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321 NE 100 St (14)844 N.E. 98th Street • Miami Shores, Florida 33138 Phone: posy 98*-5974 ss/Tafteteby4lsnur net STRITCTURAL N CALCULATIONS KNUTT RESIDENCE 3zrxElneaSTREET MIAMPSHORES;FLOIRDA. For: Mark Architect 3.73 N.E. f2 MfariShoes Florida - February-11; 2002 These calculations, prepared 'by Shad Shafia, P.E: for thin project, are the exclusive property of Stied Shafie,.P.E..-: Its use orpublication restFieted- fop use- solelywith-respect to-the specific-project-noted-abover These-calculatiousare-notto-be-used-uuless-sealecl.by-ShadShafie-P.E. Shad' Shale, P.E. shall be deemed the author of these. documents and-shall retain all cammorr law, statutory and other mem:cf.:rights. including copyright Mize. documents cbn It not be, used irtpart or in whole by the. owner or others for theprojects,additions to thisprojec‘or for completion of this project. by others except by agreement in writing and with the appropriate compensation fOr Shad Shafie, P:E: Ft. lox It5.5q1it-1 Building Parameters: Wind Normal to Ridge: C Walls: 1 Wind Parallel to Ridge: Cp Roof: Windward Wall: II L/B C Windward Wall: h/L Dist. WW edge C Height G 0 P ( +0.18) P ( -0.18) Height G =O P ( +0.18) P ( -0.18) 0 -15 32.9 25.2 40.5 0-15 34.4 26.8 42.1 10.0 30.2 22.5 37.8 10.0 31.6 23.9 39.3 Leeward Wall: -18.0 -25.7 -10.4 Leeward Wall: -19.8 -27.4 -12.1 . Windward Roof: > 20 ft. -0.30 Windward Roof: Par. to ridge 0.37 05 ft. -33.9 -41.6 -26.3 05 ft. -35.6 -43.2 -27.9 5-to ft. -33.9 -41.6 - 26.3 5 ft. -35.6 -43.2 -27.9 10 - 20 ft. -18.9 -26.5 -11.2 10 - 20 ft. -19.8 -27.4 -12.1 > 20 ft. -11.3 -19.0 -3.7 > 20 ft. -11.9 - 19.5 -4.2 Leeward Roof: 0.0 See Windward See Windward Side Walls: -26.4 -34.1 -18.7 Side Walls: -27.7 -35.3 -20.0 Building Parameters: 1 C Walls: 1 Nor. to ridge: Cp Roof: Bldg. Category: II L/B C K h/L Dist. WW edge C Windward: 146 0.80 Windward: 0.85 46.3 (Fig. 6 p. 42) Leeward: Exposure: C Nor. to ridge 0.33 0 -5 ft. -0.90 Nor. to ridge 1.11 - 0.48 0.18 (761.6 - 7, p. 62) 5-10 ft. -0.90 Par. to ridge 0.90 -0.50 GCpi ( -): 0.18 10 -20 ft. -0.50 Sidewalls: -0.70 1.2 I: > 20 ft. -0.30 Par. to ridge 0.37 0 -5 ft. -0.90 5-10 ft. -0.90 0.89 10 -20 ft. -0.50 Mean (q) (psf): 42.5 10.0 0.78 >20ft. -0.30 Leeward: 0.33 N/A Building Parameters: 1 ASCE 7 98 Data: Nor. to ridge: 30.0 Bldg. Category: II (Tbl. 1 - 1, p. 4) Height K q (psf) Par. to ridge: 27.0 V (mph): 146 (Fig. 6 p. 34) 0-15 0.85 46.3 Mean Rf. Ht.: 10.0 Exposure: C (Sec. 6.5.6, p. 28) Hurricane Zone: yes GCpi ( +): 0.18 (761.6 - 7, p. 62) Slope (in /ft): 0.25 GCpi ( -): 0.18 Slope (deg.): 1.2 I: 1.00 Gh (normal to