof (h/2 to h) -7.30 11 .00 0.02 0.08 -0.1 -0.3 0.1 Roof (h/^_ to h) -7.30 4 .00 -0.01 0.03 0.1 -0.1 -0.0 Roof (h/2 to h) -7.30 4 .00 0.01 0.03 -0.1 -0.1 0.0 Roof (h to 2h) 4.24 50 .00 0.04 -0.21 -0.2 -0.2 -0.0 Roof (h to 2h) 4.24 50 .00 -0.04 -0.21 0.2 -0.2 0.0 Roof (h to 2h) 4.24 17 .00 0.02 -0.07 -0.3 -0.1 -0.0 Roof (h to 2h) 4.24 17 .00 -0.02 -0.07 0.3 -0.1 0.0 Roof (h to 2h) 4.24 4 0.00 0.00 -0.02 -0.0 -0.1 -0.0 Roof (h to 2h) 4.24 4 .00 -0.00 -0.02 0.0 -OA 0.0 Roof (h to 2h) 4.24 1 .00 0.00 -0.01 -0.0 -0.0 -O.0 Roof (h to 2h) 4.24 1 .00 -0.00 -O.01 0.0 -0.0 O.G Roof (>2h) 10.01 30 -0.07 .00 -0.30 .0 -1.7 .0 Roof (>2h) 10.01 13 0.00 0.03 -0.1.3 -0.4 -i.0 -0.2 Roof (>'-h) 10.01 13 .00 -0.03 -0.13 0.4 -1.0 0.2 Roof (>2h) 10.01 9 .00 0.02 -0.09 -0.4 -0.7 -0.2 Roof (>2.h) 10.01 Roof (>2h) 10.01 Roof (0 to h/2) -7.30 Roof (0 to h/2) -7.30 Roof (h/2 to h) -7.30 Roof (h to 2h) 4.24 Roof (>2h) 10.G1 Roof (>2h) 10.01 Total .00 9 .00 -0.02 -0.09 0.4 -0."; 0.2 29 -0.07 .00 -0.28 .0 -2.5 .0 4 .00 -0.01 0.03 0.1 -0,2 -0.0 4 .00 0.01 0.03 -O.i -0.2 0.0 8 -0.01 .00 0.06 .0 -0.3 .0 1 -0.00 .00 -0.00 .0 -0.0 .0 2 .00 0.00 -0.02 -0.1 -0.2 -0.1 2 .00 -0.00 -0.02 0.1 -0.2 0.1 ---------------------------------------------------- 916 2.99 0.00 -0.59 -0.0 -29.0 -0.0 Along Ridge_- Base Reactions - Walls Only -CCpi. Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall 8.09 96 -0.78 .00 .00 .0 3.1 .0 Side Wall -1.53 160 .00 C.24 .00 1.0 .0 .0 Side Wall - .53 160 .OG -0.24 .00 -1.0 G Windward Wall 41.75 96 4.01 .00 .00 .0 -16.0 .0 ------------------------------------------------------------------------------------- Total .00 512 3.23 .00 .00 .0 -12.9 .0 Along F*id e - Base Reactions - Walls+Rf-',cf MIN Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 96 0.92 .00 .00 .0 -3.7 .0 Roof (0 to h/2) 4,80 5 0.03 .00 .00 .0 -0.2 .0 Roof (0 to h/2) 4.90 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/21 4.80 7 0.03 .00 .00 .0 -O.3 .0 Roof (h/2 to h) 4.80 G 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/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/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 .00 AO .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 OG .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (n to 2h) 4.80 0 0.00 .Ofi .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) 4.8u 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 7 0.03 .00 .00 .0 -0.3 .0 Roof (>211) 4.80 0 .GO .00 .00 .0 0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 9.80 0 CO .00 .00 .0 .0 ,0 Roo_` (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 1 0.03 .00 .00 G -0.3 .0 Roof (0 to h/2) 4.80 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/2 to h) 4.80 - 0.01 .00 .00 .0 -0.1 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 .0 Roo: (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof ------------------------------------------------------------------------------------- (>2h) 4,80 0 .00 .00 .00 .0 .0 .0 Tota1 .00 124 1.05 .00 .00 .0 -4.8 .0 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (Ail), h/1- 0.44 Note (2) %= Along Building ridge., Y = Normal to Building Ridg=, Z = Vern.(- -al -Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) Area* = Area of the surface projected onto a vertical plane normal :,o wind. Total. base reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi -0.0 5.7 17.0 36.4 -0.0 -0.o Normal to Ridge Walls Only +GCpi .0 6.0 .0 24.0 .0 .0 Normal to Ridge WaJ.IS+Roof -GCpi. -0.0 6.3 -0.8 28.3 -0.0 -0.0 Normal to Ridge Walls Only -GCpi. .0 6.0 .0 24.0 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 8.5 .0 .0 Along Ridge Walls+Roof +GCpi 3.0 0.0 14.1 -0.0 -29.1 -0.0 Along Ridge Walls Only +GCpi 3.2 .0 .0 .0 -12.9 .0 Along Ridge Walls+Roof -GCpi 3.0 0.0 -0.6 -0.0 -29.0 -0.0 Along Ridge Walls Only -GCp.i 3.2 .0 .0 .0 -12.9 .0 Along Ridge Walls+Roof. MIN 1.1 .0 .0 .0 -4.8 .0 Notes Applying to HW-FRS Reactiows: Note (1) Per Fig 27.4-1, Note 9, Use areater of Shear calculated with or without roof. Note (2) n= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures or, Walls - 9.6 psf and Roof = 4-.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (i.ncl. OH Top) = 400.24 sq. ft Wind Pressure on Components and Claddir;g t�F t�L IIot ( \t':ills If,a Hip Rory!" :a _ t- Width of Pressure Coefficient Zone "a" _ - 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- Roof 1 3.17 3.17 10.0 1 0.50 -0.90 35.62 -49.21 Roof % 3.1, 3.17 10.0 - 0.50 -J.70 15,62 -76.33 Roof 3 3.17 3.17 10.0 3 0.50 -1.70 35.62 -76.33 JOB ��,, �� ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY DATE 3363 NE 163R0 STREET, SUITE 701 �4 `—G "4� 6• X 24�� , ...(o o ? �, 0 6 a p • Yc .. ARBAB- ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163" STREET, SUITE 701 27 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 fvfL 4itP-)156Z (0 C . Tf-)B . 1e:A14 JOB t?,ft I 04A �TPG S SHEET NO. OF CALCULATED BY _ DATE - CHECKED BY DATE SCALE _ U'�/fT- LOAD = Ao4-All t :-2, $r-b I- 2, gZsx-*:5 2!42 4,sk t/S,� .G� ^ p XQ-�^ �is 2•� r`v.dL. ColLr.�t .�2 �Ol.[�1y�S. JOB- .__ --- - ------ -- ARBAB ENGINEERING, INC. SHEET NO, OF CONSULTING ENGINEERS CALCULATED BY DATE 3363 NE 163m STREET, SUITE 701 �� N. MIAMI BEACH, FLORIDA 33160 CHECKED-EY DATE (305) 940-3086 • FAX: (305) 940-3273 SALE 4�t1 0 I , A Pit- wva to CIO X t 0 ---- _ k- z h� 3 4q .g �.. � 6 itx 8 0►5)5 4? p y 4c. o f� S, j= vrj�' G c X 2 Joe z /YIc ..X �� .. J. tc' 3 c •1L. ARBAB ENGINEERING, INC. JOB P�� SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY DATEj/21p- 3363 NE 163"° STREET, SUITE 701 L•es. N. MIAMI BEACH, FLORIDA 33160 CHECKED EY DATE (305) 940-3088 - FAX: (305) 940.3273 SALE cyEe-K Ae7UAi- cool tp4 co.4jd-j-ro• 04-/fT"! 4c4X10 = 40g0 * f 4 L1 09XJ ✓,44V/4-, 0 4-0 )tJ M PAOTA"l- ez L n 2,P 20 3 V7 )t A, 47 12- )2- 1 V ) WO-� 4 µor or Co N C . . to S710 - (p . Z lc 1 s % �.. o 1Qr v ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163-' STREET , SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 ^ FAX: (305) 940-3273 yto D� WAI-ri SfD -. 1 Pta'JE I 'r I wFl-blE y f �3vvjs . F-711T, 4Y'0 Ajv v✓12 - �� 41F 'T1 f 12 d Bo 1�/s cor-/-JA a,utvaA JOB f�Ap#�%P. L&4_'____._ SHEET NO. OF CALCULATED BY DATE U22h-7 CHECKED BY DATE SCALE o i o o 4 V 3 X 4c4o 2b �o Zx �.Sx'bh jc%., ( 3 6vV S Z" h )W X4 egg kV" N- JOB ARBAB- ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163�" STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3066 • FAX: (305) 940-3273 CZ) ys" 7Wi 4'k Pt�.1 L� I tl iIf% r POE- A40 Pulip- wFc.v=A `jy ' cf 44,%'f N,5. F#4ao lr �3vvjs. 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OF CALCULATED BY _ , DATE-[ 23W a CHECKED BY DATE SCALE o o Toga L. h ,X4= x4 L,p wM N T i %1• v 01 IE- D% o e AA1C,4 01411 1/19/2017 Florida Building Code Online WS Home Log In User Registration Hot Topics Submit Surcharge slats & Facts Pubilcations FBC Staff acts Site Map Links Search d b p r ` s; Product Approval 1 � USER: Public User 2r" d, .1,A n ,.LLa�a > . , Ai}'�i,��t gun 5.-a,.. � > :. -s+brn . _ > Application Detail Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL16294-R2 Revision 2014 Approved Nu-Vue Industries Inc. 1055 E 29th street Hialeah, FL 33013 (305) 694-0397 vtolat@sbcglobal.net Maria Guardado vtolat@stKglobal.net Structural Components Wood Connectors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Vipin N. Tolat PE-12847 National Accreditation & Management Institute 12/31/2017 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received �Z.i629» R�_TGi s�42.