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RC-14-1938 (3)JOAQUIN MONTESINO P.E. LIC 69969 STRUCTURAL CALCULATIONS TOULOUMIS RESIDENCE 54 NE 101 ST, MIAMI SHORES FL Joaquin Montesino. Professional Engineer Registration # 69969 13781 SW 66 ST. MIAMI, FL 33183 Phone (786) 252 2768 PROJECT: PAGE NO.: DATE: `SUBJECT: DESIGNED BY: NE u3 rOoi 0G vOQ. NE - 49 OO LL) fi L i -1 c t-►_ A 01-A, 00 coLuMt4} 9610 L64 2`_ Co X 2.- _C )(1 - 1J x(.15 t) Lb r -r SO ► L SLas. 0_IU a eAoc-- - / X Z- G'X 0 ( I) 10 Lb/ F -r9+ 3_�� �1tL -5_14 .X 0, 33CSO Cb/ -'-P5) TOTAL 6L4 4 420 Lb. 1OTAL. LOAD _ _11 3.843 4' x OPsP 42_90 L Ii 40ZLy Ave. A roOtsN G 4 2001)75 �. !i it 06E 2 -_Co )(_2-(o )(._/ Lo 4 4 80T70-4 A WA V 4-5 0 4 CESAR M. CANO A.I.A. architect .... . .... . •• .. • . • • • . . • . • .. .. .. • . . • • .... . •••• . • . .... • . • . . . . •• • •• • . • . STRUCTURAL CALCULATIONS TOULOUMIS RESIDENCE 54 NE 101 ST, MIAMI SHORES FL Cesar M. Cano State of Florida Registration # 4929 4906 Campo Sano Ct. Coral Gables, FL 33146 Phone (305) 740 7929 Fax (305) 740 7929 4 S B._, . DES GNE.C1'' '040 15/60 1 1-4-02o 'O` L0 7) (z.) Vit, LE R 3i 1010 t_Ort 1.341e- P KtP < 3 4n COL v.(, lGiP Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Title Dsgnr Project Desc.: Project Notes Job # DE; 2014 ,24AM Steel Beam Description : FLITCH BEAM Material Properties Analysis Method Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 €NERCALG,tic ur4d:6.11.6.23 Ver6.11.6.23 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 1-05 • • 0(0.2681 L(0.2181 • Fy : Steel Yield : 36,0 ksi E. Modulus : 29,000.0 ksi • Applied Loads pan =17.0ft MC8X20 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load D = 0.2680, L = 0.2180 kft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bendiaaj 6tress Ratio = • Section !sod la this span • • • • • Mu . Applied •• • • X111 f Crew: Allowable • • • • Load Combination • • • .. •.f.;‘ation of jnaxim r on span • • •fin # u+l ere ataxrraum ome • . • • • .40Caerirrium LreflectigQn Mix Doi wwasdbi-r+S DgtW Rclh• • ▪ • • •Max Upward L+Lr,S Deflecliet • • Mix Downw9fd Total Defleofio.• • • • • • MU Upward •TotaS DeflectiQ 1 • • • • • • • • Nvtigtum Forces &•Stresso•fnrtaad Combinations; Load Combinatiorf ; • • •. Mt Stress Ratios Segment Length Span # M V Mmax + 0.875.1 Maximum Shear Stress Ratio = MC8X20 Section used for this span 18.279k -ft Vu : Applied 20.880 k -ft Vii -omega Allowable +D+L+H Load Combination 8 500ft I ocation of maximum on span Span # 1 St, . # wl.ere maximum occurs 0.262 in Ratio 0.000 in Ratio = 0.608 in Ratio = 0.000 in Ratio +0-- Dsgn. L = 17.00 ft 1 +D+L+H Dsgn. L = 17.00 ft 1 +D+0,750Lr+0.750L+H Dsgn. L = 17.00 ft 1 +0+0.750L+0.750S+H Dsgn. L = 17.00 ft 1 +D-00 750Lr+0.750L+0.750W+H Dsgn L = 17.00 ft 1 +D+0.750L+0.750S+0.750W*1 Dsgn. L = 