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HomeMy WebLinkAboutBotas Engineering I~ BOlAS Engineering, Inc. STRUCTU~AL ENGINEERS STRUCTURAL CALCULATIONS GENERAL INFORMATION Date: Job Number: Project Name: Project Location: Architect: June 7, 2010 80384 Sunny Isles Restaurant 16701 Collins Ave. Pier.- Sunny Isles Beach, Florida BHA DESIGN INFORMATION Building Code: Design Loads: Florida Building Code, 2007 Superimposed Dead Load (rooD: 25 psf Live Load (rooD: 20 psf . Superimposed Dead Load (floor): 25 psf Live Load (floor):40 psf Uplift per ASCE 7-05 as detailed in the FBC, 2007 AC1318-05 AISC Manual, 9th Edition NOS - 2005 Design Standards: MATERIAL SPECIFICATIONS Concrete: fc=5,000 psi Unit Weight 150 pet ASTM A-615, Grade 60 ksi ASTM A-185, Grade 65 ksi ASTM A-36 Procedure AWS 01.1 Procedure AWS 01.4 ASTM C-90 Reinforcing Steel: Welded Wire Fabric: Structural Steel Plate: Weldments: Reinforcing Steel Weldmt;nts: Masonry: . ~/ /~. JUN 08 2010 Patricia M. Botas, P.E. Florida License # 41829 7875 NW'12th Street, Suite #120 · Miami, FL 33126 · Tel: 305-418-9111 · Fax: 305-418-9112 TABLE OF CONTENTS for Sunny Isles Restaurant I. Load AnalysIs 1 . 1 . Dead Load 1.2. Live Load 1.3. Wtnd 2. Roof Design 2. I . Roof Uplift 2.2. Lateral Forces 2.3. Gravity 2.4. Anchors Design 3. Concrete Beam Design 3. I. Beam RTB-I 3.2. Beam RTB-2 3.3. Beam RTB-3 3.4. Beam FB-I 3.5. Beam FB-2 3.G. Beam FB-3 3.7. Beam FB-4 3.8. Beam BB-I 3.9. Beam BB-2 3. I O. Bent - I 4. Concrete Slabs 4. I . Floor Slab (Lifeguard Storage) 4.2. Floor Slab (Terrace) 4.3. Floor Slab (Restaurant) 4.4. Floor Slab (Ramp) 4.5. Floor Slab (Stairs) 5. Masonry Wall DeSign 5. I . Standard Wall -I (H= 10'-8") 5.2. Standard Wall -I (H=8'-8") pi pi P 2 to 4 P 5 to G P 7 to 1 5 piG P I 7 to 20 P 2 I to 25 P 2 G to 29 P 30 to 33 P 34 to 38 P 39 to 43 P 44 to 47 P 48 to 5 I P 52 to 55 pSG to 59 P GO to G3 P G4 to G G P G 7 to G 9 P 70 to 72 P 73 to 75 P 7G to 77 P 78 to 79 P 80 to 8 I b. Lateral Loads - Wind Pressures G. I . Roof Diaphragm AnalysIs P 82 to 84 7. Wood Beams 7. I .Wood Rafters P 85 to 8G Addendum Wtnd Pressures Staad Results Notice of Acceptance Soli Report BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Sunny Isles Restaurant I . Load AnalysIs: I . I . Dead Load: Roof: Floor: I .2. Live Load: Roof: Floor (Terrace): 2nd Floor: Wood Trusses Concrete Slab- I st Floor Concrete Slab-2nd Floor Superimposed Dead Load Flonda BUlldmq Code 2007 R30 I .G. Hlqh Velocity HUrricane Zones Minimum Roof Live Loads - Roof wI slope> 5: I 2 Flonda Bldq. Code 2007 MiMlmum UMlformy Distributed Live Load Restaurant.t: COrridor - Table I G07. I Flonda Bldq. Code 2007 Minimum UMlformy Distributed Live Load Catwalks for Mamtenance Access - Table I G04. J 14 RoofDL := 25 psf 51abDL := loopsf 51abDL2 := 75psf 51abSDL := 25psf RoofLL := 20psf FloorLL:= 'OOpsf FloorLL2 := 40psf BOTAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 ...... Job Sunny Isles Restaurant Sheet No. of Calculated by DBC Date 5/2010 I .3. Wmd: Checked by PMB Date 5/2010 - location Data: Wmd speed : V = I 4G mph Category Exposure: "D" - BUlldm'3 Data: Buildmg ClassIfication: " II" Hmean Hwall Buildmq: ENCLOSED Mean Height: HBldg := 20.G7ft Roof Anqle (5: I 2): Srf:= 23deg 1 J-, '1 Component * Cladding : 5ee plan for connection location. Buildmg : ENCLOSED Roof Angle (5: 12): ~:= 23deg Connection I : 5p:= Gft + 10m Weft := 2ft Connection 2 : ~:= 3ft + 10m ~:= 2ft Connection 3 : ~:= 9ft + 8m ~:= 2ft + Gm Connection 4 : ~:= 5ft + 4m ~:= 2ft + Gm Connection 5 : ~:= Gft + 10m ~:= 2ft Connection G : ~:= 3ft + 10m ~:= 2ft Connection 7 : ~:= 7ft + 8m ~:= 2ft Connection 8 : ~:= 7ft + 8m ~:=2ft+Gm Wall (A): ~:= Gft + Gm ~:= 2ft+8m Wall (B): ~:= 8ft + 8m ~:= 2ft+8m B I, " A(5,W) := {:2 > 5' W, :2 ,5' w) A(sp , Weft) = J 5.G ft2 A( sp, Weft) = 7.7ft2 A( sp , Weft) = 3 1 . I ft2 A( Sp, Weft) = 13.3 ft2 A( 5P, Weft) = 15.G ft2 A(sp,Weft) = 7.7ft2 A( sp, Weft) = 19.G ft2 A( 5P, Weft) = 19.G ft2 A( sp, Weft) = 17.3 ft2 A( Sp, Weft) = 25 ft2 2 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Job Sunny Isles Restaurant Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 - Wind Pressures : (Enclosed-5ee attached calculattons) Zone I Zone 2 Connectlon 1 ---- > Oh-> Connection 2 ---- > Connection 3 ---- > Oh-> Connection 4 ---- > Connection 5 ----> Oh-> Connection G ---- > Connection 7 ---- > Oh-> Connectlon 8 ----> Oh-> Wall I st Level--> Wall 2nd Level--> Zone 3 Zone I I := G3.7psf Zone I 2 := G4.9psf Zone 13 := G 1.9psf Zone 14 := G4.3psf Zone IS := G3.7psf Zone I G := G4.9psf Zone I 7 := G3. I psf Zone I 8 := G3. I psf Zone 4 Zone2, := I07.Gpsf ZoneOh2, := 132.2psf Zone22 := I 13.0psf Zone23 := 98.0psf ZoneOh23 := 132.2psf Zone24 := 109.4psf Zone2s := 107.Gpsf ZoneOh2S := 132.2psf Zone2G := I 13.0psf Zone27 := 104.opsf ZoneOh27 := 132.2psf Zone28 := 104.0psf ZoneOh28 := /32.2psf Zone3 I := 107.Gpsf ZoneOh31 := 132.2psf Zone32 := I 13.opsf Zone33 := 98.0psf ZoneOh33 := 132.2psf Zone34 := 109.4psf Zone3S := I07.Gpsf ZoneOh3S := 132.2psf Zone3G := I 13.opsf Zone37 := 104.opsf ZoneOh37:= 132.2psf Zone38 := 104.0psf ZoneOh38 := /32.2psf Zone 5 Zone4 I. := G 1.9psf Zone42. := G3.7psf ZoneS I. := 75.7psf ZoneS2. := 79.3psf 3 Job Sunny Isles Restaurant BOTAS ENGINEERING, INC. Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 Wind F'ressures (see attached calculations.) : Note: These wind pressures shall be used In 2.2. Lateral Forces (See below). Wind North -South RoofN5.Ww := -38.0psf WaIIN5.Ww := 51.7psf RoofN5.Lee := -42.2psf Wa1lN5.Lee := -37.0psf 51deN5wall := -47.4psf Wind East-West RoofEW.Ww := -24.3psf WaIlEW.Ww := 53.2psf RoofEW.Lee := -43.3psf WaIlEW.Lee := -21.Gpsf 51deEWwall := -48.7psf 4 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 2. Roof Design: 2. I . Roof Uplift : Note: Use rDL:= 8psfor Net Uplift calculations due to Dead Load. -1< -1< Zone 2 or Zone 3 Zone 1 Least horizontal dimenSion : ''8'' Distance Bhorlz := 2Gft Wall helqht: hwall:= 10.G7ft a:= x I f- O. I . Bhorlz x2 f- 0.4 . hwall x3 f- mtn(x I ,x2) x4 f- 0.04 . Bhorlz Tie Beam x5 f- 3ft. xG f- max(x4 ,x5) x3 If x3 > xG +- Overhang Zone Masonry Wall xG otherwise Connection I: 2 Tributary Area (Zone I) : Az I := 7.GG . ft Tributary Area (Oh. Zone 2) : 2 AOV2 := Gft Uplift I := (Zone I I - rDL) . Az I + (ZoneOh21 - rDL) . AOV2 Uplift I = I 1721bf Connection 2 : 2 Tributary Area (Zone I) : ~:= 7.GG . ft Upllft2 := (Zone I 2 - rDL) . Az I Upllft2 = 43G Ibf 5 ~ BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Connection 3 : Tnbutary Area (Zone I) : 2 ~:= IG.75.ft Tnbutary Area (Oh. Zone 3) : 2 AOV3 := 705ft Uplift3 := (Zone 13 - rDL) . Az I + (ZoneOh33 - rDL) . AOV3 Connection 4 : Upllft3 = 18341bf 2 Tributary Area (Zone I) : ~:= 13.3' ft Uplift4 := (Zone 14 - rDL) . Az I Upllft4 = 7491bf Connection 5 : 2 Tributary Area (Zone I) : ~:= 7.GG . ft Tnbutary Area (Oh. Zone 2) : UpliftS := (Zone I I - rDL) . Az I + (ZoneOh2 I - rDL) . AOV2 2 ~:= Gft Uplifts = I 172 Ibf Connection G : 2 T nbutary Area (Zone I) : ~:= 7.7 . ft UpliftG := (Zone I G - rDL) . Az I UpllftG = 4381bf Connection 7 : 2 T nbutary Area (Zone I) : ~:= 9 AG . ft 2 Tributary Area (Zone 2) : AZ2 := 1.2' ft Tnbutary Area (Oh. Zone 2) : 2 ~:= 4.8ft Uplift? := (Zone I 7 - rDL) . Az I + (ZoneOh27 - rDL) . AOV2 + (Zone27 - rDL) . AZ2 Upllft7 = 12331bf Connection 8 : 2 Tnbutary Area (Zone I) : ~:= 13. ft 2 Tnbutary Area (Zone 2) : ~:= 1.5' ft Tributary Area (Oh. Zone 2) : 2 ~:= 4.8ft Upllft8 := (Zone 18 - rDL) . Az I + (ZoneOh28 - rDL) . AOV2 + (Zone28 - rDL) . AZ2 Upllft8 = 145G Ibf 6 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 2.2. Lateral Forces: 2.2. I-H-I O.G71 Force - F I (Wind North-South) Note: Wind Pressures from Main Wind-Force ReSisting 5ystem AnalysIs (5ee attached calculation) Wind ---a.... WInward Leeward Leeward and Windward Wall pressure: ~~:= 51.7psf ~~:= -37.0psf ~:= -47.4psf ~:= -42.2psf Leeward and Windward Roof pressure: ..~~:= -38.0psf Final wall Wind pressures: At Wall Level : WallWmdFre55 := WallNS.ww - WaIlNS.Lee WallWmdFre5s = 88.7 psf Final roof Wind pressures At Roof Level : RoofWmdFre55 := RoofNS.Ww - RoofNS.Lee~oofWmdPre55 = 4.2 psf 7 BOTAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Structure Data : Length of the whole building : 5 := 24.83ft Width of the whole building : L := 2G.Oft i 1'-1 L I inear -+ B A 4 t ~ t t T t .o.t t.o. t t t T t VL t ~ t B 4 AnalysIs : Wwind Helqht of the I st floor: H I wall := 10.G7ft H2wall := 8.G7ft Hroof := 3.2ft LHlp := 7.8ft Helqht of the Roof: LHip Section A-A tH -+ -+ h roof htot hwall2 -+ -L hwall1 -+ -+ B f- H I wall () H roof WWlnd := WallWlndPre55 . 2 + RoofWlndPre55' 5 - LHlp . B wWlnd = 482 plf Maximum distance between shear walls or any lateral support structures : 5, := 5 Vmax Vmax := 0.5. WWlnd' 5 I Vmax = GKlp 8 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Number of effective connections on exterior wall : Force per connection : Extenor Wall Ftot I := Vmax No:= 13 F Ftotl "=- No F I = 4GO.71bf Force - F2 Wind at Side Wall 51deWall := 51deN5Wall MaxWlndwall := 51deWall MaxWlndwall = -47.4 psf Truss' tributary width: WT rU55 := 2ft Wall height: ~:= 10.G7ft Force per connection: F2 := MaxWlndwall' (0.5' hwall) , WTru55 Force - F I (Wmd Side-Side) Note : Wind Pressures from Main Wind-Force ReSisting System AnalysIs (see attached calculation) Wind ---a.... VVlnward Leeward Leeward and Windward Wall pressure: .~:= 53.2psf .~,"),,",:= -2 I .Gpsf .~:= -48.7psf Leeward and Windward Roof pressure : ~~:= -24.3psf ~~\:= -43.3psf 9 BOTAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Final wall wind pressures : Checked bv PMB Date 5/2010 At Wall Level : ~:= WaIlEW.Ww - WaIlEW.Lee WallWlndPre55 = 74.8 psf Final roof wind pressures : At Roof Level : ...~:= RoofEW.Ww - RoofEW. Lee RoofWlndPre55 = 19 psf Structure Data : Lenqth of the whole buildlMq : Jl.:= 2G.Oft k..:= 24.83ft Width of the whole building : i t-1 L I Linear --+- B A 4 t --1:1.. t t T t At tA t to t T tV t .....c=..- t B 4 AnalysIs : Wwind Height of the I st floor: ..!1J~:= 10.G7ft ~.:= 3.2ft ~:= 7.8ft Helqht of the Roof: LHip Section A-A tM: -t -t h roof htol hwall2 -t L hwall1 -+ -t 8 t- H I wall ~:= WallWlndPre55' 2 + RoofWlndPre55' Hroof wWlnd = 4GO plf Maximum distance between shear walls or any lateral support structures : Vmax ~:=5 ~:= 0.5. WWlnd' 5, Vmax = GKlp 10 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Number of effective connections on exterior wall : Force per connection : Extenor Wall ~:= V max ~:= 18 Ftotl FI :=- MNW\ No F I = 332. I Ibf Force - F2 Wind at Side Wall I~J~:= 51deEWWall ~~..:= 51deWall MaxWlndwall = -48.7 psf Force per connection : ~:= 2ft ~:= 8.G7ft ~:= MaxWlndwall' (0.5' hwall)' WTru55 Truss' tributary width: Wall helqht: 2.2.2 -H-I 9.31 Force - F I (Wind North-South) Note: Wind Pressures from Main Wind-Force Resisting System AnalysIs (see attached calculatIon) Wind --a.. Wnward Leeward Leeward and Windward Wall pressure : ~~:= 51.7psf ~~~.:= -37.0psf I~~:= -47.4psf 11 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Leeward and Windward Roof pressure; Checked bv PMB Date 5/2010 ..f$~~:= -38.0psf Final wall wind pressures : ,~~:= -42.2psf At Wall Level : ~~:= WaIlNS.Ww-WaIlNS.Lee WallWmdPress = 88.7psf Final roof wind pressures At Roof Level : ~:= RoofNS.Ww - RoofNS.Le, RoofWmdPress = 4.2 psf Structure Data : Length of the whole butldmq : ,!;l:= 42.33ft k..:= 10.G7ft Width of the whole butldlnq : i B t-1 L I inear -+ A ~ t ---:... t t T f Ai fA t f t T tVL t ---=--- t B ~ AnalysIs : Wwind Height of the 2nd floor: ~",:= 7.G7ft ~:= 2.3ft ~:= 7.3ft Height of the Roof: lHip Section A-A tH -t -t h roof h tot hwall2 -+ -l hwall1 -+- -+ B t- H2wall () Hroof ~M-:= WallWmdPress' + RoofW,ndPress' B - LHlp '- . .. 2 B wwmd = 348 plf MaXimum distance between shear walls or any lateral support structures : ..!a.J....:= B 12 BOTAS ENGINEERING, INC. Job Sunnv Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Vmax ~:=O.5'wwlnd.BI Vmax = 7.4 Kip Number of effective connections on exterior wall : Force per connection : Exterior Wall ~:= V max ~:= 23 F Ftotl /'=- MMN\' No F I = 320.4 Ibf Force - F2 Wind at Side Wall ~:= 51deN5Wall .~~~:= 51deWall MaxWlndwall = -47.4 psf Truss' tributary width: .~:= 2ft Wall height: ~:= 7.G7ft Force per connection : ~:= MaxWlndwall' (0.5. hwall) . WTru55 Force - F I (Wind Side-Side) Note: Wind Pressures from Main Wind-Force ReSisting System AnalysIs (see attached calculatIon) Wind ~ \I\J1nward Leeward 13 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Leeward and Wmdward Wall pressure: Checked by PMB Date 5/2010 Leeward and Windward Roof pressure : Final wall wind pressures : ~.:= 53.2psf ~~.,:= -21 .Gpsf ~:= -48.7psf .~~:= -24.3psf ...~..:= -43.3psf At Wall Level: ~~:= WaIlEW.Ww - WaIlEW.Lee WallWmdPre55 = 74.8 psf Final roof wind pressures : At Roof Level : ...~f~:= RoofEW.Ww - RoofEW.Lee RoofWmdPre55 = 19 psf 5tructure Data : Length of the whole buildmq : ~:= 10.G7ft ..k.:= 42.33ft Width of the whole buildmq : i 1'-1 L I Linear -+ 8 A 4 t ~ t t T t At tA t +V t T t ......c=...- t 84 Helqht of the 2nd floor: ~:= 7.G7ft ~:= 2.3ft ~:= 7.3ft Height of the Roof: LH' Section A-A M: --t t --t h roof htot h wall 2 -+ L hwall1 -+ -t 8 ~ 14 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 AnalysIs : Wwind H2wall ~:= WallWlndFre55' + RoofWmdFre55' Hroc 2 wwmd = 33 1 plf MaXimum distance between shear walls or any lateral support structures: ~:= B Vmax ~:=O.5'wwmd.BI Vmax = 2 Kip Number of effective connections on exterior wall : Force per connection : Exterior Wall ~lN:= V max ~:= 7 F Ftotl 1'=- /WoIoM . No F 1 = 251 .9lbf Force - F2 Wind at Side Wall ~lJ..,:= 51deEWWall ,~~..:= 51dewall MaxWlndwall = -48.7 psf Wall helqht: Force per connection: ~:= MaxWlndwall' (0.5 . hwall) . WTru55 ~:= 2ft ~:= 7.G7ft Truss' tributary width: 15 BOT AS ENGINEERING, INC. Consulting Engineers Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 2.3. Gravity: Connections I' 5: T nbutary Area : 2 AZ := 13.GGft Connections 2 . G: 2 Tnbutary Area: tik.:= 7.GGft Connection 3 : 2 Tnbutary Area: tik.:= 24.25ft Connection 4 : Tnbutary Area: tik.:= 13.3ft2 Connection 7 : 2 Tributary Area: tik.:= 1504ft Connection 8 : T nbutary Area : 2 tik.:= 19.3ft GreW I := (RoofDL + RoofLL) . AZ Grav I = GIS Ibf Grav2 := (RoofDL + RoofLL) . AZ Grav2 = 3451bf Grav3 := (RoofDL + RoofLL) . AZ Grav3 = 1091 Ibf Grav4 := (RoofDL + RoofLL) . AZ Grav4 = 5991bf Grav7 := (RoofDL + RoofLL) . AZ Grav7 = G931bf Grav8 := (RoofDL + RoofLL) . AZ Grav8 = 8G91bf 16 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 2.4. Anchors Design: Nu-Vue - 14G Double Straps NVTH wIth 2 ply NV358-20 Charactenstlcs - Miami-Dade County Approval No. 09-072 I .05 - Fastener schedule: Truss: (I G) - I Od X 3" Seat: (8) - I Od X 3" - Allowable Loads: This connector type 15 to be used In the following connection's #: Connection 3: This connectlon/s has/have the following forces acting on It/them: Uphft3 = 18341bf F I 3 := 332 . Ibf F23 := 422' Ibf Checking 3 Uphft3 + UphftAllow.A FI3 F23 + = 0.81 F I Allow.A F2Allow.A < 1 => OK 17 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Nu-Vue-Holden Double Strap Riveted Truss Anchor NVHT A 20 Charactenstlcs - Allowable Loads: - Miami-Dade County Approval No. 09-072 I .05 - Fastener schedule: Fasteners In two straps: (18) - 10d x I 1/2" Fasteners In 20 GA seat: (G) - 10d x I 1/2" This connector type IS to be used In the following connectlorVs #: Connections I, 5, 7 * B : This connecbon/s has/have the following forces acting on It/them: Uplift I = I 1721bf Uplift5 = I 1721bf Uplift7 = 12331bf F I I := 4GO.7 . Ibf F2 I := 50G . Ibf F I S := 332. I . Ibf F2s := 422. Ibf F I 7 := 320.4 . Ibf F27 := 3G4 . Ibf Uplift8 = 145G Ibf F I 8 := 332. I . Ibf F28 := 422 . Ibf Checking I Uplift I F I I F2, < 1 => OK + + = 0.97 UpliftAllow.B F I Allow.B F2Allow.B Checking 5 UpliftS F1S F2S < 1 => OK + + = 0.85 UpliftAllow.B F I Allow.B F2Allow. B Checking 7 Uplift? FI? F27 <1 => OK + + = 0.84 UpliftAllow.B F I Allow.B F2Allow.B Checking 8 Uplift8 FI8 F28 < 1 => OK + + = 0.95 UpliftAllow.B F I Allow.B F2Allow.B 18 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 USP - Rafter Tie RT I 5 RT I 5 Charactenstlcs - Miami-Dade County Approval No. 07-030G. 10 - Fastener schedule: Truss: (5) -8d x I 1/2" Ledger: (5) -8d x I 1/2" - Allowable Loads: This connector type IS to be used In the following connectlon/s # : Connections 2 * G : This connectlon/s has/have the following forces acting on It/them: Upliftz = 43G Ibf UpliftG = 4381bf Checking 2 Uplift2 . <1 => OK = 0.94 UpliftAllow.C Checking b UpliftG < 1 => OK = 0.94 UpliftAllow.C 19 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 Nu-Vue - Hurricane Clips (Right + Left) NVHC Charactenstlcs - Miami-Dade County Approval No. 09-072 I .05 - Fastener schedule: Truss: (G-ea. clip) -I Od x 1 1/2" Ledger: (G-ea. clip) -I Od x I 1/2" - Allowable Loads: (525lbfeach clip) This connector type IS to be used In the following connectlon/s #: Connection 4: This connectlon/s has/have the following forces acting on It/them: Uplift4 = 7491bf Checking 4 U plift4 = 0.71 UpliftAllow.D < 1 => OK 20 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 3. Concrete Beams DeSign 3. I . Concrete Beam RTB- I - Flexural AnalysIs - Materials and 5ectlon Data Width of Beam: b:= 8m Concrete * Ma5onry: Strenqth : fc := 5S00psI R.emforcmq Steel : Yield Strenqth : fy:= GOKsI Cro55 Section : Depth of Beam: ~:= 241n Welqht of concrete : wc := I sopcf Clear rebar cover : eov := 2m Masonry self-welqht: wwall := G8psf - Beam span 4: Tributary len'3th : Beam span : Lbeam := 1 7ft + I om Tributary Length at roof: Ltrlb I := Gft + .Iom Beam'5 Dead load5 Roof Dead Load on beam: Wrbeam.5W := we. dt. b Wbeam. DL I := Ltrlb I RoofDL wrbeam.5W = 200 plf Wbeam.DL I = 171 plf Beam self-weight: WDL := Wrbeam.5W + Wbeam.DL I WDL=37Iplf Beam'5 live load5 Live Load on beam: Wbeam.LL := Ltrlb I RoofLL Wbeam.LL = 13G.7 plf WLL = 13G.7 plf WLL := Wbeam.LL Bendmt3 Moments and Shear Span moment DL : M - I L 2 spanDL := 1 I wDL beam M - I L 2 spanLL:= I I wLL beam MspanDL = I I Kip ft MspanLL = 4 Kip ft Span moment LL : Span Ultimate Moment: Mspanu := 1.2' MspanDL + I.G' MspanLL 21 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 Support moment DL : M - I L 2 SUPPDL := 9 wDL beam M -I L 2 5UPPLL := 9 wLL beam Support moment LL : Support Ultimate Moment: MsupPU := 1.2' MsuPPDL + I.G' MsuPPLL Support shear DL : VsupportDL := 2- 'WDL Lbeam VsupportLL := 2- I WLLLbeam Support shear LL : Ult. Shear @ support: Vu := 1.2' VsupportDL + I.G' VSUpportLL Diameter of proposed stirrup: Bst :=3 dst:= Bst. 8- 'II dst = 0.38mAstr := 0.0122' (Bst m) 2 Flexure DeSign-Bottom Reinforcement Diameter of proposed bottom lonqltudlnal reinforcement: Bar := 5 dr:= Bar. 8- 'm dr = O.G m Abar:= 0.0 122. (Bar m) 2 Distance from exterior compressive fiber to centroid of tensional reinforcement : d := dt - 0.5dr - dst - cov Factor /31 : ( fc - 4KsIJ /31 := If fc < 4KsI ,0.85,0.85 - 0.05 . 1000pSl ~:= 0.9 ReSistance factor Remforcement ratio : 0.85' fc ( 2. MspanU J Pact:= . I - 1- fy 0.85. fc. ~ . b. d2 . (0.85./31 . fc 87000PSI) Pmax .= 0.75' . fy 87KsI + fy MaXimum relnforcmg ratio: MsuPPDL = 13 Kip ft MsuPPLL = 5 Kip ft VsupportDL = 3 Kip VsupportLL = I Kip 2 Astr = 0.' 1 m 2 Abar = 0.3 I m /3 I = 0.78 Pact = 0.00 12 Pmax = 0.02G8 Max. remforcement checklnq: MaxRemfCheck:= If( Pact < P max' "OK' , "error" ) 'M[~m~sgt~1::::, 22 BOT AS ENGINEERING, INC. Job Sunnv Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/201 ~ Min. steel area: As := Pact' b . d [ 3 . V fc . pSI 200 . pSI 3, V fc . pSI 200 . pSI ] ASmln := If > , , fy fy fy. (b . d) -, fy. (b . d) - I Area of Steel needed : 2 As = 0.20 In 2 ASmln = 0.63 In Remforcement steel Asteel:= If( As < Asmln, If( As. I .33 < Asmln, As. I .33 ,Asmln) ,As) to provide : No. of bars to provide: (AsteelJ n:= ceil Abar Rebar's size : Bottom Reinf. --> 2-#5 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : . 2 Jlacv:= 5 ~:= Bar. 8- 'In dr = O.G In ~:= 0.0 I 22 . (Bar In) Distance from exterior compressive fiber to centroid of tensional reinforcement : ..53.,:= dt - 0.5dr - dst - cov Factor 13 I : ( fc - 4KsI) ..1!w:= If fc < 4KsI ,0.85 ,0.85 - 0.05 . 1000pSl ReSistance factor ,!,:= 0.9 ~:= 0.85' fc . (I _ I _ 2 . Msuppu 2J fy 0.85. fc. ~. b. d (0.85 . ~ I . fc 87000PSI) ~:= 0.75 . . fy 87KsI + fy .~~~~:= If(Pact < Pmax,"OK" ,"error") Reinforcement ratio : MaXimum relMforclnq ratio: Max. reinforcement checking : 2 Abar = 0.3 I In ~~}i~t1 Lcl;'F,,21'~~IJ" ~~'\:<'~'~~ ~ I = 0.78 Pact = 0.00 14 Pmax = 0.0268 23 .,- BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Area of Steel needed : ttk:= Pact' b. d [ 3 . ..J fc . pSI Min. steel area: ~:= If fy > 200 . pSI 3. ..J fc . pSI , - I ' fy. (b . d) As = 0.25 m2 ., 200 . pSI 2 ASmln = 0.G3 m fy. (b . d) - 1 J fy Reinforcement steel ~.:= If( As < Asmln, If( As. 1.33 < ASmln ,As. 1.33 , Asmln) to provide : (Asteel) No. of bars to provide: n:= ceil NW Abar Rebar's size : Top Reinf. --> 2-#5 Shear DeSign 5hear Desl~n ~ distance "dl from the face of support Ult. Shear @ distance "d" : VU.d := Vu - ( 1.2' WDL + I.G' WLL) . d V c := 2 . ..j fc . pSI' b . d -I Vs := 0.85 VU.d - Vc VSlim := 4 . ..J fc . pSI' b . d Shear Strength provided by concrete : Vc = 2S.3 Kip Vs = -19.7Klp Shear Strength to be provided by steel : Vs limit for shear spacing : VSlim = SO.G Kip Area of shear reinforcement perp. to - I aXIs of member: AV.perp := VS' (fy. d) 2 m AV.perp = -0.2ft Required area of stirrups : AV.req := 'f( AV.mln < AV.perp ,AV.perp ,AV.mln) b Minimum area of shear reinforcement: AV.mln := SOpSI' fy Stirrup's area : Ast := 0.0122' (Barstm)2 Barst := 3 2 Ast = O. I I m Proposed shear reinforcement : Stirrup's size : No. of stirrup's leqs : nleg := 2 5pcprop := 10m Proposed stirrup spacing : 24 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 -I AV.prop := Ast. nleg' 5pcprop 5PCMax := mln(241n ,O.5d) 2 In AV.prop = 0.2Gft 5PCMax = 10.71n Reinforcing area checklnq : 5tAreaCheck := If( AV.req < AV.prop, "OK" ,"error") Max. stirrups spaclnt:l checklnt:l: Max5pcCheck:= If(Spc < SpCM "OK" "error"rM.~~6~~~.hefc'W."i!~r.:..6.'. -J -J prop ax" :~r4",.".,d';';:;;~'"'i'''''A''' Beam RTB-1 Desian Summary Section Slx24" Top Reinf. 2-#5 Midd. Reinf. 2-#5 Batt. Reinf. 2-#5 Stirrups #3 @ 10" O.C. 25 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 3.2. Concrete Beam RTB-2 - Flexural AnalysIs - Materials and 5ectlon Data Width of Beam: 1z..:= 12m Concrete * Masonry: Strength: ~:= 5500pSl Remforcmq Steel : Yield Strenqth : ~:= GOKsI Cross Section : Depth of Beam: ~:= 241n Welqht of concrete : iIIJiv..:= 1 50pcf Clear rebar cover : ~:=2m - Beam span.. Tributary lenqth Beam span : ~.:= 20ft+Om Tnbutary Length at roof: Ltrlb := Gft + 10m - Beam Loads : Beam's Dead loads Beam self-weight: Wbeam.5W := wc . dt . b Wbeam.5W = 300 plf WRoof.DL = 171 plf Roof DL on beam : WRoof.DL := Ltr,b RoofDL :J::/J)J.,.,.:= Wbeam.5W + WRoof.DL WDL = 47 1 plf Beam's live loads Roof Live Load on beam: WRoof.LL := Ltr,b' RoofLL WRoof.LL = 137 plf WLL = 13G.7 plf ~:= wRoof.LL Bendm'3 Moments and Shear Span moment DL : ~:= I I - I wDL Lbeam 2 S L I\A - I L 2 pan moment L: ~:= I I wLL beam Span Ultimate Moment: ~.:= 1.2' MspanDL + I.G' MspanLL MspanDL = 17 Kip ft MspanLL = 5 Klpft j_,'j,~~!m~;'~*'!r~r;(k~~'~"-d: ,,,;~,;3M!~ M" .'0.' .....PN." .I('......,.ri! spanLJ;",=~ 28.5:'''-Ie,~"n~ t~~~~A~~,m~$h~a S DL I\A - I L 2 upport moment: .~:= 9 wDL beam S LL I\A - I L 2 upport moment: ,~:= 9 wLL beam Support Ultimate Moment: .~:= 1.2' MsuPPDL + I.G' MsuPPLL MsuPPDL = 2 I Kip ft MsuPPLL = G Kip ft ,;,,'-~i}-:"~:"t_~:.;~,~~~ ~.-?&~;.,:,:,,~:~~;~~~ Msu . o'b 4'34.8 Ki";'. re ". ,'. J~RU,.'1 . ..... ....':0>>.. B>...,., %"~~'" ~~~:'~<!'t..,.~~%,.,~~t:'\f ~~;.~.;;. ..~'""*,.;~~ 26 BOlAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 0.85' fc ( 2. MspanU J ~:= . 1 - I - Pact = 0.0012 fy 0.85. fc. ~ . b. d2 (0.85 . pI. fc 87000 pSI J ~:= 0.75' . fy 87KsI + fy Max. reinforcement checklnq: ~~:= If( P act < P max' "OK" , "error" ) 2 ta.:= Pact' b. d As = 0.30 in [ 3 . V fc . pSI 200 . pSI 3' V fc . pSI 200 . pSI .., 2 Min. steel area: .,~~:= If fy > fy , fy. (b. d)- 1 ' fy. (b. d)- 1 ;Smln = 0.95 in Reinforcement steel ~:= If( As < Asmln, If( As. I .33 < Asmln, As. 1 .33 , ASm~y~..,;W:yj to provide : Support shear DL : ...~JA..:= 2-IWDLLbeam ~.&.:= 2- IWLLLbeam .m:= 1.2' VsupportDL + I.G' VsupportLL Support shear LL : Ult. Shear @ support: Diameter of proposed stirrup : ~:= 3 ~:= Bst. 8- IlIdst = 0.381f~:= 0.0122' (Bstin)2 Flexure DeSign-Bottom Reinforcement Diameter of proposed bottom lonqltudmal reinforcement : ],ac...:= 5 ..xU:..:= Bar. 8- lin dr = O.G in ~:= 0.0122' (Bar in) 2 Distance from exterior compressive ftber to A' dt 0 5d d t = - r - s - cov centrOid of tensional remforcement : .. ( fc - 4KsIJ JUw:= If fc < 4KsI ,0.85 ,0.85 - 0.05 . 1 000 pSI ~:=0.9 Factor ~ I : ReSistance factor Reinforcement ratio: MaXimum reinforcing ratio: Area of Steel needed : No. of bars to provide: (A5teelJ ..a...:=cetl Abar Rebar's size : VsupportDL = 5 Kip VsupportLL = I Kip 2 Astr = O. I I in 2 Abar = 0.3 I in _.~"'--'" ~\f~"2T;:3:Wi ~~~';;%..~~.~~ P I = 0.78 Pmax = 0.02G8 Bottom Reinf. --> 2-#5 27 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : ,k:= 5 ~:= Bar. 8- IIn dr = 0.6 In ~:= 0.0122' (Bar In) 2 2 Abar = 0.3 I In Distance from exterior compressive fiber to centroid of tensional reinforcement : ,>1:= dt - 0.5dr - dst - cov Factor ~ I : ( fc - 4Ksl) A.lw:= If fc < 4KsI ,0.85,0.85 - 0.05 . 1000pSI ~ I = 0.78 Resistance factor ,t,:= 0.9 0.85 . fc (. 2 . MsupPU J ~:= . I - I - 2 Pact = 0.00 14 fy 0.85. fc. ~ . b. d := 0.75 . (0.85 . ~ I . fc . 87000PSI) ~ fy 87Ksl + fy Max. reinforcement checking: ~~~~:= If( Pact < P max' "OK" , 'error" ) 2 ~:= Pact' b. d As = O.37m [ 3 . oj fc . pSI 200 . pSI 3, oj fc . pSI 200 . pSI ., 2 Min. steel area: .~~:= If > , _ I ' _ I ASmln = 0.95 In fy fy fy. (b . d) fy. (b . d) J Pmax = 0.02G8 Reinforcement ratio : Maximum reinforcing ratio: Area of Steel needed : Reinforcement steel to provide : ~:= If( As < Asmln, If( As. I .33 < Asmtn, As. I .33 , ASm No. of bars to provide: ( Asteel n'= cell M/V' Abar Rebar's size : Top Reinf. --> 2-#5 Shear Design 5hear Desl'3n ~ distance "d" from the face of support Ult. Shear @ distance "d" : ~:= Vu - ( 1.2' WDL + 1.6' WLL) . d .$; ~.~j>t' ,JI'\:<r.~:r:t~,:> ~<,<(,~ V"'=':G:~ K('~ . U.d '.. ,. .....A *-." -::;~'~""I<~'\~;~:~X .'K!o" ~-...,-\",j;~ 28 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Shear Strength provided by concrete : :if;,.:= 2 . ..j fc . pSI' b . d -I ~:= 0.85 VU.d - Vc ~:= 4 . ..j fc . pSI' b . d Shear Strength to be provided by steel : Vc = 37.9 Kip Vs = -30.4 Kip VShm = 75.9 Kip Vs limit for shear spacmq : MInimum area of shear remforcement : -I .,~:= VS' (fy. d) b ~:= SOpSI' fy 2 In AV.perp = -0.3 ft 2 In AV.mln = 0.1 ft Area of shear remforcement perp. to aXIs of member: ReqUired area of stirrups : ~~:= If( AV.mm < AV.perp ,AV.perp,A Proposed shear reinforcement : Stirrup's size : ~.:::: 3 , .. Y".. Stirrup's area : , 2 ~:= 0.0122' (Barstln)O:Ast = 0.111n No. of stirrup's legs: ~:=2 ~.:= 4.51n 2 In AV.prop = 0.S9 ft 5PCMax = 10.71n Proposed stirrup spacmq : -I ~:= Ast. nleg . 5pcprop .~:= mln(24in,0.sd) Relnforcmq area checkmg : .~~..:= If(AV.req < AV.prop,"OK" "errc~~1;T Max. stirrups spacing checking: ~:= If( 5pcprop < 5PCMax, "OK" , "';~~~"-'~;' Beam RTB-2 Desio" Summary Section 121X24" Top Reinf. 2-#5 Midd. Reinf. 2-#5 Batt. Reinf. 2-#5 Stirrups #3 @ 10" O.C. 29 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 3.3. Concrete Beam RTB-3 - Flexural AnalysIs - Materials and 5ectlon Data Cross Section : Width of Beam: 1zv:= 8m Concrete " Masonry: Strength: ~:= 5500pSI Remforcmq Steel : Yield Strenqth : ~:= GOKsI Depth of Beam: ~:= 12m Weight of concrete : ~:= 150pcf Clear rebar cover : ~:= 2m - Beam span * Tributary lenqth Beam span : .~.:= 12ft + 2m Tnbutary Length at roof: ~:~ Gft + 2m - Beam Loads : Beam's Dead loads Beam self-weight: ~:=wc'dt.b ~};JJ".:= Ltrlb RoofDL Wbeam.5W = Jooplf WRoof.DL = /54 plf Roof DL on beam : ~:= Wbeam.5W + WRoof.DL WDL = 254 plf Beam's live loads Roof Live Load on beam: ~:= Ltrlb' RoofLL WRoof.LL = 123 plf wLL = 123.3 plf ~:= WRoof.LL Bendmq Moments and Shear Span moment DL : ~:= , I - I WDL Lbeam 2 S L I\A - I L 2 pan moment L: ~:= I I WLL beam Span Ultimate Moment: ~:= 1.2' MspanDL + I.G' MspanLL MspanDL = 3 Kip ft MspanLL = 2 Kip ft ~~~~~,~~~~~~~~~~ MSl?anif;::::::C;;8 KJt?