ridge): 0.93 Gh (oar. to ridge) 0.89 Mean (q) (psf): 42.5 10.0 0.78 42.5 PBS&J 2001 N.W. 107TH AVENUE MIAMI, FLORIDA 33172 -2507 Project: Knutt Residence WIND LOADS (ASCE 7 -98) Job No.: Page MAIN WIND -FORCE RESISTING SYSTEMS PRESSURES (All toads in PSF) Effective Wind Area (ft`): 10 20 50 Internal Pressure Coeff. P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) Roof Pressure: Zone 1: -50.2 -34.9 -48.1 -32.8 -46.4 -31.0 0.22 Zone 2: -84.2 -68.9 -75.7 - 60.4 - 62.9 -47.6 -1.30 Zone 3: -126.7 -111.4 -105.5 -90.2 -75.7 -60.4 Wall Pressure: Zone 4: -54.4 -39.1 -52.3 -37.0 -48.9 -33.6 -1.60 (GC,) 34.9 50.2 33.2 48.5 29.3 44.7 . 0.22 Zone 5: -67.2 -51.9 - 62.9 -47.6 -56.6 -41.3 -0.97 (Fig. 6 to 34.9 50.2 33.2 48.5 29.3 44.7 Effective Wind A ea (ft`): 10 20 50 Zone 1: GC, -1.00 GC, -0.95 GC, -0.91 GC, 0.30 GC, 0.26 GC, 0.22 External Zone 2: GC, -1.80 GC, -1.60 GC, -1.30 Pressure GC, 0.30 GC, 0.26 GC, 0.22 Coefficient Zone 3: GC, -2.80 GC, -2.30 GC, -1.60 (GC,) GC, 0.30 GC, 0.26 GC, . 0.22 Zone 4: GC, -1.10 GC, -1.05 GC, -0.97 (Fig. 6 to GC, 1.00 GC, 0.96 GC, 0.87 Fig. 6-8) Zone 5: GC, -1.40 GC, -1.30 GC, -1.15 GC, 1.00 GC, 0.96 GC, 0.87 1 WIND LOADS (ASCE 7 -98) (CONT.) COMPONENTS AND CLADDING PRESSURES (All Toads in PSF) Page Building Parameters: Wind Normal to Ridge: C Walls: 1 Wind Parallel to Ridge: C Roof: Windward Wall: II LJB C Windward Wall: h/L Par. to ridge: C Height G 0 P ( +0.18) P ( -0.18) Height G 0 P ( +0.18) P ( -0.18) 0 -15 32.9 25.2 40.5 0-15 34.4 26.8 42.1 -0.48 4 (Tbi. 6 p. 62) Pos. Pressure 0.06 Par. to ridge 0.90 -0.50 10.0 30.2 22.5 37.8 10.0 31.6 23.9 39.3 Leeward Wall: -18.0 -25.7 -10.4 Leeward Wall: -19.8 -27.4 -12.1 . Windward Roof: -0.90 Windward Roof: 5-10 ft. Neg. Pressure -17.4 -25.0 -9.7 05 ft. -35.6 -43.2 -27.9 Pos. Pressure 2.3 -5.4 9.9 5-10 ft. - 35.6 -43.2 -27.9 0.0 -7.7 7.7 10 -20 ft. -19.8 -27.4 -12.1 0.0 -7.7 7.7 > 20 ft. -11.9 - 19.5 -4.2 Leeward Roof: -20.7 -28.4 -13.1 Side Walls: -26.4 -34.1 -18.7 Side Walls: -27.7 -35.3 -20.0 Building Parameters: 1 C Walls: 1 Nor. to ridge: C Roof: Bldg. Category: II LJB C K h/L Par. to ridge: C Windward: 146 0.80 Windward: 0.85 46.3 (Fig. 6 - 3, p. 42) Leeward: Exposure: C Nor. to ridge 0.33 Neg. Pressure -0.46 Nor. to ridge 1.11 -0.48 0.18 (Tbi. 6 p. 62) Pos. Pressure 0.06 Par. to ridge 0.90 -0.50 GCpi ( -): 0.18 Sidewalls: -0.70 18.4 I: 1.00 Par. to ridge 0.37 0 -5 ft. -0.90 5-10 ft. -0.90 0.89 . 