17.00 ft 1 +9+0.750Lr+0.750L+0.5250E+H Dsgn_ L = 17.00 ft 1 +D+0.750L+0.750S+0.5250E+i # Dsgr. L = 17.00 ft 1 0.498 0.059 10.40 0.875 0.104 18.28 0.781 0 093 16 31 0.781 0.093 16.31 0.781 0 093 16.31 0.7811 0 093 16.31 0.781 0.00.3 16.31 0.781 0.093 16.31 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. " ° Dell 779 0 <360 335 u <:.240 Design OK. 0.104:' MC8X20 4.301 k 41.389 k +D+L+H 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 10.40 34.87 20.88 1 14 1.00 2.45 69.12 4 i 3c 18-' 5 34,87 20 88 1.14 1.00 4 30 69.12 41.39 16 31 34.87 20 88 1.14 1.00 3.84 69.12 41.39 16.31 34.87 20.88 1.14 100 3 8 69.12 4139 16.31 34.87 20.88 1.14 100 3.84 69.12 4139 16.31 34.87 20.88 1.14 1.00 3.84 69.12 41.39 16.31 34.87 20.88 1.14 100 3.84 69.12 41.39 16.31 34.87 20.88 1.14 1.00 3.84 59.12 41.39 Location in Span Load Combination Max. "+" Deli Location in Span Vertical Reactions - Unfactored 1 0.0000 0.000 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D+L 4.301 2.448 1.853 4.301 4.301 2.448 1.853 4.301 PROJECT' DESIGNED BY !L! Tc t--1 8E4r F02 c OP ;ttJG AT ) Tliv6 T T Par'F �.=4S -b •Y • •• • • •.•••• • .• • ••. • . . ..•• • :i- • • • • .. . •. •• • . •• • • . . . S. .. • . •: '°o . • .. • . • • x2 LV AD C Q o 30P.6;:.x 14 436 uoiFT LL=3op 14.5 .436 Fr _ 100`(-6JFT N { V 1 Ts I 536 Cbz - 2 L /PT 2 A EL) 2 1 /FT . 20 c.ALcCJC..A7 lON xT.. STRUCTURAL CALCULATIONS Mr./Mrs. TOULOUMIS INTERIOR RENOVATION 54 NE 101 ST. MIAMI SHORES FL. 33138 INDEX Page 1. Loads and Materials 1-12 2. Existing Tie Beam Check 13-25 3. Existing Wall Footing Check 26-28 4. New Composite Concrete Beam 29-33 G ,tz. 1-4 . c - o A .1..d. 4't 2.41 • Olp 4.6-1-0/f) -aa uo .-r . G CS Gcic.-ec. 4 (v • jog TOOLaJklifs 14(17: Pay"Woo, `ijG (72/z) OF SHEET NO. CALCULATED BY 4` DATE l0/1*©� " CHECKED BY DATE SCALE a OOOOOOO 2345475123 44444 1234557512345117812345 4 7 5 t 2 3 444444 23 a 2 • • s 4 3 a • 7 e • 3 a x 7 s a x 7 a a x ev 1 2]• 1. 7. 1 2 3•]• 7. 1 2 0. 4A x _.t..._ i • —i—+ • q r i JOB 71/2 SHEET NO. 2 OF CALCULATED BY DATE CHECKED BY DATE SCALE 3 1]• 7. 1 2 3 • ✓ I it 4. 4 • ] • 7 • • I • } y._ • • 7 2 3•]• 7/ 1 • +—•- ' • 3 • ] • 7 2 3 ...4.....b..,..,..... • • f S e . } • -f- _..... • •I • • I • .. r..._�.. ... • } • « —+ . I t-• • • 7 • • • ] 2 7 • 7 • 2 • 7 2 • • • 2 • 2 • ] • a 2 • 7 • ] 3 742 Project Name: Mr./Mrs. TOULOUMIS REMODELING Location: CORAL GABLE By: ANS Start Date: 10/11/2014 Comments: ASCE 7-10 BASIC WIND SPEED: 175 MPH F:\HARRY\TOULOUMIS REMODELING\WIND LOAD.wls Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 Local Information Wind Dir. Exposure 1 2 3 4 C C C C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. • Wind Loads on Structures 72R 4/53 Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 Section - Main Section Enclosure Classification: Enclosed Building