~;::f6 <{:,~~_ ~J~:\"M-: ._,,_'C*, --",:~,-", cL~~;,<;~~r:;f~!,,-;:,,;'f_! ~'~'~-~""l--^"""',;;~_""_": 1lrJ.:' ~~~ S DL I\A - I L 2 upport moment: .~:= 9 wDL beam S I\A - I L 2 upport moment LL : ~:= 9 wLL beam Support Ultimate Moment: ~:= 1.2' MsuPPDL + /.G' MsuPPLL MsuPPDL = 4 Kip ft MsuPPLL = 2 Kip ft '''t!,,~'''~~~~' .~"1-._:~<(?'/\~+')'~q1<""'f:g;~'~a ~>~~g~.~; ~}:t~Ef1j ~~ 30 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 Support shear DL : Support shear LL : ~:= 2- 'WDLLbeam ~tJJ....:= 2- 'WLL Lbeam ~:= 1.2. VsupportDL + I.G' VsupportLL Ult. Shear @ support: Diameter of proposed stirrup : ~:= 3 ~:= Bst. 8- IlIdst = 0.38Ir~:= 0.0122' (Bstln)2 Flexure DeSign-Bottom Reinforcement Diameter of proposed bottom lonqltudlnal reinforcement : ~:= 5 ~:= Bar. 8- 'In dr = O.GIn ~:= 0.0122. (Barln)2 Distance from exterior compressive fiber to ~. dt 0 5d d t = - r - s - cov centroid of tensional reinforcement : " ( fc - 4KsIJ ~:= If fc < 4KsI ,0.85 ,0.85 - 0.05' , OOOpSI .!.:= 0.9 0.85' fc ( 2. MspanU J ~:= . ,- 1- fy 0.85. fc. ~. b. d2 (0.85 . ~ I . fc 87000PSIJ ~:= 0.75 . . fy 87KsI + fy Factor 13 I : ReSistance factor Remforcement ratio : MaXimum remforcmg ratio: Max. reinforcement checking: ..Ma.~~lJl~~:= If( P act < P max' "OK" , "error" ) Area of Steel needed : ~ := Pact. b . d Min. steel area: ~~:= If[ 3. V fc. pSI> 200' pSI, 3, V fc. ~S:' 200, ps~ I ] fy fy fy . (b . d) fy. (b . d) Remforcement steel .,~~~.L~:= If( As < Asmm, If( As. I .33 < Asmm, As. 1.33 , Asmm) , As) to prOVide : (Asteel) No. of bars to provide: A:= ceil Abar Rebar's size : VsupportDL = 2 Kip VsupportLL = I Kip 2 Astr = O. 1 I In 2 Abar = 0.31 In ~ I = 0.78 Pact = 0.0022 Pmax = 0.02G8 f':"W':~t'*(~;:;t'{~~''''~~f\}''~f' Max Rell1fClie<c ~'''&''',~~fi~U;.~,._;;;;;:,,j:;;t....U 2 As = O. I G In 2 ASm,n = 0.28 In ~}::"" , '~{~i:~~~~ Bar. =';5~>~ ~..r:;v...,;.L'8Y,~., ~:..;;.i>~ Bottom Reinf. --> 2-#5 31 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : l1acv:= 5 ~:= Bar. 8- 'm dr = O.Gm ~:= 0.0122' (Barm)2 2 Abar = 0.3 I m Distance from exterior compressive fiber to centroid of tensional reinforcement : a:= dt - 0.5dr - dst - cov ':~d;':"~"~);~!i:::~~~Hi~ .,=g:3IrT ~;:,li;";,,,1'i~M:l"~_ Factor ~ I : ( fc - 4K.s1) ~:= If fc < 4K.s1 ,0.85 ,0.85 - 0.05 . 1000pSI P I = 0.78 ReSistance factor ~:=0.9 ~:= 0.85' fc . (I _ I _ 2. MsupPU 2J fy 0.85. fc. $ . b. d (0.85 . pI. fc 87000 pSI ) ~:= 0.75 . . fy 87K.s1 + fy Pact = 0.0027 Remforcement ratio : MaXimum relnforcmq ratio: Pmax = 0.02G8 Max. remforcement checking: ~~~:= If( P act < P max, "OK" , "error" ) 2 Area of Steel needed : ~:= Pact' b. d As = 0.20 m Mm. steel area: .~~:= If[ 3. V fc. pSI> 200. PSI, 3, V fc. ~S:' 200. ps~ , :Smm = 0.28m2 fy fy fy. (b . d) fy. (b . d) J Remforcement steel to provide : ~.:Gr,~f!ljt~'~:*)>~.~~",z?<~:~~"1':; ~~:= If( As < Asmm, If( As. 1.33 < ASmm ,As. I .33 ,Asrn:~~~~f'~~tcf[~?'i'~~ ,",,-,:'i'l<:(~"ll.O::~~>!I.-.~,.i! No. of bars to provide: (Asteel ,a,,:= ceil Abar Rebar's size : Top Reinf. --> 2 -#5 5hear DeSign 5hear DeSign (QJ distance "d" from the face of support Ult. Shear @ distance Old" : ~:= Vu - (1.2' WDL + '.G' WLL). d ~'(:'-:lt ~ ",::'M"$:,? ,""f' ;'<"s v',' .'. ......," "N"" '. "'H'W 2 7 . U.d.=c;' ~ :-..\~- .;. ~~,(t'i' ,l~'. ".~.~ ,.t~~~ 32 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Shear Strength provided by concrete : ~:= 2 . ..j fc . pSI. b . d -I ~:= 0.85 VU.d - Vc ~:= 4 . ..j fc . pSI. b . d Shear Strength to be provided by steel : Vc = 11.1 Kip Vs = -7.9 Kip Vs limit for shear spacing : VSlim = 22. I Kip Area of shear remforcement perp. to aXIs of member: -I A'1J. '= VS' (fy. d) ....h~. 2 In AV.perp = -0.2ft 2 In AV.mm = 0.1 ft Mlntmum area of shear remforcement : b ~:= 50pSI'- fy ReqUired area of stirrups: ^/;;~:= If( AV.m,n < AV.perp ,AV.perp,A Proposed shear remforcement : Stirrup's size : ~.:=3 , . . Stirrup's area : , 2 ~:= 0.0122' (Barstln)<= Ast = 0.1 I In No. of stirrup's legs: ~:=2 ~:= 4.51n Proposed stirrup spacmg : -/ ..~~:= Ast. nleg . 5pcprop .~:= mln(241n,0.5d) 2 In AV.prop = 0.59ft 5pCMax = 4.71n Remforcmg area checkmg : ~~:= If(AV.req < AV.prop,'OK' , "errC'-";1,sCE:_, Max. stirrups spaCing checking: ~:= If( 5pcprop < 5PCMax, "OK" , {M,~J~~He Beam RTB-3 Desian Summary Section 8"x12" Top Reinf. 2-#5 Batt. Reinf. 2-#5 Stirrups #3 @ 4.5" O.C. @ ends #3 @ 12" O.C. @ balanc 33 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 3.4. Concrete Floor Beam FB-I - Flexural AnalysIs Checked by PMB Date 5/2010 - Materials and 5ectlon Data Cross Section : Concrete * Masonry: Strength: ~:= 5500pSl Width of Beam: ~:= 121n Depth of Beam: ~:= 241n Weight of concrete : ~:= 150pcf Masonry self-weight: ~:= G8pSf - Beam span * Tributary lent3th : Beam span: ~,:= 18ft + 81n T nbutary Length at roof: Slab: Lslab := 9ft + 41n Tnb.Length at slab, wall, FB3 .t: TB : Ltrlb2 := 24ft + 81n dtb:= 121n Wall : H wall := Gft + Gin - Beam Loads Beam's Dead loads Beam self-weight: ~:= we. dt . b Slab Dead Load on beam: Wbeam.DL2 := Ltnb251abDL2 Roof DL on beam : .~~~:= Ltnb I RoofDL Tie Beam self-weight: WfB.5W := we. dtb . btb Floor Beam 3 self-weight: wFB3.5W := we. dfb . bfb Wall Dead Load on beam: 5Wwall := Wwall' (0.5' Hwall) Concentrated Load: VFBDL := Ltrlb2' (WRoof.DL + WfB.5W + SWwall + WFB3.5W) Beam's hve loads Remforcmq Steel : Yield Strenqth : Jx..,:= GOKsI Clear rebar cover : ~:= 1.51n ~:= 7ft + 81n btb:= 81n bfb := 121n dfb := I Gin Wbeam.5W = 300plf Wbeam.DL2 = 1850 plf WRoof.DL = 192 plf WfB.5W = 100plf WFB3.5W = 200 plf 5wwall = 22 I plf ..~~:= 18.5GKlp Live Load on beam: ~:= Ltnb2 FloorLL2 ~:= Wbeam.LL Concentrated Load: Wbeam.LL = 98G.7 plf WLL = 98G.7 plf VFBLL := sKip 34 BOlAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 ~..:= 10- I wbeam.5W Lbeam 2 + 10- 'Wbeam.DL2 Ltrlb ,2 + VFBDL' 7.G7ft MspanDL = 1 G4 Kip ft .~:= 10- 'WLLLbeam2 + VFBLL' 7.G7ft Bendm'3 Moments and Shear Span moment DL : Span moment LL : Span Ultimate Moment: ~v'.:= 1.2' MspanDL + I.G' MspanLL MspanLL = 73 Kip ft ~..t..oJ.v:= 2- I Wbeam.5W' Lbeam + 2- 1 Wbeam.DL2 Ltrlb I + VFBDL VsupportDL = 28 Kip Support shear DL : Support shear LL : ,.y~:= 2- I WLL Lbeam + VFBLL ~:= 1.2' VsupportDL + I.G' VsupportLL Ult. Shear @ support: Diameter of proposed stirrup : ~ 2 ~:= 4 ~:= Bst. 8- Illdst = 0.5m ~:= 0.0122' (Bstm) Flexure DeSign-Bottom Reinforcement Diameter of proposed bottom lonqltudmal reinforcement : ~:= 8 ~:= Bar. 8- 'm dr = 1m ac..:= 0.0122' (Bar m) 2 Distance from exterior compressive ftber to centroid of tensional remforcement : ~:= dt - 0.5dr- dst - cov Factor 13 J : ( fc - 4KsI) ~:= If fc < 4KsI ,0.85 ,0.85 - 0.05' I OOOpSI .!-:= 0.9 0.85' fc ( 2. MspanU J ~:= . 1- 1- fy 0.85. fc. ~ . b. d2 (0.85' B I . fc 87000PSI) ~:= 0.75 . . fy 87KsI + fy ReSistance factor Remforcement ratio : MaXimum relnforcmg ratio: Max. remforcement checking: .~*~lQtQ1~:= If( Pact < P max' "OK" , "error" ) VsupportLL = 14 Kip 2 Astr = 0.20 m 2 Abar = 0.78 m B I = 0.78 Pact = 0.0137 Pmax = 0.02G8 35 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 2 Area of Steel needed : ~:= Pact' b. d As = 3.S51n [ 3 . ..j fc . pSI 200 . pSI 3, ..j fc . pSI 200 . pSI ] 2 Mm. steel area : ~:= If > , _ I ' _ I ASmm = 0.9G In fy fy fy. (b. d) fy. (b . d) Remforcement steel .~~..l~:= If( As < Asmm, If( As. 1.33 < ASmm ,As. 1.33 ,Asmm) ,As ),;,.;,~ to provide : No. of bars to provide: (A5teelJ n:= ceil MN Abar Rebar's size : Bottom Reinf. --> 5-#8 Shear Design 5hear Design ~ distance lid" from the face of support Ult. Shear @ distance "d" : ~:= Vu - ( 1.2' WDL + I.G' WLL) . d ~:= 2 . ..j fc . pSI' b . d -I ~:= 0.85 VU.d - Vc ~:= 4...jfc. pSI' b. d '-~(~~Jt....i"f!t"-~"'''' V":;;;':~:;53:5 KI'''w '" .U.d , ~4'. ',3;5, ,>It:! ~~~r..&::.~~ Shear Strength provided by concrete : Vc = 38.3 Kip Vs = 24.7 Kip VShm = 7G.S Kip Shear Strenqth to be provided by steel : Vs limit for shear spacmg : b MiMlmum area of shear remforcement :~.:= SOpSI' fy 2 In AV.perp = 0.2 ft 2 In .Av.m,n = 0.1 ft :~:a o~f::~:~;~lnforcement perp. to h~~:= VS' (fy. d) - I Required area of stirrups : .~~:= If( AV.mm < AV.perp ,AV.perp ,AV.mm) 36 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 F'roposed shear remforcement : Stirrup's size : ~:=4 Stirrup's area : ~:= 0.0122' (Barstm)2 2 Ast = 0.2 m No. of stirrup's leqs : ~:=2 ~:= 10m F'roposed stirrup spacmg : Remforcmq area checkmg : -I ~~:= Ast. nleg . 5pcprop ~:= mm(24m,0.5d) ~:= If(AV.req < AV.prop,"OK" ,"error") 2 m AV.prop = 0.47"ft 5PCMax = 10.7 In Max. stirrups spacing checking :~~:= If(Spcprop < 5PCMax,"OK" ,1Ierror"~!""", Deflection Checking : Modulus of elastiCity of concrete : Ec := 57000 . V fc . pSI Ec = 4227 KsI Modulus of elastiCity of steel : Es := 29000KsI Modular ratio : -/ n '= Es. Ec NoN' n = G.8G Modulus of rupture of concrete : fr := 7.5 . V fc. pSI fr = 55G pSI MaXimum moment m member @ staqe deflection IS computed : MA := MspanU MA = 3 I 2.8 KiP' ft Calculation of Moment of mertla of cracked sectIon Compo Steel: 2 Asc := I . Om 2 Asc = 0.00 m Dlst. "d I": d I := dt - d d I = 2.5 m TenSion Steel: Ast:= I . 0.31m2 Ast = 0.31 m2 F'arameter "B" : ~:= n. Ast b B = G7.7ft-1 Ratio : (n - I) . Asc r := r = 0 n. Ast kd := [J 2 . d . B. ( I + r.: I) + (I + r) 2 - ( I +r) J B - kd = 2.6 In 37 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Moment of inertia of cracked section transformed to concrete : 3 b . kd n . Ast (n - I) . Asc 4 ICR := + + ICR = 829.97 In 3 (d - kd) - 2 ( kd - d I r 2 Moment of Inertia of gross concrete section about centrOldal aXIs : (Neglecting reinforcement) Ig := b. dt3. 12- 1 4 Ig = /3824 In Distance from centroldal aXIs of gross section, neglectmg remf., to extreme fiber m tension : Yt := 0.5 . dt Yt = / 2 In Crackmg moment : -I MCR:= fr.lg.Yt Ie := (~~Rr. Ig +[ I - (~~Rr]. ICR MCR = 53 KiP' ft Effective moment of inertia : Deflection due to Uniformly Distributed Loads Untformly Dlst. Load : W5erv := (WDL + WLL)ft 3 5 W5erv' Lbeam DR:=-' 384 Ec. Ie DTot := DR W5erv = I 24 I ft plf DTot = Oln Deflection : Lbeam = 0.G2 In > 3GO DR = 0.05 In = > VerIficatIon OK Beam FB-1 Desio" Summary Section 12"x24" Top Reinf. Mid. Reinf. Batt. Reinf. Stirrups 4-#8 2-#5 5-#8 #4 @ 10" O.C. 38 ~ BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 3.5. Concrete Floor Beam FB-2 - Flexural AnalysIs - Materials and Section Data Cross Section : Width of Beam: b:= 12m NW Concrete * Masonry: Strength: ~:= 5500pSl Remforcmq Steel : Yield Strength: !xv:= GOKsI Depth of Beam: ~:= 20m Weight of concrete : )/::/.J;,.:= I sopcf Clear rebar cover : ~:= 2m Masonry self-weight: ~:= G8psf - Beam span * Tributary length : Beam span: ~:= 25ft + Om Tnbutary Length at roof: ~:= II ft + Gm Slab: ~:= 17ft+4m ~:=3ft+8m - Beam Loads : Beam's Dead loads Beam self-weight: ~~,;:=wc.dt.b Wbeam.5W = 250 plf Wall Dead Load on beam: Wbeam.Wall := Wwall' 7.G7ft Wbeam.Wall = 522 plf RTB self-weight: Wrbeam.SW. Wrbeam.SW = 100plf Wbeam.DLI = 288plf Wbeam. DL2 = 3G7 plf Roof Dead Load on beam: ~:= Ltr,b I RoofDL ~.J))~,,:= Ltr,b25labDL Slab Dead Load on beam: ~:= Wbeam.SW + Wbeam.Wall + Wbeam.DL I + Wbeam.DL2 + Wrbeam.5W WDL = IS2G plf Beam's live loads Live Load on beam: ~JJ...:= Ltnb I RoofLL + Ltnb2 FloorLL2 Wbeam.LL = 37G.7 plf WLL = 37G.7 plf ,&:= Wbeam.LL 39 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 Bendm<3 Moments and Shear h!.:= dt - 0.5dr - dst - cov .JtL:= If(fC < 4KsI, 0.85 ,0.85 - 0.05' fc - 4KsI) ~ I = 0.78 I 000 pSI ,i,:= 0.9 0.85' fc ( 2. Mspanu J ~:= . 1 - I - Pact = 0.0085 fy 0.85. fc. ~. b. d2 (0.85 . ~ I . fc 87000pSl J ~:=0.75' . fy 87KsI + fy ~~!.Q!~:= If( Pact < P max' "OK" , "error") }~~~1tt~f~I~J~ Span moment DL : ~A - 1 L 2 ~:= /2 WDL beam ~A - , L 2 ~:= 12 WLL beam ~:= /.2' MspanDL + I.G' MspanLL ~A - , L 2 ~:= /0 wDL beam ~A - I L 2 .~:= 10 wLL beam Span moment LL : Span Ultimate Moment: Support moment DL : Support moment LL : Support Ultimate Moment: ~:= 1.2' MsuPPDL + I.G' MsuPPLL Support shear DL : ,y~:= 2- IWDLLbeam .~:= 2- 'WLLLbeam ~:= 1.2' VsupportDL + I.G' VsupportLL Support shear LL : Ult. Shear @ support: Diameter of proposed stirrup : ~:= 4 ~:= Bst. 8- IlIdst = 0.5 In ~:= 0.0122' (Bstln)2 Flexure Design-Bottom Reinforcement Diameter of proposed bottom lonqltudmal remforcement : ~:= 7 ~:= Bar. 8- 'In dr = 0.91n .wcv:= 0.0/22' (Bar In) 2 Distance from exterior compressive fiber to centroid of tensional remforcement : Factor f3 I : Resistance factor Remforcement ratio : Maximum relnforcmg ratio: Max. reinforcement checklnq : MspanDL = 79 Kip ft MspanLL = 20 Kip ft ry;;""',,y:~'t,,;~~'\~::t'~;~';~~~i.1~4l<-~:,Q Ms' aff'}::}1 2G:.7,Ki'~,,~ ft 'tt,,;.w.,,1g.:;.~:ol: ll4 .~J;.-,@;}.:);~~-i~;':t{.1?~~'<~j.j MsuPPDL = 95 Klpft MsuPPLL = 24 Kip ft VsupportDL = 19 Kip VsupportLL = 5 Kip 2 Astr = 0.20 In 2 Abar = O.GO In Pmax = 0.02G8 40 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Area of Steel needed : 2 t/k.:= Pact' b. d As = 1.75 In [ 3 . oj fc . pSI 200 . pSI 3, oj fc . pSI 200 . pSI ., 2 Mm. steel area: ~:= If > , , ASmln = 0.7(; In fy fy fy. (b . d) - 1 fy. (b . d) - I J ~,,:= If( As < Asmln, If( As. I .33 < Asmln, As. , .33 , ASm Reinforcement steel to provide : No. of bars to provide: (Asteel) A:=ceil Abar Rebar's size : Bottom Reinf. --> 3-#7 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudmal reinforcement : ,a:= 7 ~:= Bar~ 8- 'In dr = 0.9 In ~:= 0.0122' (Barln)2 2 Abar = 0.(;0 In Distance from exterior compressive fiber to centrOid of tensional reinforcement : ..@..:= dt - 0.5dr - dst - cov Factor 13 I : ..1.lv:= If(fC < 4K.sI ,0.85 ,0.85 - 0.05 . fc - 4K.sIJ I OOOpSI i.,:= 0.9 n__....= 0.85' fc . (, _ I _ 2. MsupPU 2J tf'NtiWW Pact = 0.0 I 04 fy 0.85. fc. ~ . b. d (0.85 . 13 I . fc 87000 pSI J ~:=0.75' . fy 87K.sI + fy .~~..t~!:l~~:= If(Pact < P max' "OK" , "error") ~'M'"~;~i;fCH~a2~~~~%t ;f,..J:A'_:~:'""_::r........~-lt"A'""~",-,~"",~,~,,,'i<"" 13 I = 0.78 Resistance factor Remforcement ratio : Maximum reinforcing ratio: Pmax = 0.02(;8 Max. remforcement checking : 41 - BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 2 Area of Steel needed : ~:= Pact' b. d As = 2.121n [ 3 . Y fc . pSI 200 . pSI 3, Y fc . pSI 200 . pSI .., 2 Min. steel area: ~:= If > , , ASmm = 0.7G In fy fy fy. (b . d) - 1 fy. (b . d) - I J Reinforcement steel to provide : ,~~.,:= If( As < Asmm, If( As. I .33 < Asmm, As. I .33 , No. of bars to provide: (Asteel) n := ceil NW Abar . Rebar's size : Top Reinf. --> 4-#7 Shear DeSign 5hear DeSign ~ distance "d" from the face of support Ult. Shear @ distance "d" : ~:= Vu - ( 1.2' WDL + I.G' WLL) . d ~:= 2 . Y fc . pSI' b . d -I ~:= 0.85 VU.d - Vc ~:= 4 .yfc, pSI' b. d Shear Strength provided by concrete : Shear Strength to be provided by steel : Vs limit for shear spacing : Area of shear remforcement perp. to aXIs of member : -I ~:= VS' (fy. d) b ~:= 50pSI' fy Mmlmum area of shear remforcement : ReqUired area of stirrups : .t>)I..~:= If( AV.mm < AV.perp , AV.perp ,AV.rr Vc = 30.4 KIp Vs = 1.3 KIp VSl1m = GO.7 Kip 2 In AV.perp = Oft 2 In AV.mm = 0.1 ft 42 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Proposed shear remforcement : Stirrup's size : ~~,:=4 . .. '" Stirrup's area : ~:= 0.0122' (Barstm)2 2 Ast = 0.2 m No. of stirrup's legs: ~:=2 ~:= 8m Proposed stirrup spacmg : -I ..f:>>I.,.~:= Ast. nleg . 5pcprop .~:= mm(24m ,O.5d) 2 m AV.prop = 0.59ft 5PCMax = 8.5 m Retnforcmq area checkmq : ~...:= If(AV.req < AV.prop,"OK" ,"error" ):'0 ~;~: Max. stirrups spacmg checkmq: ~~:= If( SpCprop < 5PCMax, "OK" , "error" )eif Beam FB-2 Desian Summary Section 121x20" Top Reinf. Mid. Reinf. Batt. Reinf. Stirrups 2-#7 + 2-#7 (over support) 2-#5 3-#7 #4 @ 8" O.C. 43 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 3.G. Concrete Floor Beam FB-3 - Flexural AnalysIs - Materials and 5ectlon Data Cross Section : Concrete * Masonry: Strength: ~:= 5500pSl Width of Beam: ..5:3,,:= 12tn Depth of Beam: ...xlt.,:= 20tn Weight of concrete : ~:= 150pcf Masonry self-weight: ~:= G8pSf - Beam span +: Tributary len<3th : Remforcmq Steel : Yield Strength: Jx;,,:= GOKsI Clear rebar cover : ~:= 2tn Beam span: .~:= 24ft + 8tn Tributary Length at roof: ~:= I , ft + 6tn Slab: ~:= 24ft + 81n ~:= 5ft + 4tn - Beam Loads : Beam's Dead loads Beam self-weight: Wall Dead Load on beam: ~~:=wc.dt.b ~~...:= wwall' 7.67ft RTB self-welqht : Wrbeam.SW. Roof Dead Load on beam: ~..QlJ....:= Ltrtb I RoofDL .~~:= Ltrtb251abDL Slab Dead Load on beam: ~:= wbeam.5W + Wbeam.Wall + wbeam.DL I + Wbeam.DL2 + Wrbeam.SW Beam's live loads Wbeam.5W = 250 plf Wbeam. Wall = 522 plf Wrbeam.5W = 100 plf Wbeam.DL I = 288 plf wbeam.DL2 = 533 plf WDL = I G92 plf Live Load on beam: ~:= Ltrtb I RoofLL + Ltrtb2 FloorLL2 ~:= Wbeam.LL Bendmt3 Moments and Shear Span moment DL : ~A - I L 2 ~.....:= 12 WDL beam ~A - I L 2 ~:= 12 wLL beam ~:= 1.2' MspanDL + 1.6' MspanLL Span moment LL : Span Ultimate Moment: Wbeam.LL = 443.3 plf WLL = 443.3 plf MspanDL = 86 Klpft MspanLL = 22 Klpft ,:,,>~>!iitt.<i"9r ~,.,,<~1,t:;"*'tW~'1/';\t$A '~'''-'~-''''~'~re' .' tV! '" >,. , ,,,,,., ", ""J' """II"'~ 'v..' . . sp,anU;, s;,:,38.9.Np,(:, .,;t '~;,_,"-k',}~ ':,'~'~4f, :;';;7,1 c-'. ot,sr:'''kii, ~",-'j;:~~.,>&:t'~02'"'.i' 44 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 ~A - I L 2 Support moment DL : ~:= 10 wDL beam ~A - I L 2 Support moment LL : ~:= 10 wLL beam Support Ultimate Moment: ~:= 1.2' MsuPPDL + I.G' MsuPPLL Support shear DL : ...\t~:= 2- I WDL Lbeam Support shear LL : ~j:+Mv:= 2- I WLL Lbeam Ult. Shear @ support: ~:= J.2' VsUpportDL + I.G' VsupportLL Diameter of proposed stirrup : ~:= 4 ~:= Bst. 8- 'lIdst = 0.5 In ~:= 0.0122' (Bstln)2 Flexure Design-Bottom Reinforcement Diameter of proposed bottom lonqltudlnal reinforcement : Jlac..:= 7 ...>1t;.,:= Bar. 8- 'In dr = 0.9 In ~:= 0.0122' (Bar In) 2 Distance from exterior compressive fiber to .-l := dt _ 0.5dr _ dst _ cov centroid of tensional remforcement : ,:n., ( fc - 4KsIJ .A.!w:= If fc < 4KsI ,0.85 ,0.85 - 0.05 . 1000pSI .!,:= 0.9 0.85' fc ( 2. MspanU ) ~:= . 1- 1- fy 0.85. fc. <1>. b. d2 (0.85' pI. fc 87000PSIJ ~:= 0.75' . fy 87KsI + fy Factor 131 : Resistance factor Remforcement ratio : Maximum reinforcing ratio: Max. reinforcement checkmg ~~~~~:= If( Pact < P max' "0"" , "error" ) MsuPPDL = 103 Kip ft MsuPPLL = 27 Kip ft VsupportDL = 2 I Kip VsupportLL = 5 Kip /~ri< ,>;t~::n+~,~'"f~ , 33AJSi~ ,(;., . '_""'.kh,,,\:! 2 Astr = 0.20 In 2 Abar = O.GO In P I = 0.78 Pact = 0.0094 Pmax = 0.02G8 ""'ft~?:0?fY:1:,)~,"?,~~, MaxRemf€h . A~-,~:w:,,;'~,.i;W,_~~,~'" 2 As = 1 .93 In *'; Area of Steel needed : ~ := Pact' b . d Min. steel area ~:= If[ 3....j fc. pSI> 200. PSI, 3....j fc. ~s:' 200, ps~ I] ASmtn = 0.7G 1n2 fy fy fy. (b. d) fy. (b. d) Remforcement steel ~:= 'f( As < Asmtn, If( As. 1.33 < Asmtn, As. 1.33, Asmtn) , As) to provide : '{~;;;?('Ci~~i;;'_, ~;i<0 : ~Ltt:"~;~~~.~ts;*W: 2 A't '.' I == '1.93 m;. , 5 ~eb:;;; .." ',., /i.fdit 45 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 No. of bars to provide: (AsteelJ A:=cell Abar Rebar's size : Bar, = ~<k ~,;\:'#i4J. Bottom Reinf. --> 4-#7 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : ~:= 7 hie..:= Bar. 8- 'In dr = 0.9 In ~:= 0.0122' (Bar In) 2 2 Abar = O.GO In Distance from exterior compressive fiber to centroId of tensional reinforcement : ,.a.:= dt - 0.5dr - dst - cov ~:= If(fC < 4KsI ,0.85 ,0.85 _ 0.05 . fc - 4KsI) 1 000 pSI .t.:= 0.9 n__,- ..= 0.85' fc . (I _ I _ 2. MsupPU 2J tfV-RWW Pact = 0.0' 14 fy 0.85. fc.lj). b. d (0.85 . /3 I . fc 87000PSI) ~:=0.75. . fy 87KsI + fy Max. reinforcement checklnq: ~!~~:= 'f( Pact < P max' "OK" , "error" ) 2 ~:= Pact' b. d As = 2.34 In [ 3 . ..j fc . pSI 200 . pSI 3, ..j fc . pSI 200 . pSI .., 2 Mm. steel area: .~~:= If fy > fy , fy. (b. d)- 1 ' fy. (b. d)- I JASmin = 0.76 In Remforcement steel ~~l.:= If( As < Asmln, If( As. 1.33 < ASmm ,As. 1.33 ,Asmln) ,As) to provide : Factor 131 : /31 = 0.78 ReSistance factor Reinforcement ratio : MaXimum relnforcmq ratio: Pmax = 0.02G8 Area of Steel needed : No. of bars to provide : ( Asteel J.'....'...."'......... .., "'..... w'~...l!.'. n := ceIlH'~:..;f;':t NW Abar "",",',UJ....,il! Rebar's size : Top Reinf. --> 4-#7 46 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 Shear Design Shear Deslt3n ~ distance lid" from the face of support Ult. Shear @ distance "d" : ~:= Vu - ( I .2 . WDL + I.G' WLL) . d Shear Strength provided by concrete : :if;,.:= 2 . .J fc . pSI' b . d -I Shear Strength to be provided by steel: ~:= 0.85 VU.d - Vc ~:= 4 . .J fc . pSI' b. d Vs limit for shear spacing : Area of shear reinforcement perp. to aXIs of member : -I ..~~~,:= VS' (fy. d) b ~:= SOpSI' fy Mmlmum area of shear remforcement : Required area of stirrups : fJ~~:= If( AV.mtn < AV.perp ,AV.perp,A . Proposed shear reinforcement : Stirrup's size : "':~lhm\tt!A.~-:~"t~#t"ft~:~$;,?~,~tt:)1 V'" ",=2g.gKJ" ;.,,&~:~:.;~;;.>,~: -f A:;g_(1<~ ':r~ Vc = 30.4 Kip Vs = 4.8 Kip VShm = GO.7 Kip 2 In AV.perp = O. I ft 2 In AV.mtn = O. I ft t~"l 21 J(4 Stirrup's area : ~.:=4 , .. .. , 2 ~:= 0.0122' (Barstln)t:Ast = 0.21n No. of stirrup's legs: Proposed stirrup spacmg : ~:=2 ~:= 81n 2 -I In ~~:= Ast. nleg . SpCprop AV.prop = 0.5g ft ~:= mln(241n ,0.5d) SPCMax = 8.5 In ~~~:= If( AV.req < AV.prop, "OK" , "errc,~t~I~~~:...",,;_~7' Reinforcing area checkmq : Max. stirrups spacing checkmg: ~~:= If( 5pcprop < 5PCMax, "OK" , ".:r~f!~~~~I~ Beam FB-3 Desian Summary Section 121x20" Top Reinf. Mid. Reinf. Batt. Reinf. Sti rru ps 2-#7 + 2-#7 (over support) 2-#5 4-#7 #4 @ 8" O.C. 47 BOT AS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 3.7. Concrete Floor Beam FB-4 - Flexural AnalysIs Checked by PMB Date 5/2010 - MaterIals and 5ectlon Data Cross Section : Concrete 4: Masonry: Stren<jth: ~:= 5500pSl Width of Beam: ...!?,:= 12m Depth of Beam: ..53t:= I Gm Wel<jht of concrete : ~:= I sopcf Masonry self-wel<jht: ~:= GBpSf - Beam span * Tributary len~th : Relnforclnq Steel : Yield Stren<jth : k:= GOKsI Clear rebar cover : ~:=2In Beam span: .~:= lOft + Bin Tributary Len<jth at roof: ~:= 3ft + 10m Slab: ~:= JOft+Bln ~:= 4ft + 41n - Beam Loads : Beam's Dead loads Beam self-wel<jht : ~:=wc'dt.b ~.,:= wwall' O.S' 7.67ft Wall Dead Load on beam: RTB self-weight: Wrbeam.5W. Roof Dead Load on beam: ~.QJ.J....:= Ltr,b I RoofDL ~,,:= Ltrlb251abDL Slab Dead Load on beam: ~:= Wbeam.5W + wbeam.Wall + wbeam.DLI + Wbeam.DL2 + Wrbeam.5W Beam's live loads Live Load on beam: ~J..k:= Ltrlb I RoofLL + Ltrlb2 FloorLL2 ~:= wbeam.LL Bendln'3 Moments and Shear Span moment DL : ~A - I L 2 ~.:= I I wDL beam ~A - I L 2 ~,:= I I wLL beam ~:= 1.2' MspanDL + I.G' MspanLL Span moment LL : Span Ultimate Moment: Wbeam.5W = 200 plf Wbeam.Wall = 26 I plf Wrbeam.SW = 100plf Wbeam.DL I = 96 plf wbeam. DL2 = 433 plf WDL = I 090 plf Wbeam.LL = 250 plf WLL = 250 plf MspanDL = I , Kip ft MspanLL = 3 Kip ft 'r!\ ~".i4fi~,"'~,,;~},:,~..,U ',i:7. Ki' ~,,~.:ft ,'> ,8 . ~""""\"* c...;";;"'" n'I''t.i''''~",~ 48 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Support moment DL : Distance from exterior compressive fiber to r:l := dt _ 0.5dr _ dst _ cov centroid of tensional reinforcement : NN Factor 131 : ~:= If(fC < 4KsI, 0.85 ,0.85 - 0.05' fc - 4KsIJ P I = 0.78 I OOOpSI ,t:= 0.9 0.85' fc ( 2. MspanU J ~:= . 1 - I - Pact = 0.0019 fy 0.85. fc. ~. b. d2 (0.85' pI. fc 87000PS'J ~:= 0.75' . fy 87KsI + fy Max. reinforcement checking: l~d~.~.!$.~.tij~~:= If( P act < P max' "OK" , "error" ) Area of Steel needed : ~ := Pact' b . d A f[ 3 . V fc . pSI 200 . pSI 3, V fc . pSI 200 . pSI .., 2 Mm. steel area: ~:= I > , , ASmtn = 0.59 in fy fy fy. (b . d) - I fy. (b . d) - 1 ..t>~l,:= If( As < Asmtn, 'f( As. 1.33 < ASmtn ,As. '.33 ,ASm~l,.;?t~~..0'>":~S~!";"~i';' Support moment LL : M - I L 2 .' ~:= 9 wDL beam ,M -I L 2 ~.J....:= 9 wLL beam Support Ultimate Moment: ~:= 1.2' MsuPPDL + I.G' MsuPPLL Support shear DL : ~t.oJ.v:= 2- I WDL Lbeam ~..J..J....:= 2-IWLLLbeam ..xu..:= 1.2' VsupportDL + I.G' VsupportLL Support shear LL : Ult. Shear @ support: Diameter of proposed stirrup : ~:= 4 ~:= Bst. 8- I"dst = 0.5 in ~:= 0.0122' (Bstin)2 Flexure Design-Bottom Reinforcement Diameter of proposed bottom lonqltudmal remforcement : ~:= 5 ..G1r,,:= Bar. 8- lin dr = O.G in ~:= 0.0122' (Bar in/ Resistance factor Reinforcement ratio : Maximum reinforcing ratio: Reinforcement steel to prOVide : MsuPPDL = 14 Kip ft MsuPPLL = 3 Klpft VsupportDL = G Kip VsupportLL = I Kip 2 Astr = 0.20 in 2 Abar = 0.3 I in Pmax = 0.02G8 2 As = 0.30 in 49 - BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked bv PMB Date 5/2010 No. of bars to provide: ( Asteel] n:= ceil NW Abar Rebar's size : Bottom Reinf. --> 2-#5 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : ,k:= 5 ..xlc..:= Bar. tr 'm dr = O.G In ~:= 0.0122' (Bar m) 2 2 Abar = 0.3 I m Distance from exterior compressive fiber to centrOid of tensional reinforcement : &.:= dt - 0.5dr - dst - cov Factor 131 : ( fc - 4K.sIJ ll:= If fc < 4K.s1 ,0.85 ,0.85 - 0.05 . 1 OOOpSI r3 I = 0.78 Resistance factor ~:=0.9 n__,- '.-_ 0.85' fc . (I _ 1 _ 2, Msuppu 2J ~ Pact = 0.0023 fy 0.85. fc. ~, b. d ,'__ 0.75' (0.85 . r3 I . fc, 87000PSIJ Maximum relnforcm'3 ratio: ~ fy 87K.s1 + fy Max. reinforcement checklna: I\A.:3..>5..f?~.l.Cl.,.tr..b.r-r:.~....:= If(Pact < Pmax' "OK" , "error") ~M~~~Rg~fCh~~~5~;~ -..) ~-"-~"-"-'-'~--~M'--- ~ "',f~''!'<~~'.''';h' ~~~ ~k,WJt{}:..,~ :~_ 2 Area of Steel needed: &:= Pact' b, d As = 0.37m A f[ 3 . oj fc . pSI 200 . pSI 3, oj fc . pSI 200 . pSI .., 2 Mm. steel area: ~:= I > , , ASmln = 0.59m fy fy fy . (b . d) - I fy. (b ' d) - , J Remforcement ratio : Pmax = 0.02G8 Ci?'4~~ ;i\';';;;:'~~f!1!?!~'~ Remforcement steel ...~:= If( As < ASmln ,If( As. 1.33 < ASmln ,As. 1.33 , Asmln) , ~~t~St~f~~i~~ to prOVide : No. of bars to provide: (Asteel] ,.!:1:=ceil Abar '.~i:~:':/~f4.:,pt:i 'n ='2,;-' '",:", .".1 Rebar's size : ''''''~ f'\;",.", Bar ;; 5\'~ '4' -,.. -,'....",..,M,,~~ Top Reinf. --> 2-#5 50 BOlAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 5hear DeSign 5hear DeSign @J distance "d" from the face of support Ult. Shear @ distance "d" : VU.d := Vu - ( I .2, WDL + I.G' WLL) . d Shear Strength provided by concrete : V C := 2 . -Jfc . pSI' b . d -I Shear Strength to be provided by steel: VS:= 0.85 VU.d - Vc Vs limit for shear spacing : VSlim := 4 . -Jfc . pSI' b . d Vc = 23.5 Kip Vs = -ls.oKlp VSlim = 4G.9 Kip Area of shear remforcement perp. to aXIs of member: 2 In AV.perp = -0.2 ft 2 In AV.mln = O. I ft -I AV.perp := VS' (fy. d) Mmlmum area of shear reinforcement : b AV.mln := SOpSI' fy ReqUired area of stirrups : AV.req := If( AV.mln < AV.perp , AV.perp ,Av.! Proposed shear remforcement : Stirrup's size : Stirrup's area : No. of stirrup's legs: Barst := 4 Ast := 0.0122' (Barstln)2 Ast = 0.21n2 Proposed stirrup spacing : nleq := 2 5pcprop:= G.51n -I AV.prop := Ast' nleg. Spcprop SpCMax := mln(241n ,0.5d) 2 In AV.prop = 0.72 ft SPCMax = G.G In Remforcmg area checkmg : StAreaCheck := If(AV.req < AV.prop, "OK' , "erroi"5.J.Ati1ic.'~:h'~~~if~ .'k~VM';""i.,'<,:;<t*,,~K~:jo./~'-k,~~%~t:'" Max. stirrups spaCing checking: Beam FB-4 Desian Summary Section 121X16" Top Reinf. Mid. Reinf. Batt. Reinf. Stirrups 2-#5 2-#5 2-#5 #4 @ 6.5" O.C. @ ends #4 @ 12" O.C. @ 51 -- BobaI8R8SlERING, INC. Job Sunnv Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 3.8. Concrete Border Beam BB-I - Flexural AnalysIs - Materials and 5ectlon Data Cross Section : Concrete * Masonry: Width of Beam: b:= 12m Strength : fc := 5500pSl Remforcmq Steel : Yield Strength: fy:= GOKsI Depth of Beam: dt:= 3Gm Weight of concrete : wc := I 50pcf Clear rebar cover : cov := 3m Masonry self-welqht: wwall := G8pSf - Beam span * Tributary lenqth : Beam span: Lbeam:= 25ft + Om Tributary Lenqth at roof: Ltrlb I := 5ft + Gm - Beam Loads : Beam's Dead loads Beam self-weight: Wbeam.5W := wc . dt . b Wbeam.5W = 450 plf wbeam.DL I = 550 plf Slab Dead Load on beam: Wbeam.DL I := Ltnb I 51abDL WDL := wbeam.SW + Wbeam.DLI WDL = I 000 plf Beam's live loads Live Load on beam: Wbeam.LL := Ltnb I FloorLL Wbeam.LL = 550 plf WLL := wbeam.LL WLL = 550 plf Bendmt3 Moments and Shear Span moment DL : M -I L 2 SpanDL:= f I WDL beam M -I L 2 spanLL:= I I WLL beam MspanDL = 57 Kip ft MspanLL = 3 I Kip ft Span moment LL : Mspanu := 1.2' MSpanDL + I.G' MSpanLL ,\;r~' ...,."