10 -20 ft. -0.50 Mean (q) (psf): 42.5 10.0 0.78 >20ft. -0.30 Leeward: 0.33 -0.55 Building Parameters: 1 ASCE 7 98 Data: Nor. to ridge: 30.0 Bldg. Category: II (Tbl. 1 - 1, p. 4) Height K q (psf) Par. to ridge: 27.0 V (mph): 146 (F,ig. 6 p. 34) 0 -15 0.85 46.3 Mean Rf. Ht.: 10.0 Exposure: C (Sec. 6.5.6, p. 28) Hurricane Zone: yes GCpi ( +): 0.18 (Tbi. 6 p. 62) Slope (in /ft): 4.00 GCpi ( -): 0.18 Slope (deg.): 18.4 I: 1.00 Gh (normal to ridge): 0.93 Gh (par. to ridge): 0.89 . Mean (q) (psf): 42.5 10.0 0.78 42.5 PBS&J 2001 N.W. 107TH AVENUE MIAMI, FLORIDA 33172 -2507 Project: Knutt Residence WIND LOADS (ASCE 7 -98) Job No.: Page MAIN WIND -FORCE RESISTING SYSTEMS PRESSURES (All loads in PSF) Effective Wind Area (f r): 10 20 50 Internal Pressure Coeff. P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) Roof Pressure: Zone 1: -50.2 -34.9 -48.1 -32.8 -46.4 -31.0 0.22 Zone 2: - 84.2 -68.9 -75.7 - 60.4 - 62.9 -47.6 -1.30 Zone 3: -126.7 -111.4 -105.5 -90.2 -75.7 -60.4 Wall Pressure: Zone 4: -54.4 -39.1 -52.3 -37.0 -48.9 -33.6 -1.60 (GC 34.9 50.2 33.2 48.5 29.3 44.7 0.22 Zone 5: -67.2 -51.9 - 62.9 -47.6 -56.6 -41.3 -0.97 (Fig. 6-54 to 34.9 50.2 33.2 48.5 29.3 44.7 Effective Wind Area (f e): 10 20 50 Zone 1: GC -1.00 GC -0.95 GC -0.91 GC 0.30 GC 0.26 GC 0.22 Extemal Zone 2: GC -1.80 GC -1.60 GC -1.30 Pressure GC 0.30 '_ GC 0.26 GC 0.22 Coefficient Zone 3: GC -2.80 GC -2.30 GC -1.60 (GC GC 0.30 GC 0.26 GC 0.22 Zone 4: GC -1.10 GC -1.05 GC -0.97 (Fig. 6-54 to GC 1.00 GC 0.96 GC 0.87 Fig. 6 Zone 5: GC -1.40 GC -1.30 GC -1.15 GC 1.00 GC 0.96 GC 0.87 WIND LOADS (ASCE 7 -98) (CONT.) COMPONENTS AND CLADDING PRESSURES (All Toads in PSF) Page e PROJECT: Kuu-r— test ()co e SHAD SHAFIE, P.E. STRUCTURAL ENGINEER 844 N.E. 98th Street Miami Shores, Florida 33138 Phone: (305) 984 -5974 • E -Mail: sshafie @bellsouth.net V= I'l C vhpii 4 Sec P7 Z- Fv - C /CC-4A 01 -Logos Floor D.L. ° /f pi. RoaP (..L. t 3o p6 — F,A kLoo f w 1 ( Jo. s 2, � zv p l f w = 30(1 )=30f1( COMP. BY: 56 DATE: 5 JOB NO: PAGE NO: P ,..)- /Jo• 2r 7.- :s Q 12" o.c., O.�c.. ?K Sae e 3 -Slutd:Shafte;P:E. - 11441811tStreet: • tultamit33138.. rienter.Sparc..._ . Defied ...LapcjthiDeif • 1 istatne-.2z12- • .: Beam Width* • • Beantflaptit • MesurieCT-ype tad D. •Factor * • 1_0013 Seam-Eildty 3:8tainti3ensity;. 34.001 • LoaOverJuW Overnitt Center AL - taftCantitemer DL • RztAaaldiever. 1:1L. "Max.-Positive,Mutromt. Max ..tkiegativaktiment. - Max@ Left*SuppriTt Max ig Risffit•Suppart: • Max -Wallow • . • fir Fti . -894: lapsio • - 1680- . irr , Dead Load: • .7 -0:178:kr 3;083:ft - •12a2L2. Center:Spa 1i7ft kettCH/ItgEder : _ -iligiitiDaatitevar • SbuthenTsPraarlstirt21-:.411Iii5k, 17 Wid 1:1173aseaw. 1=0 psi • . • .111t0 psi • •:FtAftow- .55ED psi E.. - ksi Repatitiveldember Itt0124111 - 411.1t: 4fitt • Span rt,•13earn Stith := 1.500bm - folitx-Sitess-Ratio- • ••• Maximuntitoment 2.14ft: Attowable • Z4444 • at - 9.9831t1 - . - 1100*-It " .at . 