Category: II _ Wall Length(ft) Overhang(ft) 1 2 3 4 31.0 25.0 31.0 25.0 0.0 0.0 0.0 0.0 Eave Height: 9 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(:12) A&B 3.0 Wind Loads on Structures W1 W2 A B W3 W4 Top Ti 5-/x.9 A W1 W4 Front B W3 Right B W4 W3 W2 Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 lection - 1 Enclosure Classification: Enclosed - _ Building Category: II - Connected to: Main Section - Connected to wall: W4 Position on W4: 0 ft Wall 1 2 3 4 Length(ft) 14.0 32.0 14.0 32.0 Overhang(ft) 0.0 0.0 0.0 0.0 Eave Height: 9 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(:12) A&B 3.0 Wind Loads on Structures W1 W2 A B W4 Top W3 me A W1 W4 Front B W3 Right Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 Section - 2 Enclosure Classification: Enclosed - "- Building Category: II - Cbnnected to: Main Section - Connected to wall: W2 Position on W2: -2.5 ft Wall Length(ft) Overhang(ft) 1 2 3 4 11.0 27.5 11.0 27.5 0.0 0.0 0.0 0.0 Eave Height: 9 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(:12) A&B 3.0 r Wind Loads on Structures W1 W2 A B Top W3 W4 lTR 7-733 Front A W1 W4 W3 B W4 W3 W2 Right Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 Composite Drawing f Wind Loads on Structures 11 10 C D A B E 9 F 8 Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 ✓1/2 # I Surface z (ft) q (psf) G' Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1- Windward Wall 0.0 56.6 0.88 0:80 0.18 39.8 29.7 50.0 9.0 56.6 0.80 39.8 29.7 50.0 2 Windward Wall 0.0 56.6 0.88 0.80 0.18 39.8 29.7 50.0 9.0 56.6 0.80 39.8 29.7 50.0 3 Side Wall 11.0 56.6 0.88 -0.70 0.18 -34.9 -45.1 -24.7 4 Leeward Wall 11.0 56.6 0.88 -0.50 0.18 -24.9 -35.1 -14.7 5 Side Wall 11.0 56.6 0.88 -0.70 0.18 -34.9 -45.1 -24.7 6 Leeward Wall 11.0 56.6 0.88 -0.50 0.18 -24.9 -35.1 -14.7 7 Side Wall 11.0 56.6 0.88 -0.70 0.18 -34.9 -45.1 -24.7 8 Leeward Wall 11.0 56.6 0.88 -0.50 0.18 -24.9 -35.1 -14.7 9 Side Wall 11.0 56.6 0.88 -0.70 0.18 -34.9 -45.1 -24.7 10 Windward Wall 0.0 56.6 0.88 0.80 0.18 39.8 29.7 50.0 9.0 56.6 0.80 39.8 29.7 50.0 11 Windward Wall 0.0 56.6 0.88 0.80 0.18 39.8 29.7 50.0 9.0 56.6 0.80 39.8 29.7 50.0 A Windward Roof 11.0 56.6 0.88 -0.15 0.18 -7.5 -17.7 2.7 11.0 56.6 -0.69 -34.4 -44.6 -24.2 B Leeward Roof 11.0 56.6 0.88 -0.49 0.18 -24.4 -34.6 -14.2 C Windward Roof 11.0 56.6 0.88 -0.12 0.18 -6.0 -16.2 4.2 11.0 56.6 -0.66 -32.9 -43.1 -22.7 D ■ Leeward Roof 11.0 56.6 0.88 -0.48 0.18 -23.9 -34.1 -13.7 Wind Loads on Structures Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 772 /6/35 Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) E Windward Roof 11.0 56.6 • 0.88 -0.09 0.18 -4.5 -14.7 5.7 11.0 56.6 -0.61 -30.4 -40.6 -20.2 F Leeward Roof 11.0 56.6 0.88 -0.48 0.18 -23.9 -34.1 -13.7 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. Wind Loads on