�5:.su�f Standard Year AISI S100 2010 ASTM D1761 2006 NOS 2012 httpsJ/www.floridabLildirx.org/pr/pr ppp dd.aspx?param=wGEVXQwtDgsNc735fObMioeamUi2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 1/3 16294 7 NVSTA, NVHTA Tables 20 and 21 14 Gage Single and Double Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes F1i629 2 i1 =con li 49.P Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 httpS:lAvww.floridatLilding.orglpr/pr_app dtl.aspx?param=wGEVXQwiDgsNc735fObMioeamUi2H6Ua5RMbdlbKpWgrjiiCOd%2haiQ`Yo3d%3d 213 1/19/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/31/2015 09/01/2015 09/07/2015 10/16/2015 Summary of Products_ __ FL # Model, Number or Name 16294.1 AB5, A87, NVHC 37, Tables 16 and 17 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.2 -- Description 18 gage angle Clips and 5 way grip clip Installation Instructions FL16294 R2 IT scanaa-_c ;,f,f Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE r-ar,0349.:)df Created by Independent Third Party: Yes NVBH 24and NVUH 26, Tables 2 Joist hangers and 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.3 NVHCR, NVHCL, NVSTA, NVHTA Tables 9,10,11 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: i 16294.4 NVJH, NVSO Tables 12 and 13 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.5 NVRT, Table 4 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.6 NVSNP3, NV 3S8, NV 458, Tables 6,7,8 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294 R2 Ii scan0349.n f Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scar<0 �a9 oaf Created by Independent Third Party: Yes 18 gage Hurricane clips and 14 gage single and double straps Installation Instructions 1`1-162Q4 R2 U s_r-_Fin-'4c._t1 f Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL 1:52°4 P2 AE_ scare i 4 .pQ Created by Independent Third Party: Yes 18 Gage and 16 Gage Joist hangers Installation Instructions FL16294 R2 UI_SCa_ 34g, of Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16-,91 P2 AE �can.03i9 ,c° Created by Independent Third Party: Yes 14 Gage Flat and twisted rafter ties Installation Instructions FL1629 R2 II_ScanU3491 Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE Scan 349. df Created by Independent Third Party: Yes Skewed Nail Plate and 14 Gage double straps Installation Instructions Fi.16294 R2 II «3n!l'49.Ddf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third. Party: Yes Evaluation Reports FL:6294 R % AE scan03 9 -tLf Created by Independent Third Party: Yes 1/192017 Florida Building Code Online Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL,1F294 R2 AE ccar:0349.odf Created by Independent Third Party: Yes 16294.8 NVTA, NVTAS, NVTH, NVTHS, 14 Gage Truss anchors wood to concrete Tables i and 5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FI I --4.�[c1 scan0 4� ydff Approved for use outside. HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: fLjr 9- P J_ AE scaji aq.ndf Created by Independent Third Party: Yes 16294.9 NVTHJ and IKE, Tables 18 and 19 12 Gage Truss and Hip & Jack Hangers and 20 gage Stud Plate ties. Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 16294.10 NVTP, NVTPH, NVHC Tables 14 and 15 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes. Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions Fl_16294 R= H scab .349. f Verified -By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE can0_a .ur.1f Created by Independent Third Party: Yes 20 gage Top Plate anchors and 18 gage Hurricane Clips Installation Instructions _ Fi 16294 R2 cane=49.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports Created by independent Third Party: Yes e—_ Contact I15 :: 2601 Blair Stone Road. Tallahassee FL 323 Phone; 850-487-18 4 The State of Florida is an AA/EEO employer. COOyridht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487, 1345.. •Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addressesare public record. If you do not wish to supply a Personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee underthapter 455, F.S., please dick her Product Approval Accepts: e.i Q C4LIY1 '.1tbL'ILICS"r https:lAvww.floridabUlding.orgipr/pr_app M-aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOdelo2baiQ%3d%3d 313 Am= VIPIN N TOLAT, P.E. VV 15121 1,811tu-n Creck Lane, Houston, TX. 77068-3333 TEL- 281-444-9183 Fax: 281-444-9184 Email. LAAI A L_ U ENCINEER'S I'VALU:xTION REPORT. N N1:0413 CATRA)RN: SLruciuval � .10,:B CATEGOR'V: ("olimmor�, REPORT HOLDF`R� \iLIVUL: indu�tri� Inc: ik: k 111 Fax: 3(1)5_(,()_,,_1)_-,,3,; 1.11 EVALUATION SCOPE: Complizilice \v;Ih 201 (; I lorija Bulichili-v Cocic- Ruddiflu, and ReI&I-10,9L 2.0 PROM CA* ffl.:�clzl PTiOX: Nct,";. -`1 ol,thl� I-epol-t I'Or Pl-OdUk:i I'M111C, "he (IMLI-anisand the J110.,v7 ble load'. TM NTRUCTURAL SPF".CIFICA NS L SIM skill C(,111,01,111 i() as N, AS; al ol1N_) 1000; mile. s, ot I rcci,,:s -es Lin loads for I er A1fl11 11C 1Id.jLI-zlCd per NDS 2005. 4. Allovuble ullliit k),)"is 11Ck2il adjusted IM' 10,ld duration k.,cwr UD (,I, I b. , Alkm LINC Lrm W, loaj,, hzl,� k: NI-QI-1 ad.juslcd Ior CD values of 5 and I .��; I . 1 tcibie 2.3.2 oi'N Dy 2_005. OCtil n IUaCis (10 110f HICILICIC _32""O :HIICI_12,11.';" Cm. 0() si. Concrcit, Groul vli 5. 'Conci-cicin \ wilcl'AL, IMISOIII*\ :hall I 5"no psi. concreic nnias( ,,:oillniv vith .\STNI CW). 6. Combined load ofl,ph Il. _tJ mid I shall sauslN the CLIM160,11. i L2 ,\CUMI UnIll't 'Actu,i Allo\N'Ible IJI)IIII Alio\%ab,)� I'l Allowable L_, 4.0 INSTAis A. � FION llldwlnc� Caullo-�. 1*11c 1111"Orman, ii Ili ih15 rt:porl st"BMITTED: 0 EVI DEN, C V :-Ilblllilucd h-, ilrodtwt I"-1111u, hi,c. 01"T; .\t,2c -W 0 t1N, Vipin Product Fest ii,'Test lah Date tested Tested V11 I T h 0 7 1 11 V\" 4 8 011-45CM PT i V 'T. X X.1; 0 1 'T it I - it 4 "R c 16 F I Ll 2 S ()4 -41996 P I & I S-k)OD 1 -,-0 PNI 1 89 Page 3, 10 DE SIGN: I , idk)�\ilhlc ioads �11,111 no" the in IN, are bawd tail Alo"We stress deign per XAS. nptcilt C,! \%00d MCM)N:r, k not 2,1\ cl-c"i [Ilis rcipor,- -Ailw%,ihic hoids sh--d! 1101 dhcc-apaciti ol"'.woJ chc,:!xd b� Lwgink2,:r Ari--huk:�:l ol 1-CCOT-d 3. CAIUMOMS af-C M (EDITIONS OF USE: NuVuc inhhuivs nwud anwatrA in %\ith ol. arC >uitd)IC ahorl1:0c P, S,:Clioll 1 Myn knin must he Ins thin lhc Ao"Adc had, W!"O in A 10 UhkOf fills repon. , 'I 3. d an.d in :!ccord.ance " A this repor! wild the immkinN 1 Mum an ercd by this report an mamthmured b) Nuuc Ndmu4s he ill I 151cah. Hof -Al Under it ymidy conlrol programn ,pith il"Spectit'lls Inc ha%ini:, Smitc k)ITlurid i licciisc ;-- 01 *A 1 oz- Fhwida P.E. 4 12847 4115/201.; oil jLen g t h; 20, V T A I IN V T A S 116 4, er wt 1 t Sin 1-2 _;row Sro.)s cn s r� !.5 2 -Note: C Cr r-110rt! noils Pul =trcp. us_ --Out)!c lross to- dc,jble stroa for 311 Loans Cr(rt =; um. ct!e 2 2 2L38 L,6 �26 5 2 C 130 12 1 F. 3 N, C) " e s: L --,'A OS LOCO DOWNWARD LOAD 0 AD N VJ H 6! N 0 i e:; n I LCAE Pna C, jGGUGa (i r� "rj- _ v i ii t'.I— 12 • ��. 11 ids: h'i-» _. j �- i [r':' -:8 I 1= I 1 y/ 1 4>r,T— ziJ 1 i TABLE >. '•: VK E Wood to VJc;ol- Ind `—c�SttenerS TOTALI ,fl BCCn� � rla 12S 7 i,Ai�,, G Ties 1 "d�iR7 .'doc.i 5 L5 iJ OCS: �-- :.peci` :hick: woos mgrr;;f rb. _. 1raficotes rin n! .,ai; ic,:h ;;u od rile ;,c er. 17W topcons snll be em_ _aa_a cmi.',t-r;,m c! or wlin __ r �._ i zr •rG .�. IT d �n ,G _ r.. _ve _ mr. etlrz'Jisbenv_ arc rrxr,rnur�: :Sere., spcc g or Use .^•rlv ir. tJ.. — .\i:a_ b. Fcr Up:rh St,ads _p=1_o i •ram • J ! fi hJ '` i'1 i_F H ConrecteG Connec;cC � 1 LENGTH ! ! .. '�'+t04ati", -, .. = '-mac =,..r- 2,�' Wn. rage di,L'nco i, concrete fil!ea mesoncry a. o❑ _ efe .. �eom 2"d Sew CALCULATIONS Project: Palmer Residence 515 Grand Concourse Miami Shores, Florida Architect: Mark A. Campbell Date: 08/25/2016 Additional Calculations �BaR q :� ��P' • �C E NS ��y'"% Date: 01 /24/2017 Nosso STATE OF P • 67 All computations and written materials herein constitute original work-, k* • •:ORIO . • �, of the engineer and may only be duplicated with the written consent./ANAL ARBAB ENGINEERING, INC. DESIGNED BY: CONSULTING ENGINEERS ALI ARBAB 3363 NE 163 STREET, SUITE 701 FL P.E. NO. 35460 NORTH MIAMI BEACH, FLORIDA 33160 1 PHONE NO. (305) 940-3088 FAX. NO. (305) 940-3273 1`�4l EB NUMBER: 0007488 PE N0. 35460 iriwCCt n L11" Z-`iv v 4. 4. 1 . v Nvz!4-.L v Date 1/18/2017 Project No. Company Name Arbab Engineering, Inc. Designed By of Address 3363 NE 163rd Street #,Oi Description Carport roof addition Palmer P City North Miami Beach Customer Name: hark Campbel State Florida Proj Location North Miami Beach File ' ca"i,;<.. \` uiil'JEE_4.l F uJLt_1 ;f'ALl:Ek L., i _ it AM. t3.A.) i,Cll .t i. is ,P liner carp,.rt .r"f . wnd :.