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HomeMy WebLinkAboutRS110287_Plans - Issued RS110287 DOCE S I/ F M E INC. STRUCTURAL ENGINEERS PROJECT: Structural calculations for SAFAEI RESIDENCE to be built at 21 AVALON VISTA, NEWPORT COAST, CA SAFAEI RESIDENCE CABANA Qate: FEBRUARY, 2011 Revisions; PER 2010 CBC nt: I Client Job No. D.P.H. Shipped: Job No. B285 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 J Tel: (714) 835-2800 / Fax: (714) 835-2819 Page: 2 E S I/ F M E Inc. Date: 2/16/2011 STRUCTURAL ENGINEERS Job #: B28S Client: D.P.H. Project blame: SAFAI RESIDENCE Plan #: - LOAD CONDITIONS: ROOF: Wd.Shake Rack Tile © i +�i Slope >4:12 <4:12 <4:12 FLOOR: w10 Conc. wr 1- 1)2• Ltwt conc. Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf & 1" gyperete 40.0 psf Roofg Mt9 4.0 -- 10.0 D.L. of F.F. 5.0 15.0 Built-up - - 6.0 - - Miscellaneous 1.0 1.0 Sheathing 1.5 1.5 1.5 Sheathing 2.5 2.5 Roof Rafters 1.5 1.5 1.5 Floor Joists 3.0 3.0 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 Drywall 2.5 2.5 2.5 Miscellaneous 3.0 3.0 3.0 Total D.L. Total Load 14.0 psf 54.0 psf 24.0 psf 64.0 psf Total D.L. 14.0 psf 16.0 psf 20.0 psf Total Load 34.0 psf 36.0 psf 40.0 psf LOAD CONDITIONS: STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name SAFAI RESIDENCE City NEWPORT COAST 1. Sketches of details in calculations are not Client D.P.H. to scale and may not represent true PROJECT ENGINEER: FARHAD MANSHADI conditions on plans. Architect or designer CALCS BY: ALI EGEMEN DATE: 2/16/2011 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified P/T FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here are for the analysis and design of primary A>SHTS: DATE: structural system. The attachment of non- structural elements is the responsibility of B SHTS: init.: DATE: the architect or designer, unless specifically shown otherwise. V C SHTS: ink,-. DATE: 3. The drawings, calculations, specifications D SHTS: Init.: DATE: and reproductions are instruments of init.: service to be used only for the specific E SHTS: DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. F SHTS: DATE: 4. All changes made to the subject project SHTS: I nit.: DAT shall be submitted to E S I I F M E, Inc. in writing for their review and comment. E S 11 F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) intended. APPROVED BY: 5. Copyright ® - 1994 by E S I 1 F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I I F M E, Inc. DATE: ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: SAFAE1 RESIDENCE IR 2005 & 8DPWS-08 (A5D) 1 BM 0 CABANA Member Span = 8.0 ft P1= 400 ibs from RIDGE @U= 4.0 ft ❑L= 200 Ibs P2= 188 Ibs from HIP. @L2= 4.0 ft DL= 100 Ibs Page: 3 Date: 2/16/2011 Job #: B285 Client: D.P.H. Plan #: - TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 40 )x( 1.3 + 0.0 }= 53.2 20 psf ==a 26.6 plf WALL = ( 14 )x( 0.0 + 0.0 }= 0 14 psf ==n 0 plf FLOOR = ( 54 )x( 0.0 + 0.0 }= 0 14 psf 0 plf DECK = ( 54 )x( 0.0 + 0.0 }= 0 14 psf 0 plf SELF WEIGHT = 4.3 4.278 psf 4.3 pif TOTAL LOAD = 57.5 PLF TOTAL D.L. = 30.9 PLF MEMBER SIZE;.._ { 1 . ] . :. 