......-..."'"'-'.~,, .~ f;b.2'\Kt:: ff4 ~'~'_i;;:i--..;;~~-~ti{~ Span Ultimate Moment: Support moment DL : M -I L 2 SUPPDL := 9 wDL beam M -I L 2 SUPPLL := 9 WLL beam MSUPPDL = G9 Klpft MSUPPLL = 38 Kip ft ~,?/>~-'~'. ,<~X~jo.r.., ',;",- ',r~'F"'<S;' ,~:rF'-~~'~' -t'?;;:. ~, tM;~'~ef1>~~~ ;:1~~1:,~~;'s~f,ti Support moment LL : Support Ultimate Moment: MsupPU := f.2' MSUPPDL + f.G' MSUPPLL 52 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Support shear DL : 2 As := Pact' b . d As = 0.83 In [ 3 . yfc . pSI 200 . pSI 3, yfc . pSI 200 . pSI ] 2 Mm. steel area: Asmm:= If > , , ASmm = 1.43 In fy fy fy. (b . d) - I fy. (b . d) - , Asteel := If( As < Asmm, If( As. I .33 < Asmm, As. I .33 , Asmln) ,r Support shear LL : VsupportDL := 2- 'WDLLbeam VsupportLL := 2- I WLLLbeam Vu := 1.2' VsupportDL + I.G' VsupportLL Ult. Shear @ support: Diameter of proposed stirrup : Bst := 4 dst := Bst . 8- 'Ir dst = 0.5 In Astr := 0.0 122 . (Bst In) 2 Flexure DeSign-Bottom Reinforcement Diameter of proposed bottom lonqltudlnal reinforcement : Bar := b dr:= Bar. 8- 'In dr = 0.8 In Abar:= 0.0 122. (Bar In) 2 Distance from exterior compressive fiber to d := dt _ O. 5dr _ dst - cov centroid of tensional remforcement : ( fc - 4KsI) /31 := If fc < 4KsI ,0.85 ,0.85 - O.OS . I 000 pSI ~:= 0.9 Factor pi: ReSistance factor Remforcement ratio : '_ 0.85' fc . (_ _ 2. Mspanu ) Pact .- I I 2 fy 0.85. fc. ~ . b. d '_ . (0.85 . /31 . fc . 87000PSI) Pmax .- 0.75 fy 87KsI + fy MaXimum remforcmg ratio: Max. remforcement checkmg: MaxRelnfCheck:= If( P act < P max ,"OK" , "error" ) Area of Steel needed : Remforcement steel to prOVide : No. of bars to prOVide (AsteelJ n := ceil - Abar Rebar's size : VsupportDL = I 2 Kip VsupportLL = 7 Kip 2 Astr = 0.20 In 2 Abar = 0.44 In /3 I = 0.77 Pact = 0.0022 Pmax = 0.02G8 Bottom Reinf. --> 3-#6 53 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : Bar := G dr:= Bar. 8- IIn dr = 0.8 In 2 Abar := 0.0/220 (Bar In) 2 Abar = 0.44 In Distance from exterior compressive fiber to centroid of tensional reinforcement : d := dt - 0.5dr- dst - cov Factor ~ I : ( fc - 4KsI) P I := If fc < 4KsI ,0.85 ,0.85 - 0.05 . 1000pSI $:= 0.9 0.85 . fc ( 2 . MsupPU J Pact := . I - 1- fy 0.850 fc. $. b. d2 0_ (0.85 . pI. fc 87000 pSI ) Pmax .- 0.75 . . fy 87KsI + fy P I = 0.77 ReSistance factor Remforcement ratio : Pact = 0.002G MaXimum reinforcing ratio: Pmax = 0.02G8 Max. reinforcement checkm'3: MaxRelnfCheck:= If( Pact < P max' "OK" , "error" ) Area of Steel needed : As := Pact' b . d [ 3 . yfc . pSI Min. steel area: Asmln:= If fy > 200 . pSI 3. yfc 0 pSI , - I fy. (b . d) 2 As = I .02 In 200. pSI J 2 , _, ASmm = /.43 In fy . (b 0 d) fy Reinforcement steel to provide : Asteel := If( As < Asmm, If( As. I .33 < Asmln, As. / .33 , ASmll J,s e "',' :'i.,o;~tl,"...j;V{;,;,,:';; No. of bars to provide (Asteel) n := cell - Abar Rebar's size : Top Reinf. --> 4-#6 54 BOTAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Job Sunny Isles Restaurant Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Shear Design 5hear Design ~ distance "d" from the face of support Ult. Shear @ distance "d" : VU.d := Vu - ( 1.2 . WDL + I.G' WLL) . d Shear Strength provided by concrete : V C := 2 . yfc . pSI' b . d Shear Strength to be provided by steel: VS:= 0.85- 'VU.d - Vc Vc = 57.2 Kip Vs = -33. I Kip Vs hmlt for shear spacmg : VShm := 4 . yfc . pSI' b . d Area of shear remforcement perp. to aXIs of member: VShm = f 14.4 Kip 2 In AV.perp = -0.2"ft 2 In AV.mm = 0./ "ft -I AV.perp := VS' (fy. d) MIMI mum area of shear remforcement : b AV.mm := 50pSI' fy Required area of stirrups : Av.req := If( AV.mm < AV.perp , AV.perp ,Av.! Proposed shear reinforcement : Stirrup's size : Stirrup's area : No. of stirrup's legs: Barst := 4 Ast := 0.0122' (Barstlnr Ast = 0.21n2 Proposed stirrup spaclnq : nleg := 2 Spcprop := I 21n -I AV.prop := Ast. nleq' SpCprop 5PCMax := mln( 24 In ,0.5d) 2 In AV.prop = 0.39 ft SPCMax = I G. / In Remforclng area checkmg : StAreaCheck := If( AV.req < AV.prop, "OK' , "erro a:t;'k~' Max. stirrups spacing checkmq : r<:~tv;,~:~"';~~.!~:,1'Pf~~- Max5pcCheck := If( SpCprop < SPCMax, "OK" , .e;<~~~~~~r&st. Beam BB-1 Desian Summary Section 12"x36" Top Reinf. Mid. Reinf. Bott. Reinf. Sti rru ps 2-#6 + 2-#6 (over support) 4-#5 3-#6 #4 @ 12" O.C. 55 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 3.9. Concrete Border Beam BB-2 - Flexural AnalysIs - Materials and 5ectlon Data Cross Section : Width of Beam: b:= 12m Concrete * Masonry: Strength: fc := 5500pSl Relnforclnq Steel : Yield Strength: fy:= GOKsI Depth of Beam: dt:= 3Gln Welqht of concrete : wc := I 50pcf Clear rebar cover : cov := 3m Masonry self-welqht: Wwall := G8psf - Beam span * Tributary lenqth : Beam span: Lbeam:= 25ft + Om Tributary Length at roof: Ltnb I := Gft + 10m Slab: lslab := 25ft + Om Ltrlb2 := Gft + Gm - Beam Loads : Beam's Dead loads Beam self-weight: Wbeam.5W := WC. dt. b Wbeam.5W = 450 plf Wbeam .wall = 590 plf wrbeam.5W = 100 plf Wall Dead Load on beam: Wbeam.Wall := Wwall' 8.G7ft RB self-weight: Wrbeam.5W. Roof Dead Load on beam: Wbeam.DL I := Ltnb I RoofDL Wbeam.DL I = 171 plf Slab Dead Load on beam: Wbeam.DL2 := Ltrlb2 SlabDL + Ltnb2SIabSDL Wbeam.DL2 = 813 plf WDL := wbeam.5W + wbeam.Wall + wbeam.DL I + wbeam.DL2 + Wrbeam.5W WDL = 2 I 23 plf Beam's live loads Live Load on beam: Wbeam.LL := Ltrlb I RoofLL + Ltnb2 FloorLL Wbeam.LL = 78G.7 plf WLL := Wbeam.LL WLL = 78G.7 plf Bendln'3 Moments and Shear Span moment DL : MspanDL:= 11-' WDLLbeam 2 M -I L 2 spanLL:= 1 I wLL beam MspanDL = 121 Kip ft MspanLL = 45 Kip ft ~,_-~i' ,-":~'"jr-/:"l;:??l':('~ 'iIJ'<:. >f-,.,~~l>;,: ><lJV'~~"'_';;, "_~, MspanuP#. 21 6.3,,1)*'.'1 ft~ ,;;.' 5:,.--;;:(:/ ~t",:i "M'~-:_: ',-....":4.;':'" !:.:~ Span moment LL : Span Ultimate Moment: Mspanu := 1.2' MSpanDL + I.G' MspanLL 56 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Support moment DL : 2 As := Pact' b. d As = I .54 In [ 3 . ..jfc . pSI 200 . pSI 3. ..jfc . pSI 200 . pSI J 2 Min. steel area: Asmm:= If > , , As min.. = 1.42 In fy fy fy. (b. d) - 1 fy. (b. d) - I Asteel := If( As < Asmln, If( As. I .33 < Asmm, As. I .33 ,Asmln) ,f ~~~~.L:;: Support moment LL : M -I L 2 SUPPDL := 9 wDL beam M -I L 2 SUPPLL := 9 WLL beam Support Ultimate Moment: Msuppu := 1.2' MSUPPDL + I.G' MSUPPLL Support shear DL : VsupportDL := 2- I WDL Lbeam VsupportLL := 2- I WLL Lbeam Support shear LL : Ult. Shear @ support: Vu := 1.2' VsupportDL + I.G' VsupportLL Diameter of proposed stirrup : Bst := 4 dst := Bst . 8- 'Ir dst = 0.5 In Astr := 0.0 122 . (Bst In) 2 Flexure DeSign-Bottom Reinforcement 99 Diameter of proposed bottom lonqltudlnal remforcement : Bar := 8 dr:= Bar. 8- 'In dr = 1 In Abar := 0.0122' (Bar In) 2 DIstance from exterior compressIve fiber to d := dt _ O. 5d r _ dst _ cov centroId of tensional reinforcement : ( fc - 4KsIJ P I := If fc < 4KsI, 0.85 ,0.85 - 0.05 . 1000pSl ~:= 0.9 '_ 0.85 . fc . (_ _ 2 . Mspanu ) Pact .- I I 2 fy 0.85. fc. ~ . b. d '- . (0.85 . pI. fc . 87000 pSI J Pmax .- 0.75 fy 87KsI + fy Factor /31 : ReSistance factor Reinforcement ratio : MaXimum remforcmg ratio: Max. remforcement checking: MaxRelnfCheck:= If( Pact < P max' "OK" ,"error" ) Area of Steel needed : Reinforcement steel to prOVide : MSUPPDL = 147Klpft MSUPPLL = 55 Klpft VsupportDL = 27 Kip VsupportLL = 10 Kip 2 Astr = 0.20 In 2 Abar = 0.78 In P I = 0.77 Pact = 0.0040 Pmax = 0.02G8 ':~'_,/\\~r(,=:, ''tf~:!:4);?2'i'?<2>'''v~:~10~::~ MaxRelnfCheck>=.,1 4 -"/ti:,,",,k4-:<~4?~..,.~_:r,;A1;~ ;dit"0: 57 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 No. of bars to provide (AsteelJ n := ceil Abar Rebar's size : '.<t:;:;'~r Bottom Reinf. --> 2-#8 Flexure Design-Top Reinforcement Diameter of proposed top lonqltudlnal reinforcement : Bar:= 8 dr:= Bar. 8-lm dr = I In 2 Abar := 0.0 I 22 . (Bar In) Distance from exterior compressive fiber to centroid of tensional remforcement : d := dt - 0.5dr - dst - cov Factor pi: ( fc - 4KsIJ pI := If fc < 4KsI ,0.85,0.85 - 0.05" I OOOpSI ~:= 0.9 0.85 "fc ( 2 . MsupPU J Pact := . I - 1- fy 0.85. fc. ~ " b. d2 '- (0.85 . pI. fc 87000pSI J Pmax .- 0.75 . . fy 87KsI + fy Resistance factor Reinforcement ratio : Maximum reinforcing ratio: Max. reinforcement checkmg: MaxRel nfCheck := If( Pact < P max' "OK" , "error" ) 2 Abar = 0.78 In P I = 0.77 Pact = 0.0049 Pmax = 0.0268 ~;f<~,:;?-::.. :::".',~'>~~~~f.%<W~;~~'~:k;L*: ~ '~~:~ Max~ilJfC~ec~::~:~"'dK:'~.).J '1'*:&#,.:}t'4>:~';" ~#M}"';:'~~';;;,'~~:~-.tl.;;(~-:~"in;0 Area of Steel needed : As := Pact' b . d A f[ 3 . -lfc . pSI 200 . pSI 3, -lfc . pSI Min. steel area: Smm:= I > , I fy fy fy. (b . d)- As = 1.90 1n2 200 . pSI ] 2 , _, ASmm = 1.42 In fy. (b . d) Reinforcement steel to provide : Asteel := If( As < Asmln, If( As. I .33 < Asm,n, As. I .33 , Asmlr' No. of bars to provide (AsteelJ n := cell - Abar Rebar's size : Top Reinf. --> 3-#8 58 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Shear DeSign 5hear DeSign ~ distance "d" from the face of support Ult. Shear @ distance "d" : VU.d := Vu - ( 1 .2, WDL + I.G' WLL) . d Shear Strenqth provided by concrete : V C := 2 . ...jfc . pSI' b . d -I Shear Strength to be provided by steel: Vs:= 0.85 VU.d - Vc Vc = 57.0 Kip Vs = -12.9 Kip Vs limit for shear spacmg : VSlim := 4 . ...jfc . pSI' b . d Area of shear reinforcement perp. to aXIs of member : -I AV.perp := VS' (fy. d) VSlim = 1 13.9 Kip 2 m AV.perp = -0. I ft 2 m AV.mm = 0.1 ft MIMI mum area of shear remforcement : b AV.mm := SOpSI' fy ReqUired area of stirrups : AV.req := If( AV.mln < AV.perp ,AV.perp ,AV.r V; Proposed shear reinforcement : Stirrup's size: Barst := 4 Ast := 0.0122' (Barstm)2 Ast = 0.2m2 Stirrup's area : No. of stirrup's legs: nleg := 2 5pcprop := I 2m Proposed stirrup spacmg : -I AV.prop := Ast. nleg . 5pcprop 2 m AV.prop = 0.39 ft Remforclng area checkmg : 5pCMax := mm( 24m ,O.sd) 5PCMax = I G.O m 5tAreaCheck := If( AV.req < AV.prop' "0"" ,Herro"~F~~~~;,,*,~G. Max. stirrups spacing checking: Max5pcCheck:= If( 5pcprop < 5PCMax, "01\." ,"e'0'.,,~~.~;'flJ""Y Beam BB-2 Desian Summary Section 12"x36" Top Reinf. Mid. Reinf. Batt. Reinf. Stirrups 2-#8 + 1-#8 (over support) 4-#5 2-#8 #4 @ 12" O.C. 59 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 3. 10. Concrete Bent - Flexural AnalysIs - Materials and 5ectlon Data Cross Section : Width of Beam: b:= 421n Concrete * Masonry: Strenqth : fc := 5500pSl Remforcmq Steel : Yield Strength : fy:= GOKsI Depth of Beam: dt:= 361n Weight of concrete : wc := / 50pcf Clear rebar cover: cov := 41n Masonry self-weight: Wwall := G8pSf From STAAD Data: Member 2275: Mspanu := '835.6 KiP' In Member 228G: MsupPU := -2881.5 KiP' In Ult. Shear @ support: Vu := 58.5Klp DIameter of proposed stirrup : Bst := 5 dst := Bst . 8- 'n dst = 0.G3 Ir Astr := 0.0 122 . (Bst In) 2 2 Astr = 0.3/ In 60 BOTAS ENGINEERING, INC. ..... Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure DeSign-Bottom Reinforcement Dldll'<-~' of f. ot'o~ed bottom lonqltudlnal reinforcement: Bar := G dr := Bar. 8- 'm dr = 0.8m Abar:= 0.0122' (Barln)2 Distance from exterior compressive fiber to d := dt _ O. 5dr _ dst _ cov centroId of tensional reinforcement : ( fc - 4KsIJ pi := If fc < 4KsI ,0.85 ,0.85 - 0.05 . f OOOpSI ~:= 0.9 0.85 . fc ( 2 . MspanU ) P t'= . I - l- ac . 2 fy 0.85. fc. ~ . b. d '_ (0.85 . pI. fc 87000PSIJ Pmax .- 0.75 . . fy 87KsI + fy Factor ~ I : ReSistance factor Remforcement ratio : MaXimum reinforcing ratio: Max. remforcement checkmg MaxRemfCheck:= If( Pact < P max' "OK" , "error" ) 2 Abar = 0.44 m P I = 0.77 Pact = 0.0008 Pmax = 0.02G8 (*yi/.~~ '''''~~i:0>va~f'~tr0:/~\'~~~' MaxRelnfChecK";:;;~ ," .,';0' ~), -'~.';1;-'~k.,' ,_.':;O-*"'M"->-i....).-':<"~:,~~<Ai' <~ ~. 2 Area of Steel needed: As := Pact' b. d As = '.10 In A f[ 3 . ..jfc . pSI 200 . pSI 3, ..jfc . pSI 200 . pSI J 2 Min. steel area Smm:= I > , , ASmln = 4.83 m fy fy fy . (b . d) - I fy. (b . d) - , Reinforcement steel Asteel:= 'f( As < Asmln, If( As. I .33 < Asmln, As. 1 .33 , Asmln) , As) to provide : No. of bars to provide (Asteel) n := ceil - Abar Rebar's size : Bottom Reinf. --> 4-#6 61 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Bolas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure Design-Top Reinforcement D'""lIvtCo' or f" uposed top lonqltudmal remforcement : Bar := 8 dr:= Bar. 8- 'In dr = 1 In 2 Abar := 0.01 22 . (Bar In) 2 Abar = 0.78 In Distance from exterior compressive fiber to centroid of tensional remforcement : d := dt - 0.5dr- dst - cov Factor ~ I : P I := If(fC < 4KsI, 0.85 ,0.85 - 0.05 . fc - 4KsIJ 1000pSI ~:= 0.9 '- 0.85 . fc . (_ _ 2 . MsupPU J Pact .- I I 2 fy 0.85. fc. ~ . b. d '_ . (0.85 . pI. fc . 87000PSIJ Pmax .- 0.75 fy 87KsI + fy P I = 0.77 ReSistance factor Retnforcement ratio : Pact = 0.00 13 MaXimum relnforcmg ratio: Pmax = 0.02G8 Max. remforcement checking: Max Rei nfCheck := If( P act < P max' "OK" , "error" ) 2 Area of Steel needed: As := Pact' b. d As = 1.741n [ 3 . yfc . pSI 200 . pSI 3. yfc . pSI 200 . pSI ] 2 Mm. steel area: Asmln:= If > , , ASmtn = 4.81 In fy fy fy. (b . d) - I fy. (b . d) - I Remforcement steel to provide : Asteel:= If(As < ASmln,lf(As. 1.33 < Asmm,As. 1.33,Asmm),AS) t~:~~j~~~;-?:~r1;"~_J~~ftf~~~l .Astiel'~~;r 2;32.ln!~ ;;;.;~;, ~~"t~t~;,2~}~~ftJ,~ No. of bars to provide (AsteelJ n := ceil - Abar Rebar's size : Top Reinf. --> 3-#8 Shear DeSign 5hear Deslqn ~ distance "d" from the face of support Ult. Shear @ distance "d" : VU.d := Vu - ( 1.2 . WDL + I.G' WLL) . d 't~ >;;O~'f'<" . ,!.~',> (1"~':~~"~"h~""~~ V' Jf.1.::i:.4A;'KJ ., U Q ~.. v.7 R-J j,' ~\; ;:/..,; ',L,A~~ - ,~:4;{: f..~:7L~,~c'L;1~ 62 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Shear Stren'2jth provided by concrete : v C := 2 . Vfc . pSI' b . d -I Vs := 0.85 VU.d - Vc VSlim := 4 . Vfc . pSI' b . d Shear Stren'2jth to be provided by steel : Vc = 192.3 Kip Vs = -135.oKlp Vs limit for shear spacln'2j : Area of shear reinforcement perp. to aXIs of member: -I AV.perp := VS' (fy. d) VSlim = 384.7 Kip 2 m AV.perp = -0.9ft 2 m AV.mtn = 004 ft Minimum area of shear retnforcement : b AV.mtn := 50psl' fy Required area of stirrups: Av.req := If( AV.mm < AV.perp ,AV.perp' Av. Proposed shear retnforcement : Stirrup's size : Barst := 4 Ast:= 0.0122' (Barstm)2 Ast = 0.2m2 Stirrup's area : No. of stirrup's le'2js : nle'2j := 2 Spcprop:= 10m Proposed stirrup spactn'2j : 2 -I m AV.prop := Ast. nle'2j. 5pcprop AV.prop = 0047 ft SPCMax := mln(24ln ,0.5d) SPCMax = ISAm Retnforcln'2j area checkm'2j : 5tAreaCheck := If( AV.req < AV.prop, "OK" '''erro~~~~~~~.E_~f ~~-~~ ~:'~'*-""'1t!'t~"'~<<~""""i#t,?,~ Max. stirrups spacln'2j checkln'2j: MaxSpcCheck:= If( SpCprop < 5PCMax, "OK" '''e,tr1~~~R9~~EL, Bent Desian Summary Section 42"x36" Top Reinf. Mid. Reinf. Batt. Reinf. Sti rru ps 2-#8 + 1-#8 (over support) 4-#5 4-#6 #5 @ 10" O.C. 63 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 4. Concrete Slabs 4. I . Slab (Lifeguard Storage) - One Way Slab - Flexural AnalysIs - 51abls 5pan len<3ths : - Recommended 51ab depth L:= I oft + Oln Deflection Coefficient : ACI 9.5(b). Maximum PermiSSible Computed Deflection Solid One-way Slabs coeff := 3GO Mintmum slab depth : -I dprop:= I 2L . coeff - Materials and 5ectlon Data Cross Section : Concrete : Depth of Slab: dt:= Gin Strength: fc:= 5500pSI Remforcmq Steel : Yield Strength: fy:= GOKsI Width of Slab : b:= 121n Weight of concrete ; wc := I 50pcf Clear rebar cover : cov:= 1.51n - 51ab Loads Dead loads Self-weight: wslab.5W := wcdt Wslab.5W = 75 psf Supenmposed DL : WSDL := 25 psf WSDL = 25 psf wDL.S = I 00 psf UMlformly dlstnbuted DL : WDL.5 := Wslab.SW + WSDL uve loads UMlformly distributed LL : WLL.S := 40psf WLL.S = 40 psf Span Bendm'3 Moment5 Span Moment DL : MDL := 8- 1 . WDL.5' L 2 MLL:= 8- I. WLL.S' L2 -I MDL= 1.2(Klpft).ft -, MLL = 0.5 (Kip ft) . ft -I Mu = 2.3 (Klpft) . ft Span Moment LL : Ultimate Moment : MU := 1.2' MDL + I.G' MLL Span Flexure Design Diameter of proposed bottom lonqltudmal reinforcement : Bar := 5 dr:= Bar. 8- 'In dr = O.G In Abar:= 0.0122' (Bar In) 2 2 Abar = 0.3 I In 64 l BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Distance from exterior compressive fiber to centroid of tensional reinforcement : d := dt - 0.5dr - cov Factor ~ I : P I :~ [{ Ie < 4000 psi ,0.85 .[ 0.85 - 005. Ce ~~;:S1) ]]} I $:= 0.9 0.85 . fc (J 2 . Mu J P t'= . I - l- ac' fy 0.85. fc. $ . d. b '_ . (0.85 . pI. fc. 87000 pSI ) Pmax .- 0.75 fy 87000 pSI + fy = 0.77 ReSistance factor Reinforcement ratio : Pact = 0.0009 MaXimum reinforcing ratio: Pmax = 0.02G8 Max. reinforcement checkmg : ::\~'-,~~jf~'~tra~"'~:.\ '11t~: MaxRelnfCheck := If( Pact < P max' "OK" , "error" )~,~i,~~~t~Q.~..7 . Area of Steel needed : As:= Pact' d 2 In As = 0.04- ft [ 3 . yfc . pSI 200 . pSI 3, yfc . pSI 200 . PSI] Min. steel area: Asmm:= If > , _ I' _ I fy fy fy. (d) fy. (d) 2 In ASmln = 0.19- ft Rebars spanclng : ( Abar) spcs:= - Asteel Relnf. steel required: Asteel := If[ As < Asmln, ( If( As. I .33 < Asmln, As . Rebar's size : Main Reinf. --> #5@12" o.c. 4. I . I. Deflection Checking : Modulus of elasticity of concrete : Ec := 57000 . yfc . pSI Ec = 4227 KsI Modulus of elasticity of steel : Es := 29000KsI Modular ratio : n := Es. Ec - I fr := 7.5 . yfc. pSI n = G.8G Modulus of rupture of concrete : fr = SSG pSI MaXimum moment In member @ stage deflection IS computed : MA := (MDL + MLL)' ft MA=I.7Klp.ft 65 - BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Calculation of Moment of Inertia of cracked section Comp. Steel : 2 Asc := I . Oln 2 Asc = 0.00 In Dlst. Old I"; d I := dt - d d I = /.8 In Parameter "B" : 2 2 Ast := I . 0.3 Iln Ast = 0.3 / In b - I (n - I) . Asc B=G7.7ft Ratio: r:= r=O n . Ast n . Ast kd :=[J20dOBO(1 + rO:I)+(1 +r)2_(1 +rJ].B-kd = 101 In B.- .- Tension Steel : Moment of inertia of cracked section transformed to concrete : b . kd3 n . Ast (n - /) . Asc + + 3 (d - kd) - 2 ( kd - d I r 2 Iq := b . dt3. I 2- I 4 Ig = 2 I Gin ICR := 4 ICR = 25.57 In Moment of inertia of gross concrete section about centroldal aXIs : (Neqlectmg reinforcement) Distance from centroldal aXIs of gross section, neglecting remf., to extreme fiber In tension: Yt := 0.5' dt Yt = 3 In Crackmg moment : -I MCR := fr. Ig . Yt le:= (~~~3 ol~ +[ I -(~~R)1ICR MCR = 3 KiP' ft Effective moment of mertla : Deflection due to Uniformly Distributed Loads Uniformly Dlst. Service Load : WServ := ( WDL.S + WLL.5) ft 4 5 WServ' L D I '--. R.s ab.u .- 384 Ec. Ie DTot := DR.slab.u WServ = /40 plf DTot = 0 In Deflection : L - = a.33 In 3GO > DR.slab.u = 0.0055 In = > Venncatlon OK Slab Desio" Summary Slab depth = G" Main Relnf. at middle span locatlon--> #5@ I 211 o.c. ea. way (Bottom) cover = 1.5" 66 ~ BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 4.2. Floor Slab IT errace) - One Way Slab - Flexural AnalysIs - Slab's 5pan lengths : - Recommended 51ab depth L:= I I ft + Om Deflection CoeffiCient : ACI 9.5(b). Maximum PermisSible Computed Deflection Solid One-way Slabs coeff := 360 Minimum slab depth : -I dprop:= I 2 L . coeff - Materials and Section Data Cross Section : Depth of Slab: dt:= am Concrete : Remforcmq Steel : Strength : fc := 5500pSI Yield Strenqth : fy := 60KsI Weight of wc := '50pcf Clear rebar cov := 2.0m concrete : cover : Width of Slab: b:= 12m - 51ab Loads Dead loads Self-weight : wslab.5W := wcdt Wslab.5W = 100 psf Superimposed DL : WSDL := 25 psf WSDL = 25 psf WDL.S = I 25 psf Uniformly distributed DL : WDL.5 := Wslab.SW + WSDL uve load5 Uniformly dlstnbuted LL : WLL.S := I OOpsf WLL.S = 100 psf Span Bendm'3 Moment5 Span Moment DL : MDL := a- I . WDL.S' L2 MLL := a- I . WLL.S . L 2 -I MDL= 1.9(Klpft).ft -I MLL = 1.5 (Klpft) . ft -I Mu = 4.7(Klpft) . ft Span Moment LL : Ultimate Moment : Mu:= 1.2' MDL + '.G' MLL Span Flexure Design Diameter of propo5ed bottom lonqltudlnal remforcement : Bar := 5 dr:= Bar. a- 1m dr = O.G In Abar:= 0.0/22' (Barm)2 2 Abar = 0.3 I m 67 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 ~ I :~ [{ Ie < 4000psl ,0.85.[ 0.85 - 0.05. ('e ~:SI) ]]} I ~:= 0.9 0.85 . fc (J 2 . Mu ) P t'= . I - l- ac' fy O.85.fc.~.d.b '_ . (0.85' pI. fc. 87000 pSI ) Pmax .- 0.75 fy 87000pSI + fy Distance from exterior compressive liber to centroid of tensional reinforcement : d := dt - O.5dr - cov Factor pi: ReSistance factor Remforcement ratio : MaXimum remforcmg ratio: = 0.77 Pact = 0.00 13 Pmax = 0.02G8 Max. remforcement checking : MaxRelnfCheck := If( Pact < P "OK" "error") '~."."~~.'.'~.<.r.n1C max" K,v~'&;?;:i4*~tM":"{:-~ Area of Steel needed : As := Pact' d [ 3 . yfc . pSI Mm. steel area: Asm,n:= If fy > 200 . pSI 3. yfc . pSI 200 . pSI ] fy , fy. (d)- J ' fy. (d)- I Remf. steel Asteel:= If[ As < Asmln, (If( As. I .33 < Asmm, As. J .33 , Asmln)) , As] required : Rebar's size : Rebars spancmq : spcs := ( Abar) Asteel 2 In As = 0.09- ft 2 In ASmm = 0.25- ft Main Reinf. --> #5@12" o.c. 4.2. I . Deflection Checking : Modulus of elasticity of concrete : Modulus of elasticity of steel : Ec := 57000 . yfc . pSI Ec = 4227 KsI Es := 29000 KsI Modular ratio : n := Es. Ec - J fr := 7.5 . yfc. pSI MA := (MDL + MLL)' ft MA = 3.4 Kip . ft n = G.8G Modulus of rupture of concrete : MaXimum moment m member @ stage deflection IS computed : fr = SSG pSI 68 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 CalculatIon of Moment of mertla of cracked sectIon Compo Steel: 2 Asc := I . Oln 2 Asc = 0.00 In Dlst. "d I": d J := dt - d d I = 2.3 In Tension Steel : 2 2 Ast:= I . 0.3 IIn Ast = 0.3 I In Parameter "B" : B:= b n. Ast -I B = 67.7ft Ratio : (n - I) . Asc r := r = 0 n. Ast kd :~[J2'd'B'(1 + r':')+(1 +r)2_(1 +r)].B-kd ~ '.31n Moment of mertla of cracked section transformed to concrete : ICR := 3 b . kd n . Ast (n - I) . Asc + + 3 (d - kd) - 2 (kd - d I r 2 4 ICR = 49.69 In Moment of Inertia of gross concrete section about centroldal aXIs : (Neglectmq remforcement) Iq := b. dt3. 12- 1 4 1'21 = 5 I 2 In Distance from centrOldal aXIs of qross section, neglecting relnf., to extreme fiber In tension : Yt := 0.5 . dt Yt = 4 In Cracking moment : -I MCR := fr. 1'21 . Yt MCR = GKlp' ft Effective moment of inertia : 'e:~ (~~13 ,19 +[ 1 _(~~13] "eR Deflection due to Uniformly Distributed Loads Untformly Dlst. Service Load: wServ := (WDL.S + WLL.S)ft WServ = 225 plf 4 5 wServ' L o '=-. R.slab.u' 384 Ec. Ie OTot := OR.slab.u OTot = Oln Deflectron : L - = 0.37 In 360 > OR.slab.u = 0.0' In = > Venflcatron OK Slab Desio" Summary 51ab depth = 811 Main Relnf. at middle span locabon--> #5@ 12" o.c. ea. way (Bottom) cover = 2.011 69 , I BOTAS ENGINEERING, INC. Consulting Engineers .- Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 4.3. Restaurant Slab - Two Way Slab - Flexural AnalysIs - Materials and 5ectlon Data : Cross Section: Depth of Slab: dt := 8m Width of Slab: b := 12m Concrete : Remforcmq Steel : Strength: fc := 5500pSl Yield Strength: fy := GOKsI Weight of 1 50pcf Clear rebar COV := 2m wc := concrete: cover: - 5lab's 5pan * Tributary length: Short way length: Ls := 23ft + 81n Long way length: LL := 25ft + Om 4 (4 4)- I Short way factor: Ps := LL . LL + LS Ps = 0.55 - 51ab Loads: Dead loads UMlformly dlst. self-welqht: Uniformly dlst. SDL: uve loads Uniformly dlst. LL: Lonq way factor: 4 (4 4)- I P L := LS . LL + Ls PL = 0.45 wslab.SW := wcdt wslab.5W = 100 psf Wslab.5DL = 25 psf wslab.5DL := 25psf WDL := wslab.5W + wslab.5DL WDL = I 25 psf WLL := FloorLL WLL = loopsf Span Bendm'3 Moments (Short * Lon'3 Ways) Moment DL (Short way): Moment LL (Short way): Ultimate Moment (Short way): Moment DL (Long way): Moment LL (Long way): Ultimate Moment (Long way): MSDL := 8- I . WDL' LS2. Ps MSLL := 8- I . wLL' LS 2. Ps MsU := 1.4. MSDL + 1.7' MSLL -/ MSDL = 4.9 (Kip ft) . ft -/ MSLL = 3.9 (Kip ft) . ft -I Msu = 13.4 (Klpft) . ft MIDL := 8- I . WDL' LL 2. PL MILL := 8- I WLLLL 2. PL Mlu := 1.4. MIDL + 1.7' MILL -/ MIDL = 4.3 (Klpft) . ft -/ MILL = 3.5 (Kip ft) . ft -I Mlu = 12.0 (Klpft) . ft 70 BOT AS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 ~ I := [{ Ie < 4000PSI,O.1l5.[ 0.1l5 _ 0.05. (Ie ~=:') ]]} I ~:= 0.9 0.85 . fe ( 2 . Msu ) Pact := . 1 - 1- fy 0.85. fe. ~. ds2 '- (0.85 . pI. fe 87000pSl J Pmax .- 0.75 . . fy 87000pSI + fy Flexure Design (Short Way) Diameter of proposed bottom lonqltudlnal reinforcement : Bar := 5 dr:= Bar. 8- 'In dr = O.G In Abar:= 0.0122' (Bar In) 2 Distance from exterior compressive fiber to centroid of tensional reinforcement : ds := dt - 0.5dr - eov Factor 131 : ReSistance factor Remforcement ratio : MaXimum relnforcmg ratio: 2 Abar = 0.3 I In = 0.77 Pact = 0.0081 Pmax = 0.02G8 Max. remforcement checkmg : MaxRelnfCheek := tf( Pact < P max' "OK" , "error" ) "M...~. :fx.!".'Rb.0f~fCti..'\.t :.:4:J,~~~~~ ;~~; Area of Steel needed : As := Pact' ds Mm. steel area: As := If[ 3 . ..jfe . pSI > 200, pSI 3'..jfc. pSI 200 . pSI ] mm fy fy' fy. (dst I ' fy. (dst I Asteel := tf[ As < Asmm, ( If( As. I .33 < ASmm, As. I .33 , Asmm)) , Remf. steel required : Rebar's size : Rebars spanclng : ( Abar) spes:= - Asteel 2 In As = 0.55- ft 2 In ASmln = 0.25- ft Short Way Reinf. --> #S@6.S" o.c. 71 BOlAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 Flexure Design (Long Way) Diameter of proposed bottom lonqltudmal remforcement : Bar := 5 dr:= Bar. Er 'm dr = O.G m Abar:= 0.0 122. (Bar m) 2 Distance from exterior compressive fiber to centroid of tensional remforcement : dl := dt - I .5dr - eov Factor pi: ~ I := [If[fe < 4000pSl ,0.85,[0.85 _ 0.05' (fe - 4000PSI)]]~ I I OOOpSI J ~:= 0.9 0.85' fe ( 2. M1u J P t'= . I - l- ac' fy 0.85. fe. ~ . dl2 '_ . (0.85 . ~ I . fe. 87000pSI ) Pmax .- 0.75 fy 87000 pSI + fy Resistance factor Reinforcement ratio : Maximum reinforcing ratio: Max. reinforcement checkmg: MaxRemfCheek:= If( Pact < P max' "OK" , "error" ) Area of Steel needed : As := Pact' dl Min. steel area: A '- f[ 3, yfe . Ibf Smm .- I _ 2 fy.b.ft.m Remf. steel required: Asteel := If[ As < Asmm, (If( As. I .33 < Asmln, As. I .33 , Asmln)) , Rebar's size : Rebars spanclng : ( Abar ) spel:= - Asteel 2 Abar = 0.3 I m = 0.77 Pact = 0.0092 Pmax = 0.02G8 2 m As = 0.5G- ft pel = G.5m Long Way Reinf. --> #5@6.5" o.c. Slab Design Summary Slab depth = 8" Short Way Reinf. --> #5@6" o.c. Long Way Reinf. --> #5@6" o.c. 72 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 4.4. Floor Slab (Ramp) - One Way Slab - Flexural AnalysIs - 5lab's 5pan lengths: - Recommended 51ab depth L:= 13ft + Oln Deflection Coefficient : ACI 9.5(b). Maximum Permissible Computed Deflection Solid One-way Slabs coeff := 3GO Minimum slab depth : -I dprop:= I 2L. coeff - Materials and 5ectlon Data Cross Section : Concrete : Depth of Slab: dt:= 81n Strength: fc:= 5500pSl Remforcmq Steel : Yield Strength: fy:= GOKsI Width of Slab : b:= 121n Weight of concrete : wc := I 50pcf Clear rebar cover : cov := 2.01n - 51ab Loads Dead loads Self-weight: wslab.5W := wcdt wslab.5W = 100 pst Supenmposed DL : WSDL :=25psf WSDL = 25 psf WDL.S = I 25 psf Uniformly distributed DL : WDL.S := Wslab.5W + WSDL live loads Uniformly dlstnbuted LL : WLL.S := I oopst WLL.S = I 00 pst Span Bendmq Moments Span Moment DL : MDL := 8- 1 . WDL.S' L2 M -I L2 LL := 8 . WLL.S . -I MDL = 2.G (Kip ft) . tt -I MLL = 2.1 (Klpft) . ft -I Mu = G.5 (Klpft) . ft Span Moment LL : Ultimate Moment : MU:= 1.2' MDL + I.G' MLL Span Flexure DeSign DIameter of proposed bottom lonqltudmal remforcement : Bar := 5 dr:= Bar. 8- 'In dr = O.G In Abar:= 0.0 122. (Bar In) 2 2 Abar = 0.3 I In DIstance from exterior compressive fiber to centrOid of tensional remforcement : d := dt - O.5dr - cov 73 BOTAS ENGINEERING, INC. - Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 [ [ [ (fC - 4000PSI)]] pi := If fc < 4000pSI ,0.85, 0.85 - 0.05' pi 1000pSI J ~:= 0.9 0.85 . fc (J 2 . Mu J P t'= . 1 - l- ac' fy 0.85. fc. ~ . d. b '_ . (0.85 . pI. fc. 87000 pSI ) Pmax .