^.taut Parameters, Dl rect_cnal Procedure All He,chts Bu:.1 ,-n.G (Ct L, hart l; Basic Wind Speed(V) = 175.00 mph Sr.ructural_Category = it Exposure Category = Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional, Factor = G.8F Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am - 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.12 ;min = 7.00 ft Pitch of Roof - 2.5 : 12 Slope of Roof(Theta) = 11.77 Deg h: Mean Roof Ht = 8.8? ft Type of Roof = HIPPED RHt: Ridge Ht = 9.67 ft Eht: Eave Height. = 8.00 ft OH: Roof Overhang at Eave= .00 "t Overhead Type of! .! soffit Bldg Length Along Ridge = 20.00 ft Bldg Width Across Ridge= 12.00 ft Length of nipped -Ridge i0.00 ft €oof Slope on Hip End = 13.40 Deg Gust Factor Calculations GUStl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 ._ r_rt1 'j .. t'. •,'tA'e ._ .. T(2(,.:__.�F _ _.� Zm: 0.6'Ht = 7.00 ft lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63x((R+Ht)/I. rr)^n.f,)) o,.5 - n-y,; Gu3t2: 0.925*((L+1..7*.izm*3.4*Q)/(1+1.7'3.4'lzm)) 0.91 ,;at. .'a-, for _it-n Not a Flexible Structure use the Lessor of Gustl or Gust- 0.85 Table 26.11-= Intarnal Pressure Coef,.i�ients for Buildinaz, Carpi GCPi . Internal Pressure Coefficient=-+/-0.`__ Reduction Factor for Large Volume Buildings, Ri Aoc: Total Area of Openings in Bldg E::velope = 00 ft^2 Vi: Unpartitioned Internal Value = .00 tt^3 Ri: 0.5';(l+/(1+(Vi/(2290C*Aog))^C.5?)(Egr:. 6-16) Notes: 1) +GCpi = +0.55 Ri Notes: 2) -GCpi = -0.55 * Ri Wind Prersurs ?lain Wired Force Resisting System (MIFRS) - Rao. Fi4uie: 2-1.4-1 1 Kh: 2.01*(Ht/Zg)^(2/Alpha) 1.03 Kht: Topographic. Factor (Figure 6-4) - 1.00 Qh: .00256'(V)'2*I'Kh'Fht'Kd = 41..1.9 psi. Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 400.29 ft`--- Reduction Factor based on Roof Area = 0.88 MW7'RS-Wall Prasnuras :'or wir i t:crmal. to 23 .. �xl,. (Normal .. Ridge) All rreq::ores shcwu are; b.3y l ,ap<;:'t AS^ Fecirlr, with 1 Lci:. &-'o- ,t r Wall Cp --------------- ------ Leeward Wall -0.50 Side Walls -0."0 Pressure Pressure +GCpi (psf) -GCpi (psf) ---------------------- -40.16 5.15 -47.1"? -1.85 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-Gcpi ------------------------------------------------------------------- Windward 8.00 1.03 1.00 0.80 41.19 5.30' 50.67 45.52 Roof.Location ----------------------------- Windward - Min Cp Windward - Max Cp Leeward Norm ro Riche Hipped End (.00 to 9.42 ft.) Hipped End (4.42 to 8.8 `t) Hipped End (8.83 to 16.00 ft) Overhang Bot (Windward only) Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ----------------------------------------- --i.00 -57.67 -12.36 -0.18 -28.96 16.35 -0.58 -42.96 2.35 -1.02 -58.20 -12.89 -0.8i-$f,.66 -0.59 -43.47 1..84 _.FO 28.Oi 2,,.01 Normal to Ridge - ease Reactions - Wai'srRoof +GCpi Description Press Area Fx Fy Fz ------------------------------------------------------------- psf ft^2 Kip Kip Kip Leeward Wall -40.1.6 l00 .00 6.43 Ao. Side Wall -17.17 96 -4.53 .00 .00 Side Wall -47.17 96 4.53 .00 .00 Windward Wall. 5.36 160 .00 0.86 .00 Roof Windward -57.67 92 .00 -1.06 5.19 Roof. Leeward -42.9,i 92 On 0.51_ Roof Windward -57.61 45 .00 -0.53 2.54 Roof Leeward -42.96 45 .0 0.39 1.89 Roof End (0 to h/2) -58.20 8 0.11 .00 0.44 Mx My Mz K-ft K-ft K-ft ---------------------- .0 .c 0 18.1 .0 .0 -18.1 .0 3.4 .0 .0 5.8 .0 .0 -4. 3 .0 u 13.4 .0 .0 2.3 4.0 -0.6 Roof End (0 to h/2) -58.20 8 -0.11 .00 0.44 2.3 -4.0 0.6 Roof End (h/2 to h) -50.86 14 0.17 0.00 0.70 I.% 4.3 -0.3 Roof. End (h/2 to h) -50.86 14 -0.17 .00 0.70 1..2 -4.3 0.3 Roof End (h/2 to h) -50.86 7 0.09 .00 0.36 0.7 3.3 -0.2 Roof End (h/2 to h) -50.86 7 -^„ 09 .00 0.36 0.7 -3.3 0.2 Roof End (h/2 to h) -50.86 4 0.05 -0.00 0.21 -0.1 1.2 0.0 Roof End (h!2 to h) -50.86 4 -0.0E; .00 0.2i -0.1 -i._ -0.0 Roof End (h/2 to h) -50.86 2 0.02 .00 0.08 -0.0 0.8 0.0 Roof End (h/2 to h) -50.8C - -0.02 .00 0,08 -0.0 -0.8 -0.0 Roof End (h to 2h) -43.47 14 0.14 .00 0.60 -2.3 5.4 0.6 Roof End (h to 2h) -43.47 14 -0.14 .00 0.60 -2.3 -5.4 -0.6 OH Bot Windward 28.01 40 .00 .00 1.12 7.8 .0 .0 Roof End (0 to h/2) -58.20 3 0.03 .00 0.14 0.6 1.0 -0.1 Roof End (0 to h/'2) -58.20 -0.02 .00 0.14 0.6 -1.0 0.1 Roof End (h to 2h) -43.47 Ii 0.12 .00 0.48 -1.2 -_.1 0.3 Roof. End (h to 2h) -43.47 1i -0.12 .00 0.48 -:1'.2 -3.1 -0.3 ------------------------------------------------------------------------------------- 'fotal. .00 952 0.00 6.87 20.65 44.2 -0.0 -0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -40.16 160 .00 6.43 .00 25.7 .0 .0 Side Wall -4'/.17 96 -4.53 .00 .00 .0 18.1 .0 Side Wall. -47.17 96 4.53 .00 .00 .0 -16.i .0 Windward Wall 5.36 1.60 .6C, 0.86 .00 3.4 , .0 ------------------------------------------------------------------------------------- Total .00 512 .00 7.28 .00 29.1 .0 .0 Noru�,l to x`i d H2 l:-Actions Wal.1s4P:00r_Cpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall- 5.15 160 .00 -0.82 .00 -3.3 .0 .0 Side Wall -_-.85 96 -0.18 .00 .00 .0 0.7 .0 Side Wall -1.85 96 0.18 .00 .00 .0 -0.7 .0 Windward Wall 50.=7 160 .00 .11 .110 32.. 0 A Roof windward 16.35 92 .00 0.31 -1.47 -1.6 .0 .0 Roof Leeward 2.35 92 .00 - .04 -0.21 0.2 .0 .0 Roof Windward I6.35 45 .00 0.15 -0.72 -3.8 ,0 .0 Roof Leeward '.3s 45 .00 -O.u2. -O.io 0.5 .0 .0 Roof End (0 to h/2) -12.89 8 0.02 .00 0.10 0.5 0.9 -0.1 Roof End (0 to h/2) -12.89 8 -0.02 .00 0.10 0.5 -0.9 0.1 Roof End (h/2 to h) -5.55 14 0.02 0.00 0.08 0.1 0.5 -0.0 Roof End (11/2 to h) -5.55 14 -0.02 .00 0.08 0.1 -0.5 0.0 Roof End (h/2 to h) -5.55 7 1.01 AC 0.04 0.'_ 4 -0.0 Roof End (h/2 to h) -5.55 7 -0.01 .00 0.04 0.1 -0.4 0.0 Roof End ,h12 to h) -5.55 4 0.01. -0.00 0.02 -0-0 0.1 0.0 Roof End (h/2 to h) -5.55 4 -0.01 .00 0.02 -0.0 -0.1 -0.0 Roof End (h/2 to h) -5.55 - 0.00 (;0 0.01 -0.0 0:1 0.0 Roof End !1h/2 to h) -5.55 2 -0.00 .00 0.01 -0.0 -0.1. -0.0 Roof End (h to 2h) 1.84 14 -0.01. .00 -0.03 0.1 -0.2. -0.0 Roof End (h to 2h) 1.84 14 0.01 .00 -0.03 0.1 0,? 0.0 OH Bot Windward 28.01 40 .00 .00 1..12 7.8 .0 .0 Roof End (0 to h/2) -12.89 3 O.Ol .00 0.03 O.i 0.� -0.0 Roof End (0 to h/2) -12.89 3 -0.01 .00 0.03 ().1 -0.2 0.0 Roof End (h to 2h) 1.84 1i --0.00 .00 -0.02 0.1- -0.1 -0.0 Roof End (h to 2h) 1,84 11 0.00 .00 -0.02 0.1 0.1 0.0 --------------------------------------------------------------------------------------- Total. .00 952 -0.00 7.67 -0.92 34.3 -0.0 -0.0 Noma L to Ricdg? - Base Reactions - ;N:alls Ori1� -CG'pz Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wail 5.15 160 .00 -0.82 .Oil -3.3 .0 .0 Side Wall -1.85 96 -0.18. .00 .00 .0 0.7 .0 Side Wall -1.85 9� 0.18 .00 .00 .0 -0.7 .0 Windward Wall 50.67 160 .00 8.il .00 32.4 .0 .0 ------------------------------------------------------------------------------------- Total .00 512 .00 7.-e .00 29.1 .0 .0 Nox-mal to Pica e, - Base i'teacti ons --- Wai.is+RUC. MIN Description Press Area* Fx Fy Fz Mx My Hz psf ft^2- Kip. Kip Kip. K-ft K-ft K-ft ------------------------------------------------------------------------------------- Wind,ard Wall 9.60 160 .00 1.54 00 6.1 .0 .0 Roof Windward 4.80 19 .00 0.09 .00 0.8 .0 .0 Roof Leeward 4.80 19 .00 0.09 OO 0.8 .0 .0 Roof Windward 4.80 9 .00 0.04 .00 0.4 .0 .0 Roof Leeward 4.80 9 .00 0.04 .00 0.4 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof. End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/'_ to h1 4.80 0 .00 I:i.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (.h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 GO .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2h) 4.90 0 .00 .00 .00 .0 .0 .0 Roof. End (h to 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 O.C. Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0,0 Roof End (.h to 2h) 4.80 0 C0 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------- Total .00 216 .06, 1.80 .00 8.5 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base talcs on Mean Ht Note (2) Wall & Roof Pressures = Qh'(G'Cp - GCPi) No:e (3) +GCpi = Posit-ve internal Bldg Press, -GCPi. = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or. - GCPi) Noee (5) Hipped ends considered as parallel to ridge for all theta. No-e (6) Ref Fig 27.4-1, Normal tc Riche (Theta>=10), Theta= 11.8 Deg, h/l= 0.44 Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (8) X= Along Ru.ilding ridge, . = Normal to Building Ridge, Z = Vertical. Note (9) MTN = Minimum pressures on Wails = 9.6 psf and Roof = 4.8 psf No(:e (10) Area' - Area -of the suriace projected onto a vertical plane normal to wind. MKFR,S-Wall Pressures for Wind Normal to 12 f,+ wall (ASony- Ridipc- Wall Cp Pressure Pressure --------------- ------ +GCpi (psf) ----------- -GCpi ----------- (psf) Leeward Wall -0.37 -35.49 9.82 Side Walls -0.70 -47.1% -1.85 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 9.67 1.0. 