4 :.:. x 6 C= (DF#2y ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 1.00 [If d> 12, C,= (12/d)(n)J n= 0,136 LVL d= 5.500 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.0-92 LSL b= 3.5 in. Fb= 1170 x Cf x Cr= 1170 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 1635.82 ft-lb= 1.9.63 In-K Vmax= Rmax-(w*d)= 498 Ibs RI= 524 Ibs R2= 524 Ibs Cd= 4-R-f = 1.25 Ri D.L= 274 Ibs R2 D.L= 274 Ibs RI LL.= 250 Ibs R2 LL^ 250 lbs Sreq.= Mmax/(Fb*Cd)= 13.42 in' Sprovided= 17.6 in' O.K. Areq=1.5*Vmax/(Fv*Cd)= 3.3 in' Apmvided= 19•3 in, O.K. Ail.Def = L/ 240 = 0.40 in. Actual Def.= 0.24 in. O.K. Dead Load Def.= 0.13 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= LI 396 BM @ CABANA Member Span = 12.0 ft P1= 524 ibs from am 1 @Li= 3.5 ft DL= 274 Ibs P2= 524 Ibs from sM 1 OLz= 8.5 ft DL= 274 Ibs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 40 )x( 2.0 + 2.0 }= 160 20 psf SO pif WALL = ( 14 )x( 0.0 + 0.0 }= 0 14 psf ==a 0 plf FLOOR ( 54 )x( 0.0 + 0.0 ]= 0 14 psf 0 pif DECK = ( 54 )x( 0.0 + 0.0 )= 0 14 psf 0 pif SELF WEIGHT = 8.8 8.75 psf 8.8 pif TOTAL LOAD = 168.8 PLF TOTAL D.L. = 88.8 PLF MEMBER SIZE = ( 1:. .} 4 x 12 ::: B- (DF ##1] ALTERNATE BEAM = �' DESIGN: n= 0.1111 P5L/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(4)3 n= 0.136 LVL d= 11.250 In. Repetitive Member, Cr=> No => Cr= i n= 0.092 L5L b= 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 5635.67 ft-ib= 67.63 in-K Vmax= Rmax-(w*d)= 1378 Ibs R1= 1537 Ibs R = 1537 lbs Cd= 4•Ronf = 1.25 R1 Da,= 807 Ibs R2D.4= 807 ibs R1L,L= 730 Ibs R2L,1.= 730 Ibs Sreq.= Mmax/(Fb*Cd)= 49.18 in' Spravded= 73.8 in' O.K. Areq=1.5*Vmax/(Fv*Cd)= 9.2 in' ApnMded= 39.4 in' O.K. Ali.Def = L/ 360 = 0.40 in. Actual Def.= 0.22 in. O.K. Dead Load Def.= 0.12 in. GLS Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 655 VER:2011.1 ��AA Page: 4 E S I' F M E Inc. Date: 2/28/2011 STRUCTURAL ENGINEERS 301b B285 Client: D.P.H. Project Name: SAFAEI RESIDENCE Plan #: - 1-STORY LATERAL ANALYSIS (ASCE 7-05 &.2010 CBQ / EQUIVALENT FORCE METHOD LOCATION: CABANA LONGITUDINAL I 1st STORY Roof D.L. _ ( 20 )psfx( 11 )ft = 220 plf �� Floor D.L. _ [ 24 ]psfx( 0 A = 0 plf Exterior Wall =( 14 )psX 8 - 4 ]( 0 ]= 0 PIF Interior Wall=( 10 )psfx( 8 - 4 }( 0 )= 0 plf F1 Parallel ExLWalt=( 14 )psfx( 4.5 x D J 1 }= 0 Plf Parallel Int_Wa11=( 10 )psfx( 4.5 x 0 J 1 0 plf HIJ TRANSVERSE 