Structures Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 MWFRS Net Pressures This data was calculated using the building of all heights method. - Wind Direction 2 7Ze ///g3 Surface z (ft) q (psf) G' Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1- Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 2 11.0 56.6 -0.70 -35.3 -45.4 -25.1 3 Windward Wall 0.0 56.6 0.89 0.80 0.18 40.3 30.1 50.5 12.4 56.6 0.80 40.3 30.1 50.5 4 Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 5 Leeward Wall 11.0 56.6 0.89 -0.35 0.18 -17.6 -27.8 -7.4 6 Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 7 Windward Wall 0.0 56.6 0.89 0.80 0.18 40.3 30.1 50.5 13.0 56.6 0.80 40.3 30.1 50.5 8 Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 9 Leeward Wall 11.0 56.6 0.89 -0.35 0.18 -17.6 -27.8 -7.4 10 Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 11 Side Wall 11.0 56.6 0.89 -0.70 0.18 -35.3 -45.4 -25.1 A&B Roof 0 to 5.5 * 56.6 0.89 -0.90 0.18 -45.3 y(-55.5 ; -35.1 5.5 to 11.0 * 56.6 -0.90 -45.3 -55.5 1 -35.1 11.0 to 22.0 * 56.6 -0.50 -25.2 1/4,-3\\.______}5.I -15.0 22.0 to 31.0 * 56.6 -0.30 -15.1 -25.3 -4.9 O to 31.0 * 56.6 -0.18 -9.1 -19.3 1.1 C&D Roof 0 to 5.5 * 56.6 0.89 -1.23 0.18 -62.0 -72.1 -51.8 • 5.5 to 11.0 * 56.6 -0.70 -35.3 -45.4 -25.1 r Oto 11.0* 56.6 -0.18 -9.1 -19.3 1.1 E&f Roof 0 to 5.5 * 56.6 0.89 -1.07 0.18 -53.9 -64.1 -43.7 Wind Loads on Structures Mr./Mrs. TOULOUMIS REMODELING October 11, 2014 MWFRS Net Pressures This data was calculated using the building of all heights method. - Wind Direction 2 7T2103 Surface z (ft) q (psf) G' Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 5.5to11.0* 56.6 11.Oto14.0* 56.6 • Oto 14.0 * 56.6 - 0.79 - 0.61 - 0.18 - 39.8 -30.7 - 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. - 50.0 -40.9 - 19.3 - 29.6 - 20.5 1.1 Wind Loads on Structures JOB—r.(4 E� SHEET NO. ` �' OF CALCULATED BY DATE CHECKED BY DATE SCALE 1 2 3. 4 6 8 7 8 1 2 3 4 3 6 7 6 1 2 3. 6 8 7 8 1 2 3 4 8 8 7 6 1 2 3 4 3 8 8 1 2 3 4 5 6 7 8 1 2 3 4 3. 6 7 8 1 2 3 61•-- r ns J1 3 2 1 8 7 6 3 2 7 i j V,- on ., 1..... VI C:... • 7 .. 4444 3.. 46, 1i f, f 7 6 4 3 7 4 3 7 6 4 3 8 7 a 4 3 2 7 4 3 2 C PRODUCT 207 7 3 2 46 an JDB %Zi2 .- SHEET NO. / OF CALCULATED BY DATE CHECKED BY DATE SCALE 1 2 a. 4 56711123456 7 5 1 2 a• a 6 7 6 1 2 345675123 4 5 6 7 51234 5 6 7 8 1 2 a 4 5 6 7 e 1 2 7 414 ....i 7 4 a z 4 3 7 4 a C PRODUCT 207. ZAM AdvansFile : OPENING CONCRETE Date: 1/19/2011 Time: 12:27:30 PM Condition: WL1=Wind load Analysis: Pdelta Y Z. X Seismic risk : Low Clear cover : 1.5 [in] Concrete modulus of elasticity 3605 [Kip/in2] Compression strength of concrete (fc) : 4 [Kip/in2] Yield strength of steel (Fy) : 60 [Kip/in2] Specific weight : 150.01 [Lb/ft3] Diagrams : Axis to axis Note.- In RAM Advanse, select the members that comprise the beam Note.