18.167 - lt 110�4r 2.36: • -Reactionr... Fv 900a ■122. - iiresaiproon r,F • : : Scop Addon - 31199 ft 414ft_ v:likatiunSheart • lleviabfe :Stmar. 020:k . • • Mx .1R17 - Bate: 11E17 - ft '1100 ft * LIM k tiS: 3c . tt474‘ •44t. • .• tiOGO.ar *Molter -- tatattmad - 4:eft : Deflection Irajfst _Dettiecttotr ....1. Tjeactlaatt: Ibtatlead - • - -1191:101a • =00 in • 11 - 0.0 • -11600iir acca : • 3 • ShadShafte,.:P.E_. •11441LE.:98thStreet IfiarniZheres Bending Ck ..29;900- Rb Roof-Joists - Beat* twiaSupports: litlax Reaction . Right - Sam- .31T,41 - 16.1375 in2 •0.471c 11.47:k • - likAll,.:&:DAYSpecMed tocauons- gr-enterSpart Location = 0:00 ft_ IiigtfEant.lxcation-= tt.01:1 ..@ .1.efttnt incation= ate It' tr011ittT 111301na - B-RitSttpport .31-64 -k - 7.1714 -8000- Osi • "Moment: 111131at 133304c=ft 11330k-it_ 'DM= Scaper:. Addition_ • • Beacingliength • Ilearinglaangth Rect1 - •Allowable fb • 89410..43Si - 1,437250 psi . - 1,437.50 psi 11557 in 0_557 in 0.47 k ago 01X) k •Date: 1 • tbefection 013000 in 033000 in •D000 in PROJECT: SHAD SHAFIE, P•E• STRUCTURAL ENGINEER 844 N.E. 98th Street • Miami Shores, Florida 33138 Phone: (305) 984 -5974 • E -Mail: sshafie@bellsouth.net K-UOT AC A (a00c ()Pc,, FT Flit /Loa (t$. r` ?) ( c l ) (- 0 +18 S LoiL 4 (.0 ,0 2ooi C ( - 254t18) FOOT i & Ocsi6 A ALL 14r = w / A> (.4,0e o (,t/4 ,O[, = 3o 00(10 2?.0 (3' Masern.ttq 4froct. 4/ 7W5:1 Ye' v.�. Sec FD 4 CqL� s / 2 ? 0-! CO, 83)( 8 4Ci)(loo)3 = ` l03 44. AA- = W 4 s /b4 /O,e /G'' roar /A m W / 2' $.s cv,.rr AS a8.b2 0,26 t i,• p �, * S6C ' p y Fog C a-cs, COMP. BY: SL DATE: 3 -25 -o2 JOB NO: PAGE NO: 5 Shad_Shafie, P.E. 844N. --. -8th Sheet - Miami Shores, Florida 33138 fea& 1 1 :case. WaIi esign 1 Wall#ieight: Parapet Height Thickness. 4ebar'Size -eliar Spacing Dim to Rebar 0 :00:f Uniform Load Dead Load . - . 0 . 2 7 0 # f f t - live triad E450i#ft - Load Ecc astir i - . min Roof Load .. -E 1,125;300 psi n : Es/ Ern - 25:778 Wall Weight : 84:0DOpsf _ • 883 ft: :Seismicfactor: -Cale ofEM =T 7 rt rEaior 130in V aWWt:i 48in • 3:81:3in _ ig.Center- Soope:- Xddition: 0.0000_ 750}0 1 Cor centric Axial road =Demi Load - 0X00 #/ft .Livel.+oad -0 #/ft Want-Load RebarAr _ 0.076 :in2: Radius of Gyration 2205M - lument-of°lreertia. 320..in4 Max Allow-AxiiatStress 0 :25 fin(1(t l40r) 2) spl tap,= .1 40 psi , Allow .Masonry $erndirrg Stress-= i133-frrr ` 5ptnsp = .:247 =50 psi _ Allow•S eei.9ending Stress:: - . .24 ;x.00 psi - .. , ... .Date: -Pm 1;50110 psi 1=s '24,0000 psi • t o i Inspection : Solidad- •AbrmalWeight-Slack • - - quivatent. Sdfrd:T ess T600 Bending Stamen - WindLoad • 1 x'04370. Axial Moment toad - Top of Wail - ink •tbs DL +LL 1.4- 0.7 DL + LL + Wind 0.5 - 0 :3 - DL + tL + Seismic . 