1.00 0.80 41.19 5.36 50.67 40.85 Windward 8.00 1.03 1.00 0.80 41.19 5.36 50.67 40.85 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 4.4 ft -0.90 -54.17 -8.86 Roof: =.4 ft to 8.8 ft -0.90 -54.17 -8.86 Roof: 8.9 ft to 17.1 ft -n,50 -40.1F 5.15 Roof: 17.7 ft to 24.0 ft -0.30 -33.16 12.15 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward wall -35.49 96 3.41. .00 .00 .0 -13.6 .0 Side Wall -47.1] i60 .00 7.55 OG 30.2 .0 .0 Sid? Wall -47.17 160 .00 -7.55 .00 -30.2 .0 .0 Windward Wall 5.36 96 0.51 .00 .00 .0 -2.1 .0 Roof (0 to h/2) -54.17 23 -0.28 .00 1.19 .0 -8.0 .0 Roof (0 to h/2) - 4.17 8 .00 -0.10 0.41 2.1 -3.8 -0.9 Roof i0 to h/2) -54.11 8 .00 0.10 0.41 -2.1 -3.8 CI.Q Roof (0 to h/2) -54.17 29 -0.36 .00 1.52 .0 -13.7 .0 Roof (h/2 to h) -54.17 14 0.00 -0.i4 0.73 1.5 -4.6 -0.9 Roof (h/2 to h) -54.17 14 .00 0.14 0.73 -1.5 -4.6 0.9 Roof (h/2 to h) -54.17 5 .00 -0.07 0.28 1.4 -1.8 -0.4 Roof (h/2 to h) -54.17 5 .00 0.07 0.28 -1.4 -i.8 0.4 Roof (h/2 to h) -54.17 it .00 -0.12 0.60 0.7 -2.4 -0.5 P.oef (h/2 to hi -54.17 11 .00 0.12 0.660 -0.7 -2.4 0.5 Roof (h/2 to h) -54.1"1 4 .00 -0.05 0.20 1.0 -0.8 -0.2 Roof (h/:' to h) -54.17 4 .00 0.05 0.20 -1.0 -0.8 0.2 Poot (h to 2h) -40.16 50 .00 -0.39 1.97 2.4 1.6 0.4 Roof (h to 2h) -40.16 50 .00 0.39 1.97 -2.4 1.8 -0.4 Roof (h to 2h) -40.16 17 .00 -0.16 0.66 3.3 0.66 0.1 Roof (h to 2h) -40.16 17 .00 0.16 0.66 -3.3 0.6 -0.1 Roof (h to 2h) -40.16 4 -0.00 -0.03 0.18 0.2 0.9 Roof (h to 2h) -40.16 4 .00 0.03 0.18 -0.2 0.9 -0.2 Roof (h to 2h) -40.16 1 .00 -0.01 0.05 0.3 0.3 0.1 Roof (h to 2h) -40.16 3. .00 0.01 0.05 -0.3 0.3 -0.1 Roof (>2h) -33.16. 30 0.23 .00 0.98 .0 5.60 Roof (>2h) -33.1.6 13 -0.00 -0.09 0.44 i.3 3.4 0.7 Roof (><^h) -33.1.6 13 .00 0.09 0.44 -1.3 3.4 -0.7 Roof (>2h) -33.16 9 .00 -0.07 0.29 -1.4 2.3 0.5 Roof (>2h) -33.16 9 .00 0.07 0.29 -1- 4 .^_.3 -0.5 Roof (>2h) -33.16 2-9 0.22 .00 0.93 .0 8.4 .0 Roof (0 to h/2) -54.1.7 4 .00 -0.04 0.19 0.6 -1.6 -0.3 Roof (0 to h/2) -54.17 4 .00 0.04 0.19 -0.6 -1.6 0.3 Roof (h/2 to h) -54.17 8 -O.10 .00 0.43 .0 -2.0 .0 Roof (h to 211) -40.16 0.01 .00 0.02 .0 O.i .0 Roof (>2h) -33.16 .00 -0.02 0.07 0.4 0.7 0.2 Roof (>211) -33.16 2 .00 0.02 0.07 -0.4 0.7 -0.2 ------------------------------------------------------------------------------------- Total .00 916 3.63 0.00 17.17 -0.0 -35.3 -0.0 Along Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fz Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -35.49 96 3.41 .00 .00 .0 -13.6 .0 Side Wall -47-7 160 .00 7.55 .00 30.2 .0 .0 Side Wall -47.17 160 .00 -7.55 .00 -30.2 .0 .0 Windward Wall 5.36 96 0.51 .00 .0'O 0 -2.1 .0 ------------------------------------------------------------------------------------- Total .00 512 3.92 .00 .Oil .0 -15.7 -0 Along ^-,,.dga nas� Re.actscns - Walls+Rc-of -Grpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wali 9.82 96 -0.94 .00 .00 .0 3.8 .O Side Wall -1.85 1"0 .CO 0.30 .00 1.2 .0 C Side Wall -1.85 160 .00 -0.30 .00 -1.2 .0 .0 Windward Wall 50.67 96 4.86 .00 .00 .0 -19.5 .0 Roof (0 to h/2) -8.86 23 -0.05 .00 0.19 .0 -1.3 .0 Roof (0 to h/2) -8.86 8 .00 -0.02 0.07 0.3 -0.6 -0.1 Roof (0 to h/2) -8.86 8 .00 0.02 0.07 -0.3 -0.6 0.1 Roof (C to h/2) -8.86 29 -0.06 .00 0.25 .0 -2.2 .0 Roof (h/2 to h) -B.B6 14 0.00 -0.02 0.11i 0.2 -0.8 -0.1 Roof (h/2 to h) -8.86 14 .00 0.02 0.12 -0.2 -0.8 0.1 Roof (h/2 to h) -8.86 5 .00 -0.01 C..05 0.1 -0.3 -0.1 Roof (h/2 to h) -8.86 5 AO 0.01 0.05 -0.? -0.- 0.1 Roof (h/2 to h) -9. Eh it .0O -0.02. o.1C, 0., -0.4 -0.1 Roof (h/2 to h) -8.86 11 .00 0.02 0.110 -0.1 -0.4 C.i Roof (h/2 to h) -6.86 4 .00 -{).01 0.03 0.- -0.1 -0.0 Roof. (h/2 to h) -8.86 4 .00 0.01 0.03 -0.2 -0.1 0.0 Roof (h to 2h) :.15 50 .GO 0.0.5 -G.25 -0.3 -0.2. -0.0 Roof (h to 2h) 5.15 50 .00 -0.05 -0.25 0.3 -0.2 0.0 Roof (h to 2h) 5.15 1', .00 0.02 -0.08 -0.4 -0.1 -0.0 Roof (h to 2h) :.15 17 .00 -0.03 -0.0? 0.4 -0.1 0.0 Roof (h to 2h) 5.15 4 0.00 0.00 -O. o -0.0 -0.1 -0.0 Roof (h to 2h) 5.15 4 QO -0.00 -0.02 0.0 -0.1 0.0 Roof (h to 211) 5.15 1 .00 0.00 -0.01 -0.0 -0.0 -0.0 Roof (h to 2h) 5.1 1 .00 -O.00 -0.01 0.0 -O.r, G. 0 Roof (>2h) 12.75 30 -0.09 .00 -0.36 .0 -2.0 .0 Roof (%2h) 12.15 13 0.00 0.03 -0.16 -U.5 -1.3 -0.2 Roof. (>2h) 12.15 13 .00 -0.03 -0.16 0.5 -1.3 0.2 Roof (>2h) 12.15 .00 0.03 -O.il -0.5 -0.6 -0.2 Roof (>2h) 12.15 9 .00 -0.03 -0.11 0.5 -0.8 0.2 Roof (>2h) i2.1.5 29 -0.08 .00 -0.34 .0 -3.1 .0 Roof (0 to h/2) -8.86 4 .00 -0.01 0.03 0.1 -0.3 -0.1 Roof (0 to h/2) -8.86 4 .00 0.01 0.03 -0.1 -0.3 0.1 Roof. (h/2 to h) -8.86 8 -Q.02 .00 0.07 .0 -0.3 .0 Roof (h to 2h) 5.15 1 -0.00 .00 -0.00 .0 -0.0 .0 Roof (>2.h) 12.15 2 .00 0.01 -0.02 -0.1 -0_3 -0.1 Roof (>2h) 12.1.5 2 .00 -0.01 -0.02 0.1 -0.3 0.1 ------------------------------------------------------------------------------------- Total .00 916 3.63 0.00 -0.71 -0.0 -35.2 -0.0 Along RidgG - Baso Reactions - Walls only -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward wall 9.82 Sf -0.94 .00 .00 .0 3.8 .0 Side Wall -i.85 160 .00 0.30 .00 1.2 .0 .0 Side Wail -1.85 16C .1)0 -0.30 .00 -1._ .0 ._ Windward Wall 50.67 9E 4.86 .00 .00 .0 -19.5 .0 ------------------------------------------------------------------------------------- Total .00 512 3.92 .00 .00 .0 -15 7 0 Along Ridge - Base React-,..ons Wall-s4Roc.=f MT,. Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 96 C.92 .00 .00 .0 -3.7 .0 Roof (0 to h/2) 4.80 5 0.03 .00 .00 .0 -0.2 .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 7 0.03 .00 .00 .0 -0.3 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof- (h/2 to hi 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/2 to h) 4.80 0 .00 .00 .00 C .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 Roof (h/2 to h) 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 (: to 2h) 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) 4.80 0 C0 .00 .00 0 .0 .0 Roof (>21a) 4.80 7 0.03 .00 .00 .0 -0.3 .0 Roof (>211) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>211 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 7 0.03 .00 .00 .0 -0.3 .0 Roof f0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (0 to h/2) 4.80 0 0.00 .00 CC .0 -0.0 0.0 Roof (h/2 to h) 4.80 2 0.01 .00 .00 .0 -0.1 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 .0 Roof (>2h) 4.R0 0 .00 .00 .00 .0 .0 .0 Roof ------------------------------------------------------------------------------------ (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Total .00 124 1.05 .00 .00 .0 -4.8 .0 Notes - Along Ridge Note (1) Ref rig 21.4-1, Parallel to Ridge (All), h/l= 0.44 Note (2) X= Along Building ridge, 'i = Normal to Building Ridge, Z = Vertical. Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note i4) Area* = Area of the surface ojected onto a vertical plane normal to wind. Total Base Reaction si"mary Description Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Poof, +GCpi -0.0 6.9 20.7 44.2 -0.0 -0.0 Normal to Ridge Walls Only +GCpi .0 7.3 .0 29.1 .0 .0 Normal to Ridge Walls+Root -GCpi -O.0 7.7 -0.9 34.3 -0.0 -0.0 Normal to Ridge Wal_Ls Only -GCpi .0 7.3 .0 29.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 8.5 .0 .0 Along Ridge Walls+Roof +GCpi 3.6 0.0 17.2 -0.0 -35.3 -0.0 Along Ridge Walls Only +GCpi 3.9 .0 .0 .0 -15.7 .0 Along Ridge Wails+Roof -GCpi 3.6 0.0 -0.7 -0.0 -35.2 -0.0 Along Ridge Waits Only -GCp.i 3.9 .0 .0 .0 -15.7 .0 Along Ridge Walls+Roof .iiN i .0 .0 .0 -4.8 .0 llota±s Applying to €hrWFRS F.eAnt_ions: 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 = Minimum pressures on [lolls = 9.6 psf and Roof = 4.8 pst Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OF Top) = 400.24 sq. ft Wind Pressure or, Components and Cladding -s LAHip Roof A.l l pressure shown a! « basecl anon ^Sti ,esipm, ;.h .�i Loud t a :>.- o,- Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- Roo.' 1 3.17 3.17 10.0 1 0.50 -0.90 43.23 -59.72 Roof 2 3.17 3.17 10.0 2 0.50 -I.70 43.23 -92.64 Roof 3 3.17 3.17 10.0 3 0.50 -1.70 43.23 -92.64 JOB ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163" STREET, SUITE 701 N. MIAMI BEACH. FLORIDA 33160 [305) 940-3068 • FAX:1305) 940-3273 SHEET NO. __- OF CALCULATED BY _ _ + DATE-%)� CHECKED BY DATE 1 SALE vAjte A l 30 up-_z,t93# 21 83 it 1 5 5;\�� /i/ .