- Select nodes where you wish to show axis --1.00 Center 17.00 Rectangular -- 0.67 0.00 --1.00 Center 4-4 �1 RAM Advanse File : OPENING CONCRETE FRAME./Date: 10/13/2014 Time: 11:23:10 AM Analysis: Pdelta Condition: DL=Dead load Y Z X MI Fy=-1.1 M3 RAM Advanse File : OPENING CONCRETE FRAME./Date: 10/13/2014 Time: 11:23:20 AM Analysis: Pdelta Condition: LL=Live load Y Z x RAM Advanse File : OPENING CONCRETE FRAME./Date: 10/13/2014 Time: 11:24:30 AM Analysis: Pdelta Condition: WL1=Wind load Y Moments 38.5 - 34.6 - 30.8 - 26.9 - 23.1 - 19.2 - 15.4 - 11.5 - 7.7 - 3.85 - 0- -3.85 - -7.7 - - 11.5 - -15.4 - -19.2 - -23.1 - -26.9 - -30.8 - -34.6 - - 38.5 - -38.5 [Kip*ft] 11111111111 [ft] 0 1.64 3.28 4.92 6.56 8.2 9.84 11.5 13.1 14.8 16.4 Shear 9.06 - 8.15 - 7.25 - 6.34 - 5.44 - 4.53 - 3.62 - 2.72 - 1.81 - 0.906 - 0- -0.906 - - 1.81 - -2.72 - -3.62 - -4.53 - -5.44 - -6.34 - -7.25 - -8.15 - -9.06 - [Kip] 0.50 8.00 1 -906 [ft] 0 1.64 3.28 4.92 6.56 8.2 9.84 11.5 13.1 14.8 16.4 0.50 Moments 7.02 - 6.32 - 5.62 - 4.92 - 4.21 - 3.51 - 2.81 - 2.11 - 1.4 - 0.702 - 0- - 0.702 - -1.4 - -2.11 - -2.81 - -3.51 - - 4.21 - -4.92 - -5.62 - -6.32 - -7.02 - .0. -0.08 1,1 4 4 [Kip*ft] [ft] 0 1.64 3.28 4.92 6.56 8.2 9.84 11.5 13.1 14.8 16.4 Shear 1.65 - 1.49 - 1.32 - 1.16 - 0.992 - 0.827 - 0.661 - 0.496 - 0.331 - 0.165 - 0- - 0.165 - -0.331 - - 0.496 - -0.661 - - 0.827 - - 0.992 - -1.16 - -1.32 - - 1.49 - -1.65 - [Kip] 0.50 - 8.00 --0.50 4 -1.65 1[111111111 [ft] 0 1.64 3.28 4.92 6.56 8.2 9.84 11.5 13.1 14.8 16.4 C -Ar) 11111!"""""""""""""111111 Stirrups 39 #300.417 F- 14" 15'-8" 17' 17' — 8" --1.5" Layer 1: 2#5 Layer 1: 3#5 Seismic risk Low Clear cover 1 [in] Concrete modulus of elasticity 3605 [Kipin2] Compression strength of concrete (fc) 4 [Kipfin2] Yield strength of steel (Fy) 60 [Kip�n2] Unit weight of concrete 150.01 [Lb/ft3] Beta d 0 Type of splices Tangential Design code ACI -318-99 Min Rho 0.01 Max rho 0.08 eu 0.003 Block stress Profile, Beta 1 0.85 Center 1.178 R.cSnpuly s.n : *5 445 R1Rft120% seenc mp: Re BM* 5.. Q "1511: ng: *1101 MW Mlew(7.1Ob2)'0 115I 9 Floor Axis of view Axis 3 aro.: 2 Laps: 2 spenq 4.75 INQ Mfr: z L.B.: 2 Bpnp 0.741101 M1.W FM -i Only.: 2 445 Rho=1.29% TIE : 9308 [in] Rho req/Rho prov • (1%/ 1.29%) Only.: 2 1 (100M—.1 IS 1 `©c) Biaxial design of columns Bending Pa • 88Pal Spew length • 31 lint (lensknl 8sr Nan 0030(0 In splkw • 4,12 Pnl As rewired • 0.0123 Pn21 As welded • 124 11021 Phe eueReprev •(1%I 128%)• 0.774 Slenderness 33 22 8vny Yee Yee K 1 1 K0 32.82 40.38 Pe 120E3 501 11(10.1 8 (.15E3 512 Pint 81071 805 388 INA sFloor 1 As Required I provided ratio .nn ° As, 0/A0 Fro./ Pu Iwo Mc33 (KV 11 3022 VP1 023333 Cn133 0102 ON C2.150,1W11 moue 0.7 au C4•133,1.8.1 w el Om 0'l o.e sFloor 0 10 The i3 Provided Calculated 8(7.10.52) 8 pnl Sheer DP 2 DP 3 Confiding condition C5 C5 Vu 0 0 p0nl Vc 10.7 10 IKIPI Vs 18 10 VON 0.85/n 22.7 17 (IOP( Vu/(0.85'Vn) 0 0 9.