1st STORY Vb Roof O.L. _ [ 20 )pgx( Floor Q.L. _ ( 24 )psfx( Exterior Wall =( 14 )psN( Interior Wall=( 10 )psfx( Parallel FxtWall=( 14 )psfx( Paralld lnt,Wa11=( 10 )psfx( ASCE 7-05 EQUIVALENT FORCE METHOD: ZIP CODE: NJL LATITUDE; SOILS REPORT FROM USGS WEB SITE: Ss = 1.70 SI = 0.62 Site Soil Class = C Seismic Design Category = D Cs= p _ .1 = 0.756 RI But not greater than (12.8.3) Cs= SDI._ 0.53 = 2.757 TxRJI 0.2 Cs SHALL HOT BE LESS THAN 0.01 IF SL 7 0.609 Cs= 0.542 a 0.31 if-11- 1.5 QE=V=CSxW=>Eb=px0.7xQE= (12.8.2) (12.8.3) (12.8.3) SDs = SDI = TOTAL = 220 pif 16 A = 320 plf 0 ]ft = 0 PIF 8 - 4 }( 0 )= 0 pIF 8 - 4 }( 0 )= 0 ptf 4.5 x 0 1 1 ]= 0 pit 9 x 0 J 1 ]_� 0 plf TOTAL = 320 pif (ASCE 7-05 Sew- 12.8) LONGITUDE: SOILS REPORT SMs = Fa x Ss = 1.70 R= 1.5 SM1 = FV x S1 = 0.80 P = 1 213xSMs= 1.13 I= 1.0 213 x SM1 = 0.53 Ct = 0.02 X = 0.75 h = 12.0 Ta=Ct x hn = 0.129 R Height of the Strucbufe Ct Steel Moment Res.Frame 0.028 0.8 Concrete Momenl Res. Frame 0.016 0.9 Ecc. Braced Steel Frame 0.03 0.75 All fter Structural Systems 0.02 0.75 GOVERNING Cs a 0.7556 0.21 Eh = 0.5219 x W... ASCE-7.05 SIMPLIFIED WIND DESIGN : (ASCE 7-05 See. 6.4.2.1) m= 1.3 (CSC-1605.3) Mean Roof Height= 11.00 ft < 60 ft Wind Velocity = as mph Exposure= C Roof Slope= 4.0 :12 = 18.4 degrees Ps= co x X x K2t x P,34 x I I = 1.0 X = 1.21 (From ASCE 7-05 Figure 6-2, Page 40) LONGITUDINAL TRANSVERSE .so (Psf} :17 Pa(PSI) ZONES Horizontal Pressures Vertical Pressures overhangs A B C D E F G I H EOH I GOH •4.2 10.6 -2.3 43.8 -9.6 -9.6 -7.3 -19.3 -15.1 E. 25.0 -6.6 16.7 -3.6 -21.7 -15.1 -15.1 -11.5 -30.4 -23.8 LEVEL. Wi ( lf) 1 Fx (Pit) StoryShear I USE WIND ZONE=a C I CONTROLLING FORCE(plf) ROOF 220 116 116 1 11 - 9.0 )XP.= 50 (SEISMIC) 116 LEVEL WI (Plf) 1 Fx (Pif) StoryShear P USE WIND ZONE=a C CONTROLLING I FORCE(plf) ROOF 320 169 1fi9 ( 11 - 8.0 )XP.= 50 (SEISMIC) 169 VER310K 2011.1 SAFAEI RESIDENCE NEWPORT COAST ESIIFME,Inc. STRUCTURAL ENGINEERS SHEAR WALL DESIGN AT CABANA Sheet Date 2/28/2011 JN. B285 WALLS) @ LONGITUDINAL LENGTH = 2 column 0 ft + 0 = 2.00 column LOA❑ = ( 116 lbs 1 ft) 12.0 ft 12 + 2 } = 928 lbs. L LOAD = ( 0 lbs / ft) t 0.0 ft/2 + 0) -- 0 lbs. SHEAR = T. LOAD 1 L = 928 lbs 1 2.00 Columns - 464 lbs 1 column U S E TS COLUMN PLS SEE FOLLOWING PAGES AND DETAIL 2 WALL(S) a@ TRANSVERSE LENGTH - 2 column Oft + 0 = 2.00 column LOA❑ = t 169 lbs 1 ft) 7.5 ft/2 + 2) - 972 lbs. T LOAD = t 0 lbs 1 ft) 0.0 ft/2 + 0) = 0 lbs. SHEAR = T. LOAD 1 L = 972 lbs 1 2.00 Columns - 486 lbs 1 column U S E TS COLUMN PLS SEE FOLLOWING PAGES AND DETAIL t ESt1FME Structural Engineers Title: SAFAEI RESIDENCE ,lob # B285 18W E.16th Street, Unit B Dsgnr: Santa Ana, CA 92701 Project Desc.: CABANA Tel: 714-835-2800 Project Notes: Fax: 714-835-2819 e: E. F1LES@289CA8AWcabana.ec6 Pole Footing Embedded in Soil FilRCALc ENE IN C 19832010,ver6.1-51 Description : T5 COLUMN General information Code Refer�,ncas. 2006 ISC 1805.7.2, 19&7 t UGC 106,8,2.1 Pole Footing Shape Rectangular Footing Width ...... . ........ 