0.5 0:3 - Between Top of Wall :- - Governing -Load Combination is::.. Dead -LUve : -Wittd:Between Top & Bottom • MasoniyBending Stress : -217: ;5.psi. - .Steel Bending- Stress 16;364381mi Masonry Algal Stites - - : a7.psi . 'Combined Stress Ratio- - ..E9032 < x:2300 :- (allowable) 37 psf 0_11495 025514 2 / kj- 8 :56756 : dal Maxi um: _ �_ `tbfFb r fa/Fa -psi :. psi Psi is/Fs 5:3 0:1 O 01 0:0003 2.0 -QD 0.00 . 0.0001 2.0 :0:0 .0.00 0.0001 DL + LL . -0.7 371.6. - 2.7 - 0_0 -A_07 0.0248 DL +.LL 4-Wind -4,421.1 371:1 :16 ;364:6- _Y 217.4 • 407 0:9032 . DL + LL + Seismic 13.5 • • 371.1 - . 2.0 0.0 -4.07 8D247 (0 Shad:Shaftei - VI:HT-Sheet - Mai* Stunes,.fforida33138" :- • Waist Case Waif Design 1 Wall 'Weight moment ta !Aid Ht Dead Load Moment @Top-of Waif Dead Load Mornent.©Mid Ht Live Load-Moment a Top of Wall livetinadMorrient gis•Vd Ht .370.BD • in4 Tbtal Dead Load in-# DAS in4t .Maximum Allow MOrnent forApplied Axial Load -= - Maxiiritun AllowAxiatlioad for Applied tvlomerit.= :ffStinn. - Date: Additon Wind Momentaltlid.171; Seisriiic Ti • in-# .15;013488 lbs 4.42083 in4 0 in-# 027 Ibs •1146 Ibs SHAD SHAFIE, P.E. Page 844 N.E. 98TH STREET MIAMI SHOR .S,_FLORIDA 33138 Project: Knutt Residence WALL FOOTING DESIGN PDL (k/ft) P . (k/ft) Proud (k/ft) P, (k/ft) q (ksf) 2.00 PFrG Q 0.17 A min (ft /ft) 0.76 fc (ksi) 3 P,,(k) 1.52 o.k. f ( ksi) 64. P,, q .(k).. 216 d (in) 7.00 Adj. L.F. t49 Check Bearing e (ft) 4 (ksf) g ( ksf) Check One -Way Shear b (in) 8 q (kst) 1.70 n (in) 12 V, (k) 0.71 (V (k) 10.42 o. k. Check Bending M (ft-k) 0.13 R„-(psi) • 2.14 .A,.(m?).. • A .0.20 . 0.90 114, (ft-k) 0.00 B (ft) 1:333 0.45 M 4. . (ft -k) 0.00 N (ft) . 1 1.35 M„,,„„,.(ft -k): 0.00 T -(ft) 0 _833 2.03 .. lr . (ft -k) 0.00 A Utz/ft), 1.33 M„ (ft -k) 0:00 0.00 1.14 1.14 o.k. o.k. 0.00004 0.00180 >. SHAD Swarm F.E. Structurallbagineer 844 N.E. 98th Street • Miami Shores, Florida 33138 Phone: (305) 984 =5974 • .E -1 ait: ssfrafteftbe1tsou4h.net - STRUCTURAL DESIGN CALCULATIONS KNUTT RESIDENCE 3zrx T .. ,FDA For: Mark Architect 3 /3 "Y 92 Florida fehruarrn, 2002 These calculations, prepared by Shad Shale, P.E. for this project, are the exclusive property of Shad Shale, P.E:- its use or publication shall be restricted for use solely- with-respect to-the specif cprojectaeted- above, to-be used unlesssealed.by.Shad- Shafie -P.E. Shad Shafie, P.E. shall be deemed the author of these documents and shall retain all colmnom law, statutory and other reserved rights including copyright These. documents shall not be used impart or