-6" Floor 1 V-6" Floor 0 445 TIE : #3@8" --12" V3 on z� JOB SHEET NO OF •' �;, CALCULATED BY DATE CHECKED BY DATE SCALE 1 2 3.4 5 6 7 6 1 2 3 4 5 6 7 6 1 2 3 4 5 6 7$ 1 2 3 4 5 6 7$ 1 2 3 4 5 6 7 e 1 2 3 4 5 5 7 5 1 2 3 4 5 6 7 e 1 2 3 3 2 7 5 3 7 5 3 2 5 1 5 5 3 2 2 6 5 C PRODUCT 207 3 6 7 6 3 2 en K JOB � � SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE 12%45678123456 78123 456 1 2 3 4 5 6 7{ 1 2 3 4 5 6 6 1 2 3 a 3 6 7 e 1 781234 5678 1••• • • • • • • • • t } —3 • • • • 4 1- • • r.... 4 IS • • • • • • • S 40 v.- • • 3 7 b 3 Y { 7 6 3 2 1 { 7 3 2 1 e 7 e 6 3 2 1 7 6 4 2 a 7 6 3 2 1. a 7 6, 6 4 3 3 2 1 C PRODUCT 207' ANALYSIS RESULTS File : F:\HARRY\TOULOUMIS REMODELING\OPENING CONCRETE FRAME.AVW Units : Kip -ft Date : 10/13/2014 Time : 11:34:56 AM, REACT I O N S FORCES [Kip] MOMENTS [Kip*ft] Node FX FY FZ MX MY MZ Condition DL=Dead load 1 0.00000 5.81750 0.00000 0.00000 0.00000 0.00000 2 0.00000 5.81750 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 11.63500 0.00000 0.00000 0.00000 0.00000 Condition LL=Live load 1 0.00000 2.12500 0.00000 0.00000 0.00000 0.00000 2 0.00000 2.12500 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 4.25000 0.00000 0.00000 0.00000 0.00000 Condition WL1=Wind load 1 0.00000 -5.89900 0.00000 0.00000 0.00000 0.00000 2 0.00000 -5.89900 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 -11.79800 0.00000 0.00000 0.00000 0.00000 ea • JOB SHEET NO OF . °i CALCULATED BY DATE CHECKED BY DATE SCALE 1 2; 4 6 6 7 6 1 2 3 4 6 6 7 6 1 2 3 4 6 6 7 6 1 2 3 4 6 6 7 6 1 2 3 4 6 6 76 2 3 4 5 6 7 6 1 2 3 4 5 6 7 6 1 2 3 3 2 6 6 3 e 7 6 6 3 II 3 3 2 • 6 2 6 5 3 2 7 b 4 3 2 C PRODUCT 207- ee on • tn VI • JOB 7iR SHEET NO J OF CALCULATED SY DATE CHECKED BY DATE SCALE 72 7. • 5 6 7 e 1 2 2 1 6 6 7 e 1 2 3• 5 6 7 e 2315878 23656?e 1 2 2• s 6 7 e 1 2 3• s a 7 e 23 ea • 3 2 7 we e 2 e 7 2 2 2 4 2 e 7 6_ 6 a 2 2 7 6 e 2 . C PRODUCT2Cf 1 tro • JOB 7/ SHEET NO. OF _ 4 or "' CALCULATED BY DATE CHECKED BY DATE SCALE 12 456781234587812345678 2 4 5 6 7• 2 3 4 6 6 a 2 3 4 5 6 7 8 1 2 3 6 6 7. 1 2 3 • 019 eor 1.: i% • 9 7 • b air • u�. • { 3 2 • 1 7 6 6 1 3 2 6 1 3 1 3 II 1 e 6 / 3 2 1 7 2 • 7 1 2 • 7 1 II e 6 / 3 2 1 C PRODUCT 207' ` • ea JOB SHEET NO 3 6 OF CALCULATED BY DATE CHECKED BY DATE SCALE 2 3. 4 e 6 7 6 1 2 3 4 5 6 7 3 1 2 3456711254537512345675 234 56 751234 5678123 n e a • ea • s. ea r`' ( \ 7 1.. 17-q) r • 1/2 J a.� s • 4 3 2 r 3 2 6 s 4 3 2 1 7 6 3 2 1 6 7 4 3 2 1. 7 6 4 CPRODUCT 207' r 3 2 • • • ea • • el leo • el Joe 72 4 SHEET NO. ✓ OF S�' CALCULATED BY DATE CHECKED BY DATE SCALE 1 2; 4 5 6 7 8 1 2 2 4 S e 7 8 1 2 3 4 5 6 7 e 1 2 S 4 5 6 7. 1 2 2 4 5 6 6 1 2 2 4 S 6 7 8 1 781234 5671 • ea - I L. fi 413 • 2 2 • S 2 7 4 7 2 1 7 e 4 s 2 6 S 4 2 . e e. 4 2 2 7 6 s a 2