\,,\ ,_ //' + 16 75 * � l i i t I I I I I I .. '1 rJ / 3 rL 1 1/jl�y/--- --�- --U-- -l.L-- ----- I -- -- r„ --- -----------t-----A----; ------ - --- i I - / 1 - - - - - - - - -- - - - - - - L - - - - /- - - - - - - - - - - - - - - - - C I - - - - - L - - - - - - - - - - - - - - - -x ------------ - - - ----------- it rf - - - - - L - - - - - - - - - - - - - - - -x- ----------------- - - - - - - - - - - - - - - J -- - - - ----- ---------------- ----- I _ i ----- T------- -------� y t -- - _l -----r--------------------------------I ----- J'�� ------ I , I I 1 1 J�O�l�R �l J� Jet I 1 I I I 1 - - - - - � � I I I 1 ----- r------------------------------------ I I 1 1 . ----- r----------------x --------------------- I I I i T- �T - - - - - - - - - -- - - - - - - - - - - - - - - - - -_- - - - - J J - - - - - 15j 6 �� c R "f J IZA r1),-4 C P V Jew} 1 GA%Z 5c A.I.-Er 1/4 1 ! o, ARBAB ENGINEERING, INC CONSULTING ENGINEERS 3363 NE_ 163�" STREET, SUITE 701 N, MIAMI BEACH. FLORIDA 33160 (305) 940-3088 - FAX: (305) 940-3273 Roo F & Y�F2 C-Ae -fc4T u)l a A Lord. A. SHEET NO. n OF ", t ' ^ CALCULATED BY \\ c� _ DATEA f 1 �;,J CHECKED BY DATE TT�r SCALE — Z , of L = - 5 `t.7 2 - to -41 -7 2 v 59- - 5-o Zor1)ZZ- _ _ q?-44_1e r 6a-1,4 o3,c-S3 -r-pjvE3 r-- !7•(p4 -io -- $ 2-64 vgE �63 PS-Y' TR04 5 vOrl r `' Z D a3 -50 _z$ - Z3 z3X4•i)]z Z C- 3'7 S) + (_ 1a3P5)lz = 957 -0 M Z:4 JOB PaLMEA AS S ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163�3 STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: (305) 940-3273 0aTt.00kl='e_4 W 10 D t-oA0 13 w �- 64 v SHEET NO. OF CALCULATED BY _ DATE4-1117- CHECKED EY DATE SALE R, ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163`0 STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940.3088 • FAX: (3051940-3273 cN,-c-x a •T t-QAn Vsf_ - 233 #e50 v N 1 Fv RH v A -I F F t y d►)D �IkJ SHEET NO. _ OF__ CALCULATED BY DATE CHECKED BY DATE - SCALE z =�► ti'— � z � o R R'Z MecaWind Pro u2 . 2 . 7 . 0 per ASCE 7-1 Q r::.,r..^ c:. . r,,., - r::•;. t.+ --, . r �. , iaht •.r��.•.: nt.:. ,.�<r?t:�z�. , ars . cam Date. 1./19/2017 Project No, Company Name Arbab Engineering, Inc. Designed By : of Address 3363 NE 163rd ,Street #701 Description Carport roof addition Palmer P City North Miami Beach Customer Name Mar.}: Campbe.l State Florida Proj Location North Miami Beach File Location: Z:l" DRIVE',01 PRaDJF In\F '1YER PE":.^ 2016 CAA?PBEl.t`C?+LC',LA`,IOP:S\Palmer r-arpor! roof .wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic wind Speed(V) = 175.00 mph Structural Category II Exposure Category _ C Natural -Frequency = N/A F-le ibie Structure No Importance Factor = 1.00 Kd Directional Factor = 0.65 Alpha -- 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 am = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 f Pitch of Roof = 2.5 : 12 Slcre of Roof(Theta) = 11.77 Dea_ h: Mean Roof Ht = 8.83 ft Type of Roof = HIPPED Riit: Ridge fit = 9.67 ft_ Eht: Eave Height. = 5.00 ft.- OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ soffit. Bldg Length Along Ridge = 20.00 ft. Bldg Width Across -Ridge= 12.00 ft Length of Hipped Ridge = 10.00 ft Roof Slope on Hip End = 13.40 Deg Gustl: For Rigi.d✓Structures (Nat. Frerl.>i Hz) use 0.85 -._ Zm: 0.6*Ht = 15.00 ft lzm: Cc•(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon - 427.06 ft Q:(1/(1+0.63*((B+Ht)/Lzm)'0.63))'0.5 = 0.96 Gust2: 0.925*i(1+1..'1zm*3.4*Q)/(1+1.7*3,4*1:tm)) 0.50 Not a Flexible Structure use the Lessor of Gust]. or Gust2 = 0.85 Table 26.11InLernal Praas;ire %+.�=fe:io,'.cexts fn.* Build.angs. sCp_. GCPi : Int:ernal Pressure Coefficient = +/-0.55 Reduction Factor for Large Volume Buildings, Ri Aog: Total Area of Openings in Bldg Envelope = .00 ft^2 Vi: Unpartitioned Internal Value - .00 ft^3 Ri: 0.5*((1+'1./(1+(V.i/(22800*Aog))"0.5))(Egn. 6-1-5) = 1.000 Notes: 1) +GCni = +0.55 * Ri Notes: 2) -GCpi = -0.55 * Ri Wind Pressurs. 1'3ain W;rrid Force Resistinq 5ystaza Qf.FRq) - Ref FiGq.tr�, 27,. ' i Kh: 2.01*(Ht/Zg)^(2/A.tpha) = 0.85 Kht: Topographic Factor (Figure 6-4) _ :.0.: Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 os' (:pww: Windward Well Cp(Ref Fiq 6-6) - 0.5• Roof Area = 400.24 ft^2 Reduction Factor based on Roof Area = 0.8e MWFRS-•Wall Pressures for Wind Normal to 20 £t Wall (Normal to Fudge) AL" PleSS.LLrlS 31,+WAt bltf bd-91' d ,1L?i'. A. r ^P±v+ .1n, 1i Lh i Wall Cp --------------- ------ Leeward Wall -0.50 Side Walla -0.70 Pressure Pressure +GCpi (psf) -GGpi (psf) ---------------------- - 33.09 4.24 -38.8- Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi -------------------------------------- ---------------------------- Wirdward 8.00 0.85 1.00 0.80 33.94 4.41 41.75 37.51 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- windward - Min Cp -1.00 -47.52 -10.18 Windward - Max Cp -0.18 -23.86 13.4'1 Leeward Norm to Ridge -0.58 -35.40 1.93 Hipped End (.00 to 4.42- ft; -1.02 -47.96 -10.62 Hipped End (4.42 to 8.83 ft) -0.81 -41.91 -4.57 Hipped End (6.63 to 1.6.00 ft) -0.59 -35.82 1.5% Overhang Bot (Windward on1v) 0.80 23.08 23.08 Normal to Ride: - Rase Reactions Walli-!RQof +G,:pi Description Press Area Fz --------------------------------------------- psf ft^2 Kip Leeward Wall -33.0° 160_ .Or Side Wall -38.86 96 -3.73 Side Wall -38.86 96 3.7 Windward Wall 4.4.1 160 .00 Roof Windward -47.52 52 .00 Roof Leeward -35.40 92 .00 Roof Windward -4"i.52 45 .00 Roo: Leeward -35.40 45 .00 Roof End (0 to h/2) -47.96 8 0.09 Fy Fz Mx My Mz Kip Kip K-ft K-ft K-ft -------------------------------------- .00 .00 .0 14.9 .0 C'J .00 .0 -11.9 .0 0.71 .00 2.8 .0 .0 -0.a9 4 .23 4.8 .6 .0 0.66 3.19 -3.6 .0 .0 -0.44 2.09 i1.1 .0 .0 0.32 1.56 -8.2 .0 .0 .00 0.36 i.9 3.3 -0.5 Roof End 0 to h/2) -47.96 8 -0.09 .00 0.36 1.9 -3.3 0.5 Roof End (h/2 to h) -41.91 i4 0.14 0.00 0.57 1.0 3.5 -0.2 Roof. End (h/2 to h) -41.91 14 -0.14 .00 0.5'7 1.0 -3.5 0.2 Roof End (h/2 to h) -41.91 7 0.07 .00 0.30 0.5 3.7 -0.1- Roof End (h/2 to h) -41.91 7 -0.07 .00 0.30 0.5 -2-.7 0.1 Roof End (h/2 to h) -41..91 4 0.04 -0.00 0.18 -0.1 1.0 0.0 Roof End (h/2 to h) -41.91, 4 -0.04 .00 0.18 -0.1 --1.0 -0.0 Roof End (h/2 to h) -41.91 2 0.02 .00 0.07 -0.0 0.6 0.0 Roof End ;h/2 to hl -91,91 -G.02 .00 0.07 -0.0 -0.6 -0.0 Roof End (h to 2h) -35.82 14 0.12 .DO 0.49 -1.9 4.4 0.5 Roof End (h to 2h) -35.82 14 -0.12 .00 0.49 -1.9 -4.4 -0.5 OH Rot Windward 23.08 40 .00 .00 0.92 6.5 .0 .0 Roo` End (0 to h/2) -47.96 3 0.03 .00 0.12 0.5 0.8 -(i.l Roof End (0 to h/2) -47.96 3 -0.03 .00 0.12 0.5 -C.8 0.1 Roof End (h to 2h) -35.82 li 0.09 .00 0.40 -1.0 2.6 0.2 Roc` End (h to 2h? -35.82 11 -0.09 .00 0.40 -1.0 -2.., -0.1 ------------------------------------------------------------------------------------- Total .00 952 -0.00 5.66 17.02 36.4 -O.0 -0.0 Noratal to Ridge - Base Reactions - Wall$ Only +GCpa. Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall -33.09 160 .00 5.29 .00 21.2 .0 .0 Side Wall -38.86 96 -3.73 .00 .00 .0 14.c 0 Side Wall -38.86 96 3.73 .DO .00 .0 -14.9 .0 Windward Wall 4.41 160 .00 0.71 .00 2.8 .0 .0 ------------------------------------------------------------------------------------- Tota.1 .00 512 .00 (.00 .00 24.0 .0 .0 Nsmall t> R1:99e - nasa reaction. wal.ln+Rnnf Description Press Ares Fx psf ft^2 Kip ---------------------------------------------- Leeward Wail 4.24 160 .00 ide Wall -1.53 G- -0.1.5 Side Wall -1.53 96 .3.15 W,i.ndward_Wall 4i.75 160 .00 Roof Windward 13.47 92 .00 Roof Leeward 1.93 ' .00 Roof Windward 13.47 45 .00 Roo` --Leeward 1.93 45 .00 Roof End (0 to h/2) -10.62 8 0.02 Roof End (0 to h/2) -10.62 8 -0.02 Roof End (h/2 to h) -4.57 14 0.01 Roof End (h/2 to h) -4.57 14 -0.01 Roof End (h/2 to h) -4.57 7 0.01 Roof End (h/2 to h) -4.57 7 -0.01 Rco_` End (h/2 to h) -4.57 4 0.1100 Roof End (h/2 to h) -4.57 4 -0.00 Roof End (h/2 to h) -4.5-1 2 0.001 Roof End (h/2 to h) -4.57 2 -0.00 Roof i,nd (h to 2h) 1.52 i4 -0.00 Roof End (h to 2h) 1.52 14 0.00 OH Bot Windward 23.08 40 .00 Roof End (0 to h/2) -10.62 3 0.01 Roof End (0 to h/2) -10.62 3 -0.01 Roof End (h to 2h) 11 -0.00 Roof End (h to 2h) 1.52 11 0.00 --------------- Total -------------------------------- .00 952 -0.00 Fy Fz Mx My Mz Kip Kip K-ft K-ft K-ft -------------------------------------- -0.68 .00 -2.7 .0 .0 .00 .00 .0 0.6 .0 .00 .00 .0 -0.5 .0 6.68 .00 267 .0 .0 0.25 -1.21 -1.4 .0 .0 -0.04-0.'