24.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .................. 200.0 pd Max Passive ................... 1,500.0 Psf Controlling Values Goveming Load Combination: +D+0,74E+H Lateral Load 0.350 k Moment 2.80 k-ft Restraint @ Ground Surface Pressure at Depth Actual 552.65 psf Allowable 552.65 Psf Surface Retraint Force 1,617.82 lbs Minimum Required Depth 2.875 ft ` Footing Base Area 4.0 ft"2 f Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load D : Dead Load Lr : Roof Live L : Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above Base Load Combination Results Lateral Distributed Load 0.0 k 0.0 klft 0.0 k 0.0 klft 0.0 k 0.0 kft 0.0 k 0.0 kfft 0.0 k 0.0 klft 0.50 k 0.0 klff 0.0 k 0.0 klft 8.0 It TOP of Load above ground 0.0 ft BOTTOM of Load aboveground 0.0 ft Forces Load Combination -:::-.......... :;:::::. _ :: x ::: Loads (k} +D+0.70E+H 0.4--- -0+4.7501-0.750L+0.5250E-FH 0.3 +D+0.750L+0.750S+0.5250E+H 0.3 +0.60D+0.70E+H 0.4 Applied Moment 0.0 k-ft 0.0 k-ft 0.0 k-ft O.D k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft Moments - (ft-k) 2.8 2A 2.1 23 Vertical Load 0.0 k 0.0 k 0.0 k 0-0 k 0.0 k 0.0 k 0-0 k Required Pressure at Depth Depth - (ft) Actual - (psf)i Allow - (pst 2.88 552.7 552.7 2.63 602.1 502,1 2.63 502.1 502.1 2.88 552.7 552.7 ESi1FME Structural Engineers Title: SAFAEI RESIDENCE Job # B285 1800 E. 16th Street, Unit B Dsgnr: Santa Ana, CA 92701 Project Desc.: CABANA Tel: 714-835-2800 Project Notes Fax;714-$35-2$19 ..... . Steel. Column R• , : oast ENERCALC. INC.1983-2010, Ver, 6.1.51 Description : TS COLUMN General Information Steel Section Dame Analysis Method : Steel Stress Grade Fy : Steel Yield E: Elastic Bending Modulus Load Combination: ADDlied Loads HISS4X4X1I4 2006 IBC & ASCE 7-05 36.0 ksi 29,000.0 ksi Allowable Stress Column self weight included: 97.446 Ibs' Dead Load Factor AXIAL LOADS.., Axial Load at 8.0 ft, D = 0.8250, LR = 0.730 k BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx x, E = 0.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max above base At maximum location values are_ . . Pu : Axial Pn 1 Omega: Allowable Mu-x : Applied Mn-x I Omega: Allowable Mu-y : Applied Mn-y ! Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Vu : Applied Vn ! Omega :Allowable Load Combination Results +D +D+Lr+H +D+0.750Lr+0.750L+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D-+0.750 L+4.750S+0.5250 E+H +0.60D+0.70E+H Maximum Reactions - Unfactored Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 8.