- 0.75 fy 87000 pSI + fy Factor pi: Resistance factor Reinforcement ratio : Maximum remforclng ratio: Max. remforcement checkmg: MaxRemfCheck:= If( Pact < P max' "OK" , "error" ) kc,,@ Area of Steel needed : As := Pact' d [ 3 . yfc . pSI 200 . pSI 3, yfc . pSI 200 . pSI ] Mm. steel area: Asmln:= If > , , fy fy fy. (d)- I fy. (df I Relnf. steel Asteel:= If[ As < Asmm, (If( As. I .33 < Asmm, As. I .33 , Asmm)) , As] required: Rebar's size : Rebars spancmg : ( Abar ) SpCs:= - Asteel = 0.77 Pact = 0.0018 Pmax = 0.02G8 emf Check! = "0 2 m As = 0.12- ft 2 m ASmm = 0.25- ft Main Reinf. --> #5@12" o.c. 4.2. I . Deflection Checkmq : Modulus of elasticity of concrete : Ec := 57000. yfc. pSI Ec = 4227 KsI Modulus of elasticity of steel : Es := 29000KsI Modular ratio : n := Es. Ec - I fr := 7.5 . yfc. pSI fr = 55G pSI n = G.8G Modulus of rupture of concrete : Maximum moment In member @ stage deflection IS computed : MA := (MDL + MLL)' ft MA = 4.8Klp' ft 74 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 Calculation of Moment of inertia of cracked section Comp. Steel : 2 Asc := I . Om 2 Asc = 0.00 m Dlst. Old I": d I := dt - d d I = 2.3 m Tension Steel : 2 2 Ast := I . 0.31m Ast = 0.3 I m Parameter "B" : B:= b n. Ast -I B = G7. 7 ft Ratio : (n - I) . Asc r := r = 0 n. Ast kd :~[J2-d-B-(' + r-:')+(I +r)2_(1 +r)].B-kd = 1.3m Moment of mertla of cracked section transformed to concrete : ICR:= b . kd3 n . Ast (n - I) . Asc + + 3 (d - kd) - 2 (kd - d I r 2 Ig := b. dt3. 12- 1 4 Ig = 5 12m 4 ICR = 49.G9 m Moment of mertla of gross concrete section about centroldal aXIs : (Neglecting reinforcement) Distance from centroldal aXIs of gross section, neglecting remf., to extreme fiber m tension : Yt := 0.5 . dt Yt = 4 m Effective moment of mertla : -I MCR := f r . Ig . Yt 'e:= (~:Rr - Ig +[ I -(~:RJ1'CR MCR = G KiP' ft Crackmg moment : = 949'12] Deflection due to Uniformly Distributed Loads UMlformly Dlst. Service Load: WServ := (WDL.5 + WLL.S)ft 4 5 WServ' L OR.slab.u := 384' Ec. Ie OTot := OR.slab.u WServ = 225 plf ="0.0 OTot = Om Deflection : L - = 0.43 In 3GO > OR.slab.u =0.04m = > Venf1catlon OK Slab Desian Summary Slab depth = 8" Mam Remf. at middle span locatlon--> #5@ 12" o.c. ea. way (Bottom) cover = 2.0" 75 BOTAS ENGINEERING, INC. Consulting Engineers - Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 4.5.5talr Exterior 5talr - 5lab's span lenqth : length: L:= I oft + Bm Deflection CoeffiCient : ACI 9.5.2. I. Minimum Thickness of One-Way Slabs Solid One-way Slabs Proposed slab depth : - Recommended 51ab depth: coeff := 20 -I dprop := L. coeff Stairs: 5talrLL:= loopsf - Materials and 5ectlon Data Cross Section: Depth of Slab: dt := Bm Width of Slab: b := 12m - 51ab Loads Dead loads Self-wel'3ht : Uniformly distributed SDL : live loads Uniformly dlstnbuted LL : Span Bendmg Moments Moment DL : Moment LL : Ultimate Moment Concrete : Remforcmq Steel Stren'3th : fc := 5500pSl Yield Stren'3th : fy := GOKsI Wel'3ht of I 50pcf Clear rebar cov := 3m wc := concrete : cover : Wslab.5W := wcdt wslab.5W = 100 psf wslab.SDL = 15 psf wslab.5DL:= 15psf WDL := wslab.SW + wslab.SDL WLL := 5talrLL M -I L2 DL := {) . WDL . M - I L2 LL := {) . WLL' -I MDL= I.G(Klpft).ft -I MLL= 1.4(Klpft).ft Mu := 1.4, MDL + 1.7' MLL 76 BOTAS ENGINEERING, INC. - Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 Flexure DeSign Diameter of proposed bottom longltudmal remforcement : Bar := 5 dr:= Bar. 8- I In dr = O.G In Abar:= 0.0122' (Barln) 2 Distance from exterior compressive fiber to centroid of tensional remforcement : d := dt - 0.5dr - cov Factor ~ I : ( fc - 4KsIJ pi := If fc < 4KsI ,0.85 ,0.85 - 0.05 . 1000pSI ~:= 0.9 0.85 . fc ( 2 . Mu J Pact := . I - I - 2 fy 0.85. fc. ~. d (0.85 . pI. fc 87000pSI J Pmax := 0.75 . . fy 87000 pSI + fy ReSistance factor Reinforcement ratio : MaXimum relnforcmg ratio: Max. reinforcement checking: MaxRelnfCheck:= If( Pact < P max' "OK" , "error" ) Area of Steel needed: As := Pact' d [ 3 . yfe . pSI 200 . pSI 3, yfe . pSI 200 . PSI] Mm. steel area: Asmm:= If > , _ I' _ I fy fy fy.(d) fy.(d) Relnf. steel required : Asteel := If( As < Asmm, If( As. I .33 < Asmln, As. I .33 , Asmm) , A Rebar's size : Rebars spancmg : ( Abar ) spes:= - Asteel 2 Abar = 0.3 I In P I = 0.77 Pact = 0.004/ Pmax = 0.02G8 2 In As = 0.23- ft 2 In ASmm = 0.2 I - ft Slab Desian Summary Main Reinf. --> #5@12" o.c. Slab depth = 8" cover = 3" Main Reinf. --> #5@12" o.c. Sec. Reinf. --> #4@12" O.c. 77 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 5. Masonry Wall Design. 5. I . Standard Wall-I (h= 10.(71) Wall height between floor slab and roof: Hwall := 8ft + 8m T nbutary Length of Roof: Ltnb I := 7ft + 2m ZoneS := 7S.7psf - Vertical load : Wall self-weight: SWwall := Wwall' (O.S. Hwall) Dead load : WDL := Ltnb I . RoofDL SWwall = 2B4.7 plf wDL = I 7B plf WLL = I 43 plf Live load : WLL := Ltnb I RoofLL - Moments : Bending Moment: (due to wmd) Mwall := 8- I . ZoneS. Hwal12 Wfot = G 17 plf Klpft Mwall = 0.71- ft Total load : Wf ot := sWwall + wDL + wLL - Masonry Geometnc Section .11 Hw dt D t ~ D [=h ] =t tf b (max. 6t) ~ Thickness of wall : t := 7.G2Sm (Nommal Thickness of wall = <'3 m.) Thickness of flange: tf := / .2Sm Distance compo fiber to cent.remf. d := O.S . t d = 3.8/ m Width oh section (max = Gt) : b := 24m (Se/ect bar5 5pacmq "b" con5/dermq moment) EqUivalent solid thickness: teq := 4.Bm r := t. I 2- 0.5 for t=<'3 In and b = 24 m Wall's radius of gyration : r = 2.2 m Modular ratio Es I Em : - Masonry Stresses SpecIfied Compressive 5trenqth of Masonry : n := 2S.8 partially grouted fm := ISOOpSI 78 .- BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 SpecIfied tensile or compressive stress m remforcement : fs := 24000pSI Allowable Compressive Stress due Axial Load : Hcalwall := Hwall For hlr < 99 slenderless limit formulae Hcalwall' r - 1 = 47 Fa := O.25fm[ I - Hcalwall2 ( I 40r) - Fa = 332 pSI Allowable Compressive Stress due Flexure : Fb := 3- If m Special mspectlon fa.comp := WTot( teqr I Fb = 500 pSI Calculated Compressive Stress (fa), aXial load only: fa.camp = 10.5 pS A~:I::~::P:::::re~,:::O~U~:~U~: te,,'ooed 5ree;baV"1 := (1.33 _ fa;:mp J . Fb - Selectmq remforcement : fb .avail = G49 pSI Estimate Remforcement : ASest := Mwall' (fs' 0.89 . dr I 2 In ASest = 0,105- ft Proposed Remforcement : 7t 2 2 -I Bar := 5 ASbar := . (Bar. In) ASbar = 0.31 In at b = 24 In As := Asbar. b 25GA 2 In As = 0.153- ft Remforcmg Ratio : Compression block location : (for rectangular section) -I P :=As.b.(b.d) k := .J(n . p)2 + 2. n. p - n . p p = 0.0033 k = 0.3 Check Compression block: k . d = 1.3 In > tf = 1.31n => deSign as T-beam T -beam DeSign Lever arm : (for T-beam section) k:=[p.n+0.5.(~)1[p.n+(~)r k=03 J :=[ 6-6. >2.(~J +(~r P/ ](6-3. ~r 0847 Compression block location : (for T-beam section) Reslstmg Moment : (Whichever IS smaller) { Ms:= As' f s . J . d Mm := fb.avail . (I - tf ). tf' J . d 2.k.d KiP' ft KiP' ft MReslst = 0.99 ft > Mwall = 0.71 ft => OK Kip' ft Ms = 0.99 ft I\lp . tt Mm = I .35 ft Checkmg: MReslst:= If( Mm < Ms, Mm, Ms) MASONRY WALL REINFORCING - #5 Bar @ 24 in 79 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Calculated by DBC Date 5/2010 Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Checked by PMB Date 5/2010 5.2. Standard Wall-2 (h=8. I (71) Wall height between floor slab and roof: H wall := Gft + 8m T rtbutary Length of Roof: Ltrtb I := 7ft + 8m ZoneS := 79.3psf Dead load : SWwall := wwall . ( 0.5 . Hwall) wDL := Ltrlb I . RoofDL Live load : WLL := Ltnb I RoofLL SWwall = 22G.7 plf wDL = 192plf wLL = I 53 plf Wall self-weight: - Vertical load : Bendmg Moment: (due to wind) Mwalj := 8- I . ZoneS. Hwall2 WTot = 572 plf Klpft Mwall = 0.44- ft Total load : WT ot := SWwall + WDL + WLL - Moments : - Masonry Geometric Section 11 Hw dt D t ~ D [=ttf ] =t tf b (max. 6t) ~ Thickness of wall : t := 7.G25m (Nominal Thickness of wall = 8 m.) Thickness of flange : tf:= 1.25m Distance compo fiber to cent.remf. d := 0.5 . t d = 3.81 m Width oh section : b := 24m (Select bars spacmg ''b" consldermg moment) EqUivalent solid thickness : teq := 4.9m r := t. I 2- 0.5 for t=8 In and b = 24 m Wall's radiUS of gyration : r = 2.2 m Modular ratio Es I Em : n := 25.8 - Masonry Stresses SpecIfied Compressive Strenqth of Masonry : partially grouted fm := 1500pSI 80 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 SpecIfied tensile or compressive stress In reinforcement: fs := 24000 pSI Allowable Compressive Stress due Axial Load: Hcalwall := Hwall Forh/r<99slenderlesslimltformulae Hcalwall' r-I = 3G Fa:= O.25fm[ 1- Hcalwall2( 140r)- Fa = 3S0pSI Allowable Compressive Stress due Flexure : Fb := 3- If m SpeCial mspectlon fa.comp := WTot( teqr I Fb = SOO pSI Calculated Compressive Stress (fa), aXial load only: fa.comp = 9.7 pSI A::I~:~:P::~:t:::O~":':~: reo",ooed sree;b'V'" :~ (, .33 _ f,~mp). Fb - Selectmq remforcement : fb.avatl = GS I pSI Estimate Reinforcement : ASest := Mwall' (fs' 0.89 . dr 1 2 In ASest = O.OGS- ft Proposed Reinforcement : 1t 2 2 -I Bar := S ASbar := . (Bar. In) ASbar = 0.31 In at b = 24 In As := ASbar' b 25G.4 2 In As = 0.153- ft Remforcmg Ratio : Compression block location : (for rectangular section) -I P := As' b. (b. d) k := ~(n . p)2 + 2. n. p - n . p p = 0.0033 k = 0.3 Check Compression block: k. d = 1.3 In > tf = 1.3 In = > deSign as T -beam T -beam DeSign Lever arm : (for T -beam section) k := [ p . n + 0.5 . ( : r] . [p . n + (: J J I J:= [ 6 - 6. : + 2. (:r + (:T- p / ].(6-3. :r k = 0.3 Compression block location : (for T-beam section) J = 0.847 ReSisting Moment : (Whichever IS smaller) { Ms:= As' fs' J' d Mm := fb.avatl . (I - tf J. tf' J . d 2.k.d KiP' ft Ms = 0.99 ft "'-IP . tt Mm = I .35 ft Checking: MReslst:= If( Mm < Ms, Mm , Ms) ~p.ft ~p.ft MReslst = 0.99 > Mwall = 0.44 = > OK ft ft MASONRY WALL REINFORCING - #5 Bar @ 24 in 81 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 G. Lateral Loads : G. I. Roof Diaphragm AnalysIs. Roof I . Structure Data : Hwall := 8.7ft Hroof := 3.2ft LHlp := 7.8ft Note: Wind Pressures from Main Wind-Force ReSisting System AnalysIs (see attached calculation) Length of the whole buildmg : B := 24ft + lOin Height of the floor: L := 2Gft + Oln Height of the Roof: Width of the whole buildtng : Wind ---lIo... \fIJlnward Leeward Leeward and Wtndward Wall pressure: Leewardwall := -37.0psf Sldewall:= -47.4psf WlndwardWall := SI.7psf WlndwardRoof := -38.0psf LeewardRoof := -42.2psf Leeward and Windward Roof pressure : Final wall wind pressures: At Wall Level : WallWmdPress := Windwardwall - Leewardwall WallWtndPress = 88.7 psf Final roof wind pressures : At Roof Level : RoofWtndPress := WlndwardRoof - LeewardRoof RoofWlndPress = 4.2 psf 82 BOTAS ENGINEERING, INC. Consulting Engineers Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 - Job Sunny Isles Restaurant - Sheet No. of Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 B i t-1 L I Linear -+ A 4 t ~ t t T t L!!..f tL!!.. t t t T tV t ~ t B 4 AnalysIs : Wwind LHip rH Section A-A htot L -t B Hwall () Hroof Wwmd := WallWlMdPress . ~ + RoofWmdPress' 5 - LHlp '----e- MaXimum distance between shear walls or any lateral support structures : Mmax ~vm~ ~t L No-Blocking -+ 1 h '001 hwall1 -+ 1- WwlMd = 395.1 plf 5 := 24.83ft -I T := Mmax' L Mmax := O. I 25wwlMd' 52 Mmax = 30.4 KiP' ft Vmax := O.5Wwmd' 5 V 0 5 -I Lmear:= . wwlMd' 5 . L T = 1.2 Kip Vmax = 4.9 Kip VLmear = I 88.G plf 83 - BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida License # 41829 7875 NW 12th Street, Suite 120 - Miami, Fl33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 X := 320plf from Table 230G.3. I - FBC Florida BUilding Code 2007. Allowable shear (plf) for hOrlz. wood structural panel diaphragm with framing of Southern pine. Structure length for which blocking IS not required : Structure Data Assuming: Plywood sheatlng 5/8" Nailing I Od x I 1/2" mm. penetration 1M frammg X.B LNo.Blockmg := 2 . VLmear LNo.Blocklng = 21. I ft If LNo.Blocklng = 21. I ft > B = I 2.4 ft 2 B LNo.Blocklnq > '2 = I I F I = > No Blocking IS needed o = > Unblocked Diaphragm Nail spaced G" max @ supported end. Blocked Diaphragm from Table 230G.3. I - FBC Florida Building Code - Allowable shear (plf) for homo wood structural panel diaphragm with framing of Southern pine. Case I (panels para lei to structural framing) Nail spacing at all panel edges: G" Nail spacing at diaphragm boundaries: 4" Allowable Shear : (per foot) Vallow := 3GOplf > VLlMear = 18B plf Vallow > VLmear = 1 IF I => OK 84 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant Consulting Engineers - Sheet No. of Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Calculated by DBC Date 5/2010 Checked by PMB Date 5/2010 7. Wood Beams: 7. I . Wood Rafters 3" x 8" 51mply supported, L=81-4" Material Properties : Wood speCie: SOUTHERN F'INE No.-I Allowable Bending Stress: Fb:= I 500pSl Modulus of Elasticity: E:= I 700000 pSI -3 Density: WSF'lne := 551bfft t p~ 6 {- Iq4b ---- // 5ectlon Properties : See scheme for "a" and "b" values: width: a:= 25m thick: b := 7.5m Moment of Inertia Rect. section: 'rafter := b3. a. 12- I Section modulus : S '- b2 - I rafter .- . a . G Loads : Tnbutary width: Tnb:= 2ft Live load : RafterLL := 20psf WLL := T nb . RafterLL Dead load RafterDL := (b. a + Tnb. b) . WSF'lne + Tnb. RoofDL WDL:= RafterDL Wind load : RafterWL := GO. I psf WWL := Tnb . RafterwL AnalYSIS Load Combination I: UMlform DL + LL Span length: L:= 8.33ft [Simple span] Moments Max. F'osltlve Moment due to DL: MMax.F'os.DL:= 8- I . WDL' L 2 MMax.F'os.DL = 1.09 KiP' ft M -I L2 Max. F'osltlve Moment due to LL : Max.F'os.LL := 8 . WLL' MMax.F'os.LL = 0.35 KiP' ft 85 BOTAS ENGINEERING, INC. Job Sunny Isles Restaurant - Sheet No. of Consulting Engineers Calculated by DBC Date 5/2010 Patricia M. Botas - Florida license # 41829 7875 NW 12th Street, Suite 120 - Miami, FL 33126 Checked by PMB Date 5/2010 Max. Comb. PosItive Moment MCMax.Pos := MMax.Pos.DL + MMax.Pos.LL Reactions : RMax := 2. [5' 8- I . (WDL + WLL) . LJ Deflection : _ I ( ) 4 ( )- I OTotal := 5, 384 . WDL + wLL . L . E. 'rafter Deflection and Resistance Checking : Strength m bendmg - the actual bendmg stress shall not exceed the allowable deSign value Actual bendmg stress: MCMax.Pos fb := Srafter fb = 737 pSI RCheck := If( fb < Fb, "OK" , "error" ) Deflection Allowable L ( ) Deflection: 0 Allow:= 240 0 Allow = 0.42 In DCheck:= If OT otal < 0 Allow' "OK" , "error" Load Combination 2: Uniform DL + WL Span length: L:= 8.33ft Moments : Max. POSitive Moment due to WL : MMax.Pos.WL := 8- I . wWL' L 2 [Simple span] MMax.PosWL = 1.04 KiP' ft Max. Comb. PosItive Moment : MCMax.Pos := MMax.PosWL + MMax.Pos.DL Reactions : RMax := 2 . [5 . 8- I . ( wDL + WWL) . LJ Deflection : _ I ( ) 4 ( )- I OTotal := 5, 384 . wDL + WWL . L . E. 'rafter Deflection and Resistance Checking : Strength 1M bendmg - the actual bendmg stress shall not exceed the allowable deSIgn value Actual MCMax.Pos bendmg fb := fb = 1093 pSI RCheck:= If( fb < Fb, "OK" , "error" ) stress : Srafter Deflection Allowable L ( ) Deflection: 0 Allow := 240 0 Allow = 0.42 In DCheck:= If OT otal < 0 Allow' "OK" , "error" 86 ~ Job Title Client It Job No Sheet No Software licensed to Botas Part Ref By Dat&! 0-Mar-1 0 File Sunny6 piles.std :-~i~i4 ~","', "'..10':~ ... '4~~~t~15:z>; ~'(1", d~~~?~?\" '" \\:11<;"';..-\-<^ ..(<i$J" < . .....'.~......... ....3...;....1'..(/. ..-"........ ....'........ '<.' ..,,,,. / ,.."", /'" ,<..x.;;. v'- ''';;' '). / '< '> Print TimelDate: 13/05/2010 16:40 STAAD.Pro for Windows Release 2006 Rev 1 Chd Dateffime 20-Apr-2010 11 :22 Load 1 Print Run 1 of 1 - P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 STAAD SPACE START JOB INFORMATION ENGINEER DATE 10-Mar-10 END JOB INFORMATION INPUT WIDTH 79 UNIT FEET KIP JOINT COORDINATES 1 0 0 0; 2 7.66 0 0; 3 12.33 0 0; 4 20 0 0; 5 25.33 0 0; 6 0 0 2.5; 7 7.66 0 13.5; 8 12.33 0 13.5; 9 20 0 2.66; 10 25.33 0 4.66; 11 25.33 0 20.66; 12 25.33 0 29.26; 13 25.33 0 24.96; 14 22 0 24.96; 15 3.34 0 24.96; 16 0 0 24.96; 17 0 0 6.83; 18 0 0 10.49; 19 0 0 14.82; 20 0 0 19.57; 21 0 0 23.73; 22 25.33 0 45.32; 23 25.33 0 53.92; 24 25.33 0 49.62; 25 22 0 49.62; 26 3.34 0 49.62; 27 0 0 49.62; 28 0 0 48.39; 29 3.34 0 74.28; 30 0 0 74.28; 31 0 0 73.05; 32 0 0 77.69; 33 3.34 0 98.94; 34 0 0 95.565; 35 0 0 102.355; 36 0 0 120.23; 37 0 0 123.96; 38 2.66 0 123.96; 39 0 0 25.71; 40 0 0 30.87; 41 0 0 37.03; 42 0 0 43.19; 43 0 0 50.37; 44 0 0 55.53; 45 0 0 61.69; 46 0 0 67.85; 47 0 10.66 0; 48 7.66 10.66 0; 49 12.33 10.66 0; 50 20 10.66 0; 51 25.33 10.66 0; 52 0 10.66 2.5; 53 7.66 10.66 13.5; 54 12.33 10.66 13.5; 55 20 10.66 2.66; 56 25.33 10.66 4.66; 57 25.33 10.66 20.66; 58 25.33 10.66 29.26; 59 25.33 10.66 24.96; 60 22 10.66 24.96; 61 3.34 10.66 24.96; 62 0 10.66 24.96; 63 0 10.66 6.83; 64 0 10.66 10.49; 65 0 10.66 14.82; 66 0 10.66 19.57; 67 0 10.66 23.73; 68 25.33 10.66 45.32; 69 25.33 10.66 53.92; 70 25.33 10.66 49.62; 71 22 10.66 49.62; 72 3.34 10.66 49.62; 73 0 10.66 49.62; 74 0 10.66 48.39; 75 3.34 10.66 74.28; 76 0 10.66 74.28; 77 0 10.66 73.05; 78 0 10.66 77.69; 79 3.34 10.66 98.94; 80 0 10.66 95.565; 81 0 10.66 102.355; 82 0 10.66 120.23; 83 0 10.66 123.96; 84 2.66 10.66 123.96; 85 0 10.66 25.71; 86 0 10.66 30.87; 87 0 10.66 37.03; 88 0 10.66 43.19; 89 0 10.66 50.37; 90 0 10.66 55.53; 91 0 10.66 61.69; 92 0 10.66 67.85; 93 0 0 98.94; 94 0 10.66 98.94; 95 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18.22 81.44; 638 19.995 18.22 81.44; 639 12.665 19.32 79.44; 640 12.665 21.65 79.44; 641 5.335 18.22 79.44; 642 19.995 18.22 79.44; 643 12.665 19.32 77.44; 644 12.665 21.65 77.44; 645 5.335 18.22 77.44; 646 19.995 18.22 77.44; 647 12.665 19.32 75.44; 648 12.665 21.65 75.44; 649 5.335 18.22 75.44; 650 19.995 18.22 75.44; 651 12.665 19.32 73.44; 652 12.665 21.65 73.44; 653 5.335 18.22 73.44; 654 19.995 18.22 73.44; 655 12.665 19.32 71.44; 656 12.665 21.65 71.44; 657 5.335 18.22 71.44; 658 19.995 18.22 71.44; 659 12.665 19.32 69.44; 660 12.665 21.65 69.44; 661 5.335 18.22 69.44; 662 19.995 18.22 69.44; 663 12.665 19.32 67.44; 664 12.665 21.65 67.44; 665 5.335 18.22 67.44; 666 19.995 18.22 67.44; 667 12.665 19.32 65.44; 668 12.665 21.65 65.44; 669 5.335 18.22 65.44; 670 19.995 18.22 65.44; 671 12.665 19.32 63.44; 672 12.665 21.65 63.44; 673 5.335 18.22 63.44; 674 19.995 18.22 63.44; 675 12.665 19.32 61.44; 676 12.665 21.65 61.44; 677 5.335 18.22 61.44; 678 19.995 18.22 61.44; 679 12.665 19.32 59.44; 680 12.665 21.65 59.44; 681 5.335 18.22 59.44; 682 19.995 18.22 59.44; 683 12.665 19.32 57.44; 684 12.665 21.65 57.44; 685 5.335 18.22 57.44; 686 19.995 18.22 57.44; 687 12.665 19.32 55.44; 688 12.665 21.65 55.44; 689 5.335 18.22 55.44; 690 19.995 18.22 55.44; 691 12.665 19.32 53.44; 692 12.665 21.65 53.44; 693 5.335 18.22 53.44; 694 19.995 18.22 53.44; 695 12.665 19.32 51.44; 696 12.665 21.65 51.44; 697 5.335 18.22 51.44; 698 19.995 18.22 51.44; 699 12.665 19.32 49.44; 700 12.665 21.65 49.44; 701 5.335 18.22 49.44; 702 19.995 18.22 49.44; 703 12.665 19.32 47.44; 704 12.665 21.65 47.44; Page: 3 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 705 5.335 18.22 47.44; 706 19.995 18.22 47.44; 707 12.665 19.32 45.44; 708 12.665 21.65 45.44; 709 5.335 18.22 45.44; 710 19.995 18.22 45.44; 711 12.665 19.32 43.44; 712 12.665 21.65 43.44; 713 5.335 18.22 43.44; 714 19.995 18.22 43.44; 715 12.665 19.32 41.44; 716 12.665 21.65 41.44; 717 5.335 18.22 41.44; 718 19.995 18.22 41.44; 719 12.665 19.32 39.44; 720 12.665 21.65 39.44; 721 5.335 18.22 39.44; 722 19.995 18.22 39.44; 723 12.665 19.32 37.44; 724 12.665 21.65 37.44; 725 5.335 18.22 37.44; 726 19.995 18.22 37.44; 727 12.665 19.32 35.44; 728 12.665 21.65 35.44; 729 5.335 18.22 35.44; 730 19.995 18.22 35.44; 731 12.665 19.32 33.44; 732 12.665 21.65 33.44; 733 5.335 18.22 33.44; 734 19.995 18.22 33.44; 735 12.665 19.32 31.44; 736 12.665 21.65 31.44; 737 5.335 18.22 31.44; 738 19.995 18.22 31.44; 739 12.665 19.32 29.44; 740 12.665 21.65 29.44; 741 5.335 18.22 29.44; 742 19.995 18.22 29.44; 743 12.665 19.32 27.44; 744 12.665 21.65 27.44; 745 5.335 18.22 27.44; 746 19.995 18.22 27.44; 747 12.665 19.32 25.44; 748 12.665 21.65 25.44; 749 5.335 18.22 25.44; 750 19.995 18.22 25.44; 751 12.665 19.32 23.44; 752 12.665 21.65 23.44; 753 5.335 18.22 23.44; 754 19.995 18.22 23.44; 755 12.665 19.32 21.44; 756 12.665 21.65 21.44; 757 5.335 18.22 21.44; 758 19.995 18.22 21.44; 759 12.665 19.32 19.44; 760 12.665 21.65 19.44; 761 5.335 18.22 19.44; 762 19.995 18.22 19.44; 763 12.665 19.32 17.44; 764 12.665 21.65 17.44; 765 5.335 18.22 17.44; 766 19.995 18.22 17.44; 767 12.665 19.32 15.44; 768 12.665 21.65 15.44; 769 5.335 18.22 15.44; 770 19.995 18.22 15.44; 771 12.665 19.32 13.5; 772 12.665 21.65 13.5; 773 5.335 18.22 13.5; 774 19.995 18.22 13.5; 775 12.665 19.32 12.46; 776 12.665 21.65 12.46; 777 5.335 18.22 12.46; 778 19.995 18.22 12.46; 779 7.665 19.32 7.63; 780 12.665 19.32 7.63; 781 5.335 18.22 10.46; 782 19.995 18.22 10.46; 783 5.335 18.22 8.46; 784 19.995 18.22 8.46; 785 5.335 18.22 6.46; 786 19.995 18.22 6.46; 787 5.335 18.22 5.3; 788 19.995 18.22 5.3; 791 12.665 18.22 5.3; 792 14.665 18.22 5.3; 793 16.665 18.22 5.3; 794 18.665 18.22 5.3; 795 10.665 18.22 5.3; 796 8.665 18.22 5.3; 797 6.665 18.22 5.3; 798 7.665 19.32 116.27; 799 12.665 19.32 116.27; 800 5.335 18.22 113.44; 801 19.995 18.22 113.44; 802 5.335 18.22 115.44; 803 19.995 18.22 115.44; 804 5.335 18.22 117.44; 805 19.995 18.22 117.44; 806 5.335 18.22 118.6; 807 19.995 18.22 118.6; 808 12.665 18.22 118.6; 809 14.665 18.22 118.6; 810 16.665 18.22 118.6; 811 18.665 18.22 118.6; 812 10.665 18.22 118.6; 813 8.665 18.22 118.6; 814 6.665 18.22 118.6; 815 0 10.66 99.44; 816 0 10.66 101.44; 817 0 10.66 103.44; 818 0 10.66 105.44; 819 0 10.66 107.44; 820 0 10.66 109.44; 821 0 10.66 111.44; 822 0 10.66 116.27; 823 0 10.66 113.44; 824 -3 9.11 99.44; 825 -3 9.11 101.44; 826 -3 9.11 103.44; 827 -3 9.11 105.44; 828 -3 9.11 107.44; 829 -3 9.11 109.44; 830 -3 9.11 111.44; 831 -3 9.11 116.27; 840 0 10.66 97.44; 841 -3 9.11 97.44; 842 0 10.66 95.44; 843 -3 9.11 95.44; 844 0 10.66 93.44; 845 -3 9.11 93.44; 846 0 10.66 91.44; 847 -3 9.11 91.44; 848 0 10.66 89.44; 849 -3 9.11 89.44; 850 0 10.66 87.44; 851 -3 9.11 87.44; 852 0 10.66 85.44; 853 -3 9.11 85.44; 854 0 10.66 83.44; 855 -3 9.11 83.44; 856 0 10.66 81.44; 857 -3 9.11 81.44; 858 0 10.66 79.44; 859 -3 9.11 79.44; 860 0 10.66 77.44; 861 -3 9.11 77.44; 862 0 10.66 75.44; 863 -3 9.11 75.44; 864 0 10.66 73.44; 865 -3 9.11 73.44; 866 0 10.66 71.44; 867 -3 9.11 71.44; 868 0 10.66 69.44; 869 -3 9.11 69.44; 870 0 10.66 67.44; 871 -3 9.11 67.44; 872 0 10.66 65.44; 873 -3 9.11 65.44; 874 0 10.66 63.44; 875 -3 9.11 63.44; 876 0 10.66 61.44; 877 -3 9.11 61.44; 878 0 10.66 59.44; 879 -3 9.11 59.44; 880 0 10.66 57.44; 881 -3 9.11 57.44; 882 0 10.66 55.44; 883 -3 9.11 55.44; 884 0 10.66 53.44; 885 -3 9.11 53.44; 886 0 10.66 51.44; 887 -3 9.11 51.44; 888 0 10.66 49.44; 889 -3 9.11 49.44; 890 0 10.66 47.44; 891 -3 9.11 47.44; 892 0 10.66 45.44; 893 -3 9.11 45.44; 894 0 10.66 43.44; 895 -3 9.11 43.44; 896 0 10.66 41.44; 897 -3 9.11 41.44; 898 0 10.66 39.44; 899 -3 9.11 39.44; 900 0 10.66 37.44; 901 -3 9.11 37.44; 902 0 10.66 35.44; 903 -3 9.11 35.44; 904 0 10.66 33.44; 905 -3 9.11 33.44; 906 0 10.66 31.44; 907 -3 9.11 31.44; 908 0 10.66 29.44; 909 -3 9.11 29.44; 910 0 10.66 27.44; 911 -3 9.11 27.44; 912 0 10.66 25.44; 913 -3 9.11 25.44; 914 0 10.66 23.44; 915 -3 9.11 23.44; 916 0 10.66 21.44; 917 -3 9.11 21.44; 918 0 10.66 19.44; 919 -3 9.11 19.44; 920 0 10.66 17.44; 921 -3 9.11 17.44; 922 0 10.66 15.44; 923 -3 9.11 15.44; 924 0 10.66 13.5; 925 -3 9.11 13.5; 926 0 10.66 7.63; 927 -3 9.11 7.63; 928 -3 9.11 -3; 929 12.665 10.66 7.63; 930 12.665 14.82 7.63; 931 28.33 9.11 -3; 932 7.66 9.11 -3; 933 12.66 10.66 0; 934 12.66 9.11 -3; 935 17.66 9.11 -3; 936 -3 9.11 126.96; 937 7.665 9.11 126.96; 938 12.665 10.66 116.27; 939 12.665 14.82 116.27; 940 12.665 10.66 123.96; 941 12.665 9.11 126.96; 942 17.665 9.11 126.96; 943 28.33 9.11 126.96; 944 25.33 10.66 116.27; 945 28.33 9.11 116.27; 946 25.33 10.66 111.44; 947 28.33 9.11 111.44; 948 25.33 10.66 109.44; 949 28.33 9.11 109.44; 950 25.33 10.66 107.44; 951 28.33 9.11 107.44; 952 25.33 10.66 105.44; 953 28.33 9.11 105.44; 954 25.33 10.66 103.44; 955 28.33 9.11 103.44; 956 25.33 10.66 101.44; 957 28.33 9.11 101.44; 958 25.33 10.66 99.44; 959 28.33 9.11 99.44; 960 25.33 10.66 97.44; 961 28.33 9.11 97.44; 962 25.33 10.66 95.44; 963 28.33 9.11 95.44; 964 25.33 10.66 93.44; 965 28.33 9.11 93.44; 966 25.33 10.66 91.44; 967 28.33 9.11 91.44; 968 25.33 10.66 89.44; 969 28.33 9.11 89.44; 970 25.33 10.66 87.44; 971 28.33 9.11 87.44; 972 25.33 10.66 85.44; 973 28.33 9.11 85.44; Page: 4 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 974 25.33 10.66 83.44; 975 28.33 9.11 83.44; 976 25.33 10.66 81.44; 977 28.33 9.11 81.44; 978 25.33 10.66 79.44; 979 28.33 9.11 79.44; 980 25.33 10.66 77.44; 981 28.33 9.11 77.44; 982 25.33 10.66 75.44; 983 28.33 9.11 75.44; 984 25.33 10.66 73.44; 985 28.33 9.11 73.44; 986 25.33 10.66 71.44; 987 28.33 9.11 71.44; 988 25.33 10.66 69.44; 989 28.33 9.11 69.44; 990 25.33 10.66 67.44; 991 28.33 9.11 67.44; 992 25.33 10.66 65.44; 993 28.33 9.11 65.44; 994 25.33 10.66 63.44; 995 28.33 9.11 63.44; 996 25.33 10.66 61.44; 997 28.33 9.11 61.44; 998 25.33 10.66 59.44; 999 28.33 9.11 59.44; 1000 25.33 10.66 57.44; 1001 28.33 9.11 57.44; 1002 25.33 10.66 55.44; 1003 28.33 9.11 55.44; 1004 25.33 10.66 53.44; 1005 28.33 9.11 53.44; 1006 25.33 10.66 51.44; 1007 28.33 9.11 51.44; 1008 25.33 10.66 49.44; 1009 28.33 9.11 49.44; 1010 25.33 10.66 47.44; 1011 28.33 9.11 47.44; 1012 25.33 10.66 45.44; 1013 28.33 9.11 45.44; 1014 25.33 10.66 43.44; 1015 28.33 9.11 43.44; 1016 25.33 10.66 41.44; 1017 28.33 9.11 41.44; 1018 25.33 10.66 39.44; 1019 28.33 9.11 39.44; 1020 25.33 10.66 37.44; 1021 28.33 9.11 37.44; 1022 25.33 10.66 35.44; 1023 28.33 9.11 35.44; 1024 25.33 10.66 33.44; 1025 28.33 9.11 33.44; 1026 25.33 10.66 31.44; 1027 28.33 9.11 31.44; 1028 25.33 10.66 29.44; 1029 28.33 9.11 29.44; 1030 25.33 10.66 27.44; 1031 28.33 9.11 27.44; 1032 25.33 10.66 25.44; 1033 28.33 9.11 25.44; 1034 25.33 10.66 23.44; 1035 28.33 9.11 23.44; 1036 25.33 10.66 21.44; 1037 28.33 9.11 21.44; 1038 25.33 10.66 19.44; 1039 28.33 9.11 19.44; 1040 25.33 10.66 17.44; 1041 28.33 9.11 17.44; 1042 25.33 10.66 15.44; 1043 28.33 9.11 15.44; 1044 25.33 10.66 13.5; 1045 28.33 9.11 13.5; 1046 25.33 10.66 7.63; 1047 28.33 9.11 7.63; 1048 12.665 17.49 116.27; 1049 12.665 17.49 7.63; 1050 12.33 10.66 15.44; 1051 12.33 10.66 12.46; 1052 17.665 10.66 10.46; 1053 12.33 10.66 10.46; 1054 17.665 10.66 8.46; 1055 12.33 10.66 8.46; 1056 12.33 10.66 7.63; 1057 12.33 0 12.46; 1058 12.33 0 10.46; 1059 12.33 0 8.46; 1060 12.33 0 7.63; 1061 36.66 0 123.96; 1062 36.66 0 98.94; 1063 36.66 0 74.28; 1064 36.66 0 49.62; 1065 36.66 0 24.96; 1066 36.66 0 0; 1067 0 0 132.46; 1068 8.33 0 132.46; 1069 10.33 0 134.46; 1070 10.33 0 136.62; 1071 25.33 0 136.62; 1072 25.33 0 134.46; 1073 28.163 0 132.46; 1074 36.66 0 132.46; 1075 25.33 0 132.46; 1076 0 0 -8.41; 1077 25.33 0 -8.41; 1080 36.66 0 -8.41; 1081 12.33 0 -8.41; 1082 0 0 121.458; 1083 2.533 0 121.458; 1084 2.533 0 123.96; 1085 0 0 118.956; 1086 2.533 0 118.956; 1087 0 0 116.454; 1088 2.533 0 116.454; 1089 0 0 113.952; 1090 2.533 0 113.952; 1091 0 0 111.45; 1092 2.533 0 111.45; 1093 0 0 108.948; 1094 2.533 0 108.948; 1095 0 0 106.446; 1096 2.533 0 106.446; 1097 0 0 103.944; 1098 2.533 0 103.944; 1099 0 0 101.442; 1100 2.533 0 101.442; 1101 2.533 0 98.94; 1102 5.066 0 121.458; 1103 5.996 0 123.96; 1104 5.066 0 118.956; 1105 5.066 0 116.454; 1106 5.066 0 113.952; 1107 5.066 0 111.45; 1108 5.066 0 108.948; 1109 5.066 0 106.446; 1110 5.066 0 103.944; 1111 5.066 0 101.442; 1112 5.996 0 98.94; 1113 7.599 0 121.458; 1114 7.599 0 123.96; 1115 7.599 0 118.956; 1116 7.599 0 116.454; 1117 7.599 0 113.952; 1118 7.599 0 111.45; 1119 7.599 0 108.948; 1120 7.599 0 106.446; 1121 7.599 0 103.944; 1122 7.599 0 101.442; 1123 7.599 0 98.94; 1124 10.132 0 121.458; 1125 10.132 0 123.96; 1126 10.132 0 118.956; 1127 10.132 0 116.454; 1128 10.132 0 113.952; 1129 10.132 0 111.45; 1130 10.132 0 108.948; 1131 10.132 0 106.446; 1132 10.132 0 103.944; 1133 10.132 0 101.442; 1134 10.132 0 98.94; 1135 12.665 0 121.458; 1136 12.665 0 123.96; 1137 12.665 0 118.956; 1138 12.665 0 116.454; 1139 12.665 0 113.952; 1140 12.665 0 111.45; 1141 12.665 0 108.948; 1142 12.665 0 106.446; 1143 12.665 0 103.944; 1144 12.665 0 101.442; 1145 12.665 0 98.94; 1146 15.198 0 121.458; 1147 15.198 0 123.96; 1148 15.198 0 118.956; 1149 15.198 0 116.454; 1150 15.198 0 113.952; 1151 15.198 0 111.45; 1152 15.198 0 108.948; 1153 15.198 0 106.446; 1154 15.198 0 103.944; 1155 15.198 0 101.442; 1156 15.198 0 98.94; 1157 17.731 0 121.458; 1158 17.731 0 123.96; 1159 17.731 