.'? 0., .G G 0.12 -0.59 -3.1 .0 .0 --0.02 -0.09 0.5 .G .0 .00 0.08 0.4 0.-7 -0.1 .00 0.08 0.4 -0."i 0.1 0.00 0.06 0.1 0.4 -0.0 00 0.05 0.1 -0.4 0.0 .CO O.C3 0.1 0.3 -0.0 .00 0.03 0.1 -0.3 0.0 -0.00 0.02 -0-0 0.1 0.0 .00 0.02 -0.0 -0.1 -0.0 .00 0.01 -0.0 0.1 0.0 .00 0.01 -0.0 -O.1 -0.0 .00 -0-02 0.1 -0.2 -0.0 .00 -0.02 0.1 OC 0.92 6.5 .0 .0 .00 0.03 0.1 0.2 -0.0 .00 0.03 0.1 -0.2 0.0 .DD -0.02 D.o -D.1 -0.1 .00 -0.02 0.0 0.1 0.0 6.32 -0.76 28.3 -0.0 -0.0 Normal tc RICLge - Base: Reactions - Walla '. n y" -C ; Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 4.24 lEO .00 -O.E8 n0 -2.7 .0 .0 Side Wall -1.53 96 -0.15 .00 .00 .0 0.6 .0 Side Wall -1.53 95 0.15 .00 .00 .0 -0.6 .0 Windward Wall 41..75 160 .00 6.68 .00 26.7 .0 D ------------------------------------------------------------------------------------- Total .00 512 .00 6.00 .00 24.0 .0 .0 Normal toRidge- Base Reactions - Walls -Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Windward Wall 9.60 160 .00 1.54 .00 6.1 .0 .0 Roof windward 4.80 19 .00 0.09 .00 0.8 .0 .. Roof Leeward 4.80 19 .00 0.09 .00 0.8 .0 .0 Roof windward 4.60 9 GO 0.04 .00 0.4 .0 .0 Roof Leeward 4.80 9 .00 0.04 .00 0.4 .0 .0 Roof End (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 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 .0 -0.0 Roof End (h/2 to h) 4.80 0 -00 0.00 .0n n.0 .0 n.R Roof End (h/2 to h) 4.80 G .00 .00 .00 .0 .0 .0 Roof End ih/2 to h) 4.60 n .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roo: End (h/2 to h) 4.60 0 .00 7.00 .00 0.0 .0 0.0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roef End (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h to 2hi 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 Isnd (h to 2h) 4.HO 0 .00 0.00 .90 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------- Total .00 216 .00 1.80 .00 8.5 .0 .0 Notes - Normal to Ridae Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall S Roof Pressuros = Qh-"(G`Cp - CCPi) Note (3) +GCpi = Positive internal Bldg Press, -GCPi = Negative internal Bldg Press Note (4) Total Pressure - Leeward Press i- Windward Press (For + or - .-CP1) 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= 11.8 Deg, h/1= 0.44 Note (7) Overhang bottom based upon windward wall Cp and GCpi = O. Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (9) MIN = ,Minimum pressures on Wa'_ls = 9.6 psf and Roof = 4.8 psf Note (10) Area` = Area of the surface projected onto a vertical plane normal to wind. MWi:RS-Wall Pressures for Wind Normal to 12 ft wall (Alorua Ringe.) All pregsar._s shown are Lased open HSO uesi,it'r, w t.n ,uar: Fd,c: )i of Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.37 -29.25 8.09 Side Walls -0.70 -38.86 -1.53 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 9.67 0.85 1.00 0.80 33.94 4.41 41..75 33.66 Windward 8.00 0.85 1.00 0.80 33.94 4.41. 41.75 33.66 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 4.4 ft -0.90 -44.63 -'7.3G Roof: 4.4 ft to 8.8 Et -0.90 -44.63 -7.30 Roof: 8.8 ft to 17.7 ft -0.50 -33.09 4.24 Roof: 17.7 ft to 24.0 ft -0.30 -27.32 i0.01 Along Ridge - Base -Reactions - Walla-Roof,4GCPi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -29.25 96 2..91. 00 .00 .0 -11.-I .0 Side wall -38.86 160 .00 6.22 .00 24.9 .0 .0 Side Wall -38.86 160 .OU -6.22 .00 -24.9 .0 .0 Windward Wall 4.4.1 96 0.42 .00 .00 .0 -1..7 .0 Roof (0 to h/2) -44.63 23 -0.23 .00 0.98 .0 -6.5 .0 Roof-(0 to h/2) -44.63 8 .00 -0.08 0.34 1.7 -3.2 -0.8 Roof (0 to h/2) -44.63 8 .00 0.08 0.34 -1.7 -3'.2 O.R Roof (0 to h/2) -44.63 29 -0.30 Roof (h/2 to h) -44.63 14 0.00 Roof (h/2 to h) -44.63 14 .00 Roof (h/2 to h) -44.63 5 .00 Roof (h/2 to h) -44.63 5 .00 Roof (h/2 to h) -44.63 11 '00 Roof (h/2 to h) -44.63 11 .00 Roof (h/2 to h) -44.63 4 .00 Roof (h/2 to h) -44.63 4 .00 Roof (h to 2h) -33.09 SO .00 Roof (h to 2h) -33.09 50 .00 Roof (h to 2h) -33.09 17 .C.0 Roof (h to 2h) -33.09 17 .00 Roof. .(h_to 2h) -?3.09 4 -0.00 Roof (h to 2h) -33.09 4 .00 Roof (h to -1h) -33.09 1 .00 Roof (h to 2h) -33.09 1 .00 Rocf (>2h) -27.32 30 0.19 Roof (>2h) -27.32 13 -0.00 Roof (>2h) -27.32 13 .00 Roof (>2h) -2'1.32 9 .00 Roof (>2h) -27.32 9 .00 RoCf >2h) -27.32 29 0.18 Roof (0 to h/2) -44.63 4 .00 Roof (0 to h/2) -44.63 4 .00 Roof (h/2 to h) -44.63 8 -0.09 Roof (h to 2h) -33.09 1 0.00 Roof (>2h) -27.32 2 .00 Roof (>2h) -27.32 - 00 ---------------------------------------------- Total .00 916 .00 1.25 .0 -11.3 .0 -0.12 0.60 1.2 -3.8 -0.8 0.12 0.60 -1.2 -3.8 0.8 -0.05 0.23 1.2 -1.5 -0.3 0.05 0.23 -1. -i.5 0.3 -0.10 0.49 0.6 -2.0 -0.4 0.10 0.49 -0.6 -2.0 0.4 -0.04 0.16 0.8 -0.7 -0.2 0.04 ("'.16 -0.8 -0.7 0.2 -0.32 1.62 i.9 1.5 0.3 0.32 1.62 -1.9 1.5 -0.3 -0.13 0.54 2.7 0.5 0.1 0.13 0.54 -2.7 0.5 -0.1 -0.03 0.14 0.2 0.F 0.2_ 0.03 0.14 -0.2 0.8 -0.2 -0.01 0.04 0.2 0.2 0.1 0.01 0.04 -0.2 0.2 -0.1 .00 0.81 .0 4.6 .0 -0.07 0.36 1.1 2.8 0.6 0.07 0.36 -1.1 2.8 -0.6 -0.06 0.24 1.2 1.9 0.4 0.06 0.24 -1.2 1.9 -0.4 .00 0.77 .0 6.9 .0 -0.03 0.16 0.5 -1.3 -G.3 0.03 0.16 -0.5 -1.3 C.3 .00 0.36 .0 -1.6 .0 '00 0.02 .0 0.1 .0 -0.01 0.05,, 0.7 0.6 0.1 0.01 0.05 -0.3 0.6 -0.1 ------------------------------------- 0.00 14.15 -0.0 -29.1 -0.0 Alone Ridge - Rase Reactions - Walls Only +GCni Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -29.25 96 2.81 .00 .00 .0 -11.2 .0- Side Wall -38.86 160 .00 .22 .00 24.9 .0 .0 Side Wall -38.86 160 .00 -6.22 .00 -24.9 .0 .0 Windward wall ------------------------------------------------------------------------------------- 4.41 96 0.4- .00 .00 .0 -'_.7 .0 Total .00 5i2 3.23 .00 .00 .0 -12.9 .0 A i.+.?ncl 5�..+_�i err •- BsK.=.s Rce sa.c+::inns - Wai.1s+R_n �f_->`i��i. Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward wall 8.09 96 -0.78 .00 .00 .0 3.1 .0 Side Wall -1.53 .160 .00 C.24 .00 1.0 .0 .0 Side Wall -_.53 160 .00 -0.24 .00 -i.0 .0 .0 Windward Wall 41.75 96 4.01 .CO .CO .0 -16.0 .0 Roof (0 to h/2) -7.30 23 -0.04 .00 0.16 .0 -1.1 .0 Roof (0 to h/2) -7.30 8 OU -O.01 0.06 0.3 -0.5 -u^.1 Roof (0 to h/2) -7.30 8 .00 0.01 0.06 -0.3 -0.5 0.1 Roof (0 to h/2) -7.30 -_ -0.05 .00 0.20 .0 -1.8 .0 Roof (h/2 to hi -7.30 14 0.00 -0.01) 0.10 0.^ -0.6 -0.1 Roof (h/2 ro h) -7.30 14 .00 0.02 0.10 -0.2 -0.6 0.1 Roof (h/2 to h) -7.30 5 .00 -0.01 0.04 ().^ -0.2 -0.1 Roof (h/2 to h) -7.30 5 .00 0.01 0.04 -0.2 -0.2 0.1 Roof (h/2 to h) -7.30 11 OCr -0.02 0.08 0.1 -0.3 -0.1 Roof (h/2 to h) -7.30 11 .00 0.02 0.08 -0.1 -0.3 0.1 Roof (h/2 to h) -7.30 4 .00 -0.G1 0.03 0.1 -0.1 -0.0 Roof (h/2 to h) -7.30 4 .00 0.01 0.03 -0.1 -0.1 0.0 Roof (h to 2h) 4.24 50 .GO 0.04 -0.2i -0.2 -0.2 -0.0 Roof (h to 2h) 4.2.4 50 .00 -0.04 -0.21 0.2 -0.1. 0.0 Roof (h to 2h) 4.24 17 .00 0.02 -0.07 -0.3 -0.1 -0.0 Roof (h to 2h) 4.24 17 .00 -0.02 -0.07 0.3 -0.1 0.0 Roof (h to 2h) 4.24 4 0.00 0.00 -0.02 -0.0 -0.1 -0.0 Roof (h to 2h) 4.24 4 .00 -0.00 -0.02 0.0 -0.1 0.0 Roof (h to 2h) 4.24 1 .00 0.00 -0.01 -0.0 -0.0 -0.0 Roof (h to 2h) 4.24 1 .00 -0.00 -0.01 C.0 -0.0 0.0 Roof (>2h) 10.01 30 -0.07 .00 -0.30 .0 -1.7 .0 Roof (>2h) 10.01 13 0.00 0.03 -0A 3 -0.4 -1.0 -0.2 Roof (>2h) 10.01 13 .00 -0.03 -0.13 0.4 -1.0 0.2 Roof (>2h) 10.01 9 .00 0.02 -0.09 -0.4 -0.7 -0.2 Roof (>2h) 10.01 9 .00 -0.02 -0.09 0.4 -0.7 0.2 Roof (>2h) 10.01 29 -0.07 .00 -0.28 .0 -2.5 .0 Roof (0 to h/2) -7.30 4 .00 -0.01. 0.03 0.1 -0.2 -0.0 Roof (0 to h/2) -7.30 4 .00 0.01 0.03 -0.1 -0.2 0.0 Roof (h/2 to h) -7.30 8 -0.01 .00 0.06 .0 -0.3 .0 Roof (h to 2h) 4.24 1 -0.00 .00 -0.00 .0 -0.0 .0 Roof (>2h) 10.01 _ .00 0.00 -0.02 -0.1 -0.2 -0.1 Roof (>2h) 10.01 2 .00 -0.00 -0.02. 0.1 -0.2 0.1 ------------------------------------------------------------------------------------- Total .00 916 2.99 0.00 -0.59 -0.0 -29.0 -0.0 Along Ridge.- Base [Reactions - wails Only -GCpi Description Press Area Fx Fy. Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Leeward Wall 8.09 96 -0.78 .00 .00 .0 3.1 .0 Side Wall -1.53 160 .00 0.24 .00 1.0 .0 .0 Side Wall -1.53 160 .UCH -0.24 .00 -1.0 .0 .0 Windward Wall 41.75 96 4.01 .00 .00 .0 -16.0 .0 ------------------------------------------------------------------------------------- Total .00 512 3.23 .00 .00 .0 -12.9 .0 ?