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08-0177 (AR) Structural Calcs•` B.G. _STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax Mr. &- Mrs. Martin Dolemo Cabana Christopher McFadden Architect 72-925 Fred Waring Drive, Suite 204 Palm Desert, CA. 92260 Job Number: 902.04 February 11, 2008 Plan check CJX3 �AEp OFF o C O� e {�P .� c FOR coR III FEB 2 5 2008 QROFESS/ p%� C1 OF VALID ONLY IF SIGNED IN FAD B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax February 11, 2008 Mr. Chris MacFadden 72-925 Fred Waring Drive, Suite 204 Palm Desert, CA 92260 RE:. Plan check for Dolemo Cabana, La Quinta, CA ee revised wind calculations maximum wind load is 13.76 p.s.f. Previous calculations used 20.0 p.s.f. Seismic still governs. 3. See revised details 19 & 21/S-3 for added hurricane clips. , 4- See revised note sheet S=1. 5 & 6. See revised calculations per AISC 13`h edition. No change to column. �. See revised calculations for base plate design. No change to base plate. 8. See attached calculations.for anchor bolts. 9. See attached calculations for 6x 12 at trellis. No Change. 10. See attached calculations for handrail. Please call me at (760) 568-3553 if you have any questions or would like to ciscuss this matter. Sincerely, Brian Gottlieb, P. . cc: file 9?,OFESS/0 '9 - Z�OF CAL1V) VALID ONLY IF SIGNED IN RED MECAWind Version 2.0.0.3 per.ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2008 www.mecaenterpr-ses.coin Date 2/11/2008 Project No. 902.04 Company Name B.G. Strucyural Engineering, I Designed By BG . Address 43-100 Cook Street, Suite 203 Description Dolemo Residence_ Addition City Palm Desert Customer Name State CA. Proj Location Palm Desert File Location: J:\Chris McFadden Architect\902.04 Dolemo Cabana\Wind 1 - 902-04.wnd Detailed Wind Load Design.(Method 2) per ASCE 7-05 Basic Wind Speed(V) 85.00 mph ✓ Structure Type Building Structural Category ii./ Exposure Category B Natural Frequency 1.00 ✓ Flexible Structure No Importance Factor 1.00/ Kd Directional Factor 0.85 Alpha 7.00 Zg 1200.00 ft At 0.14 Bt 0.84 Am 0.25 Bm 0.45 Cc 0.30 1 320.00 ft Epsilon 0.33 Zmin 30.00 ft Slope of Roof 3.23 : 12 Slope of Roof(Theta) 15.07 Deg Ht: Mean Roof Ht 13.75 ft Type of Roof Hipped RHt: Ridge Ht 15.50 ft Eht: Eave Height 12.00 ft OH: Roof Overhang at Eave= 3.00 ft Roof Area 969.00 ft^ 2 Bldg Length Along Ridge 20.00 ft Bldg Width Across Ridge= 20.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht 30.00 ft lzm: Cc*(33/Zm)^0.167 0.30 Lzm: 1*(Zm/33)^Epsilon 309.99 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 6-6 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems(Method 2) B III B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.57 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 9.04 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 969.00 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(psf)-GCpi(psf) ---------------- ------ ---------- ---------- Leeward Walls -0.50' -5.47 -2.21 Side Walls -0.70 -7.00 -3.75 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K -ft ------------------------------------------------------------------------------ 15.50 0.58 1.00 9.12 4.58 7.83 10.04 3.11 24.13 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof Location Cp +GCpi(psf)-GCpi(psf) -------------------------------------------------- Win dward - Min Cp -0.81 -7.85 -4.59 Windward - Max Cp -0.18 -3.01 0.24 Leeward Perp to Ridge -0.54 -5.77 -2.52 Overhang Top (Windward) -0.81 -6.22 -6.22 Overhang Top (Leeward) -0.54 -4.15 -4.15 Overhang (Windward only) 0.80 6.14 6.14 MWFRS-Wall