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fuily braced against buckling along Y-Y Axls Service loads entered. Laad Factors vviil be applied for caiculations- 0.3387 :1 +D+0.70 E+H 0.0 ft 0.9224 k 72.647 k 2.80 k-ft 8.425 k ft 0-0 kit 8.425 k-ft 0.01663 : 1 +p+0,70E+H 0.0 ft 0.350 k 21-041 k Maximum Axial +Bending Stress Ratios Stress Rado Status Location Maximum SERVICE Load Reactions .. Top along X-X 0-0 k Bottom along X-X 0.0 k Top along Y Y 0-0 k Bottom along Y-Y 0.50 k Maximum SERVICE Load Deflections ... Along Y-Y-0.6486 in at 8.Oft above base for load combination : E Only Along X-X 0.0 in at O.Oft above base for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.013 PASS 0.00 ft 0.000 0.023 PASS 0.00 ft 0.000 0.020 PASS 0.00 ft 0.000 0.339 PASS 0.00 ft 0.017 0.020 PASS 0.00 ft 0.000 0.259 PASS 0.00 ft 0.012 0.256 PASS 0.00 ft 0.012 0.336 PASS 0.00 ft 0.017 X-X Axis Reaction Y-Y Axe Reaction Load Combination @ Base @ Top @ Base @ Top D Only - - Lr Only E Only 0.500 D+Lr D+E 0.500 ❑+Lr+E 0.500 PASS 0.00 ft PASS 0.00 It PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 It PASS 0+00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. ESUFME Structural Engineers 1800 E.16th Street, Unit B Me: SAFAEI RESIDENCE Dsgnr: Job 4 8285 Santa Ana, CA 92701 Project Desc.: CABANA Tel: 714-835-2800 Fax: 714-835-2819 Project Notes: - Pia1 L ,28FEE 2011, 1:35FM S eel Column Fite: E:IFILESU051CA6ANAka1ana.w6 . ENERCALC, INC 196&2010, Ver. 6.t5t IRMA Description : TS COLUMN Maximum Deflections for Load Combinations - Unfactored Loads _ Load Comhnation Max. X-X Deflection Distance Max Y-Y Defleatian Dis_tance D Oniy -- 0.0000 in 0,000 ft 0.000 In 0,000 ft Lr Only 0.0000 in 0,000 ft 0.000 in 0.000 ft E Only 0,0000 in 0.000 It -0,649 in 8.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0,0000 in 0,D00 ft -0.649 In 8.000 ft D+Lr+E 0.0000 In 0.000 ft -0,642 in 7.946 ft Steel Section Properties : NSS4X4X1l4 Depth - 4.000 in I xx = 7.80 1nA4 _._ J _ _ 12.800 inA4 Web Thick = 0.000 in S xx = 3.90 W3 Flange Width = 4.000 in R xx = 1,520 In Flange Thick = 0.250 in Area = 3.370 inA2 I yy = 7.800 104 Weight = 12.181 pIf S YY - 3.900 inA3 R yy = 1,520 in Yeg = 0.000 in MmLoad5 m 1-Dads are talal amared Value. AAV" do dot reflect absolute dleedlan. I S � S 24" 60. x 36" DF. CONC. PAD PER DETAIL 7 I I 24" SQ. x 36" DP. �x GONG. PAD PER �x DETAIL I i I -- J i i I --------------------------- --------------------------------- I 1 L -- 24" 60. x 36" DP. CONC. PAD PER x DETAIL I !FOUNDATION PLAN �3CALE : ud^ - V-0" a J I -------------- 24" $0. x- 36" DP. GONG. PAD PER x DETAIL 7 10 ROOF FRAMING PLAN 6CALE : 114" = 1'-0"