-lon.; R.i._ce - Base React2.=s - WallslRocf "fl- Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 96 0.92 .00 .00 .0 -3.7 .0 Roof (0 to h/2) 4.80 5 0.03 .00 .00 .0 -0.2 .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 0.03 .00 .00 .0 -0.3 .0 Roof (h/2 to h) 4.80 G 0.00 .00 .00 .0 -0.0 -0.0 Foof (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/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 C0 .00 .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 .019 .60 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 11.80 0 .00 .00 .CO .0 .0 .0 Roof. (h to -7h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 0.00 Orl .00 .0 -0.0 -0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Root (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 0.03 00 .00 G -0.3 .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 7 0.03 .00 .00 .0 -0.3 .0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roo-= (0 to h/2) 4.80 0 0.00 .00 .00 .0 -9.0 0.0 Roof (h/2 to h) 4.80 2 0.01 .00 .00 .0 -0.1 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.60 0 .00 .00 .00 .0 .0 .0 ------------------------------------------------------------------------------------- Total .00 124 1.05 .00 .00 .0 -4.8 .0 Notes - Al.ang Ridge Note (1) Ref Fig 27.4-1, Para.iiel to Ridge (All.), h/1= 0.44 Note (2) X= Along Building ridge, 'i = Norma, to Building Ridg.-., Z = Vertj.ca1.. Note (3) MIN = Minimum pressures on walls = 9.6 psf and Roof = 4.8 psf Note (4) Area" - Area of the surface projected onto a vertical, plane .normal to wind. To -al- case 12sacrion Summary Description Fx Fy Fz Mx My Mz Kip Kip- Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Foof +GCpi -0.0 5,7 17.0 36.4 -0.0 -0.0 Normal to Ridge Walls Only +GCpi .0 6.0 .0 24.0 .0 .0 Normal to Ridge walls+Roof -GCpi. -0.0 5.3 -0.8 28.3 -0.0 -0.0 Normal to Ridge Walls Only -GCpi .0 6.0 .0 24.0 .0 .0 Normal to Ridge Walls+Roof MIN .0 1.8 .0 8.5 .0 .0 Along Ridge Walls+Roof +GCpi 3.0 0.0 14.1 -0.0 -29.1 -0.0 Along Ridge Walls Only +GCpi 3.2 .0 .0 .0 -12.9 .0 Along Ridge Walls+Roof -GCpi. 3.0 0.0 -0.6 -0.0 -29.0 -0.0 Along Ridge Walls Only -GCpi 3.2 .0 .0 .0 -12.9 .0 Along Ridge Walls+Roof MIN 1.1 .0 .0 -4.8 .0 Notes Applying to MWF'RS 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, i' = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls - 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (i.ncl OH Top) = 400.24 sq. ft- Wind Pressure or, Components and Cladding �- Z i ^ f t Hip Roof r. 1S alto 1 - a .,__ Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp pef psf ----------------------------------------------------------------------- Roof 1 3.17 3.17 10.0 1 0.50 -0.90 35.62 -49.21 Roof 2 3.17 .3.17 10.0 2 0.50 -1.710 35.62 -76.33 Roof 3 3.17 3.17 10.0 3 0.50 -1.70 35.62 -76.33 JOB ARBAB- ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163' STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305] 940-3088 - FAX: (305) 940-3273 FvlL 41Ls'.)c49L 4 L . Tf-)B. LIFAI4Tlf= SHEET NO. OF CALCULATED BY . DATE_ $11' 14-7 CHECKED BY DATE SCALE 4'AA--y2y )s"v = 44 k % j' .4 �4 z. x a' n • . V S,� .¢ � 0 X4-` ^ �► it Z • � I o dt. Co �.e�.1i2. LO Lc1 M �i s. ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY DATE 3363 NE 163`' STREET, SUITE 701 �? N. MIAMI BEACH, FLORIDA 33160 CHECKED E DATE (305) 940-3086 • FAX: (305) 940-3273 SCALE 1Zwr 7 Do 0/tIF 1. y/f _ z 4' 2 y4)Z rv.•y<rP,- p 5, 4 Y.) 0 A49 AA er 4 2 4q, q �� 44 .q � 6 � a Joe Z S ; /h C) • &L JOB I ARBAB ENGINEERING, INC. SHEET NO. OF CONSULTING ENGINEERS CALCULATED BY � DATElla-Z117) 3363 NE 163" STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 CHECKED 8Y DATE (305) 940-3088 • FAX: (305) 940-3273 SALE cyE69 Ae-TUAt- Pppl }rjG co,141 13 o v P�Wt T=. 4 0 4 Xf 0 = 4� 04 0* t* FA -t l vXrJ ✓aPV/t-r- =4, 0 4-o )[1 f j= (v, oj� p r9 f i1 i 1p M 1Va ©,� ' Ap �. . Alto �� Co,� E • V'o �vM � ` X Gam/ ♦ 1Z x 1Z r i12 ) w_ ( 3• �O zjt S�= (' •Z )x )p s % G. o (' )Q'i s ARRAe ENGINEERING, INC. CONSULTING ENGINEE-RS 3363 NE 163-' STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 o FAX: (305) 940-3273 do��- rFi4t�l StD� z i� �yJ• 5 ve r Pco7� I �,-- t-V=" 44- S/�'f w v c b 6" Aa4VEW1 2- la 4V -rut v Bo Y%s cR OLe-A A.,L/t-g a A SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE O O + ? X 4°A'O C 3 6,0V S Z" ti +=4 JOB ARBAB- ENGINEERING, INC. CONSULTING ENGINEERS 3363 NE 163'° STREET, SUITE 701 N. MIAMI BEACH, FLORIDA 33160 (305) 940-3088 • FAX: [305) 940-3273 yr -m4k_ as tr#N r�y� Pca7 U141 S 4 �3vvjs . E=71�T, 4-po wocb 6" r--/o.%Z R,,rF_ T3f 2 d Bo Y%s l SHEET NO. -OF� CALCULATED BY . �_ DATE42� �� CHECKED BY DATE SCALE o o ; e �� Q N - -x4 [�W"N 1/19r2017 Florida Building Code Online SCIS Home Log In User Registration Hot Topics Submit Surdwrge StaCs 6 Facts dbrp/y €:!J Product Approval �Y USER: Public User \� . :'.P: data Acayaval N.e-!: > :`<;rn_,__ i.atFu:, ' - -�:7 > Arn�l.r,' Y._ > AppiRation. Detail FL. # L t Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL16294-R2 Revision 2014 Approved Nu-Vue Industries Inc, 1055 E 29th street Hialeah, FL 33013 (305)694-0397 vtolat@sbcglobal.net Maria Guardado vtolat@sbcglobal,net Structural Components Wood Connectors - f1I .# V tali ��io `.� tf l pia' Publications FBC Staff 80S Site Map Links Search Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Vipin N. Tolat PE-12847 National Accreditation & Management Institute 12/31/2017 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AISI S100 2010 ASTM D1761 2006 NOS 2012 Equivalence of Product Standards Certified By Sections from the Code httpslAvww.floridabtalding.orglpr/pr app dq,aspx?param=wGEVXQwtDgsNc735fDbMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiC%3d%3d U3 1/19/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/31/2015 Date Validated 09/01/201S Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products _ FL # Model, Number or Name Description 16294.1 ABS, AB7, NVHC 37, Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 is scan,0349xiif Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 R2 AE scan0349,pof Created by Independent Third Party: Yes 16294.2 NVBH 24 and NVUH 26, Tables 2 Joist hangers and 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.3 NVHCR, NVHCL, NVSTA, NVHTA Tables 9,10,11 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.4 NVJH, NVSO Tables 12 and 13 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.5 NVRT, Table 4 Limits of Use Approved for use in HVHZ; Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.6 NVSNP3, NV 358, NV 4S8, Tables 6, 7, 8 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.7 NVSTA, NVHTA Tables 20 and 21 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Installation Instructions FL76294 R2 II sran0349_d Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scanQ349.Dd,f Created by Independent Third Party: Yes 18 gage Hurricane dips and 14 gage single and double straps Installation Instructions FL1 �2�R2 II__ s�n�344,I��t Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL1�� 4 P Created by Independent Third Party: Yes 18 Gage and 16 Gage Joist hangers Installation Instructions FL16294 R2 11 1.Q 349.udf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports %1629I P,2 AE sg., (L- 9.g f Created by Independent Third Party: Yes 14 Gage Rat and twisted rafter ties. Installation Instructions FL16294 R2 Verified By: Vipin N. Tolat, P.E: PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 A can 49 .-df Created by Independent Third Party: Yes Skewed Nail Plate and 14 Gage double straps Installation Instructions FiTs��y:i R-` II cc�n`i"san., f Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third- Party: Yes Evaluation Reports `LL'41I (t' 4F �EanUt19.cC1; Created by Independent Third Party: Yes 14 Gage Single and Double Straps __.._.....__ Installation Instructions ELL? JU24�2-I _._ ca2Q if Verified By: Vipin N. Tolat, P.E. PE 12847 httpsJ/www.floridabuilding.orgipripr_app dtl.aspx,param=wGEVXQwtDgsNc735fObMioeamUl2H6Ua.5RMbdlbKpWgBizTCOd%2baiQ%3d%3d 213 1/19/2017 Florida Building Code Online Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL1629-1 R2 AE scan0349 ndf Created by Independent Third Party: Yes 16294.8 NVTA, NVTAS, NVTH, NVTHS, 14 Gage Truss anchors wood to concrete Tables 1 and 5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes f L[ 1 2 4 R� scan0344.pgf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: F1 16794 R7 AF 5Can0"3-,39 nrif Created by Independent Third Party: Yes 16294.9 NVTHJ and IKE, Tables 18 and 19 12 Gage Truss and Hip & Jack Hangers and 20 gage Stud Plate ties. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 11 SCanQ349.Adr Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: F416294 R2 AF >r_,ar;{1{l;a^g.� Created by Independent Third Party: Yes 16294.10 NVTP, NVTPH, NVHC Tables 14 and 20 gage Top Plate anchors and 18 gage Hurricane Clips �15 limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 11 scanp341S pa Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Ptwne: 850-487-1824 The State or Florida is an AA/EEO employer. Cooynaht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: R f and S at m nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are pudic record. If you do not wish to supply a Personal address, please provide the Department with an email address which can be -made available to the public To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Sao [�`ecLu-.Lti asG` er�r� https://www.floridabU[ding,orglprlpr_app dtl.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 313 %IIP[r,,' N, TOLAT, P—E. If15121 Lantern Crech- Lane, Hous(o.o., T.X. 77068-3331 ,*rEl-- 281-444-9183 Fax: 281-444-9184 Email: violat(d.)sbcglobal.net t, Pic i ENCINEER'S lWALL':xTiO*N REPORT n NU0413 CATECORN: iruCttirul COMIPMIc",!" S I': B CA] - F R REPORT HOLDER: \1LIVUe hldl,11:111ChIC'. i:. 2(f, Hiaicah. FL. I 1.0 EVALUATWN SCOPE: W i111 2010 Horl'i -ia BuIldHiL Cede- Build IL, and 2.0 FROM CT ')I,-.SC1Z1F'T10-N: R C 1";' 1 n I 111 FO W11 -, 2 1 Ctl 1 h IS 1-C rorl 1,0 r P rod u c I I " o III c- �i ZC- S 1','C J Ild 11 LI 111 hC I- k 1`11�Icnlnu deloul'; shown In the dMu'raws and" the allo"vable lload�. .,.0 STRUCTURAL SPECIFICATIONS sicei hall c4n!01,111 iCs'I :', S33. Lcn il c -45, !,,,i oalin, i)J'Ct 11-0, I'lez, As I I A6-;1 Allov"11 J- ;- hayed on NDS 5 , . Dik� IOMI� 'tifu 1,1 - IwI I D'SIL)11 loads are !,()I. S. pinc. speco-Ic gra\ ".1"- (").5-:, Dcsl'.un loads 1,01. otfwr b.c ad'uocd her NDS hcen ad.jusied ior load duration IIIckov CD ul' I i L,1-ZIV1LV IOUdS IM'. v NuCil ILIILI�,iCd I'k) I- CD Vdhfef; Of 1 ,0- 1. 1 5 roc table ol'ND� 2005- Ionds do "Ot Ilc!L L I Ik. I CW11. 500 Concrctc Groul ;hall 1)c 111jr, of— shull be 111;11. (11, 1 A"'FM CQ(). J I I 6. Conihined load 01'i 4flit". i.1 and l", shall S-16SI, the 1, equaiion. ."CILKII U'llhl't ACIL1,11 1-1 ACIL13i Allowable 1 Ngc 2 M INSTWIT WIM 5.0 it in H hc i I -I ',I I Ckk ti j! ]1 1 !l jS Fe I 1011, 1 "Id 01C 1,111:`1 I'dition of hldu,n-ic> ("Ag Me il)I*61-lm!lioll ill this all" 1 ,�t I hil I ind by INNIMI 1,-, 1 iilL h 1C. ( Ph and 141 Im and oyncd and U& calculmions W conAwnumcc with ill(' 2 0 1 () I,,., 'Vip i i i N. Vo i o t. PA:. Product rext mew wi) Date tested Temed I " \ \ ,,\ I.V, 02OW38 pi S 6 02 X IF, \V 7 n2 4 02, -4 , p 12Its N\A 11 26 i 12-4005 P F 1 1 u-, K\ R,I 03-4177 Pi 2 3 M-7, 2WIF 03 42041271 PT 3 2707, No I i 'n ri is 114-4698 ?T 4 15M4 \ v S K P= 01.448201 0 15 W, NON W 4543TT 111903 NV45N 03-450TT 12 71 03 14 v I I CA. 1-1 &.4625 PT 1 21 Q4 V N j H 2 4.2 03-455,8617 PT 5 30 031 NVS02-'o 041WO575R PT 5 K5 115 20M N\1 P-1 W-40344 P 1 412 1. 5 1 T NV FPO 1 05-4345.45 wr 5 2 5 5 it" VVI-K 43A3 2 0412-040038 i k M. H 27 95 A135 05-5 1 U5.0A PI 2 i 5 M AB-, FY 2 15 08 WVHQ WWWI \TF(- 11 27 96 TH 10-542 M, 3 ]n m 1K1 ' t 5-562201, 5 1 1% NUIU20 f)4-4�)95 N tt 1359NH 301 TSI 1 31 05.2 7 89 NV 11 IJT� 04-49)O I' 1 1 340 141 1 31 UM 112 St) Page " VO DESIGN: I Maximum alWah1c 1M, Mmh nm c\c"d the allo"uhV WX Mcd in dk repnrL Allowable Wds aN hased on alk"We svess deign per Nils. Capacit� ood not co% crad Inj this rpon. AIN" able kuds SO! "'Ncccd O"WOc"i ilOilliRal dill-l' n'i,)i-1 MC CNjnCCjOrS;U':,' tj�C'j jlj'jllj�� i) ood Ineillh, tir :"pprw' M (I)DITIONS OF USE. 1 . QVue Wynks nwol wnwumd cotmeaw described in Win report ctqwplt `it or we Auble aWMAK to ;that i`, �,Peciticd in ti''C[ lot', ;.it o!' 11"iz' 1-cptw". QsQn W, rnmi be Ws than dic n1b,"affic load, Aw"s in A TO whic, of Ohs rpor" 1 - conmtciwrs mum he nanuScrurod. Antiked ani in4aWl in cleet�stl 'ice vJ"ll this r--'por! nti the rnanufaeturi:r': 4. Producis co\ ercd by- [his report are innnufacturcd l),, XuVue *Fndu'Irik.-a hic in 1 lialeah. I lorkla imclern"ymb, comml progrvirn Wth ins'PeCIVIS by VUH Inc ha-, im-, State ot'Fiorida liccn.sc --- 01'A 17Su. %!on TKAmt. P.E. Wida P.E. 4 12N47 oil % ni nu04 15 vice _M"LE J ss ncr rrs W TL j- 0 Rivemmu' s c;,, Se- . 1 to smos, A & Semi N&A-If NVTAS 2-2 1 is 11YA-0 !%OAS 04 1 1 20 1 Nvn-22 I NVFAS 36 i 2 2 Lmv'A- - a 1 ..- ,S IA " , 1 N",-- I 24 UM -Az ;071S 220 Nvwn L 2'AS 2:4 3C nv-,s 2:1 3F 232 5 NVAS 244 W Al J i ANewa i L p! it' Sir1,-,IejL2 -,,alle! ww sym Cin 0whel?: C_-cij� e1 10d gap L...... S"cus Tvaos j trips "57 c 257 5,,;0 3L -En -All 50C 0 C L ow 0 12 we .012 2 5 -2290 250 5K -Note: Fc, E Cr mwe nmw pw a"p, wedwke .russ a, straps For a!) Loads C,=! f, NVA, KIWAS, AwmCbie wl= Ono SIN 'C�05 'Vow ; Evow P27 221� 3W . 565 ,t3C 2272 520 630 -22SE 52C 630 9 153 -230a 52C 63C, 1, 7C -1 3 4C, 5 2 C, j 6 3 C - 12 6 2 z�36 -N 13 U87 1 0374 1 520 i NO 17 F 'J LOAD N VU 2 Notut; necce. Jois, thickness. D0VVN%',A,RD LOAD Ell To.z j 1 _ tt tt „ I ,"IVR 1 coci tO WoGu j Ind, `estetlet [ ! iv U UT+ vD;, 1--cc 1 t tit r CTOTAL -- --- h �GaJGci % l�I,�Lnp°Fr riU -ie iI:lu5 is N 1.1- i -18 N Vc! T 2 0 �j 1~4 ---- - — j I j Of 1 pU iGp5 ! Nth, Of 24 '-1 i, PT-Gt'F NVc:T- 30 ! Y j r I JC Nv,:T- f 48 ,=\,fir �F, 1 i f� No es. wher, :c�lnc. think wood Ter l e. n. ' ln,icotes nc ol each c nr�ec;ec I 4r tc o .s shn!l b er- Dedded c mitnrnu• ,, of ar 'genecm i7rmev cve _ -n n. edc• dsbcnc_ 24" -nd rminimurn �. Use ,'nlv In Nor-=Vl«i n. Car Uplift 1cads f �t f �� Conrec.e Co nectea L ENGfti, c :.tS'FG Use card_.. cer.cret+e filedmcsoncry or C:-)ncrete .. be= cdge Cistence cer.cret+e filedmcsoncry or C:-)ncrete .. be= cdge Cistence R'>P.�Ns�eZ�'1� Miami Shores Village Building Department 10050 NE 2"d Ave. ;D� Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by PA L• #-1 J9 >R to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the Q6 G RA NW gvAueloVRSE project on the below listed structure as of _ (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high ✓Steel Framing and Connections welded or bolted _ Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection's I. A ut% ems,. P.R. 2. AL- McXAztX FAA, 0dJ4*4EX 3. <P.&I& Mdt�LAt— PX 4. ►AIVC Qdn1�IT. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores\>, Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement iridicatin that, to the best of my knowledge, belief and professional judgment those portions of the project ou 'ned above meet the intent of the Florida Building Code and are in substantial accordance with the approva lans. Signed and Sealed SE • �. Date: _l .!7�•tv� •• ' • gyp' � �j .• �• NO 6 ' F%► �Ittliilu�l� Engineer/Architect Name Ale AAAA6 0 P•4. Print Address 3-34„-3 N--a t4 , 70 M. N►>tle�•t l Bgdcµ, FJ.. 3 3 f COV SKORY� Miami Shores Village F' I� •'� Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by FA L• /✓1 X J% to perform special inspector services under the Florida Building Code 5t^ Edition (2014) and Miami Dade County Administrative Code at the Q6 CRA PTO goddovASE project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the Sta of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or the is authorized representative to perform inspection'" I - A ki �6,�6AB; P.�. 2. ,1, L. H.��STA Z ,� �i¢o,, 4 6�- 3. < pod rD AA&tAg— it- Pt= 4. LAivXL Qtlnyd/�' *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering: graduation from an architectural education program: successful completion of the NCE S Fundamentals Fxamination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores`', Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial acco; dancl yt the approval puns. Engineer/Architect ••.- Name A1.; �1AGAN$. / • . Signed and Sealed .�. ••�1 E • % d% : Print Date: 1 j•�,•� 11'7 _ }V 4: Address �3�e�.-b.]E ►LQ�'�%1 ,Q �- PROFE r