0 118.956; 1160 17.731 0 116.454; 1161 17.731 0 113.952; 1162 17.731 0 111.45; 1163 17.731 0 108.948; 1164 17.731 0 106.446; 1165 17.731 0 103.944; 1166 17.731 0 101.442; 1167 17.731 0 98.94; 1168 20.264 0 121.458; 1169 19.334 0 123.96; 1170 20.264 0 118.956; 1171 20.264 0 116.454; 1172 20.264 0 113.952; 1173 20.264 0 111.45; 1174 20.264 0 108.948; 1175 20.264 0 106.446; 1176 20.264 0 103.944; 1177 20.264 0 101.442; 1178 19.334 0 98.94; 1179 22.797 0 121.458; 1180 22.797 0 123.96; 1181 22.797 0 118.956; 1182 22.797 0 116.454; 1183 22.797 0 113.952; 1184 22.797 0 111.45; 1185 22.797 0 108.948; 1186 22.797 0 106.446; 1187 22.797 0 103.944; 1188 22.797 0 101.442; 1189 22.797 0 98.94; 1190 25.33 0 121.458; 1191 25.33 0 118.956; 1192 25.33 0 116.454; 1193 25.33 0 113.952; 1194 25.33 0 111.45; 1195 25.33 0 108.948; 1196 25.33 0 106.446; 1197 25.33 0 103.944; 1198 25.33 0 101.442; 1199 27.596 0 121.458; 1200 27.596 0 123.96; 1201 27.596 0 118.956; 1202 27.596 0 116.454; 1203 27.596 0 113.952; 1204 27.596 0 111.45; 1205 27.596 0 108.948; 1206 27.596 0 106.446; 1207 27.596 0 103.944; 1208 27.596 0 101.442; 1209 27.596 0 98.94; 1210 29.862 0 121.458; 1211 29.862 0 123.96; 1212 29.862 0 118.956; 1213 29.862 0 116.454; 1214 29.862 0 113.952; Page: 5 P:\b1dg\80384-SunnyIs1esRestaurant\Ca1cu1ations\Staad\Sunny6 pi1es.std 04/20/10 11:22:32 1215 29.862 0 111.45; 1216 29.862 0 108.948; 1217 29.862 0 106.446; 1218 29.862 0 103.944; 1219 29.862 0 101.442; 1220 29.862 0 98.94; 1221 32.128 0 121.458; 1222 31.328 0 123.96; 1223 32.128 0 118.956; 1224 32.128 0 116.454; 1225 32.128 0 113.952; 1226 32.128 0 111.45; 1227 32.128 0 108.948; 1228 32.128 0 106.446; 1229 32.128 0 103.944; 1230 32.128 0 101.442; 1231 31.328 0 98.94; 1232 34.394 0 121.458; 1233 34.394 0 123.96; 1234 34.394 0 118.956; 1235 34.394 0 116.454; 1236 34.394 0 113.952; 1237 34.394 0 111.45; 1238 34.394 0 108.948; 1239 34.394 0 106.446; 1240 34.394 0 103.944; 1241 34.394 0 101.442; 1242 34.394 0 98.94; 1243 36.66 0 121.458; 1244 36.66 0 118.956; 1245 36.66 0 116.454; 1246 36.66 0 113.952; 1247 36.66 0 111.45; 1248 36.66 0 108.948; 1249 36.66 0 106.446; 1250 36.66 0 103.944; 1251 36.66 0 101.442; 1252 0 0 129.627; 1253 2.533 0 129.627; 1254 2.533 0 132.46; 1255 0 0 126.793; 1256 2.533 0 126.793; 1257 5.066 0 129.627; 1258 5.066 0 132.46; 1259 5.066 0 126.793; 1260 7.599 0 129.627; 1261 7.599 0 132.46; 1262 7.599 0 126.793; 1263 10.132 0 129.627; 1264 10.132 0 132.46; 1265 10.132 0 126.793; 1266 12.665 0 129.627; 1267 12.665 0 132.46; 1268 12.665 0 126.793; 1269 15.198 0 129.627; 1270 15.198 0 132.46; 1271 15.198 0 126.793; 1272 17.731 0 129.627; 1273 17.731 0 132.46; 1274 17.731 0 126.793; 1275 20.264 0 129.627; 1276 20.264 0 132.46; 1277 20.264 0 126.793; 1278 22.797 0 129.627; 1279 22.797 0 132.46; 1280 22.797 0 126.793; 1281 25.33 0 129.627; 1282 25.33 0 126.793; 1283 27.596 0 129.627; 1284 27.596 0 132.46; 1285 27.596 0 126.793; 1286 29.862 0 129.627; 1287 29.862 0 132.46; 1288 29.862 0 126.793; 1289 32.128 0 129.627; 1290 32.128 0 132.46; 1291 32.128 0 126.793; 1292 34.394 0 129.627; 1293 34.394 0 132.46; 1294 34.394 0 126.793; 1295 36.66 0 129.627; 1296 36.66 0 126.793; 1297 0 0 96.474; 1298 2.533 0 96.474; 1299 0 0 94.008; 1300 2.533 0 94.008; 1301 0 0 91.542; 1302 2.533 0 91.542; 1303 0 0 89.076; 1304 2.533 0 89.076; 1305 0 0 86.61; 1306 2.533 0 86.61; 1307 0 0 84.144; 1308 2.533 0 84.144; 1309 0 0 81.678; 1310 2.533 0 81.678; 1311 0 0 79.212; 1312 2.533 0 79.212; 1313 0 0 76.746; 1314 2.533 0 76.746; 1315 2.533 0 74.28; 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81.678; 1363 15.198 0 79.212; 1364 15.198 0 76.746; 1365 15.198 0 74.28; 1366 17.731 0 96.474; 1367 17.731 0 94.008; 1368 17.731 0 91.542; 1369 17.731 0 89.076; 1370 17.731 0 86.61; 1371 17.731 0 84.144; 1372 17.731 0 81.678; 1373 17.731 0 79.212; 1374 17.731 0 76.746; 1375 17.731 0 74.28; 1376 20.264 0 96.474; 1377 20.264 0 94.008; 1378 20.264 0 91.542; 1379 20.264 0 89.076; 1380 20.264 0 86.61; 1381 20.264 0 84.144; 1382 20.264 0 81.678; 1383 20.264 0 79.212; 1384 20.264 0 76.746; 1385 19.334 0 74.28; 1386 22.797 0 96.474; 1387 22.797 0 94.008; 1388 22.797 0 91.542; 1389 22.797 0 89.076; 1390 22.797 0 86.61; 1391 22.797 0 84.144; 1392 22.797 0 81.678; 1393 22.797 0 79.212; 1394 22.797 0 76.746; 1395 22.797 0 74.28; 1396 25.33 0 96.474; 1397 25.33 0 94.008; 1398 25.33 0 91.542; 1399 25.33 0 89.076; 1400 25.33 0 86.61; 1401 25.33 0 84.144; 1402 25.33 0 81.678; 1403 25.33 0 79.212; 1404 25.33 0 76.746; 1405 27.596 0 96.474; 1406 27.596 0 94.008; 1407 27.596 0 91.542; 1408 27.596 0 89.076; 1409 27.596 0 86.61; 1410 27.596 0 84.144; 1411 27.596 0 81.678; 1412 27.596 0 79.212; 1413 27.596 0 76.746; 1414 27.596 0 74.28; 1415 29.862 0 96.474; 1416 29.862 0 94.008; 1417 29.862 0 91.542; 1418 29.862 0 89.076; 1419 29.862 0 86.61; 1420 29.862 0 84.144; 1421 29.862 0 81.678; 1422 29.862 0 79.212; 1423 29.862 0 76.746; 1424 29.862 0 74.28; 1425 32.128 0 96.474; 1426 32.128 0 94.008; 1427 32.128 0 91.542; 1428 32.128 0 89.076; 1429 32.128 0 86.61; 1430 32.128 0 84.144; 1431 32.128 0 81.678; 1432 32.128 0 79.212; 1433 32.128 0 76.746; 1434 31.328 0 74.28; 1435 34.394 0 96.474; 1436 34.394 0 94.008; 1437 34.394 0 91.542; 1438 34.394 0 89.076; 1439 34.394 0 86.61; 1440 34.394 0 84.144; 1441 34.394 0 81.678; 1442 34.394 0 79.212; 1443 34.394 0 76.746; 1444 34.394 0 74.28; 1445 36.66 0 96.474; 1446 36.66 0 94.008; 1447 36.66 0 91.542; 1448 36.66 0 89.076; 1449 36.66 0 86.61; 1450 36.66 0 84.144; Page: 6 p:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 1451 36.66 0 81.678; 1452 36.66 0 79.212; 1453 36.66 0 76.746; 1454 0 0 71.814; 1455 2.533 0 71.814; 1456 0 0 69.348; 1457 2.533 0 69.348; 1458 0 0 66.882; 1459 2.533 0 66.882; 1460 0 0 64.416; 1461 2.533 0 64.416; 1462 0 0 61.95; 1463 2.533 0 61.95; 1464 0 0 59.484; 1465 2.533 0 59.484; 1466 0 0 57.018; 1467 2.533 0 57.018; 1468 0 0 54.552; 1469 2.533 0 54.552; 1470 0 0 52.086; 1471 2.533 0 52.086; 1472 2.533 0 49.62; 1473 5.066 0 71.814; 1474 5.066 0 69.348; 1475 5.066 0 66.882; 1476 5.066 0 64.416; 1477 5.066 0 61.95; 1478 5.066 0 59.484; 1479 5.066 0 57.018; 1480 5.066 0 54.552; 1481 5.066 0 52.086; 1482 5.996 0 49.62; 1483 7.599 0 71.814; 1484 7.599 0 69.348; 1485 7.599 0 66.882; 1486 7.599 0 64.416; 1487 7.599 0 61.95; 1488 7.599 0 59.484; 1489 7.599 0 57.018; 1490 7.599 0 54.552; 1491 7.599 0 52.086; 1492 7.599 0 49.62; 1493 10.132 0 71.814; 1494 10.132 0 69.348; 1495 10.132 0 66.882; 1496 10.132 0 64.416; 1497 10.132 0 61.95; 1498 10.132 0 59.484; 1499 10.132 0 57.018; 1500 10.132 0 54.552; 1501 10.132 0 52.086; 1502 10.132 0 49.62; 1503 12.665 0 71.814; 1504 12.665 0 69.348; 1505 12.665 0 66.882; 1506 12.665 0 64.416; 1507 12.665 0 61.95; 1508 12.665 0 59.484; 1509 12.665 0 57.018; 1510 12.665 0 54.552; 1511 12.665 0 52.086; 1512 12.665 0 49.62; 1513 15.198 0 71.814; 1514 15.198 0 69.348; 1515 15.198 0 66.882; 1516 15.198 0 64.416; 1517 15.198 0 61.95; 1518 15.198 0 59.484; 1519 15.198 0 57.018; 1520 15.198 0 54.552; 1521 15.198 0 52.086; 1522 15.198 0 49.62; 1523 17.731 0 71.814; 1524 17.731 0 69.348; 1525 17.731 0 66.882; 1526 17.731 0 64.416; 1527 17.731 0 61.95; 1528 17.731 0 59.484; 1529 17.731 0 57.018; 1530 17.731 0 54.552; 1531 17.731 0 52.086; 1532 17.731 0 49.62; 1533 20.264 0 71.814; 1534 20.264 0 69.348; 1535 20.264 0 66.882; 1536 20.264 0 64.416; 1537 20.264 0 61.95; 1538 20.264 0 59.484; 1539 20.264 0 57.018; 1540 20.264 0 54.552; 1541 20.264 0 52.086; 1542 19.334 0 49.62; 1543 22.797 0 71.814; 1544 22.797 0 69.348; 1545 22.797 0 66.882; 1546 22.797 0 64.416; 1547 22.797 0 61.95; 1548 22.797 0 59.484; 1549 22.797 0 57.018; 1550 22.797 0 54.552; 1551 22.797 0 52.086; 1552 22.797 0 49.62; 1553 25.33 0 71.814; 1554 25.33 0 69.348; 1555 25.33 0 66.882; 1556 25.33 0 64.416; 1557 25.33 0 61.95; 1558 25.33 0 59.484; 1559 25.33 0 57.018; 1560 25.33 0 54.552; 1561 25.33 0 52.086; 1562 27.596 0 71.814; 1563 27.596 0 69.348; 1564 27.596 0 66.882; 1565 27.596 0 64.416; 1566 27.596 0 61.95; 1567 27.596 0 59.484; 1568 27.596 0 57.018; 1569 27.596 0 54.552; 1570 27.596 0 52.086; 1571 27.596 0 49.62; 1572 29.862 0 71.814; 1573 29.862 0 69.348; 1574 29.862 0 66.882; 1575 29.862 0 64.416; 1576 29.862 0 61.95; 1577 29.862 0 59.484; 1578 29.862 0 57.018; 1579 29.862 0 54.552; 1580 29.862 0 52.086; 1581 29.862 0 49.62; 1582 32.128 0 71.814; 1583 32.128 0 69.348; 1584 32.128 0 66.882; 1585 32.128 0 64.416; 1586 32.128 0 61.95; 1587 32.128 0 59.484; 1588 32.128 0 57.018; 1589 32.128 0 54.552; 1590 32.128 0 52.086; 1591 31.328 0 49.62; 1592 34.394 0 71.814; 1593 34.394 0 69.348; 1594 34.394 0 66.882; 1595 34.394 0 64.416; 1596 34.394 0 61.95; 1597 34.394 0 59.484; 1598 34.394 0 57.018; 1599 34.394 0 54.552; 1600 34.394 0 52.086; 1601 34.394 0 49.62; 1602 36.66 0 71.814; 1603 36.66 0 69.348; 1604 36.66 0 66.882; 1605 36.66 0 64.416; 1606 36.66 0 61.95; 1607 36.66 0 59.484; 1608 36.66 0 57.018; 1609 36.66 0 54.552; 1610 36.66 0 52.086; 1611 0 0 47.154; 1612 2.533 0 47.154; 1613 0 0 44.688; 1614 2.533 0 44.688; 1615 0 0 42.222; 1616 2.533 0 42.222; 1617 0 0 39.756; 1618 2.533 0 39.756; 1619 0 0 37.29; 1620 2.533 0 37.29; 1621 0 0 34.824; 1622 2.533 0 34.824; 1623 0 0 32.358; 1624 2.533 0 32.358; 1625 0 0 29.892; 1626 2.533 0 29.892; 1627 0 0 27.426; 1628 2.533 0 27.426; 1629 2.533 0 24.96; 1630 5.066 0 47.154; 1631 5.066 0 44.688; 1632 5.066 0 42.222; 1633 5.066 0 39.756; 1634 5.066 0 37.29; 1635 5.066 0 34.824; 1636 5.066 0 32.358; 1637 5.066 0 29.892; 1638 5.066 0 27.426; 1639 5.996 0 24.96; 1640 7.599 0 47.154; 1641 7.599 0 44.688; 1642 7.599 0 42.222; 1643 7.599 0 39.756; 1644 7.599 0 37.29; 1645 7.599 0 34.824; 1646 7.599 0 32.358; 1647 7.599 0 29.892; 1648 7.599 0 27.426; 1650 10.132 0 47.154; 1651 10.132 0 44.688; 1652 10.132 0 42.222; 1653 10.132 0 39.756; 1654 10.132 0 37.29; 1655 10.132 0 34.824; 1656 10.132 0 32.358; 1657 10.132 0 29.892; 1658 10.132 0 27.426; 1659 10.132 0 24.96; 1660 12.665 0 47.154; 1661 12.665 0 44.688; 1662 12.665 0 42.222; 1663 12.665 0 39.756; 1664 12.665 0 37.29; 1665 12.665 0 34.824; 1666 12.665 0 32.358; 1667 12.665 0 29.892; 1668 12.665 0 27.426; 1670 15.198 0 47.154; 1671 15.198 0 44.688; 1672 15.198 0 42.222; 1673 15.198 0 39.756; 1674 15.198 0 37.29; 1675 15.198 0 34.824; 1676 15.198 0 32.358; 1677 15.198 0 29.892; 1678 15.198 0 27.426; 1679 15.198 0 24.96; 1680 17.731 0 47.154; 1681 17.731 0 44.688; 1682 17.731 0 42.222; 1683 17.731 0 39.756; 1684 17.731 0 37.29; 1685 17.731 0 34.824; 1686 17.731 0 32.358; 1687 17.731 0 29.892; 1688 17.731 0 27.426; 1689 17.731 0 24.96; 1690 20.264 0 47.154; 1691 20.264 0 44.688; 1692 20.264 0 42.222; 1693 20.264 0 39.756; Page: 7 p:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 1694 20.264 0 37.29; 1695 20.264 0 34.824; 1696 20.264 0 32.358; 1697 20.264 0 29.892; 1698 20.264 0 27.426; 1699 19.334 0 24.96; 1700 22.797 0 47.154; 1701 22.797 0 44.688; 1702 22.797 0 42.222; 1703 22.797 0 39.756; 1704 22.797 0 37.29; 1705 22.797 0 34.824; 1706 22.797 0 32.358; 1707 22.797 0 29.892; 1708 22.797 0 27.426; 1709 22.797 0 24.96; 1710 25.33 0 47.154; 1711 25.33 0 44.688; 1712 25.33 0 42.222; 1713 25.33 0 39.756; 1714 25.33 0 37.29; 1715 25.33 0 34.824; 1716 25.33 0 32.358; 1717 25.33 0 29.892; 1718 25.33 0 27.426; 1719 27.596 0 47.154; 1720 27.596 0 44.688; 1721 27.596 0 42.222; 1722 27.596 0 39.756; 1723 27.596 0 37.29; 1724 27.596 0 34.824; 1725 27.596 0 32.358; 1726 27.596 0 29.892; 1727 27.596 0 27.426; 1728 27.596 0 24.96; 1729 29.862 0 47.154; 1730 29.862 0 44.688; 1731 29.862 0 42.222; 1732 29.862 0 39.756; 1733 29.862 0 37.29; 1734 29.862 0 34.824; 1735 29.862 0 32.358; 1736 29.862 0 29.892; 1737 29.862 0 27.426; 1738 29.862 0 24.96; 1739 32.128 0 47.154; 1740 32.128 0 44.688; 1741 32.128 0 42.222; 1742 32.128 0 39.756; 1743 32.128 0 37.29; 1744 32.128 0 34.824; 1745 32.128 0 32.358; 1746 32.128 0 29.892; 1747 32.128 0 27.426; 1748 31.328 0 24.96; 1749 34.394 0 47.154; 1750 34.394 0 44.688; 1751 34.394 0 42.222; 1752 34.394 0 39.756; 1753 34.394 0 37.29; 1754 34.394 0 34.824; 1755 34.394 0 32.358; 1756 34.394 0 29.892; 1757 34.394 0 27.426; 1758 34.394 0 24.96; 1759 36.66 0 47.154; 1760 36.66 0 44.688; 1761 36.66 0 42.222; 1762 36.66 0 39.756; 1763 36.66 0 37.29; 1764 36.66 0 34.824; 1765 36.66 0 32.358; 1766 36.66 0 29.892; 1767 36.66 0 27.426; 1768 0 0 22.464; 1769 2.533 0 22.464; 1770 0 0 19.968; 1771 2.533 0 19.968; 1772 0 0 17.472; 1773 2.533 0 17.472; 1774 0 0 14.976; 1775 2.533 0 14.976; 1776 0 0 12.48; 1777 2.533 0 12.48; 1778 0 0 9.984; 1779 2.533 0 9.984; 1780 0 0 7.488; 1781 2.533 0 7.488; 1782 0 0 4.992; 1783 2.533 0 4.992; 1784 2.533 0 2.496; 1785 2.533 0 0; 1786 5.066 0 22.464; 1787 5.066 0 19.968; 1788 5.066 0 17.472; 1789 5.066 0 14.976; 1790 5.066 0 12.48; 1791 5.066 0 9.984; 1792 5.066 0 7.488; 1793 5.066 0 4.992; 1794 5.066 0 2.496; 1795 5.996 0 0; 1805 7.599 0 0; 1806 10.132 0 22.464; 1807 10.132 0 19.968; 1808 10.132 0 17.472; 1809 10.132 0 14.976; 1810 10.132 0 12.48; 1811 10.132 0 9.984; 1812 10.132 0 7.488; 1813 10.132 0 4.992; 1814 10.132 0 2.496; 1815 10.132 0 0; 1816 12.325 0 22.464; 1817 12.325 0 19.968; 1818 12.325 0 17.472; 1819 12.325 0 14.976; 1825 12.665 0 0; 1826 15.198 0 22.464; 1827 15.198 0 19.968; 1828 15.198 0 17.472; 1829 15.198 0 14.976; 1830 15.198 0 12.48; 1831 15.198 0 9.984; 1832 15.198 0 7.488; 1833 15.198 0 4.992; 1834 15.198 0 2.496; 1835 15.198 0 0; 1836 17.731 0 22.464; 1837 17.731 0 19.968; 1838 17.731 0 17.472; 1839 17.731 0 14.976; 1840 17.731 0 12.48; 1841 17.731 0 9.984; 1842 17.731 0 7.488; 1843 17.731 0 4.992; 1844 17.731 0 2.496; 1845 19.331 0 0; 1846 20.264 0 22.464; 1847 20.264 0 19.968; 1848 20.264 0 17.472; 1849 20.264 0 14.976; 1850 20.264 0 12.48; 1851 20.264 0 9.984; 1852 20.264 0 7.488; 1853 20.264 0 4.992; 1855 20.264 0 0; 1856 22.797 0 22.464; 1857 22.797 0 19.968; 1858 22.797 0 17.472; 1859 22.797 0 14.976; 1860 22.797 0 12.48; 1861 22.797 0 9.984; 1862 22.797 0 7.488; 1863 22.797 0 4.992; 1864 22.797 0 2.496; 1865 22.797 0 0; 1866 25.33 0 22.464; 1867 25.33 0 19.968; 1868 25.33 0 17.472; 1869 25.33 0 14.976; 1870 25.33 0 12.48; 1871 25.33 0 9.984; 1872 25.33 0 7.488; 1873 25.33 0 4.992; 1874 25.33 0 2.496; 1875 27.596 0 22.464; 1876 27.596 0 19.968; 1877 27.596 0 17.472; 1878 27.596 0 14.976; 1879 27.596 0 12.48; 1880 27.596 0 9.984; 1881 27.596 0 7.488; 1882 27.596 0 4.992; 1883 27.596 0 2.496; 1884 27.596 0 0; 1885 29.862 0 22.464; 1886 29.862 0 19.968; 1887 29.862 0 17.472; 1888 29.862 0 14.976; 1889 29.862 0 12.48; 1890 29.862 0 9.984; 1891 29.862 0 7.488; 1892 29.862 0 4.992; 1893 29.862 0 2.496; 1894 29.862 0 0; 1895 32.128 0 22.464; 1896 32.128 0 19.968; 1897 32.128 0 17.472; 1898 32.128 0 14.976; 1899 32.128 0 12.48; 1900 32.128 0 9.984; 1901 32.128 0 7.488; 1902 32.128 0 4.992; 1903 32.128 0 2.496; 1904 31.328 0 0; 1905 34.394 0 22.464; 1906 34.394 0 19.968; 1907 34.394 0 17.472; 1908 34.394 0 14.976; 1909 34.394 0 12.48; 1910 34.394 0 9.984; 1911 34.394 0 7.488; 1912 34.394 0 4.992; 1913 34.394 0 2.496; 1914 34.394 0 0; 1915 36.66 0 22.464; 1916 36.66 0 19.968; 1917 36.66 0 17.472; 1918 36.66 0 14.976; 1919 36.66 0 12.48; 1920 36.66 0 9.984; 1921 36.66 0 7.488; 1922 36.66 0 4.992; 1923 36.66 0 2.496; 1924 12.665 0 134.47; 1925 15.198 0 134.47; 1926 17.731 0 134.47; 1927 20.264 0 134.47; 1928 22.797 0 134.47; 1929 12.665 0 136.63; 1930 15.198 0 136.63; 1931 17.731 0 136.63; 1932 20.264 0 136.63; 1933 22.797 0 136.63; 1934 12.33 0 24.96; 1935 7.66 0 24.96; 1936 7.66 0 22.46; 1937 7.66 0 19.96; 1938 7.66 0 17.46; 1939 7.66 0 14.96; 1940 7.66 0 12.46; 1941 7.66 0 9.96; 1942 7.66 0 7.46; 1943 7.66 0 4.96; 1944 7.66 0 2.46; 1945 12.33 0 2.5; 1946 12.33 0 5; 1947 0 0 -2.80333; 1948 2.533 0 -2.80333; 1949 0 0 -5.60667; 1950 2.533 0 -5.60667; 1951 2.533 0 -8.41; 1952 5.066 0 -2.80333; 1953 5.066 0 -5.60667; 1954 5.066 0 -8.41; Page: 8 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 1955 7.599 0 -2.80333; 1956 7.599 0 -5.60667; 1957 7.599 0 -8.41; 1958 10.132 0 -2.80333; 1959 10.132 0 -5.60667; 1960 10.132 0 -8.41; 1963 12.665 0 -8.41; 1964 15.198 0 -2.80333; 1965 15.198 0 -5.60667; 1966 15.198 0 -8.41; 1967 17.731 0 -2.80333; 1968 17.731 0 -5.60667; 1969 17.731 0 -8.41; 1970 20.264 0 -2.80333; 1971 20.264 0 -5.60667; 1972 20.264 0 -8.41; 1973 22.797 0 -2.80333; 1974 22.797 0 -5.60667; 1975 22.797 0 -8.41; 1976 25.33 0 -2.80333; 1977 25.33 0 -5.60667; 1978 27.596 0 -2.80333; 1979 27.596 0 -5.60667; 1980 27.596 0 -8.41; 1981 29.862 0 -2.80333; 1982 29.862 0 -5.60667; 1983 29.862 0 -8.41; 1984 32.128 0 -2.80333; 1985 32.128 0 -5.60667; 1986 32.128 0 -8.41; 1987 34.394 0 -2.80333; 1988 34.394 0 -5.60667; 1989 34.394 0 -8.41; 1990 36.66 0 -2.80333; 1991 36.66 0 -5.60667; 1992 12.33 0 -2.80333; 1993 12.33 0 -5.60667; 1994 12.33 10.66 17.44; 1995 12.33 10.66 19.44; 1996 12.33 10.66 21.44; 1997 12.33 10.66 23.44; 1998 12.33 10.66 24.96; 1999 7.665 10.66 10.46; 2000 7.665 10.66 8.46; 2001 7.66391 9.594 21.842; 2002 12.33 9.594 21.859; 2003 7.66347 8.528 20.244; 2004 12.33 8.528 20.278; 2005 7.66304 7.462 18.646; 2006 12.33 7.462 18.697; 2007 7.6626 6.396 17.048; 2008 12.33 6.396 17.116; 2009 7.66217 5.33 15.45; 2010 12.33 5.33 15.535; 2011 7.66174 4.264 13.852; 2012 12.33 4.264 13.954; 2013 7.6613 3.198 12.254; 2014 12.33 3.198 12.373; 2015 7.66087 2.132 10.656; 2016 12.33 2.132 10.792; 2017 7.66043 1.066 9.058; 2018 12.33 1.066 9.211; MEMBER INCIDENCES 18 40 86; 19 41 87; 20 42 88; 21 44 90; 22 45 91; 23 46 92; 44 84 120; 45 79 121; 46 75 119; 47 72 118; 48 61 117; 49 48 49; 50 49 933; 51 47 48; 52 50 51; 53 47 52; 54 52 63; 55 63 926; 56 64 924; 57 65 922; 58 66 916; 59 67 62; 60 62 912; 61 85 910; 62 86 906; 63 87 900; 64 88 894; 65 74 888; 66 73 89; 67 89 886; 68 90 880; 69 91 874; 70 92 868; 71 77 864; 72 76 862; 73 78 858; 74 80 840; 75 94 815; 76 81 817; 77 82 83; 78 51 56; 79 56 1046; 80 57 1036; 81 59 1032; 82 58 1028; 83 68 1012; 84 70 1006; 85 69 1002; 86 99 986; 87 101 982; 88 100 978; 89 107 962; 90 109 958; 91 108 954; 92 116 112; 93 117 1998; 94 118 124; 95 119 125; 96 120 940; 97 121 127; 98 122 50; 99 123 60; 100 124 71; 101 125 102; 102 126 114; 103 127 110; 105 53 226; 106 117 216; 107 118 190; 108 119 166; 109 121 142; 111 123 217; 112 124 191; 113 125 167; 114 127 143; 115 128 120; 116 129 126; 117 130 128; 118 131 129; 119 132 130; 120 133 131; 121 134 132; 122 135 133; 123 136 134; 124 137 135; 125 138 136; 126 139 137; 127 140 138; 128 141 139; 129 142 140; 130 143 141; 131 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816 825; 1216 815 824; 1217 840 94; 1218 372 840; 1219 840 841; 1220 842 80; 1221 374 842; 1222 842 843; 1223 844 842; 1224 376 844; 1225 844 845; 1226 846 844; 1227 378 846; 1228 846 847; 1229 848 846; 1230 380 848; 1231 848 849; 1232 850 848; 1233 382 850; 1234 850 851; 1235 852 850; 1236 384 852; 1237 852 853; 1238 854 852; 1239 386 854; 1240 854 855; 1241 856 854; 1242 388 856; 1243 856 857; 1244 858 856; 1245 390 858; 1246 858 859; 1247 860 78; 1248 392 860; 1249 860 861; 1250 862 860; 1251 394 862; 1252 862 863; 1253 864 76; 1254 396 864; 1255 864 865; 1256 866 77; 1257 398 866; 1258 866 867; 1259 868 866; 1260 400 868; 1261 868 869; 1262 870 92; 1263 402 870; 1264 870 871; 1265 872 870; 1266 404 872; 1267 872 873; 1268 874 872; 1269 406 874; 1270 874 875; 1271 876 91; 1272 408 876; 1273 876 877; 1274 878 876; 1275 410 878; 1276 878 879; 1277 880 878; 1278 412 880; 1279 880 881; 1280 882 90; 1281 414 882; 1282 882 883; 1283 884 882; 1284 416 884; 1285 884 885; 1286 886 884; 1287 418 886; 1288 886 887; 1289 888 73; 1290 420 888; 1291 888 889; 1292 890 74; 1293 422 890; 1294 890 891; 1295 892 890; 1296 424 892; 1297 892 893; 1298 894 892; 1299 426 894; 1300 894 895; 1301 896 88; 1302 428 896; 1303 896 897; 1304 898 896; 1305 430 898; 1306 898 899; 1307 900 898; 1308 432 900; 1309 900 901; 1310 902 87; 1311 434 902; 1312 902 903; 1313 904 902; 1314 436 904; 1315 904 905; 1316 906 904; 1317 438 906; 1318 906 907; 1319 908 86; 1320 440 908; 1321 908 909; 1322 910 908; 1323 442 910; 1324 910 911; 1325 912 85; 1326 444 912; 1327 912 913; 1328 914 67; 1329 446 914; 1330 914 915; 1331 916 914; 1332 448 916; 1333 916 917; 1334 918 66; 1335 450 918; 1336 918 919; 1337 920 918; 1338 452 920; 1339 920 921; 1340 922 920; 1341 454 922; 1342 922 923; 1343 924 65; 1344 347 924; 1345 924 925; 1346 926 64; 1347 459 926; 1348 926 927; 1349 459 47; 1350 47 928; 1351 231 1056; 1352 929 232; 1357 460 51; 1358 51 931; 1359 459 48; 1360 48 932; 13 61 933 122; 1362 930 933; Page: 10 P:\b1dg\80384-SunnyIs1esRestaurant\Ca1cu1ations\Staad\Sunny6 pi1es.std 04/20/10 11:22:32 1363 933 934; 1364 460 122; 1365 122 935; 1366 83 936; 1367 120 937; 1368 128 938; 1369 938 129; 1370 940 126; 1371 939 940; 1374 940 941; 1375 357 126; 1376 126 942; 1377 357 112; 1378 112 943; 1379 944 116; 1380 357 944; 1381 944 945; 1382 946 944; 1383 359 946; 1384 946 947; 1385 948 946; 1386 361 948; 1387 948 949; 1388 950 948; 1389 363 950; 1390 950 951; 1391 952 950; 1392 365 952; 1393 952 953; 1394 954 952; 1395 367 954; 1396 954 955; 1397 956 108; 1398 369 956; 1399 956 957; 1400 958 956; 1401 371 958; 1402 958 959; 1403 960 109; 1404 373 960; 1405 960 961; 1406 962 960; 1407 375 962; 1408 962 963; 1409 964 107; 1410 377 964; 1411 964 965; 1412 966 964; 1413 379 966; 1414 966 967; 1415 968 966; 1416 381 968; 1417 968 969; 1418 970 968; 1419 383 970; 1420 970 971; 1421 972 970; 1422 385 972; 1423 972 973; 1424 974 972; 1425 387 974; 1426 974 975; 1427 976 974; 1428 389 976; 1429 976 977; 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1903 1112 1123; 1905 1114 1125; 1915 1123 1134; 1917 1125 1136; 1927 1134 1145; 1929 1136 1147; 1939 1145 1156; 1941 1147 1158; 1951 1156 1167; 1953 1158 1169; 1963 1167 1178; 1965 1169 113; 1975 1178 106; 1977 1180 111; 1987 1189 105; 1989 1190 115; 1991 1191 1192; 1993 1192 1193; 1995 1193 1194; 1997 1194 1195; 1999 1195 1196; 2001 1196 1197; 2003 1197 104; 2005 1198 105; 2008 1200 1211; 2018 1209 1220; 2020 1211 1222; 2030 1220 1231; 2032 1222 1233; 2042 1231 1242; 2044 1233 1061; 2054 1242 1062; 2056 1243 1244; 2058 1244 1245; 2060 1245 1246; 2062 1246 1247; 2064 1247 1248; 2066 1248 1249; 2068 1249 1250; 2070 1250 1251; 2072 1251 1062; 2075 1252 1255; 2076 1254 1258; 2078 1255 37; 2081 1258 1261; 2085 1261 1068; 2089 1264 1267; 2093 1267 1270; 2097 1270 1273; 2101 1273 1276; 2105 1276 1279; 2109 1279 1075; 2113 1281 1282; 2115 1282 111; 2118 1284 1073; 2122 1287 1290; 2126 1290 1293; 2130 1293 1074; 2134 1295 1296; 2136 1296 1061; 2139 1297 34; 2141 1299 1301; 2143 1301 1303; 2145 1303 1305; 2147 1305 1307; 2149 1307 1309; 2151 1309 1311; 2153 1311 32; 2155 1313 30; 2157 1315 29; 2168 1325 1335; 2179 1335 1345; 2190 1345 1355; 2201 1355 1365; 2212 1365 1375; 2223 1375 1385; 2234 1385 98; 2245 1395 97; 2247 1396 103; 2249 1397 1398; 2251 1398 1399; 2253 1399 1400; 2255 1400 1401; 2257 1401 1402; 2259 1402 1403; 2261 1403 96; 2263 1404 97; 2275 1414 1424; 2286 1424 1434; 2297 1434 1444; 2308 1444 1063; 2310 1445 1446; 2312 1446 1447; 2314 1447 1448; 2316 1448 1449; 2318 1449 1450; 2320 1450 1451; 2322 1451 1452; 2324 1452 1453; 2326 1453 1063; 2329 1454 1456; 2331 1456 46; 2333 1458 1460; 2335 1460 1462; 2337 1462 45; 2339 1464 1466; 2341 1466 44; 2343 1468 1470; 2345 1470 43; 2347 1472 26; 2358 1482 1492; 2369 1492 1502; 2380 1502 1512; 2391 1512 1522; 2402 1522 1532; 2413 1532 1542; 2424 1542 25; 2435 1552 24; 2437 1553 95; Page: 11 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2439 1554 1555; 2441 1555 1556; 2443 1556 1557; 2445 1557 1558; 2447 1558 1559; 2449 1559 1560; 2451 1560 23; 2453 1561 24; 2465 1571 1581; 2476 1581 1591; 2487 1591 1601; 2498 1601 1064; 2500 1602 1603; 2502 1603 1604; 2504 1604 1605; 2506 1605 1606; 2508 1606 1607; 2510 1607 1608; 2512 1608 1609; 2514 1609 1610; 2516 1610 1064; 2519 1611 1613; 2521 1613 42; 2523 1615 1617; 2525 1617 1619; 2527 1619 41; 2529 1621 1623; 2531 1623 40; 2533 1625 1627; 2535 1627 39; 2537 1629 15; 2548 1639 1935; 2570 1659 1934; 2581 1934 1679; 2592 1679 1689; 2603 1689 1699; 2614 1699 14; 2625 1709 13; 2627 1710 22; 2629 1711 1712; 2631 1712 1713; 2633 1713 1714; 2635 1714 1715; 2637 1715 1716; 2639 1716 1717; 2641 1717 12; 2643 1718 13; 2655 1728 1738; 2666 1738 1748; 2677 1748 1758; 2688 1758 1065; 2690 1759 1760; 2692 1760 1761; 2694 1761 1762; 2696 1762 1763; 2698 1763 1764; 2700 1764 1765; 2702 1765 1766; 2704 1766 1767; 2706 1767 1065; 2709 1768 1770; 2711 1770 20; 2713 1772 1774; 2715 1774 19; 2717 1776 18; 2719 1778 1780; 2721 1780 17; 2723 1782 6; 2726 1785 1795; 2737 1795 1805; 2748 1805 2; 2759 1815 3; 2770 1825 1835; 2781 1835 1845; 2792 1845 4; 2803 1855 1865; 2814 1865 5; 2816 1866 11; 2818 1867 1868; 2820 1868 1869; 2822 1869 1870; 2824 1870 1871; 2826 1871 1872; 2828 1872 1873; 2830 1873 10; 2832 1874 5; 2844 1884 1894; 2855 1894 1904; 2866 1904 1914; 2877 1914 1066; 2879 1915 1916; 2881 1916 1917; 2883 1917 1918; 2885 1918 1919; 2887 1919 1920; 2889 1920 1921; 2891 1921 1922; 2893 1922 1923; 2895 1923 1066; 2913 1934 1816; 2914 8 1057; 2915 1057 1058; 2916 1058 1059; 2917 1059 1060; 2918 1060 1946; 2919 1935 1659; 2920 1935 1936; 2921 7 1940; 2922 1936 1937; 2923 1937 1938; 2924 1938 1939; 2925 1939 7; 2926 1940 1941; 2927 1941 1942; 2928 1942 1943; 2929 1943 1944; 2930 1944 2; 2931 1816 1817; 2932 1817 1818; 2933 1818 1819; 2934 1819 8; 2935 1945 3; 2936 1946 1945; 2937 1947 1949; 2939 1949 1076; 2941 1951 1954; 2945 1954 1957; 2949 1957 1960; 2953 1960 1081; 2957 1963 1966; 2961 1966 1969; 2965 1969 1972; 2969 1972 1975; 2973 1975 1077; 2975 1976 1977; 2977 1977 1077; 2982 1980 1983; 2986 1983 1986; 2990 1986 1989; 2994 1989 1080; 2996 1990 1991; 2998 1991 1080; 3001 1992 1993; 3002 1993 1081; 3003 1998 123; 3004 1999 2000; 3005 2000 231; 3020 1942 1812; 3021 1812 1060; ELEMENT INCIDENCES SHELL 1 6 1 47 52; 2 18 17 63 64; 3 20 19 65 66; 4 16 21 67 62; 5 39 16 62 85; 6 27 28 74 73; 7 43 27 73 89; 8 30 31 77 76; 9 32 30 76 78; 10 93 34 80 94; 11 35 93 94 81; 12 37 36 82 83; 13 38 37 83 84; 14 33 93 94 79; 15 29 30 76 75; 16 26 27 73 72; 17 15 16 62 61; 24 2 1 47 48; 25 7 2 48 53; 27 9 4 50 55; 28 5 4 50 51; 29 10 5 51 56; 30 13 11 57 59; 31 12 13 59 58; 32 13 14 60 59; 33 24 22 68 70; 34 23 24 70 69; 35 24 25 71 70; 36 97 95 99 101; 37 96 97 101 100; 38 97 98 102 101; 39 105 103 107 109; 40 104 105 109 108; 41 105 106 110 109; 42 111 115 116 112; 43 111 113 114 112; 222 128 130 358 356; 223 130 132 360 358; 224 132 134 362 360; 225 134 136 364 362; 226 136 138 366 364; 227 138 140 368 366; 228 140 142 370 368; 229 142 121 351 370; 230 121 144 372 351; 231 144 146 374 372; 232 146 148 376 374; 233 148 150 378 376; 234 150 152 380 378; 235 152 154 382 380; 236 154 156 384 382; 237 156 158 386 384; 238 158 160 388 386; 239 160 162 390 388; 240 162 164 392 390; 241 164 166 394 392; 242 166 119 350 394; 243 119 168 396 350; 244 168 170 398 396; 245 170 172 400 398; 246 172 174 402 400; 247 174 176 404 402; 248 176 178 406 404; 249 178 180 408 406; 250 180 182 410 408; 251 182 184 412 410; 252 184 186 414 412; 253 186 188 416 414; 254 188 190 418 416; 255 190 118 349 418; 256 118 192 420 349; 257 192 194 422 420; 258 194 196 424 422; 259 196 198 426 424; 260 198 200 428 426; 261 200 202 430 428; 262 202 204 432 430; 263 204 206 434 432; 264 206 208 436 434; 265 208 210 438 436; 266 210 212 440 438; 267 212 214 442 440; 268 214 216 444 442; 269 216 117 348 444; 270 117 218 446 348; 271 218 220 448 446; 272 220 222 450 448; 273 222 224 452 450; 274 224 226 454 452; 275 226 53 347 454; 276 53 229 457 347; 277 229 231 459 457; 278 366 368 482 480; 279 368 370 484 482; 280 370 351 465 484; 281 351 372 486 465; 282 372 374 488 486; 283 378 380 494 492; 284 380 382 496 494; 285 382 384 498 496; 286 384 386 500 498; 287 390 392 506 504; 288 392 394 508 506; 289 394 350 464 508; 290 350 396 510 464; 291 396 398 512 510; 292 402 404 518 516; 293 404 406 520 518; 294 406 408 522 520; 295 408 410 524 522; 296 410 412 526 524; 297 416 418 532 530; 298 418 349 463 532; 299 349 420 534 463; 300 420 422 536 534; 301 422 424 538 536; 302 428 430 544 542; 303 430 432 546 544; 304 432 434 548 546; 305 434 436 550 548; 306 440 442 556 554; 307 442 444 558 556; 308 444 348 462 558; 309 348 446 560 462; 310 446 448 562 560; 311 452 454 568 566; 312 454 347 461 568; 313 347 457 571 461; 314 457 459 573 571; 315 472 474 246 244; 316 474 476 248 246; 317 476 478 250 248; 318 478 480 252 250; 319 480 482 254 252; 320 482 484 256 254; 321 484 465 237 256; 322 465 486 258 237; 323 486 488 260 258; 324 488 490 262 260; 325 490 492 264 262; 326 492 494 266 264; 327 494 496 268 266; 328 496 498 270 268; 329 498 500 272 270; 330 500 502 274 272; 331 502 504 276 274; 332 504 506 278 276; 333 506 508 280 278; 334 508 464 236 280; 335 464 510 282 236; Page: 12 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 336 510 512 284 282; 337 512 514 286 284; 338 514 516 288 286; 339 516 518 290 288; 340 518 520 292 290; 341 520 522 294 292; 342 522 524 296 294; 343 524 526 298 296; 344 526 528 300 298; 345 528 530 302 300; 346 530 532 304 302; 347 532 463 235 304; 348 463 534 306 235; 349 534 536 308 306; 350 536 538 310 308; 351 538 540 312 310; 352 540 542 314 312; 353 542 544 316 314; 354 544 546 318 316; 355 546 548 320 318; 356 548 550 322 320; 357 550 552 324 322; 358 552 554 326 324; 359 554 556 328 326; 360 556 558 330 328; 361 558 462 234 330; 362 462 560 332 234; 363 560 562 334 332; 364 562 564 336 334; 365 564 566 338 336; 366 566 568 340 338; 367 568 461 233 340; 368 461 571 343 233; 369 129 131 359 357; 370 131 133 361 359; 371 133 135 363 361; 372 135 137 365 363; 373 137 139 367 365; 374 139 141 369 367; 375 141 143 371 369; 376 143 127 355 371; 377 127 145 373 355; 378 145 147 375 373; 379 147 149 377 375; 380 149 151 379 377; 381 151 153 381 379; 382 153 155 383 381; 383 155 157 385 383; 384 157 159 387 385; 385 159 161 389 387; 386 161 163 391 389; 387 163 165 393 391; 388 165 167 395 393; 389 167 125 354 395; I 390 125 169 397 354; 391 169 171 399 397; 392 171 173 401 399; 393 173 175 403 401; 394 175 177 405 403; 395 177 179 407 405; 396 179 181 409 407; 397 181 183 411 409; 398 183 185 413 411; 399 185 187 415 413; 400 187 189 417 415; 401 189 191 419 417; 402 191 124 353 419; 403 124 193 421 353; 404 193 195 423 421; 405 195 197 425 423; 406 197 199 427 425; 407 199 201 429 427; 408 201 203 431 429; 409 203 205 433 431; 410 205 207 435 433; 411 207 209 437 435; 412 209 211 439 437; 413 211 213 441 439; 414 213 215 443 441; 415 215 217 445 443; 416 217 123 352 445; 417 123 219 447 352; 418 219 221 449 447; 419 221 223 451 449; 420 223 225 453 451; 421 225 227 455 453; 422 227 228 456 455; 423 228 230 458 456; 424 230 232 460 458; 425 367 369 483 481; 426 369 371 485 483; 427 371 355 469 485; 428 355 373 487 469; 429 373 375 489 487; 430 379 381 495 493; 431 381 383 497 495; 432 383 385 499 497; 433 385 387 501 499; 434 391 393 507 505; 435 393 395 509 507; 436 395 354 468 509; 437 354 397 511 468; 438 397 399 513 511; 439 403 405 519 517; 440 405 407 521 519; 441 407 409 523 521; 442 409 411 525 523; 443 411 413 527 525; 444 417 419 533 531; 445 419 353 467 533; 446 353 421 535 467; 447 421 423 537 535; 448 423 425 539 537; 449 429 431 545 543; 450 431 433 547 545; 451 433 435 549 547; 452 435 437 551 549; 453 441 443 557 555; 454 443 445 559 557; 455 445 352 466 559; 456 352 447 561 466; 457 447 449 563 561; 458 453 455 569 567; 459 455 456 570 569; 460 456 458 572 570; 461 458 460 574 572; 462 473 475 247 245; 463 475 477 249 247; 464 477 479 251 249; 465 479 481 253 251;. 