in whole by the owner of others for the.projects, additions to this projecy.or.for.completionof this project by others except by agreement in writing and with the appropriate compensation for Shad Shafie, P.E. SHAD SHAFIE P.E STRUCTURAL ENGINEER 844 N.E. 98th Street • Miami Shores, Florida 33138 Phone: (305) 984 -5974 • E -Mail: sshafie@bellsouth.net PROJECT: K 0 ; Ls. OtiJ c E ea; F .e k.) 2:77 3 3 )fLDlLU 41AA C,C = 6c p- uC.4--,1 -Logos 12,0of Q.L, /8 p c& RoaF C..L. - 3c 6 — it,A7 1.00 tu = Zo(1) Lop Lou_ = 3 0 ( 0= 30 COMP. BY: SS DATE: 3 -25•0Z JOB NO: PAGE NO: 50u - 04 c 2' P4 1Jo . 1 2r� 12,:s C ►2" 0.c. 0.,(, S5E p 3 Nor. to ridge: 30.0 Slope (in/ft): 0.25 I: 1.05 V (mph): 110.0 Par. to ridge: 27.0 Slope (deg.): 1.2 GCpi ( +): 0.25 GR 1.32 Mean Rf. Ht.: 10.0 Exposure: C GCpi ( -): 0:25 Mean (v (psf): 24.4 C Walls: C . Roof: UB C h/L C Windward: 0.80 Windward: Nor to ridge 0.33 -0.70 r Leeward: Nor to ridge 1.11 -0_48_ 0.00 -Parto ridge. • 0_90 -0-50. Par to ridge.. 0_37 -0.70 Sidewalls: -0.70 Leeward: -0.70 SHAD SHAFIE, P.E. 844 N.E. 98TH STREET MIAMI SHORES, FLORIDA 33138 Project: .Knutt Residence WIND LOADS (ASCE 7 -93) MAIN WIND- FORCE.RESJSTIIgG SYSTEMS PRESSURES (All Toads in PSF) Wind Normal to Ridge: Wind Parma to Ridgy Windward Wall: Windward Wall: Height G =0 P (+ 0.25) P (- 0.25) Height G P (+ 0.25) P (, 0.25) 0-15 28.9 24.4 36.6 0 -15 28.9 24.4 36.6 10.0 25.7 21.1 33.3 10.0 Lee Walt -15.4 - 21.5 -93 Lee,Wall: WW Roof: -225 -28.6 -16.4 Roof: 0.0 -6.1 6.1 Lee Roof: 22:5 -28.6' -16.4 Side Walls: -22.5 -28.6 -16.4 Side Walls: COMPONETS AND CLADDING PRESSURES (All loads in PSF)- Tributary Area (ft2): 10 20 32 Roof Pressure: Zone 1: Zone 2: Zone 3: Wall Pressure: Zone 4: Zone.5: P (+ 025) P (- 0:25) -40.2 - 28.0 -69.4 -103.5 -91.3 -42.6 -30.4 28.0 402 -548 -426. 28:0 40.2 -16.1 -22.5 -22.5 ..P :(+ P j 0:25) P( +025) . P {.025). -38:7 -26.5 -61.4 -492 -853 -73-0 -409 . -28.7 26.3 38.5 -54.1 -38.7 3 .3&a. -222 -28.6 Page v 25.7 21.1 33.3 10.0- -16.4 -28.6 -16.4 -37.7 -25.6 -559 143.7 -728' -64.6 -39a -27.8' 25.1 37.3.. -48.3 -36,1 25:1 • 37.3 Shad Sbafte,1 44 . Miamih1erkuicla.33138 • -RootJoists Semen Name 2x12- Beam Width Seam Depth MemberTyoe Bm Wt. Added tat:oaths.. -L-oad D. Factor 1.0013 -Beam Elld.Ftxity Afood.Density 34.000.Ticf • Uniform Loads OverFull Span • Center DL Left.Cantilever DL Rigid Carftifever DL Max Stress-Raba MaxinuamMoment Allowable Max. Positive , Mornent Max. Negative4oloinent. Max @ Left Support Max ig Right Siippart. Max. -Mallow tb • 813.30.psi Fb -894:10-psi. Center Span._ Defiedn- 1.590-in lt250 in 18. 