466 481 483 255 253; 467 483 485 257 255; 468 485 469 241 257; 469 469 487 259 241; 470 487 489 261 259; 471 489 491 263 261; 472 491 493 265 263; 473 493 495 267 265; 474 495 497 269 267; 475 497 499 271 269; 476 499 501 273 271; 477 501 503 275 273; 478 503 505 277 275; 479 505 507 279 277; 480 507 509 281 279; 481 509 468 240 281; 482 468 511 283 240; 483 511 513 285 283; 484 513 515 287 285; 485 515 517 289 287; 486 517 519 291 289; 487 519 521 293 291; 488 521 523 295 293; 489 523 525 297 295; 490 525 527 299 297; 491 527 529 301 299; 492 529 531 303 301; 493 531 533 305 303; 494 533 467 239 305; 495 467 535 307 239; 496 535 537 309 307; 497 537 539 311 309; 498 539 541 313 311; 499 541 543 315 313; 500 543 545 317 315; 501 545 547 319 317; 502 547 549 321 319; 503 549 551 323 321; 504 551 553 325 323; 505 553 555 327 325; 506 555 557 329 327; 507 557 559 331 329; 508 559 466 238 331; 509 466 561 333 238; 510 561 563 335 333; 511 563 565 337 335; 512 565 567 339 337; 513 567 569 341 339; 514 569 570 342 341; 515 570 572 344 342; 929 577 581 246 244; 930 244 246 580 576; 931 576 580 247 245; 932 245 247 582 578; 933 581 585 248 246; 934 246 248 584 580; 935 580 584 249 247; 936 247 249 586 582; 937 585 589 250 248; 938 248 250 588 584; 939 584 588 251 249; 940 249 251 590 586; 941 589 593 252 250; 942 250 252 592 588; 943 588 592 253 251; 944 251 253 594 590; 945 593 597 254 252; 946 252 254 596 592; 947 592 596 255 253; 948 253 255 598 594; 949 597 601 256 254; 950 254 256 600 596; 951 596 600 257 255; 952 255 257 602 598; 953 601 605 258 256; 954 256 258 604 600; 955 600 604 259 257; 956 257 259 606 602; 957 605 609 260 258; 958 258 260 608 604; 959 604 608 261 259; 960 259 261 610 606; 961 609 613 262 260; 962 260 262 612 608; 963 608 612 263 261; 964 261 263 614 610; 965 613 617 264 262; 966 262 264 616 612; 967 612 616 265 263; 968 263 265 618 614; 969 617 621 266 264; 970 264 266 620 616; 971 616 620 267 265; 972 265 267 622 618; 973 621 625 268 266; 974 266 268 624 620; 975 620 624 269 267; 976 267 269 626 622; 977 625 629 270 268; 978 268 270 628 624; 979 624 628 271 269; Page: 13 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 980 269 271 630 626; 981 629 633 272 270; 982 270 272 632 628; 983 628 632 273 271; 984 271 273 634 630; 985 633 637 274 272; 986 272 274 636 632; 987 632 636 275 273; 988 273 275 638 634; 989 637 641 276 274; 990 274 276 640 636; 991 636 640 277 275; 992 275 277 642 638; 993 641 645 278 276; 994 276 278 644 640; 995 640 644 279 277; 996 277 279 646 642; 997 645 649 280 278; 998 278 280 648 644; 999 644 648 281 279; 1000 279 281 650 646; 1001 649 653 282 280; 1002 280 282 652 648; 1003 648 652 283 281; 1004 281 283 654 650; 1005 653 657 284 282; 1006 282 284 656 652; 1007 652 656 285 283; 1008 283 285 658 654; 1009 657 661 286 284; 1010 284 286 660 656; 1011 656 660 287 285; 1012 285 287 662 658; 1013 661 665 288 286; 1014 286 288 664 660; 1015 660 664 289 287; 1016 287 289 666 662; 1017 665 669 290 288; 1018 288 290 668 664; 1019 664 668 291 289; 1020 289 291 670 666; 1021 669 673 292 290; 1022 290 292 672 668; 1023 668 672 293 291; 1024 291 293 674 670; 1025 673 677 294 292; 1026 292 294 676 672; 1027 672 676 295 293; 1028 293 295 678 674; 1029 677 681 296 294; 1030 294 296 680 676; 1031 676 680 297 295; 1032 295 297 682 678; 1033 681 685 298 296; 1034 296 298 684 680; 1035 680 684 299 297; 1036 297 299 686 682; 1037 685 689 300 298; 1038 298 300 688 684; 1039 684 688 301 299; 1040 299 301 690 686; 1041 689 693 302 300; 1042 300 302 692 688; 1043 688 692 303 301; 1044 301 303 694 690; 1045 693 697 304 302; 1046 302 304 696 692; 1047 692 696 305 303; 1048 303 305 698 694; 1049 697 701 306 304; 1050 304 306 700 696; 1051 696 700 307 305; 1052 305 307 702 698; 1053 701 705 308 306; 1054 306 308 704 700; 1055 700 704 309 307; 1056 307 309 706 702; 1057 705 709 310 308; 1058 308 310 708 704; 1059 704 708 311 309; 1060 309 311 710 706; 1061 709 713 312 310; 1062 310 312 712 708; 1063 708 712 313 311; 1064 311 313 714 710; 1065 713 717 314 312; 1066 312 314 716 712; 1067 712 716 315 313; 1068 313 315 718 714; 1069 717 721 316 314; 1070 314 316 720 716; 1071 716 720 317 315; 1072 315 317 722 718; 1073 721 725 318 316; 1074 316 318 724 720; 1075 720 724 319 317; 1076 317 319 726 722; 1077 725 729 320 318; 1078 318 320 728 724; 1079 724 728 321 319; 1080 319 321 730 726; 1081 729 733 322 320; 1082 320 322 732 728; 1083 728 732 323 321; 1084 321 323 734 730; 1085 733 737 324 322; 1086 322 324 736 732; 1087 732 736 325 323; 1088 323 325 738 734; 1089 737 741 326 324; 1090 324 326 740 736; 1091 736 740 327 325; 1092 325 327 742 738; 1093 741 745 328 326; 1094 326 328 744 740; 1095 740 744 329 327; 1096 327 329 746 742; 1097 745 749 330 328; 1098 328 330 748 744; 1099 744 748 331 329; 1100 329 331 750 746; 1101 749 753 332 330; 1102 330 332 752 748; 1103 748 752 333 331; 1104 331 333 754 750; 1105 753 757 334 332; 1106 332 334 756 752; 1107 752 756 335 333; 1108 333 335 758 754; 1109 757 761 336 334; 1110 334 336 760 756; 1111 756 760 337 335; 1112 335 337 762 758; 1113 761 765 338 336; 1114 336 338 764 760; 1115 760 764 339 337; 1116 337 339 766 762; 1117 765 769 340 338; 1118 338 340 768 764; 1119 764 768 341 339; 1120 339 341 770 766; 1121 769 773 233 340; 1122 340 233 772 768; 1123 768 772 342 341; 1124 341 342 774 770; 1125 773 777 343 233; 1126 233 343 776 772; 1127 772 776 344 342; 1128 342 344 778 774; 1129 777 787 776; 1130 787 791 776; 1131 791 788 776; 1132 776 788 778; 1133 806 577 576; 1134 808 806 576; 1135 807 808 576; 1136 578 807 576; 1137 128 130 131 129; 1138 130 132 133 131; 1139 132 134 135 133; 1140 134 136 137 135; 1141 136 138 139 137; 1142 138 140 141 139; 1143 140 142 143 141; 1144 142 121 127 143; 1145 121 144 145 127; 1146 144 146 147 145; 1147 146 148 149 147; 1148 148 150 151 149; 1149 150 152 153 151; 1150 152 154 155 153; 1151 154 156 157 155; 1152 156 158 159 157; 1153 158 160 161 159; 1154 160 162 163 161; 1155 162 164 165 163; 1156 164 166 167 165; 1157 166 119 125 167; 1158 119 168 169 125; 1159 168 170 171 169; 1160 170 172 173 171; 1161 172 174 175 173; 1162 174 176 177 175; 1163 176 178 179 177; 1164 178 180 181 179; 1165 180 182 183 181; 1166 182 184 185 183; 1167 184 186 187 185; 1168 186 188 189 187; 1169 188 190 191 189; 1170 190 118 124 191; 1171 118 192 193 124; 1172 192 194 195 193; 1173 194 196 197 195; 1174 196 198 199 197; 1175 198 200 201 199; 1176 200 202 203 201; 1177 202 204 205 203; 1178 204 206 207 205; 1179 206 208 209 207; 1180 208 210 211 209; 1181 210 212 213 211; 1182 212 214 215 213; 1183 214 216 217 215; 1184 216 117 123 217; 1185 1998 1997 219 123; 1186 1997 1996 221 219; 1187 1996 1995 223 221; 1188 1995 1994 225 223; 1189 1994 1050 227 225; 1353 929 231 459 930; 1354 232 929 930 460; 1372 938 128 356 939; 1373 129 938 939 357; 1535 936 831 822 83; 1536 831 830 821 822; 1537 830 829 820 821; 1538 822 821 358 356; 1539 821 820 360 358; 1540 83 822 356; 1541 829 828 819 820; 1542 820 819 362 360; 1543 828 827 818 819; 1544 819 818 364 362; 1545 827 826 817 818; 1546 818 817 366 364; 1547 826 825 816 817; 1548 817 816 368 366; 1549 825 824 815 816; 1550 816 815 370 368; 1551 824 841 840 815; 1552 815 840 372 370; 1553 841 843 842 840; 1554 840 842 374 372; Page: 14 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 1555 843 845 844 842; 1556 842 844 376 374; 1557 845 847 846 844; 1558 844 846 378 376; 1559 847 849 848 846; 1560 846 848 380 378; 1561 849 851 850 848; 1562 848 850 382 380; 1563 851 853 852 850; 1564 850 852 384 382; 1565 853 855 854 852; 1566 852 854 386 384; 1567 855 857 856 854; 1568 854 856 388 386; 1569 857 859 858 856; 1570 856 858 390 388; 1571 859 861 860 858; 1572 858 860 392 390; 1573 861 863 862 860; 1574 860 862 394 392; 1575 863 865 864 862; 1576 862 864 396 394; 1577 865 867 866 864; 1578 864 866 398 396; 1579 867 869 868 866; 1580 866 868 400 398; 1581 869 871 870 868; 1582 868 870 402 400; 1583 871 873 872 870; 1584 870 872 404 402; 1585 873 875 874 872; 1586 872 874 406 404; 1587 875 877 876 874; 1588 874 876 408 406; 1589 877 879 878 876; 1590 876 878 410 408; 1591 879 881 880 878; 1592 878 880 412 410; 1593 881 883 882 880; 1594 880 882 414 412; 1595 883 885 884 882; 1596 882 884 416 414; 1597 885 887 886 884; 1598 884 886 418 416; 1599 887 889 888 886; 1600 886 888 420 418; 1601 889 891 890 888; 1602 888 890 422 420; 1603 891 893 892 890; 1604 890 892 424 422; 1605 893 895 894 892; 1606 892 894 426 424; 1607 895 897 896 894; 1608 894 896 428 426; 1609 897 899 898 896; 1610 896 898 430 428; 1611 899 901 900 898; 1612 898 900 432 430; 1613 901 903 902 900; 1614 900 902 434 432; 1615 903 905 904 902; 1616 902 904 436 434; 1617 905 907 906 904; 1618 904 906 438 436; 1619 907 909 908 906; 1620 906 908 440 438; 1621 909 911 910 908; 1622 908 910 442 440; 1623 911 913 912 910; 1624 910 912 444 442; 1625 913 915 914 912; 1626 912 914 446 444; 1627 915 917 916 914; 1628 914 916 448 446; 1629 917 919 918 916; 1630 916 918 450 448; 1631 919 921 920 918; 1632 918 920 452 450; 1633 921 923 922 920; 1634 920 922 454 452; 1635 923 925 924 922; 1636 922 924 347 454; 1637 925 927 926 924; 1638 924 926 459 347; 1639 927 928 47 926; 1640 926 47 459; 1641 120 83 356; 1642 937 936 83 120; 1643 941 937 120 940; 1644 940 120 356 939; 1645 126 940 939 357; 1646 942 941 940 126; 1647 943 942 126 112; 1648 112 126 357; 1649 47 48 459; 1650 928 932 48 47; 1651 932 934 933 48; 1652 934 935 122 933; 1653 48 933 930 459; 1654 933 122 460 930; 1655 935 931 51 122; 1656 122 51 460; 1657 51 1046 460; 1658 931 1047 1046 51; 1659 1047 1045 1044 1046; 1660 1046 1044 456 460; 1661 1045 1043 1042 1044; 1662 1044 1042 455 456; 1663 1043 1041 1040 1042; 1664 1042 1040 453 455; 1665 1041 1039 1038 1040; 1666 1040 1038 451 453; 1667 1039 1037 1036 1038; 1668 1038 1036 449 451; 1669 1037 1035 1034 1036; 1670 1036 1034 447 449; 1671 1035 1033 1032 1034; 1672 1034 1032 445 447; 1673 1033 1031 1030 1032; 1674 1032 1030 443 445; 1675 1031 1029 1028 1030; 1676 1030 1028 441 443; 1677 1029 1027 1026 1028; 1678 1028 1026 439 441; 1679 1027 1025 1024 1026; 1680 1026 1024 437 439; 1681 1025 1023 1022 1024; 1682 1024 1022 435 437; 1683 1023 1021 1020 1022; 1684 1022 1020 433 435; 1685 1021 1019 1018 1020; 1686 1020 1018 431 433; 1687 1019 1017 1016 1018; 1688 1018 1016 429 431; 1689 1017 1015 1014 1016; 1690 1016 1014 427 429; 1691 1015 1013 1012 1014; 1692 1014 1012 425 427; 1693 1013 1011 1010 1012; 1694 1012 1010 423 425; 1695 1011 1009 1008 1010; 1696 1010 1008 421 423; 1697 1009 1007 1006 1008; 1698 1008 1006 419 421; 1699 1007 1005 1004 1006; 1700 1006 1004 417 419; 1701 1005 1003 1002 1004; 1702 1004 1002 415 417; 1703 1003 1001 1000 1002; 1704 1002 1000 413 415; 1705 1001 999 998 1000; 1706 1000 998 411 413; 1707 999 997 996 998; 1708 998 996 409 411; 1709 997 995 994 996; 1710 996 994 407 409; 1711 995 993 992 994; 1712 994 992 405 407; 1713 993 991 990 992; 1714 992 990 403 405; 1715 991 989 988 990; 1716 990 988 401 403; 1717 989 987 986 988; 1718 988 986 399 401; 1719 987 985 984 986; 1720 986 984 397 399; 1721 985 983 982 984; 1722 984 982 395 397; 1723 983 981 980 982; 1724 982 980 393 395; 1725 981 979 978 980; 1726 980 978 391 393; 1727 979 977 976 978; 1728 978 976 389 391; 1729 977 975 974 976; 1730 976 974 387 389; 1731 975 973 972 974; 1732 974 972 385 387; 1733 973 971 970 972; 1734 972 970 383 385; 1735 971 969 968 970; 1736 970 968 381 383; 1737 969 967 966 968; 1738 968 966 379 381; 1739 967 965 964 966; 1740 966 964 377 379; 1741 965 963 962 964; 1742 964 962 375 377; 1743 963 961 960 962; 1744 962 960 373 375; 1745 961 959 958 960; 1746 960 958 371 373; 1747 959 957 956 958; 1748 958 956 369 371; 1749 957 955 954 956; 1750 956 954 367 369; 1751 955 953 952 954; 1752 954 952 365 367; 1753 953 951 950 952; 1754 952 950 363 365; 1755 951 949 948 950; 1756 950 948 361 363; 1757 949 947 946 948; 1758 948 946 359 361; 1759 947 945 944 946; 1760 946 944 357 359; 1761 945 943 112 944; 1762 944 112 357; 1763 939 356 470 1048; 1764 1048 470 798 799; 1765 357 939 1048 471; 1766 471 1048 799 243; 1767 470 472 244 798; 1768 471 473 245 243; 1769 571 573 779 343; 1770 572 574 346 344; 1771 459 930 1049 573; 1772 930 460 574 1049; 1773 1049 574 346 780; 1774 573 1049 780 779; 1777 1050 54 228 227; 1778 54 1051 230 228; 1779 1051 1053 1052 230; 1780 1053 1055 1054 1052; 1782 1055 1056 232 1054; 1783 8 1057 1051 54; 1784 1057 1058 1053 1051; 1785 1058 1059 1055 1053; 1786 1059 1060 1056 1055; 1787 1060 3 49 1056; 1874 37 1082 1083 1084; 1876 1082 1085 1086 1083; 1878 1085 1087 1088 1086; Page: 15 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 1880 1087 1089 1090 1088; 1882 1089 1091 1092 1090; 1884 1091 1093 1094 1092; 1886 1093 1095 1096 1094; 1888 1095 1097 1098 1096; 1890 1097 1099 1100 1098; 1892 1099 93 1101 1100; 1894 1084 1083 1102 1103; 1895 1083 1086 1104 1102; 1896 1086 1088 1105 1104; 1897 1088 1090 1106 1105; 1898 1090 1092 1107 1106; 1899 1092 1094 1108 1107; 1900 1094 1096 1109 1108; 1901 1096 1098 1110 1109; 1902 1098 1100 1111 1110; 1904 1100 1101 1112 1111; 1906 1103 1102 1113 1114; 1907 1102 1104 1115 1113; 1908 1104 1105 1116 1115; 1909 1105 1106 1117 1116; 1910 1106 1107 1118 1117; 1911 1107 1108 1119 1118; 1912 1108 1109 1120 1119; 1913 1109 1110 1121 1120; 1914 1110 1111 1122 1121; 1916 1111 1112 1123 1122; 1918 1114 1113 1124 1125; 1919 1113 1115 1126 1124; 1920 1115 1116 1127 1126; 1921 1116 1117 1128 1127; 1922 1117 1118 1129 1128; 1923 1118 1119 1130 1129; 1924 1119 1120 1131 1130; 1925 1120 1121 1132 1131; 1926 1121 1122 1133 1132; 1928 1122 1123 1134 1133; 1930 1125 1124 1135 1136; 1931 1124 1126 1137 1135; 1932 1126 1127 1138 1137; 1933 1127 1128 1139 1138; 1934 1128 1129 1140 1139; 1935 1129 1130 1141 1140; 1936 1130 1131 1142 1141; 1937 1131 1132 1143 1142; 1938 1132 1133 1144 1143; 1940 1133 1134 1145 1144; 1942 1136 1135 1146 1147; 1943 1135 1137 1148 1146; 1944 1137 1138 1149 1148; 1945 1138 1139 1150 1149; 1946 1139 1140 1151 1150; 1947 1140 1141 1152 1151; 1948 1141 1142 1153 1152; 1949 1142 1143 1154 1153; 1950 1143 1144 1155 1154; 1952 1144 1145 1156 1155; 1954 1147 1146 1157 1158; 1955 1146 1148 1159 1157; 1956 1148 1149 1160 1159; 1957 1149 1150 1161 1160; 1958 1150 1151 1162 1161; 1959 1151 1152 1163 1162; 1960 1152 1153 1164 1163; 1961 1153 1154 1165 1164; 1962 1154 1155 1166 1165; 1964 1155 1156 1167 1166; 1966 1158 1157 1168 1169; 1967 1157 1159 1170 1168; 1968 1159 1160 1171 1170; 1969 1160 1161 1172 1171; 1970 1161 1162 1173 1172; 1971 1162 1163 1174 1173; 1972 1163 1164 1175 1174; 1973 1164 1165 1176 1175; 1974 1165 1166 1177 1176; 1976 1166 1167 1178 1177; 1978 1169 1168 1179 1180; 1979 1168 1170 1181 1179; 1980 1170 1171 1182 1181; 1981 1171 1172 1183 1182; 1982 1172 1173 1184 1183; 1983 1173 1174 1185 1184; 1984 1174 1175 1186 1185; 1985 1175 1176 1187 1186; 1986 1176 1177 1188 1187; 1988 1177 1178 1189 1188; 1990 1180 1179 1190 111; 1992 1179 1181 1191 1190; 1994 1181 1182 1192 1191; 1996 1182 1183 1193 1192; 1998 1183 1184 1194 1193; 2000 1184 1185 1195 1194; 2002 1185 1186 1196 1195; 2004 1186 1187 1197 1196; 2006 1187 1188 1198 1197; 2007 1188 1189 105 1198; 2009 111 1190 1199 1200; 2010 1190 1191 1201 1199; 2011 1191 1192 1202 1201; 2012 1192 1193 1203 1202; 2013 1193 1194 1204 1203; 2014 1194 1195 1205 1204; 2015 1195 1196 1206 1205; 2016 1196 1197 1207 1206; 2017 1197 1198 1208 1207; 2019 1198 105 1209 1208; 2021 1200 1199 1210 1211; 2022 1199 1201 1212 1210; 2023 1201 1202 1213 1212; 2024 1202 1203 1214 1213; 2025 1203 1204 1215 1214; 2026 1204 1205 1216 1215; 2027 1205 1206 1217 1216; I 2028 1206 1207 1218 1217; 2029 1207 1208 1219 1218; 2031 1208 1209 1220 1219; 2033 1211 1210 1221 1222; 2034 1210 1212 1223 1221; 2035 1212 1213 1224 1223; 2036 1213 1214 1225 1224; 2037 1214 1215 1226 1225; 2038 1215 1216 1227 1226; 2039 1216 1217 1228 1227; 2040 1217 1218 1229 1228; 2041 1218 1219 1230 1229; 2043 1219 1220 1231 1230; 2045 1222 1221 1232 1233; 2046 1221 1223 1234 1232; 2047 1223 1224 1235 1234; 2048 1224 1225 1236 1235; 2049 1225 1226 1237 1236; 2050 1226 1227 1238 1237; 2051 1227 1228 1239 1238; 2052 1228 1229 1240 1239; 2053 1229 1230 1241 1240; 2055 1230 1231 1242 1241; 2057 1233 1232 1243 1061; 2059 1232 1234 1244 1243; 2061 1234 1235 1245 1244; 2063 1235 1236 1246 1245; 2065 1236 1237 1247 1246; 2067 1237 1238 1248 1247; 2069 1238 1239 1249 1248; 2071 1239 1240 1250 1249; 2073 1240 1241 1251 1250; 2074 1241 1242 1062 1251; 2077 1067 1252 1253 1254; 2079 1252 1255 1256 1253; 2080 1255 37 1084 1256; 2082 1254 1253 1257 1258; 2083 1253 1256 1259 1257; 2084 1256 1084 1103 1259; 2086 1258 1257 1260 1261; 2087 1257 1259 1262 1260; 2088 1259 1103 1114 1262; 2090 1261 1260 1263 1264; 2091 1260 1262 1265 1263; 2092 1262 1114 1125 1265; 2094 1264 1263 1266 1267; 2095 1263 1265 1268 1266; 2096 1265 1125 1136 1268; 2098 1267 1266 1269 1270; 2099 1266 1268 1271 1269; 2100 1268 1136 1147 1271; 2102 1270 1269 1272 1273; 2103 1269 1271 1274 1272; 2104 1271 1147 1158 1274; 2106 1273 1272 1275 1276; 2107 1272 1274 1277 1275; 2108 1274 1158 1169 1277; 2110 1276 1275 1278 1279; 2111 1275 1277 1280 1278; 2112 1277 1169 1180 1280; 2114 1279 1278 1281 1075; 2116 1278 1280 1282 1281; 2117 1280 1180 111 1282; 2119 1075 1281 1283 1284; 2120 1281 1282 1285 1283; 2121 1282 111 1200 1285; 2123 1284 1283 1286 1287; 2124 1283 1285 1288 1286; 2125 1285 1200 1211 1288; 2127 1287 1286 1289 1290; 2128 1286 1288 1291 1289; 2129 1288 1211 1222 1291; 2131 1290 1289 1292 1293; 2132 1289 1291 1294 1292; 2133 1291 1222 1233 1294; 2135 1293 1292 1295 1074; 2137 1292 1294 1296 1295; 2138 1294 1233 1061 1296; 2140 93 1297 1298 1101; 2142 1297 1299 1300 1298; 2144 1299 1301 1302 1300; 2146 1301 1303 1304 1302; 2148 1303 1305 1306 1304; 2150 1305 1307 1308 1306; 2152 1307 1309 1310 1308; 2154 1309 1311 1312 1310; 2156 1311 1313 1314 1312; 2158 1313 30 1315 1314; 2159 1101 1298 1316 1112; 2160 1298 1300 1317 1316; 2161 1300 1302 1318 1317; 2162 1302 1304 1319 1318; 2163 1304 1306 1320 1319; 2164 1306 1308 1321 1320; 2165 1308 1310 1322 1321; 2166 1310 1312 1323 1322; 2167 1312 1314 1324 1323; 2169 1314 1315 1325 1324; 2170 1112 1316 1326 1123; 2171 1316 1317 1327 1326; 2172 1317 1318 1328 1327; 2173 1318 1319 1329 1328; 2174 1319 1320 1330 1329; 2175 1320 1321 1331 1330; 2176 1321 1322 1332 1331; 2177 1322 1323 1333 1332; 2178 1323 1324 1334 1333; 2180 1324 1325 1335 1334; 2181 1123 1326 1336 1134; 2182 1326 1327 1337 1336; 2183 1327 1328 1338 1337; 2184 1328 1329 1339 1338; 2185 1329 1330 1340 1339; 2186 1330 1331 1341 1340; 2187 1331 1332 1342 1341; 2188 1332 1333 1343 1342; 2189 1333 1334 1344 1343; Page: 16 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2191 1334 1335 1345 1344; 2192 1134 1336 1346 1145; 2193 1336 1337 1347 1346; 2194 1337 1338 1348 1347; 2195 1338 1339 1349 1348; 2196 1339 1340 1350 1349; 2197 1340 1341 1351 1350; 2198 1341 1342 1352 1351; 2199 1342 1343 1353 1352; 2200 1343 1344 1354 1353; 2202 1344 1345 1355 1354; 2203 1145 1346 1356 1156; 2204 1346 1347 1357 1356; 2205 1347 1348 1358 1357; 2206 1348 1349 1359 1358; 2207 1349 1350 1360 1359; 2208 1350 1351 1361 1360; 2209 1351 1352 1362 1361; 2210 1352 1353 1363 1362; 2211 1353 1354 1364 1363; 2213 1354 1355 1365 1364; 2214 1156 1356 1366 1167; 2215 1356 1357 1367 1366; 2216 1357 1358 1368 1367; 2217 1358 1359 1369 1368; 2218 1359 1360 1370 1369; 2219 1360 1361 1371 1370; 2220 1361 1362 1372 1371; 2221 1362 1363 1373 1372; 2222 1363 1364 1374 1373; 2224 1364 1365 1375 1374; 2225 1167 1366 1376 1178; 2226 1366 1367 1377 1376; 2227 1367 1368 1378 1377; 2228 1368 1369 1379 1378; 2229 1369 1370 1380 1379; 2230 1370 1371 1381 1380; 2231 1371 1372 1382 1381; 2232 1372 1373 1383 1382; 2233 1373 1374 1384 1383; 2235 1374 1375 1385 1384; 2236 1178 1376 1386 1189; 2237 1376 1377 1387 1386; 2238 1377 1378 1388 1387; 2239 1378 1379 1389 1388; 2240 1379 1380 1390 1389; 2241 1380 1381 1391 1390; 2242 1381 1382 1392 1391; 2243 1382 1383 1393 1392; 2244 1383 1384 1394 1393; 2246 1384 1385 1395 1394; 2248 1189 1386 1396 105; 2250 1386 1387 1397 1396; 2252 1387 1388 1398 1397; 2254 1388 1389 1399 1398; 2256 1389 1390 1400 1399; 2258 1390 1391 1401 1400; 2260 1391 1392 1402 1401; 2262 1392 1393 1403 1402; 2264 1393 1394 1404 1403; 2265 1394 1395 97 1404; 2266 105 1396 1405 1209; 2267 1396 1397 1406 1405; 2268 1397 1398 1407 1406; 2269 1398 1399 1408 1407; 2270 1399 1400 1409 1408; 2271 1400 1401 1410 1409; 2272 1401 1402 1411 1410; 2273 1402 1403 1412 1411; 2274 1403 1404 1413 1412; 2276 1404 97 1414 1413; 2277 1209 1405 1415 1220; 2278 1405 1406 1416 1415; 2279 1406 1407 1417 1416; 2280 1407 1408 1418 1417; 2281 1408 1409 1419 1418; 2282 1409 1410 1420 1419; 2283 1410 1411 1421 1420; 2284 1411 1412 1422 1421; 2285 1412 1413 1423 1422; 2287 1413 1414 1424 1423; 2288 1220 1415 1425 1231; 2289 1415 1416 1426 1425; 2290 1416 1417 1427 1426; 2291 1417 1418 1428 1427; 2292 1418 1419 1429 1428; 2293 1419 1420 1430 1429; 2294 1420 1421 1431 1430; 2295 1421 1422 1432 1431; 2296 1422 1423 1433 1432; 2298 1423 1424 1434 1433; 2299 1231 1425 1435 1242; 2300 1425 1426 1436 1435; 2301 1426 1427 1437 1436; 2302 1427 1428 1438 1437; 2303 1428 1429 1439 1438; 2304 1429 1430 1440 1439; 2305 1430 1431 1441 1440; 2306 1431 1432 1442 1441; 2307 1432 1433 1443 1442; 2309 1433 1434 1444 1443; 2311 1242 1435 1445 1062; 2313 1435 1436 1446 1445; 2315 1436 1437 1447 1446; 2317 1437 1438 1448 1447; 2319 1438 1439 1449 1448; 2321 1439 1440 1450 1449; 2323 1440 1441 1451 1450; 2325 1441 1442 1452 1451; 2327 1442 1443 1453 1452; 2328 1443 1444 1063 1453; 2330 30 1454 1455 1315; 2332 1454 1456 1457 1455; 2334 1456 1458 1459 1457; I 2336 1458 1460 1461 1459; 2338 1460 1462 1463 1461; 2340 1462 1464 1465 1463; 2342 1464 1466 1467 1465; 2344 1466 1468 1469 1467; 2346 1468 1470 1471 1469; 2348 1470 27 1472 1471; 2349 1315 1455 1473 1325; 2350 1455 1457 1474 1473; 2351 1457 1459 1475 1474; 2352 1459 1461 1476 1475; 2353 1461 1463 1477 1476; 2354 1463 1465 1478 1477; 2355 1465 1467 1479 1478; 2356 1467 1469 1480 1479; 2357 1469 1471 1481 1480; 2359 1471 1472 1482 1481; 2360 1325 1473 1483 1335; 2361 1473 1474 1484 1483; 2362 1474 1475 1485 1484; 2363 1475 1476 1486 1485; 2364 1476 1477 1487 1486; 2365 1477 1478 1488 1487; 2366 1478 1479 1489 1488; 2367 1479 1480 1490 1489; 2368 1480 1481 1491 1490; 2370 1481 1482 1492 1491; 2371 1335 1483 1493 1345; 2372 1483 1484 1494 1493; 2373 1484 1485 1495 1494; 2374 1485 1486 1496 1495; 2375 1486 1487 1497 1496; 2376 1487 1488 1498 1497; 2377 1488 1489 1499 1498; 2378 1489 1490 1500 1499; 2379 1490 1491 1501 1500; 2381 1491 1492 1502 1501; 2382 1345 1493 1503 1355; 2383 1493 1494 1504 1503; 2384 1494 1495 1505 1504; 2385 1495 1496 1506 1505; 2386 1496 1497 1507 1506; 2387 1497 1498 1508 1507; 2388 1498 1499 1509 1508; 2389 1499 1500 1510 1509; 2390 1500 1501 1511 1510; 2392 1501 1502 1512 1511; 2393 1355 1503 1513 1365; 2394 1503 1504 1514 1513; 2395 1504 1505 1515 1514; 2396 1505 1506 1516 1515; 2397 1506 1507 1517 1516; 2398 1507 1508 1518 1517; 2399 1508 1509 1519 1518; 2400 1509 1510 1520 1519; 2401 1510 1511 1521 1520; 2403 1511 1512 1522 1521; 2404 1365 1513 1523 1375; 2405 1513 1514 1524 1523; 2406 1514 1515 1525 1524; 2407 1515 1516 1526 1525; 2408 1516 1517 1527 1526; 2409 1517 1518 1528 1527; 2410 1518 1519 1529 1528; 2411 1519 1520 1530 1529; 2412 1520 1521 1531 1530; 2414 1521 1522 1532 1531; 2415 1375 1523 1533 1385; 2416 1523 1524 1534 1533; 2417 1524 1525 1535 1534; 2418 1525 1526 1536 1535; 2419 1526 1527 1537 1536; 2420 1527 1528 1538 1537; 2421 1528 1529 1539 1538; 2422 1529 1530 1540 1539; 2423 1530 1531 1541 1540; 2425 1531 1532 1542 1541; 2426 1385 1533 1543 1395; 2427 1533 1534 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P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2478 1424 1572 1582 1434; 2479 1572 1573 1583 1582; 2480 1573 1574 1584 1583; 2481 1574 1575 1585 1584; 2482 1575 1576 1586 1585; 2483 1576 1577 1587 1586; 2484 1577 1578 1588 1587; 2485 1578 1579 1589 1588; 2486 1579 1580 1590 1589; 2488 1580 1581 1591 1590; 2489 1434 1582 1592 1444; 2490 1582 1583 1593 1592; 2491 1583 1584 1594 1593; 2492 1584 1585 1595 1594; 2493 1585 1586 1596 1595; 2494 1586 1587 1597 1596; 2495 1587 1588 1598 1597; 2496 1588 1589 1599 1598; 2497 1589 1590 1600 1599; 2499 1590 1591 1601 1600; 2501 1444 1592 1602 1063; 2503 1592 1593 1603 1602; 2505 1593 1594 1604 1603; 2507 1594 1595 1605 1604; 2509 1595 1596 1606 1605; 2511 1596 1597 1607 1606; 2513 1597 1598 1608 1607; 2515 1598 1599 1609 1608; 2517 1599 1600 1610 1609; 2518 1600 1601 1064 1610; 2520 27 1611 1612 1472; 2522 1611 1613 1614 1612; 2524 1613 1615 1616 1614; 2526 1615 1617 1618 1616; 2528 1617 1619 1620 1618; 2530 1619 1621 1622 1620; 2532 1621 1623 1624 1622; 2534 1623 1625 1626 1624; 2536 1625 1627 1628 1626; 2538 1627 16 1629 1628; 2539 1472 1612 1630 1482; 2540 1612 1614 1631 1630; 2541 1614 1616 1632 1631; 2542 1616 1618 1633 1632; 2543 1618 1620 1634 1633; 2544 