41fft -#/ft Center Span 1Lift Cantilever Right _Cantilevr &lath:env Pitte,14o:1 FI) Base Allow FS/ Allow Fc Allow E. Repetitive Member 0:910. .: 1 2.1 24.k-ft 21414-ft at: 9:083 ft 1100-k-ft at 18.1671t 0.00+4t 0.0R-ft 2.36 ftt 37.94.psi Fv 90:00:psi LL LL Span=18:1711,33earn Wan = 1.500inx Depth•=11.25n;EncisarePin-Pin Title: u. Desesipeom Scope: Addition Reactions. • Left DL 13:20.k Right DL 0:20 k Dead Load - Take Laad -0.178 in -0:421 in • 9.1383 ft - 9.083ft _Length/Deft 12242 - 517:73 - 18:17 ft . . - ft.. . . . . _La - ft . _ 2-4. 12 Wid 1,250:0 psi • .900 psi 56E0 psi 1,700:0 ksi 30M #/ft 411ft 411ft fatint Cantilever.. - Deflection ..Length/Den Date: Maximum *15 Allowable Sr fp - Left - © Right Camber 431 Left CA.Center @ Right Max Max -eftr.atstilever.. I/eat/load - Deflection - 0.000 in 0.0 - 18:17 - ft •/00 - ft �00 - ft Jab 1 0.6 k 115 k 0.47k 0A-7 k • 13.000 in 0i6Tirt - 0000 ilT 0:47k a 47-k 1 Ttitafload • 0000 in 0.0 - 11.000 0.000 -in • 0.0. 0.0 3 Shad Shafte, P.E 844 N.E. 98th Street r Florida 33138 Roil Joists Title : pagan Scope : Awn - Date: Page 2 1 1 Bending Analysis Cft 292908 Rb 11100 a te . 0 Left" Support @ Righ pport She Analysis. Design Shear Area-R • Fv: Bearing-0 Ste: Max_"Left Reaction - Max: 141,: V, &- T d : Localmas Q.Zenter Span Location = 6 ft 0 Right Cant. Location = O_00 ft @.Left Cant _Location inn = 110.0 - ft 32.709 Soar 31.641 in3 Aroma 6.875 in2 Max Moment %Ertl 2.14 -k-ft 213.78 in3 1"00 "k-ft " 0.178 in3 0.80 "iidt: 0.00+113 @ Left Support . @ Right Support 0:64 k 1164 7.114 i2. T114 in2 901 60.00 psi 0.47 k 0.47k Moment '0.00k fit • 31130k-ft 0 00k -ft Allowable fb 894:10 psi - 1,43750 psi • 1,437:50 psi E.i..ength Reed: 1557 in Bearing Length Req't9 0.557 in 1 Shear 0.47 k 0.00 .k 0.00 k Defection 0.0000 in 0:0300 in 0.0000 in PROJECT: t aco () 1.4_, 41: at .,o SHAD SHAFIE, P•E• STRUCTURAL ENGINEER 844 N.E. 98th Street • Miami Shores, Florida 33138 Phone: (305) 984 -5974 • E -Mail: sshafie @bellsouth.net K UU T .S 1,o C k) „l t.)4c, - r FL /Lao (16 16,7) t' /L) ( +16)= S L o/ ‘.0 2 oo, (-34') r /i) ( ( ts.c.4.1e) -3/8 /_e4 J FOOT ! j& (Jos , )D z 2-7 0 -1- 0 83)(68) 4 (1)0o0)J = qo 3 � /Fl Pc, = c S 1-1— = Logo= 33. 3 es r- 004- z 30 Ch) ( I ■ 27,0 l 3P YL) () o) = u 5 o lb 44 lo�,� /G'' Fv67itx - 969 liog/t4rrca. wasoniticl t4 � 1pSs •5 ° Pr t, Foy C - .s g YS' AS v-0.62.. 7 o,26 * SEC Fog C -G,s_ 0 .. COMP. BY: DATE: JOB NO: PAGE NO: s5 3 - 25 -o2 S ShadShafie; P.E 844 98th Street t ttShwas;.F4orjda_33t38 Wail Height Parapet Height- Thickness' Reber Size Reber Spacing Depth to. Rebar n : Es / Em 25 :778 Top of Wall DL + LL DL + U_ + Wind DL + LL + Seismic Case Waft 13esign 8. 