1620 1622 1635 1634; 2545 1622 1624 1636 1635; 2546 1624 1626 1637 1636; 2547 1626 1628 1638 1637; 2549 1628 1629 1639 1638; 2550 1482 1630 1640 1492; 2551 1630 1631 1641 1640; 2552 1631 1632 1642 1641; 2553 1632 1633 1643 1642; 2554 1633 1634 1644 1643; 2555 1634 1635 1645 1644; 2556 1635 1636 1646 1645; 2557 1636 1637 1647 1646; 2558 1637 1638 1648 1647; 2560 1638 1639 1935 1648; 2561 1492 1640 1650 1502; 2562 1640 1641 1651 1650; 2563 1641 1642 1652 1651; 2564 1642 1643 1653 1652; 2565 1643 1644 1654 1653; 2566 1644 1645 1655 1654; 2567 1645 1646 1656 1655; 2568 1646 1647 1657 1656; 2569 1647 1648 1658 1657; 2571 1648 1935 1659 1658; 2572 1502 1650 1660 1512; 2573 1650 1651 1661 1660; 2574 1651 1652 1662 1661; 2575 1652 1653 1663 1662; 2576 1653 1654 1664 1663; 2577 1654 1655 1665 1664; 2578 1655 1656 1666 1665; 2579 1656 1657 1667 1666; 2580 1657 1658 1668 1667; 2582 1658 1659 1934 1668; 2583 1512 1660 1670 1522; 2584 1660 1661 1671 1670; 2585 1661 1662 1672 1671; 2586 1662 1663 1673 1672; 2587 1663 1664 1674 1673; 2588 1664 1665 1675 1674; 2589 1665 1666 1676 1675; 2590 1666 1667 1677 1676; 2591 1667 1668 1678 1677; 2593 1668 1934 1679 1678; 2594 1522 1670 1680 1532; 2595 1670 1671 1681 1680; 2596 1671 1672 1682 1681; 2597 1672 1673 1683 1682; 2598 1673 1674 1684 1683; 2599 1674 1675 1685 1684; 2600 1675 1676 1686 1685; 2601 1676 1677 1687 1686; 2602 1677 1678 1688 1687; 2604 1678 1679 1689 1688; 2605 1532 1680 1690 1542; 2606 1680 1681 1691 1690; 2607 1681 1682 1692 1691; 2608 1682 1683 1693 1692; 2609 1683 1684 1694 1693; 2610 1684 1685 1695 1694; 2611 1685 1686 1696 1695; 2612 1686 1687 1697 1696; 2613 1687 1688 1698 1697; 2615 1688 1689 1699 1698; 2616 1542 1690 1700 1552; 2617 1690 1691 1701 1700; 2618 1691 1692 1702 1701; 2619 1692 1693 1703 1702; 2620 1693 1694 1704 1703; 2621 1694 1695 1705 1704; 2622 1695 1696 1706 1705; 2623 1696 1697 1707 1706; 2624 1697 1698 1708 1707; 2626 1698 1699 1709 1708; 2628 1552 1700 1710 24; 2630 1700 1701 1711 1710; 2632 1701 1702 1712 1711; 2634 1702 1703 1713 1712; 2636 1703 1704 1714 1713; 2638 1704 1705 1715 1714; 2640 1705 1706 1716 1715; 2642 1706 1707 1717 1716; 2644 1707 1708 1718 1717; 2645 1708 1709 13 1718; 2646 24 1710 1719 1571; 2647 1710 1711 1720 1719; 2648 1711 1712 1721 1720; 2649 1712 1713 1722 1721; 2650 1713 1714 1723 1722; 2651 1714 1715 1724 1723; 2652 1715 1716 1725 1724; 2653 1716 1717 1726 1725; 2654 1717 1718 1727 1726; 2656 1718 13 1728 1727; 2657 1571 1719 1729 1581; 2658 1719 1720 1730 1729; 2659 1720 1721 1731 1730; 2660 1721 1722 1732 1731; 2661 1722 1723 1733 1732; 2662 1723 1724 1734 1733; 2663 1724 1725 1735 1734; 2664 1725 1726 1736 1735; 2665 1726 1727 1737 1736; 2667 1727 1728 1738 1737; 2668 1581 1729 1739 1591; 2669 1729 1730 1740 1739; 2670 1730 1731 1741 1740; 2671 1731 1732 1742 1741; 2672 1732 1733 1743 1742; 2673 1733 1734 1744 1743; 2674 1734 1735 1745 1744; 2675 1735 1736 1746 1745; 2676 1736 1737 1747 1746; 2678 1737 1738 1748 1747; 2679 1591 1739 1749 1601; 2680 1739 1740 1750 1749; 2681 1740 1741 1751 1750; 2682 1741 1742 1752 1751; 2683 1742 1743 1753 1752; 2684 1743 1744 1754 1753; 2685 1744 1745 1755 1754; 2686 1745 1746 1756 1755; 2687 1746 1747 1757 1756; 2689 1747 1748 1758 1757; 2691 1601 1749 1759 1064; 2693 1749 1750 1760 1759; 2695 1750 1751 1761 1760; 2697 1751 1752 1762 1761; 2699 1752 1753 1763 1762; 2701 1753 1754 1764 1763; 2703 1754 1755 1765 1764; 2705 1755 1756 1766 1765; 2707 1756 1757 1767 1766; 2708 1757 1758 1065 1767; 2710 16 1768 1769 1629; 2712 1768 1770 1771 1769; 2714 1770 1772 1773 1771; 2716 1772 1774 1775 1773; 2718 1774 1776 1777 1775; 2720 1776 1778 1779 1777; 2722 1778 1780 1781 1779; 2724 1780 1782 1783 1781; 2725 1782 6 1784 1783; 2727 6 1 1785 1784; 2728 1629 1769 1786 1639; 2729 1769 1771 1787 1786; 2730 1771 1773 1788 1787; 2731 1773 1775 1789 1788; 2732 1775 1777 1790 1789; 2733 1777 1779 1791 1790; 2734 1779 1781 1792 1791; 2735 1781 1783 1793 1792; 2736 1783 1784 1794 1793; 2738 1784 1785 1795 1794; 2739 1639 1786 1936 1935; 2740 1786 1787 1937 1936; 2741 1787 1788 1938 1937; 2742 1788 1789 1939 1938; 2743 1789 1790 1940 1939; 2744 1790 1791 1941 1940; 2745 1791 1792 1942 1941; 2746 1792 1793 1943 1942; 2747 1793 1794 1944 1943; 2749 1794 1795 2 1944; 2750 1935 1936 1806 1659; 2751 1936 1937 1807 1806; 2752 1937 1938 1808 1807; 2753 1938 1939 1809 1808; 2754 1939 1940 1810 1809; 2755 1940 1941 1811 1810; 2756 1941 1942 1812 1811; 2757 1942 1943 1813 1812; 2758 1943 1944 1814 1813; 2760 1944 2 1815 1814; 2761 1659 1806 1816 1934; 2762 1806 1807 1817 1816; 2763 1807 1808 1818 1817; 2764 1808 1809 1819 1818; 2765 1809 1810 1057 1819; 2766 1810 1811 1058 1057; 2767 1811 1812 1060 1058; 2768 1812 1813 1946 1060; 2769 1813 1814 1945 1946; 2771 1814 1815 3 1945; 2772 1934 1816 1826 1679; Page: 18 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2773 1816 1817 1827 1826; 2774 1817 1818 1828 1827; 2775 1818 1819 1829 1828; 2776 1819 1057 1830 1829; 2777 1057 1058 1831 1830; 2778 1058 1060 1832 1831; 2779 1060 1946 1833 1832; 2780 1946 1945 1834 1833; 2782 1945 3 1835 1834; 2783 1679 1826 1836 1689; 2784 1826 1827 1837 1836; 2785 1827 1828 1838 1837; 2786 1828 1829 1839 1838; 2787 1829 1830 1840 1839; 2788 1830 1831 1841 1840; 2789 1831 1832 1842 1841; 2790 1832 1833 1843 1842; 2791 1833 1834 1844 1843; 2793 1834 1835 1845 1844i 2794 1689 1836 1846 1699; 2795 1836 1837 1847 1846; 2796 1837 1838 1848 1847; 2797 1838 1839 1849 1848; 2798 1839 1840 1850 1849; 2799 1840 1841 1851 1850; 2800 1841 1842 1852 1851; 2801 1842 1843 1853 1852; 2802 1843 1844 9 1853; 2804 1844 1845 4 9; 2805 1699 1846 1856 1709; 2806 1846 1847 1857 1856; 2807 1847 1848 1858 1857; 2808 1848 1849 1859 1858; 2809 1849 1850 1860 1859; 2810 1850 1851 1861 1860; 2811 1851 1852 1862 1861; 2812 1852 1853 1863 1862; 2813 1853 9 1864 1863; 2815 9 4 1865 1864; 2817 1709 1856 1866 13; 2819 1856 1857 1867 1866; 2821 1857 1858 1868 1867; 2823 1858 1859 1869 1868; 2825 1859 1860 1870 1869; 2827 1860 1861 1871 1870; 2829 1861 1862 1872 1871; 2831 1862 1863 1873 1872; 2833 1863 1864 1874 1873; 2834 1864 1865 5 1874; 2835 13 1866 1875 1728; 2836 1866 1867 1876 1875; 2837 1867 1868 1877 1876; 2838 1868 1869 1878 1877; 2839 1869 1870 1879 1878; 2840 1870 1871 1880 1879; 2841 1871 1872 1881 1880; 2842 1872 1873 1882 1881; 2843 1873 1874 1883 1882; 2845 1874 5 1884 1883; 2846 1728 1875 1885 1738; 2847 1875 1876 1886 1885; 2848 1876 1877 1887 1886; 2849 1877 1878 1888 1887; 2850 1878 1879 1889 1888; 2851 1879 1880 1890 1889; 2852 1880 1881 1891 1890; 2853 1881 1882 1892 1891; 2854 1882 1883 1893 1892; 2856 1883 1884 1894 1893; 2857 1738 1885 1895 1748; 2858 1885 1886 1896 1895; 2859 1886 1887 1897 1896; 2860 1887 1888 1898 1897; 2861 1888 1889 1899 1898; 2862 1889 1890 1900 1899; 2863 1890 1891 1901 1900; 2864 1891 1892 1902 1901; 2865 1892 1893 1903 1902; 2867 1893 1894 1904 1903; 2868 1748 1895 1905 1758; 2869 1895 1896 1906 1905; 2870 1896 1897 1907 1906; 2871 1897 1898 1908 1907; 2872 1898 1899 1909 1908; 2873 1899 1900 1910 1909; 2874 1900 1901 1911 1910; 2875 1901 1902 1912 1911; 2876 1902 1903 1913 1912; 2878 1903 1904 1914 1913; 2880 1758 1905 1915 1065; 2882 1905 1906 1916 1915; 2884 1906 1907 1917 1916; 2886 1907 1908 1918 1917; 2888 1908 1909 1919 1918; 2890 1909 1910 1920 1919; 2892 1910 1911 1921 1920; 2894 1911 1912 1922 1921; 2896 1912 1913 1923 1922; 2897 1913 1914 1066 1923; 2898 1069 1261 1264; 2899 1072 1075 1284; 2900 1069 1264 1267 1924; 2901 1924 1267 1270 1925; 2902 1925 1270 1273 1926; 2903 1926 1273 1276 1927; 2904 1927 1276 1279 1928; 2905 1928 1279 1075 1072; 2906 1070 1069 1924 1929; 2907 1929 1924 1925 1930; 2908 1930 1925 1926 1931; 2909 1931 1926 1927 1932; 2910 1932 1927 1928 1933; 2911 1933 1928 1072 1071; 2938 1 1947 1948 1785; 2940 1947 1949 1950 1948; 2942 1949 1076 1951 1950; 2943 1785 1948 1952 1795; 2944 1948 1950 1953 1952; 2946 1950 1951 1954 1953i 2947 1795 1952 1955 1805; 2948 1952 1953 1956 1955; 2950 1953 1954 1957 1956; 2951 1805 1955 1958 1815; 2952 1955 1956 1959 1958; 2954 1956 1957 1960 1959; 2955 1815 1958 1992 3; 2956 1958 1959 1993 1992; 2958 1959 1960 1081 1993; 2959 3 1992 1964 1835; 2960 1992 1993 1965 1964; 2962 1993 1081 1966 1965; 2963 1835 1964 1967 1845; 2964 1964 1965 1968 1967; 2966 1965 1966 1969 1968; 2967 1845 1967 1970 4; 2968 1967 1968 1971 1970; 2970 1968 1969 1972 1971; 2971 4 1970 1973 1865; 2972 1970 1971 1974 1973; 2974 1971 1972 1975 1974; 2976 1865 1973 1976 5; 2978 1973 1974 1977 1976; 2979 1974 1975 1077 1977; 2980 5 1976 1978 1884; 2981 1976 1977 1979 1978; 2983 1977 1077 1980 1979; 2984 1884 1978 1981 1894; 2985 1978 1979 1982 1981; 2987 1979 1980 1983 1982; 2988 1894 1981 1984 1904; 2989 1981 1982 1985 1984; 2991 1982 1983 1986 1985; 2992 1904 1984 1987 1914; 2993 1984 1985 1988 1987; 2995 1985 1986 1989 1988; 2997 1914 1987 1990 1066; 2999 1987 1988 1991 1990; 3000 1988 1989 1080 1991; 3006 2000 231 1056 1055; 3007 1999 2000 1055 1053; 3008 229 1999 1053 1051; 3009 117 218 1997 1998; 3010 218 2001 2002 1997; 3011 2001 2003 2004 2002; 3012 2003 2005 2006 2004; 3013 2005 2007 2008 2006; 3014 2007 2009 2010 2008; 3015 2009 2011 2012 2010; 3016 2011 2013 2014 2012; 3017 2013 2015 2016 2014; 3018 2015 2017 2018 2016; 3019 2017 1942 1060 2018; ELEMENT PROPERTY 1874 1876 1878 1880 1882 1884 1886 1888 1890 1892 1894 TO 1902 1904 - 1906 TO 1914 1916 1918 TO 1926 1928 1930 TO 1938 1940 1942 TO 1950 1952 1954 - 1955 TO 1962 1964 1966 TO 1974 1976 1978 TO 1986 1988 1990 1992 1994 1996 - 1998 2000 2002 2004 2006 2007 2009 TO 2017 2019 2021 TO 2029 2031 - 2033 TO 2041 2043 2045 TO 2053 2055 2057 2059 2061 2063 2065 2067 2069 2071 - 2073 2074 2077 2079 2080 2082 TO 2084 2086 TO 2088 2090 TO 2092 2094 TO 2096 2098 TO 2100 2102 TO 2104 2106 TO 2108 2110 TO 2112 2114 2116 2117 - 2119 TO 2121 2123 TO 2125 2127 TO 2129 2131 TO 2133 2135 2137 2138 2140 2142 2144 2146 2148 2150 2152 2154 2156 2158 TO 2167 2169 TO 2178 2180 TO 2189 - 2191 TO 2200 2202 TO 2211 2213 TO 2222 2224 TO 2233 2235 TO 2244 2246 2248 - 2250 2252 2254 2256 2258 2260 2262 2264 TO 2274 2276 TO 2285 2287 TO 2296 - 2298 TO 2307 2309 2311 2313 2315 2317 2319 2321 2323 2325 2327 2328 2330 - 2332 2334 2336 2338 2340 2342 2344 2346 2348 TO 2357 2359 TO 2368 - 2370 TO 2379 2381 TO 2390 2392 TO 2401 2403 TO 2412 2414 TO 2423 - 2425 TO 2434 2436 2438 2440 2442 2444 2446 2448 2450 2452 2454 TO 2464 2466 - 2467 TO 2475 2477 TO 2486 2488 TO 2497 2499 2501 2503 2505 2507 2509 2511 - 2513 2515 2517 2518 2520 2522 2524 2526 2528 2530 2532 2534 2536 - 2538 TO 2547 2549 TO 2558 2560 TO 2569 2571 TO 2580 2582 TO 2591 - Page: 19 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2593 TO 2602 THICKNESS 0.6667 3009 TO 3019 THICKNESS 0.6667 2604 TO 2613 2615 TO 2624 2626 2628 2630 2632 2634 2636 2638 2640 2642 2644 - 2645 TO 2654 2656 TO 2665 2667 TO 2676 2678 TO 2687 2689 2691 2693 2695 2697 - 2699 2701 2703 2705 2707 2708 2710 2712 2714 2716 2718 2720 2722 2724 2725 - 2727 TO 2736 2738 TO 2747 2749 TO 2758 2760 TO 2769 2771 TO 2780 - 2782 TO 2791 2793 TO 2802 2804 TO 2813 2815 2817 2819 2821 2823 2825 2827 - 2829 2831 2833 TO 2843 2845 TO 2854 2856 TO 2865 2867 TO 2876 2878 2880 2882 - 2884 2886 2888 2890 2892 2894 2896 TO 2911 2938 2940 2942 TO 2944 - 2946 TO 2948 2950 TO 2952 2954 TO 2956 2958 TO 2960 2962 TO 2964 - 2966 TO 2968 2970 TO 2972 2974 2976 2978 TO 2981 2983 TO 2985 2987 TO 2989 - 2991 TO 2993 2995 2997 2999 3000 THICKNESS 0.6667 1 TO 17 24 25 27 TO 43 1783 TO 1787 THICKNESS 0.66 929 TO 1136 1535 TO 1762 THICKNESS 0.041666 1137 TO 1189 1777 TO 1780 1782 3006 TO 3008 THICKNESS 0.5 222 TO 515 1353 1354 1372 1373 1763 TO 1774 THICKNESS 0.454 DEFINE MATERIAL START ISOTROPIC CONCRETE E 453600 POISSON 0.17 DENSITY 0.14999 ALPHA 5.5e-006 DAMP 0.05 ISOTROPIC SOPN_DSS_2X6 E 273600 POISSON 0.15 DENSITY 0.025 ALPHA 5.5e-006 END DEFINE MATERIAL MEMBER PROPERTY AITC 516 TO 928 1199 TO 1216 1218 1219 1221 1222 1224 1225 1227 1228 1230 1231 - 1233 1234 1236 1237 1239 1240 1242 1243 1245 1246 1248 1249 1251 1252 1254 - 1255 1257 1258 1260 1261 1263 1264 1266 1267 1269 1270 1272 1273 1275 1276 - 1278 1279 1281 1282 1284 1285 1287 1288 1290 1291 1293 1294 1296 1297 1299 - 1300 1302 1303 1305 1306 1308 1309 1311 1312 1314 1315 1317 1318 1320 1321 - 1323 1324 1326 1327 1329 1330 1332 1333 1335 1336 1338 1339 1341 1342 1344 - 1345 1347 TO 1350 1357 TO 1360 1362 TO 1367 1371 1374 TO 1378 1380 1381 1383 - 1384 1386 1387 1389 1390 1392 1393 1395 1396 1398 1399 1401 1402 1404 1405 - 1407 1408 1410 1411 1413 1414 1416 1417 1419 1420 1422 1423 1425 1426 1428 - 1429 1431 1432 1434 1435 1437 1438 1440 1441 1443 1444 1446 1447 1449 1450 - 1452 1453 1455 1456 1458 1459 1461 1462 1464 1465 1467 1468 1470 1471 1473 - 1474 1476 1477 1479 1480 1482 1483 1485 1486 1488 1489 1491 1492 1494 1495 - 1497 1498 1500 1501 1503 1504 1506 1507 1509 1510 1512 1513 1515 1516 1518 - 1519 1521 1522 1524 1525 1527 1528 1530 1531 1533 - 1534 TABLE ST SOPN_DSS_2X6 MEMBER PROPERTY AITC 1788 TO 1812 1873 1891 1893 1903 1905 1915 1917 1927 1929 1939 1941 1951 1953 - 1963 1965 1975 1977 1987 2008 2018 2020 2030 2032 2042 2044 2054 2157 2168 - 2179 2190 2201 2212 2223 2234 2245 2275 2286 2297 2308 2347 2358 2369 2380 - 2391 2402 2413 2424 2435 2465 2476 2487 2498 2537 2548 2570 2581 2592 2603 - 2614 2625 2655 2666 2677 2688 2726 2737 2748 2759 2770 2781 2792 2803 2814 - 2844 2855 2866 2877 2919 PRIS YD 3 ZD 3 1813 TO 1872 1875 1877 1879 1881 1883 1885 1887 1889 1989 1991 1993 1995 1997 - 1999 2001 2003 2005 2056 2058 2060 2062 2064 2066 2068 2070 2072 2075 2076 - 2078 2081 2085 2089 2093 2097 2101 2105 2109 2113 2115 2118 2122 2126 2130 - 2134 2136 2139 2141 2143 2145 2147 2149 2151 2153 2155 2247 2249 2251 2253 - 2255 2257 2259 2261 2263 2310 2312 2314 2316 2318 2320 2322 2324 2326 2329 - 2331 2333 2335 2337 2339 2341 2343 2345 2437 2439 2441 2443 2445 2447 2449 - 2451 2453 2500 2502 2504 2506 2508 2510 2512 2514 2516 2519 2521 2523 2525 - 2527 2529 2531 2533 2535 2627 2629 2631 2633 2635 2637 2639 2641 2643 2690 - 2692 2694 2696 2698 2700 2702 2704 2706 2709 2711 2713 2715 2717 2719 2721 - 2723 2816 2818 2820 2822 2824 2826 2828 2830 2832 2879 2881 2883 2885 2887 - 2889 2891 2893 2895 2913 TO 2918 2920 TO 2937 2939 2941 2945 2949 2953 2957 - 2961 2965 2969 2973 2975 2977 2982 2986 2990 2994 2996 2998 3001 - 3002 PRIS YD 2.6667 ZD 1.5 18 TO 23 53 TO 92 1190 TO 1198 1217 1220 1223 1226 1229 1232 1235 1238 1241 - 1244 1247 1250 1253 1256 1259 1262 1265 1268 1271 1274 1277 1280 1283 1286 - 1289 1292 1295 1298 1301 1304 1307 1310 1313 1316 1319 1322 1325 1328 1331 - 1334 1337 1340 1343 1346 1379 1382 1385 1388 1391 1394 1397 1400 1403 1406 - 1409 1412 1415 1418 1421 1424 1427 1430 1433 1436 1439 1442 1445 1448 1451 - 1454 1457 1460 1463 1466 1469 1472 1475 1478 1481 1484 1487 1490 1493 1496 - 1499 1502 1505 1508 1511 1514 1517 1520 1523 1526 1529 - 1532 PRIS YD 2 ZD 0.6667 44 TO 52 93 TO 103 1361 1370 3003 3020 3021 PRIS YD 2 ZD 1 105 TO 109 111 TO 221 1775 1776 3004 3005 PRIS YD 2.16667 ZD 1 1351 1352 1368 1369 1781 PRIS YD 1.8333 ZD 1 CONSTANTS Page: 20 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 MATERIAL CONCRETE MEMB 1 TO 25 27 TO 103 105 TO 109 111 TO 515 929 TO 1198 - 1217 1220 1223 1226 1229 1232 1235 1238 1241 1244 1247 1250 1253 1256 1259 - 1262 1265 1268 1271 1274 1277 1280 1283 1286 1289 1292 1295 1298 1301 1304 - 1307 1310 1313 1316 1319 1322 1325 1328 1331 1334 1337 1340 1343 1346 1351 - 1352 TO 1354 1361 1368 TO 1370 1372 1373 1379 1382 1385 1388 1391 1394 1397 - 1400 1403 1406 1409 1412 1415 1418 1421 1424 1427 1430 1433 1436 1439 1442 - 1445 1448 1451 1454 1457 1460 1463 1466 1469 1472 1475 1478 1481 1484 1487 - 1490 1493 1496 1499 1502 1505 1508 1511 1514 1517 1520 1523 1526 1529 1532 - 1535 TO 2558 2560 TO 2911 2913 TO 3021 MATERIAL SOPN_DSS_2X6 MEMB 516 TO 928 1199 TO 1216 1218 1219 1221 1222 1224 - 1225 1227 1228 1230 1231 1233 1234 1236 1237 1239 1240 1242 1243 1245 1246 - 1248 1249 1251 1252 1254 1255 1257 1258 1260 1261 1263 1264 1266 1267 1269 - 1270 1272 1273 1275 1276 1278 1279 1281 1282 1284 1285 1287 1288 1290 1291 - 1293 1294 1296 1297 1299 1300 1302 1303 1305 1306 1308 1309 1311 1312 1314 - 1315 1317 1318 1320 1321 1323 1324 1326 1327 1329 1330 1332 1333 1335 1336 - 1338 1339 1341 1342 1344 1345 1347 TO 1350 1357 TO 1360 1362 TO 1367 1371 - 1374 TO 1378 1380 1381 1383 1384 1386 1387 1389 1390 1392 1393 1395 1396 - 1398 1399 1401 1402 1404 1405 1407 1408 1410 1411 1413 1414 1416 1417 1419 - 1420 1422 1423 1425 1426 1428 1429 1431 1432 1434 1435 1437 1438 1440 1441 - 1443 1444 1446 1447 1449 1450 1452 1453 1455 1456 1458 1459 1461 1462 1464 - 1465 1467 1468 1470 1471 1473 1474 1476 1477 1479 1480 1482 1483 1485 1486 - 1488 1489 1491 1492 1494 1495 1497 1498 1500 1501 1503 1504 1506 1507 1509 - 1510 1512 1513 1515 1516 1518 1519 1521 1522 1524 1525 1527 1528 1530 1531 - 1533 1534 SUPPORTS 1 5 13 16 24 27 30 37 93 97 105 111 1103 1112 1136 1145 1169 1178 1325 1355 - 1385 1482 1512 1542 1639 1699 1795 1825 1845 1934 PINNED 1222 1231 1434 1591 1748 1904 PINNED LOAD 1 LOADTYPE Dead TITLE DEAD LOAD SELFWEIGHT Y -1 ELEMENT LOAD 1137 TO 1189 1777 TO 1780 1782 1874 1876 1878 1880 1882 1884 1886 1888 1890 - 1892 1894 TO 1902 1904 1906 TO 1914 1916 1918 TO 1926 1928 1930 TO 1938 1940 - 1942 TO 1950 1952 1954 TO 1962 1964 1966 TO 1974 1976 1978 TO 1986 1988 1990 - 1992 1994 1996 1998 2000 2002 2004 2006 2007 2009 TO 2017 2019 2021 TO 2029 - 2031 2033 TO 2041 2043 2045 TO 2053 2055 2057 2059 2061 2063 2065 2067 2069 - 2071 2073 2074 2077 2079 2080 2082 TO 2084 2086 TO 2088 2090 TO 2092 2094 - 2095 TO 2096 2098 TO 2100 2102 TO 2104 2106 TO 2108 2110 TO 2112 2114 2116 - 2117 2119 TO 2121 2123 TO 2125 2127 TO 2129 2131 TO 2133 2135 2137 2138 2140 - 2142 2144 2146 2148 2150 2152 2154 2156 2158 TO 2167 2169 TO 2178 - 2180 TO 2189 2191 TO 2200 2202 TO 2211 2213 TO 2222 2224 TO 2233 - 2235 TO 2244 2246 2248 2250 2252 2254 2256 2258 2260 2262 2264 TO 2274 2276 - 2277 TO 2285 2287 TO 2296 2298 TO 2307 2309 2311 2313 2315 2317 2319 2321 - 2323 2325 2327 2328 2330 2332 2334 2336 2338 2340 2342 2344 2346 - 2348 TO 2357 2359 TO 2368 2370 TO 2379 2381 TO 2390 2392 TO 2401 - 2403 TO 2412 2414 TO 2423 2425 TO 2434 2436 2438 2440 2442 2444 2446 2448 - 2450 2452 2454 TO 2464 2466 TO 2475 2477 TO 2486 2488 TO 2497 2499 2501 2503 - 2505 2507 2509 2511 2513 2515 2517 2518 2520 2522 2524 2526 2528 2530 2532 - 2534 2536 2538 TO 2547 2549 TO 2558 2560 TO 2569 2571 PR GY -0.025 2572 TO 2580 2582 TO 2591 2593 TO 2602 2604 TO 2613 2615 TO 2624 2626 2628 - 2630 2632 2634 2636 2638 2640 2642 2644 TO 2654 2656 TO 2665 2667 TO 2676 - 2678 TO 2687 2689 2691 2693 2695 2697 2699 2701 2703 2705 2707 2708 2710 - 2712 2714 2716 2718 2720 2722 2724 2725 2727 TO 2736 2738 TO 2747 - 2749 TO 2758 2760 TO 2769 2771 TO 2780 2782 TO 2791 2793 TO 2802 - 2804 TO 2813 2815 2817 2819 2821 2823 2825 2827 2829 2831 2833 TO 2843 2845 - 2846 TO 2854 2856 TO 2865 2867 TO 2876 2878 2880 2882 2884 2886 2888 2890 - 2892 2894 2896 TO 2911 2938 2940 2942 TO 2944 2946 TO 2948 2950 TO 2952 2954 - 2955 TO 2956 2958 TO 2960 2962 TO 2964 2966 TO 2968 2970 TO 2972 2974 2976 - 2978 TO 2981 2983 TO 2985 2987 TO 2989 2991 TO 2993 2995 2997 2999 3000 3006 - 3007 TO 3019 PR GY -0.025 LOAD 2 LOADTYPE Dead TITLE LIVE LOAD ELEMENT LOAD 1874 1876 1878 1880 1882 1884 1886 1888 1890 1892 1894 TO 1902 1904 - 1906 TO 1914 1916 1918 TO 1926 1928 1930 TO 1938 1940 1942 TO 1950 1952 1954 - 1955 TO 1962 1964 1966 TO 1974 1976 1978 TO 1986 1988 1990 1992 1994 1996 - 1998 2000 2002 2004 2006 2007 2009 TO 2017 2019 2021 TO 2029 2031 - 2033 TO 2041 2043 2045 TO 2053 2055 2057 2059 2061 2063 2065 2067 2069 2071 - 2073 2074 2077 2079 2080 2082 TO 2084 2086 TO 2088 2090 TO 2092 2094 TO 2096 - 2098 TO 2100 2102 TO 2104 2106 TO 2108 2110 TO 2112 2114 2116 2117 - 2119 TO 2121 2123 TO 2125 2127 TO 2129 2131 TO 2133 2135 2137 2138 2140 2142 - 2144 2146 2148 2150 2152 2154 2156 2158 TO 2167 2169 TO 2178 2180 TO 2189 - 2191 TO 2200 2202 TO 2211 2213 TO 2222 2224 TO 2233 2235 TO 2244 2246 2248 - 2250 2252 2254 2256 2258 2260 2262 2264 TO 2274 2276 TO 2285 2287 TO 2296 - 2298 TO 2307 2309 2311 2313 2315 2317 2319 2321 2323 2325 2327 2328 2330 - 2332 2334 2336 2338 2340 2342 2344 2346 2348 TO 2357 2359 TO 2368 - 2370 TO 2379 2381 TO 2390 2392 TO 2401 2403 TO 2412 2414 TO 2423 - 2425 TO 2434 2436 2438 2440 2442 2444 2446 2448 2450 2452 2454 TO 2464 2466 - Page: 21 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2467 TO 2475 2477 TO 2486 2488 TO 2497 2499 2501 2503 2505 2507 2509 2511 - 2513 2515 2517 2518 2520 2522 2524 2526 2528 2530 2532 2534 2536 - 2538 TO 2547 2549 TO 2558 2560 TO 2569 2571 TO 2580 2582 TO 2591 - 2593 TO 2602 PR GY -0.1 2604 TO 2613 2615 TO 2624 2626 2628 2630 2632 2634 2636 2638 2640 2642 2644 - 2645 TO 2654 2656 TO 2665 2667 TO 2676 2678 TO 2687 2689 2691 2693 2695 2697 - 2699 2701 2703 2705 2707 2708 2710 2712 2714 2716 2718 2720 2722 2724 2725 - 2727 TO 2736 2738 TO 2747 2749 TO 2758 2760 TO 2769 2771 TO 2780 - 2782 TO 2791 2793 TO 2802 2804 TO 2813 2815 2817 2819 2821 2823 2825 2827 - 2829 2831 2833 TO 2843 2845 TO 2854 2856 TO 2865 2867 TO 2876 2878 2880 2882 - 2884 2886 2888 2890 2892 2894 2896 TO 2911 2938 2940 2942 TO 2944 - 2946 TO 2948 2950 TO 2952 2954 TO 2956 2958 TO 2960 2962 TO 2964 - 2966 TO 2968 2970 TO 2972 2974 2976 2978 TO 2981 2983 TO 2985 2987 TO 2989 - 2991 TO 2993 2995 2997 2999 3000 3009 TO 3019 PR GY -0.1 1137 TO 1189 1777 TO 1780 1782 3006 TO 3008 PR GY -0.05 LOAD 3 LOADTYPE Roof Live TITLE LOAD CASE 3 ELEMENT LOAD 222 TO 275 277 TO 312 314 TO 367 1353 1354 1372 1373 1535 TO 1774 LOAD 4 LOADTYPE Wind TITLE WIND ELEMENT LOAD 1 TO 12 PR GX 0.0391 222 TO 275 277 TO 312 314 TO 367 1767 1769 PR GX 0.0409 29 TO 31 33 34 36 37 39 40 42 369 TO 422 424 TO 459 461 TO 514 1768 - 1770 PR GX 0.0261 929 930 933 934 937 966 969 970 973 974 1002 1005 1006 1009 1033 1034 1037 1038 1062 1065 1066 1069 1093 1094 1097 1098 1122 1125 1126 1129 931 932 935 936 939 968 971 972 975 976 1004 1007 1008 1011 1035 1036 1039 1040 1064 1067 1068 1071 1095 1096 1099 1100 1124 1127 1128 1132 MEMBER LOAD 73 76 1192 TO 1198 1223 1226 1229 1232 1235 1238 1241 1244 1814 1817 1875 - 1877 1879 1881 1883 1885 1887 2141 2143 2145 2147 2149 2151 - 2153 UNI GX 0.2084 18 TO 23 UNI GX 0.24 JOINT LOAD 28 31 39 43 74 77 85 89 FX 0.64 6 17 TO 21 52 63 TO 67 FX 0.45 374 378 386 390 398 402 412 416 424 428 436 440 448 452 488 492 500 504 512 - 516 526 530 538 542 550 554 562 566 FX 0.109 356 366 470 480 FX 0.35 MEMBER LOAD 79 82 85 88 1379 1382 1385 1388 1391 1394 1409 1412 1415 1418 1421 1424 1427 - 1430 1445 1448 1451 1454 1457 1460 1463 1466 1484 1487 1490 1493 1496 1499 - 1502 1505 1520 1523 1526 1529 1532 1842 1845 1848 1851 1991 1993 1995 1997 - 1999 2001 2003 2249 2251 2253 2255 2257 2259 2261 2439 2441 2443 2445 2447 - 2449 2451 2629 2631 2633 2635 2637 2639 2641 2818 2820 2822 2824 2826 - 2828 UNI GX 0.14 JOINT LOAD 375 379 387 391 399 403 413 417 425 429 437 441 449 453 489 493 501 505 513 - 517 527 531 539 543 551 555 563 567 FX 0.07 357 367 471 481 FX 0.223 LOAD 5 LOADTYPE Wind TITLE WIND E - W ELEMENT LOAD 13 43 PR GZ -0.0405 MEMBER LOAD 44 96 102 1370 1789 1790 1873 1893 1905 1917 1929 1941 1953 1965 UNI GZ -0.216 ELEMENT LOAD 1763 TO 1766 PR GZ -0.0423 1134 1135 1641 TO 1648 PR -0.0135 1130 1131 1649 TO 1656 PR -0.0325 24 28 1771 TO 1774 PR GZ -0.0108 MEMBER LOAD 49 50 98 1361 1808 1809 2759 2770 2781 2792 UNI GZ -0.058 LOAD 6 LOADTYPE Wind TITLE WIND S-N (DECK) ELEMENT LOAD 2009 TO 2017 2019 2021 TO 2029 2031 2033 TO 2041 2043 2045 TO 2053 2055 2057 - 2059 2061 2063 2065 2067 2069 2071 2073 2074 2077 2079 2080 2082 TO 2084 - 369 TO 422 424 TO 459 461 TO 514 929 TO 1136 - PR GY -0.02 S-N 938 941 942 945 946 949 950 953 954 957 958 961 962 965 - 977 978 981 982 985 986 989 990 993 994 997 998 1001 - 1010 1013 1014 1017 1018 1021 1022 1025 1026 1029 1030 - 1041 1042 1045 1046 1049 1050 1053 1054 1057 1058 1061 - 1070 1073 1074 1077 1078 1081 1082 1085 1086 1089 1090 - 1101 1102 1105 1106 1109 1110 1113 1114 1117 1118 1121 - 1133 1535 TO 1640 PR -0.0271 940 943 944 947 948 951 952 955 956 959 960 963 964 967 - 979 980 983 984 987 988 991 992 995 996 1012 1015 1016 1019 1020 1023 1024 1027 1043 1044 1047 1048 1051 1052 1055 1056 1072 1075 1076 1079 1080 1083 1084 1087 1103 1104 1107 1108 1111 1112 1115 1116 1136 1657 TO 1762 PR -0.0314 999 1000 1003 - 1028 1031 1032 - 1059 1060 1063 1088 1091 1092 1119 1120 1123 Page: 22 P:\bldg\80384-SunnyIslesRestaurant\Calculations\Staad\Sunny6 piles.std 04/20/10 11:22:32 2086 TO 2088 2090 TO 2092 2094 TO 2096 2098 TO 2100 2102 TO 2104 - 2106 TO 2108 2110 TO 2112 2114 2116 2117 2119 TO 2121 2123 TO 2125 - 2127 TO 2129 2131 TO 2133 2135 2137 2138 2266 TO 2274 2276 TO 2285 - 2287 TO 2296 2298 TO 2307 2309 2311 2313 2315 2317 2319 2321 2323 2325 2327 - 2328 2456 TO 2464 2466 TO 2475 2477 TO 2486 2488 TO 2497 2499 2501 2503 2505 - 2507 2509 2511 2513 2515 2517 2518 2646 TO 2654 2656 TO 2665 2667 TO 2676 - 2678 TO 2687 2689 2691 2693 2695 2697 2699 2701 2703 2705 2707 2708 2835 - 2836 TO 2843 2845 TO 2854 2856 TO 2865 2867 TO 2876 2878 2880 2882 2884 2886 - 2888 2890 2892 2894 2896 TO 2911 2938 2940 2942 TO 2944 2946 TO 2948 2950 - 2951 TO 2952 2954 TO 2956 2958 TO 2960 2962 TO 2964 2966 TO 2968 2970 TO 2972 - 2974 2976 2978 TO 2981 2983 TO 2985 2987 TO 2989 2991 TO 2993 2995 2997 2999 - 3000 PR GY 0.044 LOAD 7 LOADTYPE Wind TITLE WIND E - W (DECK) ELEMENT LOAD 2009 TO 2017 2019 2021 TO 2029 2031 2033 TO 2041 2043 2045 TO 2053 2055 2057 - 2059 2061 2063 2065 2067 2069 2071 2073 2074 2077 2079 2080 2082 TO 2084 - 2086 TO 2088 2090 TO 2092 2094 TO 2096 2098 TO 2100 2102 TO 2104 - 2106 TO 2108 2110 TO 2112 2114 2116 2117 2119 TO 2121 2123 TO 2125 - 2127 TO 2129 2131 TO 2133 2135 2137 2138 2266 TO 2274 2276 TO 2285 - 2287 TO 2296 2298 TO 2307 2309 2311 2313 2315 2317 2319 2321 2323 2325 2327 - 2328 2456 TO 2464 2466 TO 2475 2477 TO 2486 2488 TO 2497 2499 2501 2503 2505 - 2507 2509 2511 2513 2515 2517 2518 2646 TO 2654 2656 TO 2665 2667 TO 2676 - 2678 TO 2687 2689 2691 2693 2695 2697 2699 2701 2703 2705 2707 2708 2835 - 2836 TO 2843 2845 TO 2854 2856 TO 2865 2867 TO 2876 2878 2880 2882 2884 2886 - 2888 2890 2892 2894 2896 TO 2911 2938 2940 2942 TO 2944 2946 TO 2948 2950 - 2951 TO 2952 2954 TO 2956 2958 TO 2960 2962 TO 2964 2966 TO 2968 2970 TO 2972 - 2974 2976 2978 TO 2981 2983 TO 2985 2987 TO 2989 2991 TO 2993 2995 2997 2999 - 3000 PR GY 0.044 LOAD COMB 8 DL+LL+LL (ROOF) 1 1.0 2 1.0 3 1.0 LOAD COMB 9 DL + LL + W (S-N) + W (S-N) DECK 1 1.0 2 1.0 4 1.0 6 1.0 LOAD COMB 10 DL+LL+W(E-W)+W(S-W) DECK 1 1.0 2 1.0 5 1.0 7 1.0 LOAD COMB 11 DL+LL+W(S-N) 1 1.0 2 1.0 4 1.0 LOAD COMB 12 DL+LL+W(E-W) 1 1.0 2 1.0 5 1.0 LOAD COMB 13 1.2DL+1.6LL+1.6LL(ROOF) 1 1.2 2 1.6 3 1.6 LOAD COMB 14 0.9DL+1.6W (S-N) 1 0.9 4 1.6 LOAD COMB 15 0.9DL+1.6W S-N (DECK) 1 0.9 6 1.6 LOAD COMB 16 0.9DL+1.6W (E-W) 1 0.9 5 1.6 LOAD COMB 17 0.9DL+1.6 W E-W (DECK) 1 0.9 7 1.6 PERFORM ANALYSIS PRINT ALL PRINT ANALYSIS RESULTS FINISH Page: 23 ~ Job No Sheet No Rev 1 Software licensed to Botas Engineering, Inc Part Job Title Ref By DatEl1 0-Mar-1 0 Chd Client File Sunny6 piles.std I DatefTime 20-Apr-2010 11 :22 Staad.Pro Query Bending and Shear Results Bending about Z for Beam 2286 Load Case: 13:1.2DL+1.6LL+1.6LL(ROOF) . 1872.99 2881.5 DistDft Fy(kip) Mz(kip-in) 0.000000 -56.1405 1872.9869 0.122167 -56.3384 1955.4339 0.244333 -56.5363 2038.1709 0.366500 -56.7342 2121.1981 0.488666 -56.9321 2204.5154 0.610833 -57.1300 2288.1228 0.732999 -57.3279 2372.0204 0.855166 -57.5258 2456.2080 0.977332 -57.7237 2540.6858 1.099499 -57.9216 2625.4536 1.221665 -58.1195 2710.5116 1.343832 -58.3174 2795.8597 1 .465998 -58.5153 2881.4980 --. Print Time/Date: 22/04/2010 14:40 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 ~ Job No Sheet No Rev 1 Part Software licensed to Botas Engineering,.lnc Job Title Ref By DatEl1 0-Mar-1 0 Chd Client File Sunny6 piles.std I DatelTime 20-Apr-2010 11 :22 Staad.Pro Query Bending and Shear Results Bending about Z for Beam 2157 Load Case: 13:1.2DL+ 1.6LL+ 1.6LL(ROOF) . 1125.18 1610.8 Distoft Fy(kip) Mz(kip-in) 0.000000 -49.4949 1125.1775 0.067250 -49.6038 1165.1638 0.134500 -49.7128 1205.2381 0.201750 -49.8217 1245.4002 0.269000 -49.9306 1285.6503 0.336250 -50.0396 1325.9883 0.403500 -50.1485 1366.4142 0.470750 -50.2575 1406.9280 0.538000 -50.3664 1447.5297 0.605250 -50.4753 1488.2193 0.672500 -50.5843 1528.9969 0.739750 -50.6932 1569.8623 0.807000 -50.8021 1610.8157 t- Print Time/Date: 22/04/2010 14:21 STAAD.Pro for Windows Release 2006 Print Run 1 of 1 Project Name: 80384 - Sunny Isles Restaurant Location: Sunny Isles Blvd & Collins Ave. By: DBC Start Date: 3/4/2010 Comments: Restaurant .,\3-8-10\Sunny Isles Restaurant Deck.wls 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7 -05 Local Information Wind OiL Exposure 1 0 2 D 3 0 4 0 Basic Wind Speed: 146 mph Topography: None Optional Factors This project uses load combinations from sources other than in ASCE 7 Section 2. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 1 of 12 80384 - Sunny Isles Restaurant Section - Main Section Enclosure Classification: Enclosed Building Category: II Wall 1 2 3 4 Length(ft) Overhang(ft) 124.67 3.0 26.0 3.0 124.67 3.0 26.0 3.0 Eave Height: Parapet Height: Parapet Enclosure: Roof Shape: Flat 4 ft o ft Solid Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. W2 W1 W3 _. -. W4 \"'1~~J3 April 26, 2010 ASCE7 -05 Top Front Right 'AI I "VA lA'2 Page 2 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7 -05 Composite Drawing \1 r - - - - - - - - - - - --, I 2 , , , I I I I I I I I I , I I I I I I I I I I I I I I I I , D> I I <tJ : 1 , A 3, I I I I I I I I I I I I I , , , i 4 , !_ _ __ _ __ _ _ __ _ _ _ _ J b Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 3 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7-05 Components and Cladding Input Component Description I Wall/Roof I Surface Labell Zonel Span(ft) I Width(ft) I Area(sqft) Connection 1 Roof A (All) 6.8 2.0 15.41333 Connection 2 Roof A (All) 3.8 2.0 7.66 Connection 3 Roof A (All) 9.7 2.5 31.16963 Connection 4 Roof A (All) 5.3 2.5 13.325 Connection 5 Roof A (All) 6.8 2.0 15.41333 Connection 6 Roof A (All) 3.8 2.0 7.6 Connection 7 Roof A (All) 7.7 2.0 19.60963 Connection 8 Roof A (All) 7.7 2.5 19.60963 Wall 2nd Level Wall 1 (All) 6.5 2.7 17.355 Wall 1st Level Wall 2 (All) 8.7 2.7 25.1 Window 1 Wall 1 (All) 6.0 4.5 27 Window 2,3,4,5 Wall 1 (All) 3.0 4.0 12. Door 1,2,5 Wall 1 (All) 3.0 7.8 23.49 Door 3 Wall 1 (All) 3.9 8.0 31.36 Door 4 Wall 1 (All) 4.1 8.0 32.8 Door 11 Wall 1 (All) 4.0 8.0 32. AlC #1 Wall 1 (All) 7.5 8.0 60. Roof Pressure Roof A (All) 3.2 3.2 10. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 4 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7 -05 Components and Cladding Output Component Description I Surface I Zone I z(ft) I q(psf) I GCp I GCpi I ExtPres(psf)1 Net wi +GCpi (psf) I Net wi -GCpi (psf) Connection 1 A 1 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -0.98 -55.1 -65.2 -45.0 4.0 56.2 -1.68 0 -94.4 2 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -1.67 -93.9 -104.0 -83.7 4.0 56.2 -1.68 0 -94.4 3 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -2.48 -139.4 -149.5 -129.3 4.0 56.2 -2.42 0 -136.0 Connection 2 A 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.00 -56.2 -66.3 -46.1 4.0 56.2 -1.70 0 -95.5 2 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.80 -101.2 -111 .3 -91.0 4.0 56.2 -1.70 0 -95.5 3 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -2.80 -157.4 -167.5 -147.2 4.0 56.2 0 -157.4 Connection 3 A 1 4.0 56.2 0.25 0.18 14.1 3.9 24.2 4.0 56.2 -0.95 -53.4 -63.5 -43.3 4.0 56.2 -1.65 0 -92.7 2 4.0 56.2 0.25 0.18 14.1 3.9 24.2 4.0 56.2 -1 .45 -81.5 -91.6 -71.4 4.0 56.2 -1.65 0 -92.7 3 4.0 56.2 0.25 0.18 14.1 3.9 24.2 4.0 56.2 -1.96 -110.2 -120.3 -100.0 4.0 56.2 -1.81 0 -101.7 Connection 4 A 1 4.0 56.2 0.29 0.18 16.3 6.2 26.4 4.0 56.2 -0.99 -55.6 -65.8 -45.5 4.0 56.2 -1.69 0 -95.0 2 4.0 56.2 0.29 0.18 16.3 6.2 26.4 4.0 56.2 -1.71 -96.1 -106.2 -86.0 4.0 56.2 -1.69 0 -95.0 Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 5 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7-05 Components and Cladding Output I 1 14.0 156.2 1-1.6910 1-95.0 I I Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net wi +GCpi (psf) Net wi -GCpi (psf) Connection 4 A 3 4.0 56.2 0.29 0.18 16.3 6.2 26.4 4.0 56.2 -2.59 -145.6 -155.7 -135.4 4.0 56.2 -2.55 0 -143.3 Connection 5 A 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -0.98 -55.1 -65.2 -45.0 4.0 56.2 -1.68 0 -94.4 2 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -1.67 -93.9 -104.0 -83.7 4.0 56.2 -1.68 0 -94.4 3 4.0 56.2 0.28 0.18 15.7 5.6 25.9 4.0 56.2 -2.48 -139.4 -149.5 -129.3 4.0 56.2 -2.42 0 -136.0 Connection 6 A 1 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.00 -56.2 -66.3 -46.1 4.0 56.2 -1.70 0 -95.5 2 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.80 -101.2 -111.3 -91.0 4.0 56.2 -1.70 0 -95.5 3 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -2.80 -157.4 -167.5 -147.2 4.0 56.2 0 -157.4 Connection 7 A 1 4.0 56.2 0.27 0.18 15.2 5.1 25.3 4.0 56.2 -0.97 -54.5 -64.6 -44.4 4.0 56.2 -1.67 0 -93.9 2 4.0 56.2 0.27 0.18 15.2 5.1 25.3 4.0 56.2 -1.60 -89.9 -100.0 -79.8 4.0 56.2 -1.67 0 -93.9 3 4.0 56.2 0.27 0.18 15.2 5.1 25.3 4.0 56.2 -2.30 -129.3 -139.4 -119.1 4.0 56.2 -2.22 0 -124.8 Connection 8 A 4.0 56.2 0.27 0.18 15.2 5.1 25.3 Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 6 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7-05 Components and Cladding Output Connection 8 IA 11 14.0 156.2 10.27 10.18 115.2 15.1 125.3 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net wi +GCpi (psf) Net wi -GCpi (psf) Connection 8 A 1 4.0 56.2 -0.97 0.18 -54.5 -64.6 -44.4 4.0 56.2 -1.67 0 -93.9 2 4.0 56.2 0.27 0.18 15.2 5.1 25.3 4.0 56.2 -1.60 -89.9 -100.0 -79.8 4.0 56.2 -1.67 0 -93.9 3 4.0 56.2 0.27 0.18 15.2 5.1 25.3 4.0 56.2 -2.30 -129.3 -139.4 -119.1 4.0 56.2 -2.22 0 -124.8 Wall 2nd Level 4 4.0 56.2 0.86 0.18 48.3 38.2 58.4 4.0 56.2 -0.95 -53.4 -63.5 -43.3 5 4.0 56.2 0.86 48.3 38.2 58.4 4.0 56.2 -1.18 -66.3 -76.4 -56.2 Wall 1 st Level 2 4 4.0 56.2 0.84 0.18 47.2 37.1 57.3 4.0 56.2 -0.93 -52.3 -62.4 -42.1 5 4.0 56.2 0.84 47.2 37.1 57.3 4.0 56.2 -1.13 -63.5 -73.6 -53.4 Window 1 4 4.0 56.2 0.83 0.18 46.6 36.5 56.8 4.0 56.2 -0.92 -51.7 -61.8 -41.6 5 4.0 56.2 0.83 46.6 36.5 56.8 4.0 56.2 -1.12 -62.9 -73.1 -52.8 Window 2,3,4,5 4 4.0 56.2 0.89 0.18 50.0 39.9 60.1 4.0 56.2 -0.98 -55.1 -65.2 -45.0 5 4.0 56.2 0.89 50.0 39.9 60.1 4.0 56.2 -1.23 -69.1 -79.2 -59.0 Door 1 ,2,5 1 4 4.0 56.2 0.84 0.18 47.2 37.1 57.3 4.0 56.2 -0.93 -52.3 -62.4 -42.1 5 4.0 56.2 0.84 47.2 37.1 57.3 4.0 56.2 -1.14 -64.1 -74.2 -54.0 Door 3 1 4 4.0 56.2 0.82 0.18 46.1 36.0 56.2 Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 7 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7-05 Components and Cladding Output Component Description I Surface 1 Zone I z(ft) 1 q(psf) 1 GCp 1 GCpi I ExtPres(psf)I Net wi +GCpi (psf) I Net wi -GCpi (psf) Door 3 1 4 4.0 56.2 -0.91 0.18 -51.1 -61.3 -41.0 5 4.0 56.2 0.82 46.1 36.0 56.2 4.0 56.2 -1.10 -61.8 -71.9 -51.7 Door 4 4 4.0 56.2 0.82 0.18 46.1 36.0 56.2 4.0 56.2 -0.91 -51.1 -61.3 -41.0 5 4.0 56.2 0.82 46.1 36.0 56.2 4.0 56.2 -1.10 -61.8 -71.9 -51.7 Door 11 1 4 4.0 56.2 0.82 0.18 46.1 36.0 56.2 4.0 56.2 -0.91 -51.1 -61.3 -41.0 5 4.0 56.2 0.82 46.1 36.0 56.2 4.0 56.2 -1.10 -61.8 -71.9 -51.7 AlC #1 1 4 4.0 56.2 0.78 0.18 43.8 33.7 54.0 4.0 56.2 -0.87 -48.9 -59.0 -38.8 5 4.0 56.2 0.78 43.8 33.7 54.0 4.0 56.2 -1.01 -56.8 -66.9 -46.6 Roof Pressure A 1 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.00 -56.2 -66.3 -46.1 4.0 56.2 -1.70 0 -95.5 2 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -1.80 -101.2 -111 .3 -91.0 4.0 56.2 -1 .70 0 -95.5 3 4.0 56.2 0.30 0.18 16.9 6.7 27.0 4.0 56.2 -2.80 -157.4 -167.5 -147.2 4.0 56.2 0 -157.4 Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 8 of 12 80384 - Sunny Isles Restaurant MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface z (ft) 1 Windward Wall 4.0 Overhang Top 4.0 Overhang Bot 4.0 Ext Pres (psf) Net wi +GCpi (psf) Net wi -GCpi (psf) 39.1 29.0 49.2 -44.0 39.1 2 Side Wall 4.0 56.2 0.87 -0.70 0.18 -34.2 3 Leeward Wall 4.0 56.2 0.87 -0.50 0.18 -24.4 4 Side Wall 4.0 56.2 0.87 -0.70 0.18 -34.2 A Roof o to 2.0 * 56.2 0.87 -0.90 0.18 -44.0 2.0 to 4.0 * 56.2 -0.90 -44.0 4.0 to 8.0 * 56.2 -0.50 -24.4 8.0 to 26.0 * 56.2 -0.30 -14.7 o to 26.0 * 56.2 -0.18 -8.8 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. April 26, 2010 ASC E7 -05 -44.3 -24.1 -34.6 -14.3 -44.3 -24.1 -54.1 -33.9 -54.1 -33.9 -34.6 -14.3 -24.8 -4.6 -18.9 1.3 Page 9 of 12 80384 - Sunny Isles Restaurant MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) 1 Side Wall 4.0 2 Windward Wall 4.0 Overhang Top 4.0 Overhang Bot 4.0 3 Side Wall 4.0 4 Leeward Wall 4.0 April 26, 2010 ASCE7-05 Ext Pres (psf) Net wi +GCpi (psf) Net wi -GCpi (psf) -35.4 -45.5 -25.3 56.2 56.2 56.2 0.80 -0.90 0 0.80 40.5 -45.5 40.5 56.2 0.90 -0.70 0.18 -35.4 56.2 0.90 -0.20 0.18 -10.1 A Roof o to 2.0 * 56.2 0.90 -0.90 0.18 -45.5 2.0 to 4.0 * 56.2 -0.90 -45.5 4.0 to 8.0 * 56.2 -0.50 -25.3 8.0 to 124.7 * 56.2 -0.30 -15.2 Ot0124.7* 56.2 -0.18 -9.1 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. 30.3 50.6 -45.5 -25.3 -20.2 0.0 -55.6 -35.4 -55.6 -35.4 -35.4 -15.2 -25.3 -5.1 -19.2 1.0 Page 10 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7 -05 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # Surface z (ft) Ext Pres (psf) Net wi +GCpi (psf) Net wi -GCpi (psf) 1 Leeward Wall 4.0 -24.4 -34.6 -14.3 2 Side Wall 4.0 56.2 -0.70 -34.2 -44.3 -24.1 3 Windward Wall 4.0 56.2 0.87 0.80 0.18 39.1 29.0 49.2 Overhang Top 4.0 56.2 -0.90 0 -44.0 Overhang Bot 4.0 56.2 0.80 39.1 4 Side Wall 4.0 56.2 0.87 -0.70 0.18 -34.2 -44.3 -24.1 A Roof o to 2.0 * 56.2 0.87 -0.90 0.18 -44.0 -54.1 -33.9 2.0 to 4.0 * 56.2 -0.90 -44.0 -54.1 -33.9 4.0 to 8.0 * 56.2 -0.50 -24.4 -34.6 -14.3 8.0 to 26.0 * 56.2 -0.30 -14.7 -24.8 -4.6 o to 26.0 * 56.2 -0.18 -8.8 -18.9 1.3 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 11 of 12 80384 - Sunny Isles Restaurant April 26, 2010 ASCE7-05 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 # Surface z (ft) Ext Pres (psf) Net wi +GCpi (psf) Net wi -GCpi (psf) 1 Side Wall 4.0 -35.4 -45.5 -25.3 2 Leeward Wall 4.0 56.2 -0.20 -10.1 -20.2 0.0 3 Side Wall 4.0 56.2 0.90 -0.70 0.18 -35.4 -45.5 -25.3 4 Windward Wall 4.0 56.2 0.90 0.80 0.18 40.5 30.3 50.6 Overhang Top 4.0 56.2 -0.90 0 -45.5 Overhang Bot 4.0 56.2 0.80 40.5 A Roof o to 2.0 * 56.2 0.90 -0.90 0.18 -45.5 -55.6 -35.4 2.0 to 4.0 * 56.2 -0.90 -45.5 -55.6 -35.4 4.0 to 8.0 * 56.2 -0.50 -25.3 -35.4 -15.2 8.0 to 124.7 * 56.2 -0.30 -15.2 -25.3 -5.1 o to 124.7 * 56.2 -0.18 -9.1 -19.2 1.0 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. * Distance from windward edge. Wind Loads on Structures 2005 -- [1.10] Copyright @ 2000 SDG, Inc. Page 12 of 12 MIAMI.~ ~.... BUILDING CODE COMPLIANCE OFFICE (DCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu- Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AID). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AID (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 AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division 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 NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors. ApPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets I through 4 of 4, dated 04/15104, with last revision dated 07/05109, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, 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 Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 NO A. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and 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 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 renews and revises NOA # 04-0510.03 and consists of this page I and evidence page E-I, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 372-6339 1www.miamidade.2ov/buildin2code NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Page 1 ..DADECOD r'I~~:{.I.'j~IJ Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTHINVTHS Anchors & NVHC Hurricane Clips and NVST A & NVHT A Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submiued under NOA # 04-0510.03" Test reports on wood connectors per ASTM D176l by Product Testing, Inc., signed and sealed by C. R. Caudel, P .E. Report N o. Wood Connector Direction Date 1. PT # 03-4482 NVSNP3 Downward 09/15/03 2. PT # 03-4625 NVHCL/R Up& Sideways 01121/04 3. PT # 04-4641 NVSTA-24H Up& Sideways 03/17/04 4. PT # 04-4698 NVTH24 Up& Sideways 04/15/04 5. PT # 03-4590 NVTH26/NV458 Sideways 12/31/03 6. PT # 04-4642 NVHT A-24H Up& Sideways 03/22/04 7. PT # 03-4543 NVTH20INV358 Up& Sideways 12/19/03 c. CALCULATIONS 1. Report of Design Capacities, dated 06/30/09, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submiued under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/04, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). ~/t9 , Carlos M. Utrera, P.E. Product Control Examiner NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 E -1 - Nu- Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/09, issued, signed and sealed byVipin N. Tolat, P.E. G. OTHER 1. Notice of Acceptance No. 04-0510.03, issued to Nu-Vue Industries, Inc., approved on 12/23/04 and expiring on 12/23/09. E-2 ~ '1. B oJ' - ::'10 ~. uu..., '.E. Product Control Examiner NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Jl!' { 1~.. o Ill]"!!." l~.. J~. o 'lie" o 0 0 ~~l\,' lJM- ,,,. 1". ~.. Helle pattern I, mirror Image of the oppslte ,Id. Hal.. *. dM3. TABLE 1 SKEWED NAIL PLATE Product Steel Code Gouge Fostener Schedule Each End Allowable Load. (lb.) Cro~ty U 11ft NVSNP3 16 (6) 6d , I!!" 594 594 For Uplift. use two NVSNP3. one at top chord and one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the me. Notes: 1. Use 6 noil holes In each flange. 2. 00 not bend noli plote more thon once. Supported Tru.. Top c!c bottom chon! NVSNP 3 Installation 3. Supporting member sholl be In the acute angle side with other flange behind the end of supported member (see sketch.) - General Notes' 1. Steel shall conform to ASTM A653, structural grode 33 (Min. yield 33 ksi) and 0 minimum galvanized coating of G 60 per ASTM A525. 2. Allowable loods ore based on Latest Editions of Notional Oesing specificotions (NOS) for wood construction and Florida Building Code (FBC). 3. Design loads ore for Southern Pine species with 0 specific gravity of 0.55. Allowable loads for other species shall be odjusted accordingly. 4. Common wire nail values ore based on NOS and hove been reduced for Penetration Depth factor. 5. Allowable loods for wind uplift hove been Increased by 0 duration foctor of 1.6 for anchors into wood only. Lood values shown ore, without 33% steel stress increase. 6. Allawobie loads for more than 0 single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uolift + "'ctug,l L 1 Allowable Uplift Allowable L 1 ,.,ctug,! L2 1 0 + Allowoble L2 <= . 7. Allowable loods ore based on lX!" thick wood members unless otherwise noted. B. All tie beams and grouted concrete mosanry shall comply with FBC. Concrete for tie beoms and grout and mortar for concrete masonry shall be 0 minimum of 2500 psi. Concrete masonry sholl comply with ASTM C90. 9. All tests hove been conducted in occordance with VlPIN N. TOLAT. PE (CIVIL) FL. REG. , 1_7 16123 LAN'lEIlII CREEK LAIIE HOU!n'ON. TX 77068 N u - Vue Induotrl.., lno. 1063-1068 Eut. 21 Street. HIaleah, norida 33013 Phone: (306) eG4-03Q7 r.., (305) 6"-0308 SKEWED NAIL PUn: ReviaioDII: NU- July 6. 200~ TABLE 2: NV358 - 14G Double NVTH Strops with 2 ply l8G seat Assembly 14G Strop Dimension Total No. Total No. Product Product H of Fasteners of Fasteners Allowable Loads (Ibs) Code Code (Inches) in 2 Strops in Seat 10d x J" IOd x J" Uplift Ll L2 NV.358-12 NVTH16 12 8 8 2245 1ge1 1839 NV.158-1. NVTH18 ,. 10 8 2525 2208 2068 NV3.58-16 NVlli20 18 12 8 280<1 2452 2298 NV358-20 NVTH24 20 .. 8 .1088 2897 2528 N\I'358-22 NVTH26 22 16 8 3367 ...2 2758 NYJ.58-24 NVTH28 2' NV3M-26 NVlli30 26 NV358-32 NVlliJ6 32 Ji' ~'r---il" tt- NV358-4. NVlli~ .. , ~ HolM: 1. MinImum emb.onent Into concrete .". 2. Nob ore necesar)' In strop, and seat to achieve dulgn loads. 3. S.. Not. 6 (Sheet 1) for combined load. 4. Noh throuQh chord. ahall not force the truss plot. on the oppoaite side. Holes 010. .. ,,,. ,,,. r,r, ~ UPLn TABLE 3: NV458 - 14G Double NVTH Strops with 3 ply 18G seat Assembly 14G Strop Dimension Total No. Total No. Product Product H of Fasteners of Fasteners Allowable Loads (Ibs) Code Code (inches) in 2 Strops In Seat 10d x J" lOd x J- Uplift L1 L2 NV458-12 NVTH18 12 8 8 2245 2711l 2078 NV458-1. NVTlt18 .. 10 8 2525 3131 2338 NV458-16 NVTH20 18 12 8 280<1 3479 25C17 N\I'458-20 NVTH24 20 " 8 .1088 3827 2857 NI/458-22 NvrH26 22 16 8 3367 4175 3117 NV458-24 NVTH28 2. NV458-25 NVlli30 26 NV458-J2 NVlliJ6 32 .t:::w1- .Ji' ~.:;.i.. NV458-44 NVlli~ .. HoI.. Dlo.ll. Yn !t!P+~ I 0 :!i 3- NV~ Hj:: \..""NV3581 5,l'tNV458 SJdLYIu Holes Oia. .J6- VlPIN N. TOLAT. PE (CIVIL) n.. REG. , 12M7 15123 LAIlTERll CREEK LANE HOUSTON, TX 77088 I'MLOOCT 1U\I'1SW) .~,.......... .....- ~*~ ~t -: . . c-.. ~ ~ Nu-Vue Concrete ne Boom - or Tie Beam form.d with Concrete filled Masonry. Re?ia:lon.: NU-5 July 5, 2009 NVTHS NVTH TABLE 5 HURRICANE CLIPS "- Conaoto Tie Beam OK' TIe Beam formed with concrete fRied masonry Product Code N\'HCR N\'HCl De3cription HURRICANE WP - RIGHT HURRICANE WP - lEFT Cregg-Section nail dIll _Ol7fr" SCAlE~\ \ '.. \) t-"'''-I~ ll<~) Y~-H,'---l TABLE 4 TN" p10te required to tranafer load to bottom chord ~ Truss Anchors NVTH ortd Riveted Truss Anchors with Seat NVTHS H Product Gauge Gauge [!'fa. OTTaStene... Uoxlmum Allowable Load (Ibs Length Code in Slrap (in) seat strap 10d x 1.5" Uplift L1 L2 12 NVlH-16 NVlHS 212 18 14 5 1032 560 525 6 1222 671 630 14 NVlH-18 NVlHS 214 18 14 7 1275 783 735 16 NVlH- 20 NVTHS 216 18 14 8 1329 783 735 18 NVlH- 22 NVlHS 218 18 14 9 1383 783 735 10 1437 783 735 20 NVlH-24 NVlHS 220 18 14 11 1490 783 735 22 NVlH- 26 NVlHS 222 18 14 t2 1544 783 735 13 1598 783 735 24 NVlH-28 NVlHS 22' 18 14 26 NVlH-30 NVlHS 226 18 14 ~ Ii' ~. Ii' 32 NVlH-36 NVlHS 232 18 14 44 NVTH-48 NVlHS 244 18 14 ~. 0 18 CS .1lJ for Uplift, use two clips, one on each side to comply with sectIon 2321.7 of the FBC [Jill 2JI' 0 'lI" H~.. Ole. "" 0 0 'lI' VIPIN H. TOlAT, PE (CIVIL) I'L. REG. , 12847 16123 LANTERN CREEK lAIlE HOUSTON, TX 77068 NVTH, NVTHS N u - Vue Industrleo, Inc. 1063-10611 Eut 211 Su--t Hialeah. norlda 55013 Phoae: (306) e~-0387 r"", (306) ."-038. HVTH / NVTHS ANCHORS ac NYHC HURRICANE CUPS ~ ~ DlIG " Rnislona: Jul, 6, 2009 TABLE 6 NVSTA-Heovy Duty Anchors with 14G NVTH Straps and 1 ply 20G seot Assembly 14G Strap Dimension Total No. Total No. of Product Product H of Fasteners Fasteners In Allowable load. (lb.) Code Code (inche.) in Strop 20 GA. Seat . 10d x 1.1!." 10d x 1.1!." Uplift . L1 L2 . NVSTA-l2H NVlH16 12 lJ08 700 1049 1428 760 "... NVSTA-l4H NVTH18 .. 1545 823 123~ NVSTA-16H NVTH20 ,. 1684 087 1335 NVSTA-2OH NVTH24 20 1783 950 1430 NVSTA-22H NVTH2e 22 NVSTA-24H NVTH28 2. NVSTA-26H NVTH3Q 26 NVSTA-J2H NVTH38 32 NVSTA-<<H NVTH411 ... ~ ~'~"1-18 . ".- ...- Wn Pin -d\a. Concret. Embedm.,t. ~1!!.. uPlIFT I --::~ot. '.""rod to t,_f<< uplift to bottcrn chord. e R"'nforc:.d Conaet. _ tie beam WIn. 2,e Top &: bottom -z. TABLE 7 NVHTA-Heovy Duty Anchors with 14G Double NVTH Strops and 1 ply 20G seat Assembly 14G Strap Dimension Total No. Total No. of Allowable load. (lb.) Product Product H of Fasteners Fasteners In Code Code (Inches) in two Straps 20 GA. Seat . , . . 'Od x 1.1!." lOd x '.I!.' Uplift U~ift L1 L2 N\tITA-l2H HVTH16 12 10 6 ln2 2078 1050 "50 12 . 1994 2338 1181 1631 N\tITA-l4H NV1H18 .. .. 6 2215 2598 1312 1812 N\tlT A-l6H NVTH20 16 16 6 2437 2!l5l1 ..... 1994 N'MTA-2OH NVTH24 20 ,. . 2658 3117 1575 2175 N\tlTA-22H HVTH26 22 Notes: H\tfTA-24H HVTH28 2' 1. Nails ore necessory In strops and seat to achieve. deslng loads 2. See note 6, sheet 1 fOf' combined loodlno. 3. Nons through chords sholl not force the truss plates. N\tiTA-26H NVTH30 26 .. For general notes, see sheet 1. 5. For higher uplift loods. concrete sholl be 3000 psI. 6. Based on min. 2500 psi concrete. N\ttTA-32H NVTH38 32 N\+iTA-44H NVTH411 ... t ~ !"4" NI/HTA 12H throght 4#i SIdL'/Iu 20 GA.. Seat r--<k'---j H1 -J .1 ."~.'~" 'l ".... Slot o.2O.rX 1- Conctete Pin -dlo. ~ Em~m~t. 1!!." UPUFT ~~ ~". 'oq."" to """.,.. -uplift to bottom c:h0f'"d. U R"nforced Concrete - tie beam Min. 215 Top . bottom -z. NVST A 12H throoht 4#l V1PlN N. TOI.\T, PE (CIVIL) I'L. REG. , 12847 16123 I.\IlTERIl CREEK LANE HOUSTON, TX 77068 ~ fI!!; ~ N u - Vue Industries, Inc. 1063-1068 Ea.t. 21J Street fDalaah, norida 33013 Phone: (306) 8S14-0SSI?' Po., (306) ."-03ll8 lIVSTA " NVIlTA IlBAVY DUTY ANCHORS 11m! SEAT OWG 10 ReYl.toM: July 6. 2009 _>DADEt BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1107 MIAMI. FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 www.maimidade.eovlbuildinecode NOTICE OF ACCEPTANCE (NOA) United Steel Products Company 14305 Southcross Drive # 200 BurnsvilIe, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product .control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (In Miami Dade County) and/or the AID (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 AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division 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: Wood Connectors Rafter Ties "RT" Series. APPROVAL DOCUMENT: Drawing No.02-07, titled "RT3 & RT7, RT10 & RT20, RT15 & RT16 (Rafter Ties)" sheet 1 through 3 of 3 dated 02/10/07, with no revisions, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E, bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dade County Product Control Approved or MDCPCA", unless otherwise noted herein. RENEW AL 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. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and 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 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 renews NOA # 05-0105.05 and consists of this page 1, evidence page E-l, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Ulrera, P.E. 8 NOA No: 07-0306.10 Expiration Date: May 02, 2012 Approval Date: June 07, 2007 Page 1 ,/ United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A. DRAWINGS I. Drawing No.02-07, titled "RT3 & RT7, RTlO & RT20, RTl5 & RTl6 (Rafter Ties)" sheet Through 3 of 3 dated 02110/07, with no revisions, prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. B. TESTS (submitted under NOA # 05-0105.05) Test reports on wood connectors per ASTM D1761, signed and sealed by T. Kolden, PE. Laboratory Report Wood Connector Direction Date 1. PTI # 01-3338 RT3 Up, Parn & Perp. 08/01/01. 2. PTI # 01-3339 RTI Up, Parn & Perp. 08/06/01 3. PTI # 01-3340 RTI0 Up, Parn & Perp. 08/10/01 4. PTI # 01-3341 RT 15 Up, Parn & Perp. 08/14/01 5. PTI # 01-3342 RT16 Up, Parll & Perp. 08/30/01 6. PTI # 01-3343 RT20 Upward 09/14/01 C. CALCULA TION (submitted under NOA # 05-0105.05) Calculated Capacities prepared by R. W. Lutz PE. Product Model No. of Pages Date Rafter Ties 1 through 15 01/23/02 Signature R. W. Lutz, PE. 1. D. QUALITY ASSURANCE 1. Building Code Compliance Office E. STATEMENTS (submitted under NOA # 05-0105.05) 1. No Financial Interest letter issued by USP Lumber Connectors, dated 01/18/02 signed by R. W. Lutz, PE and notarized by R. Radabaugh 2. Code Compliance letter issued by USP Lumber Connectors, dated 01/18/02 signed and sealed by R. W. Lutz, PE. 3. Letter requesting revision issued by Product Control Section on 10/25/04 and signed by C. F. Font. F. OTHERS 1. Code Compliance Letter issued by United Steel Products Company, dated February 23,2007, signed and sealed by Robert W. Lutz, P.E. rlos M. Utrera, P.E. Pro uct Control Examiner NOA No 07-0306.10 Expiration Date: May 02, 2012 Approval Date: June 07, 2007 E-1 ~ CI CI ;. C/) W f- D Z ~ w CI ..JZ ~ I- <t8 :> 2S ZI- Z S V) ~ sg - >- ru 13 ~\O ~~w~ ~ ~ Wu.~ zt;;~~ ::l M~ ~ ~ClW W~~~ ~ W ~X ~ W~~ IU;'~ C ~ \0 - ..J ~ CI~ I- CI ~ W <t2S ~ ~I-~ zg..J~ W ~ XX Z ....uu. ClCI..J ~ I- <t ;,WI- ~ ~<tciW ~u.~ ~ >-~~..J W <t~~~ WZ ~~ZW~..J X Z\:lt;: lIlClZ <tCl~I--<t ~ CI<t ~ -CI lIlU.W ~I~~~ I- u. 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NWW 0 ~ Z f- Vl I :::i :J-.JZ (\J C ~ -.J<I:W ~ ~ Z~ 0 . 0 -.J 0 r". 3...... z ::l (/) I-~<I: ID LJ ~ ~ \ow ~wB z """" I--i wt....~ ...... ~ f-f- moo :3 '3 <!: ~ 0:::: O~-.J 0::: CI) 0:::: ~a..t...... Q V) .f dSW Q f- I lnLL r--- ~ """"<[ C> f-o:::: "- (Y) ~ 0 0::::'-/ ...... "- LL ~ ~ (\J t=- o W wD W ::::E: I- W ~ <!: <!: I (Y) Z Q VI ~ t' ~ ~. "- c.\ ('\ e ~.... r::::l ~ W ~ Z <[ ~ >--i :3 f-~ LL:z::: ~ l:J >--iO ~ Z .....JU <1: 0.... I--< =:)W :3 OC r::::lL.'J r::::l<[ OC~ WW 00 ~z >--i~ .....J>--i .....J LLf- o....OC 0....0 (/)f- 0....<1: o....f- <[W <I: r::::lO p:'j (/)OC <[z (/) 0 (/)0 r::::l<I: .....JW W r::::lf- <I:~ wOC r- <I: O=:) O.....J ~~ ~<I: D .....JW ~ ~(\J Z W~ WZ <1:.....J OC.....J OCW :3 <[<[ <[0.... Oo(S OC OC .....J .........<I: (\JW ~......... ~o.... ~o.... <[~ /".. /".. '" ......... (\J (Y) ..II BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUcr CONTROL DIVISION MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 www.miamidade.2ovlbulldinecode NOTICE OF ACCEPTANCE (NOA) United Steel Products Company. 14305 Southcross Drive # 200 BurnsviUe, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AID). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AID (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 AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division 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: Joist Hangers JUS Series and Framing Angles JAIMP Series ApPROVAL DOCUMENT: Drawing No. JUS/JAIMP, sheet 1 of 1, dated 00115107 with no revisions, prepared by United Steel Products Company signed and sealed by Robert W. Lutz, P.E., bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's Dame or logo, city, state and following statement: "Miami-Dade County Product Control Approved or MDCPCA", 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. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and 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 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 renews NOA # 06-0605.10 consisting of this page 1, evidence page E-l & approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. I p NOA No: 07-0419.01 Expiration Date: July 09, 2012 Approval Date: July 19,2007 Page 1 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRA WINGS 1. Drawing No. JUSIJA/MP, sheet 1 of 1, dated 0'lJ15107 with no revisions, prepared by United Steel Products Company signed and sealed by Robert W. Lutz, P.E. B TEST Test reports on wood connectors per ASTM D1761-88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. 1. 2. 3. 4. S. 6. 7. Report No. 06-6119 06-6120 06-6121 07-6164 07-6165 07-6166 07-6167 Wood Connector JUS26-2 JUS28-2 JUS21O-2 JA3 JA5 MPA1 MP34 Direction Upward & Down Upward & Dow Upward & Dow F1, F2 and F3 F1, F2 and F3 F1, F2 and F3 F1, F2 and F3 Date 12/ 13/06 12/08106 12/20/06 02/01/07 0'lJ0'lJ07 0'lJ22/07 02/26/07 C CALCULATIONS 1 JUS/JA/MP Series Calculations prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. D STATEMENTS 1. No Financial Interest letter issued by United Steel Products Company, dated 04/04/07 signed by Robert W. Lutz, P.E. and notarized by Loretta A. Parker. 2. Code Compliance letter issued by United Steel Products Company, dated 04/04/07, signed and sealed by Robert W. Lutz, P.E. 3. NOA Renewal Request letter issued by United Steel Products Company, dated 04/04/07, signed by Robert W. Lutz, P.E. 4. Code Compliance letters issued by Product Testing, Inc., singed and sealed by C. R. Caudel, P.E. E -1 ~PL Product Control Examiner NOA No 07-0419.01 Expiration Date: July 09, 2012 Approval Date: July 19,2007 l'" ~ lo'!Il" 2~jt~jt~~jt~~~ C1 ~g~~~ii~i:P ~ !~~~~!~~e!~ ~ ~~!;!I=~;~I ~ ~Q~ i~fii~~d g ~iCl ~~gs~~~ ~~i ~ ..~!...~ ;1~ I ~mt;g~ if b~!il; i= ~~~~~ ~J ~ ~~S i ;~!i! ~= it . - 1iI S il !il5!... ~!:l ~ i ;~ l:l i~ ~ '" ~.. ,.:> .~ ~~ .~ -..:r VI :r ....[:j o::l "T'J t::l ]> -i ru~ ...... .... U1 ...... o -....J .... tj ;;0 J> ~ ...... Z Cl # "TJ-o::\J r::\Jo 00= ::\J"TJM ....M::\J t::l"'-I J>", rS~ ....z nJ>r Mre Z -I "'MN ['1z C1 z- CJZ -M UlM Ul::\J .I>o^ 0'" \0-1 ::\J e n .... e ::\J J> r v L C 3:(1) \J~ J> 3: t::l J> t:l M ~I~ n j~ I~ . 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