83 ft .Seismic Factor Cato of Em = fin ' - Duration: Factor - 8 :0 -in y4l'Wt Mutt. 5' 48 in 3.810'in .@ Center 0.00 ft - Uniform Load Concentric Axial Load Dead Load 0.270 -#Ift Dead Load Live .Load • 0 :450 40ft Live Load Load Eccenticity 2.000irr -Roof Load Roof Load E 1,125000 psi . Reber Area . 00.078 in2 - Radius of Gyration - 2.205 in Wall Weight .84-000. psf: - Moment of inertia . 443:320 in4 • Max .Allow Axial Stress = 0.25 fm :(1-(thf140r3 Spinsp = 155.40 psi Allow :Masonry_flendmg Stress = 0.33 -fm 'Spinsp = 217.50 psi Allow Steel Bending Stress : 24,000.00 psi 1 Moment in4 t4 0:5 0 :5 Load li s 0.7 0:3 0 :3 Tate Scope: Addition Tampa 750.00- 1:330 11000 0: #/ft 0:000 #-/ft np Bending Stresses Steel Masonry . psi psi Fm 1,00:.0. psi Fs 24,000:0 psi No Special inspection Solid Grouted- Normat Weight -Block Equivalent Solid Thickness 7:600 in- Wind Load Date: Meal Compression. psi 5.3 0 :1 0 :01 2:0 0.0 - 0 :00' 2:0 0.0 -0 :00 .Between& Trip of Wall DL +IL 0/ - 371.6 2.7 fl_0 4 .07 0.0248 DL + LL + Wind 3,894:8 371.1 14,415.5 . 19t6 4107 0.7986 [JL + LL + Seismic 05 .371.1 20 0.0 407 ©.0247 Governing Load Com bination. is.... Dead + . Live'+ Wind.Between Top & _Bottom Mitson y.Bending.Stress 191:56 psi Steel Bending Stress- 14;415:53 psi Masonry Axial Stress- 4 :07 psi Combined-Stiess Ratio .7986 < f 3300 (allowable) ,fob # 33:300 psf 0.04370 j 0.91495 0:25514 21 kj 8:56756 Maximum: +. fa/Fa -or- 3s/Fs 00003 8.0001 - 8.6001 (v Shad.Shafie, P.E 844 ALE. 98th Street Miami Shores, Florida 83138 Page 2 1 a )Design. 1 Wall Weight moment @ Mid Flt Dead Load Moment@ Top of Wall .Dead•Load Moment @ Mid Ht Live toad Top .of Wafl tixeLoad Motne t@'Mid Nt . 370:86' lbs • 0.54 in4# 027 ink# • D in# D.45 in- # Maximum Allow- Moment for Applied Axial Load= Maximum Allow Axial .Load for AppL ed Moment= TWe: Description : .Scope:: motion Wind Moment @ Mid .Ht - Seismic Moment @ Mid Fit Total Dead Load - Total Live Load 5,03210 in-# 15,084.88 lbs Date: Job# 3;894.54 in-# 0:00 i 0.:27 lbs 0.45 lbs 7 SHAD SHAFIE, P.E. Page $ 844 N.E. 98TH STREET MIAMI SHORES, FLORIDA 33138 Project: Knutt Residence WALL FOOTING DESIGN Poi (k/ft) Pu (k/ft) PT«ei (k/ft) P (k/ft) q (ksf) 2.00 PFTG (k) 0.17 Amin (ft /ft) fc (ksi) 3 PT,t (k) 1.52 f„ (ksi) 6.Q P„, ..(k). 226. d (in) 7.00 Adj. L.F. 1.49 Check Bearing e (ft) 0.00 q (ksf) 1.14 o.k. qmn (ksf) 1.14 o.k. Check One -Way Shear b (in) 8 n (in) 12 Vu (k) -0.71 Check Bending M (ft-k) 0.13 Rn (psi) 2.14 A, (in 020 0.90 M (ft-k) 0.00 B (ft) 1:333 0.45 M (ft -k). 0.00. N (ft) . 1 1.35 Wi . jft-k) Q00 T (ft) Q.833 2.03. M (ft-k) 0.0Q A (ft /f4 1.33 M (ft -k) 0.00 qI. (ksf) 4 V (k) p Pmin 1.70. 10.42 o.k. 0.00004 0.00180 0.76 o.k.