Pressures Parallel to Ridge Wall Cp +GCpi(psf)-GCpi(psf) ---------------- ------ ---------- ---------- Leeward Walls -0.50 -5.47 -2.21 Side Walls -0.70 -7.00 -3.75 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft ------------------------------------------------------------------------------ 15.50 0.58 1.00 9.12 4.58 7.83 10.04 3.11 24.13 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof - Dist from Windward Edge CP +GCpi(psf)-GCpi(psf) --------------------------------- -------------------------- 0.0 ft to 6.9 ft -0.95 -8.96 -5.70 6.9 ft to 13.8 ft -0.83 -7.96 -4.71 13.8 ft to 20.0 ft -0.58 -6.04 -2.79 Basic Load Cases N Transverse Direction 5 ZE AE T41t 6 V, Loa 2,!2 ..CAI fdri - wur 'tflu Tj X Longitudinal Direction i J � •S ,........ iii. ...... , , . , ,a�; •., �,� ti cul �. ! .. � . G,. E; 1L Transverse Direction Longitudinal Direction Torsional Load Cases Low Rise Bldg Provisions per Fig. 6-10: MWFRS Transverse Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf -------- 1 --------- 0.49 --------- 0.18 --------- -0.18 --------- 11.01 --------- 3.41 --------- 7.38 2 -0.69 0.18 -0.18 11.01 -9.58 -5.62 3 -0.44 0.18 -0.18 11.01 -6.83 -2.86 4 -0.38 0.18 -0.18 11.01 -6.17 -2.20 5 -0.45 0.18 -0.18 11.01 -6.94 -2.97 6 -0.45 0.18 -0.18 11.01 -6.94 -2.97 1E 0.74 0.18 -0.18 11.01 6.17 10.13 2E -1.07 0.18 -0.18 11.01 -13.76 -9.80 3E -0.64 0.18 -0.18 11.01 -9.03 -5.06 4E -0.57 0.18 -0.18 11.01 -8.26 -4.29 1T * * * * 0.85 1.84 2T * * * * -2.39 -1.40 3T * * * * -1.71 -0.72 4T * * * * -1.54 -0.55 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf Fsf -------- 1 --------- 0.4 --------- 0.18 --------- -0.18 --------- 11.01 --------- 2.42 --------- 6.39 2 -0.69 0.18 -0.18 11.01 -9.58 -5.62 3 -0.37 0.18 -0.18 11.01 -6.06 -2.09 4 -0.29 0.18 -0.18' 11.01 -5.17 -1.21 5 -0.45 0.18 -0.18 11.01 -6.94 -2.97 6 -0.45 0.18 -0.18 11.01 -6.94 -2.97 lE 0.61 0.18 -0.18 11.01 4.73 8.70 2E -1.07 0.18 -0.18 11.01 -13.76 -9.80 3E -0.53 0.18 -0.18 11.01 -7.82 -3.85 4E -0.43 0.18 -0.18 11.01 -6.72 -2.75 1T * * * * 0.61 1.60 2T * * * * -2.39 -1.40 3T * * * * -1.51 -0.52 4T * * * * -1.29 -0.30 Notes: 1) Min P = qh " (GCPf - (+GCpi)) Notes: 2) Max P = qh (GCPf - (-GCpi)) Notes: 3) * For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25': of the full design wind pressures(Ld Case 1T=25§;*1(ld case 1),2T=25�s*2, 3T=25`:*3,4P=25`r*4) Exceptions to Torsional Load Cases: One story buildings with mean roof height:=30 ft(9.1m), buildings with two stories or less f=amed with light frame construction, and buildings two stories Dr less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of. Figure 6-10) MECAWind Version 2.0.0..3 ASCE 7-0E Developed by MECA Enterprises, Inc. Copyright 2008 www.mecaenterpr-ses.com Date 2/12/2008 Project N6. 902.04 Company Name B.G. Strucyural Engineering, I Designed By BG Address 43-100 Cook Street, Suite 203 Description Dolemo Residence- Addition City Palm Desert Customer Name State CA. Proj Location Palm Desert File Location: J:\Chris McFadden Architect\902.04 Dolemo Cabana\Wind 1 - 902-04.wnd a )112 bootnot 22; 1; 2 514r` 1 ANStills '' / Hip hood' 7 c,A 27 Khcc:Comp. & Clad. Table 6-3 Case 1 0.70 Qhcc:.00256*V^2*I*Khcc*Kht*Kd 11.01 psf Wind Pressure on Components and Cladding Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Cn Cn Max P Min P -----------------------------------------------------------------7-------------- ft ft ft^2 Max Min psf' psf Zone 1 1.00 1.00 1.00 1 0.500 -0.900 10.000 -10.000 Zone 2 1.00 1.00 1.00 2 0.500 -1.700 10.000 -13.056 Zone 3 1.00 1.00 1.00 3 0.500 -1.700 10_000 -13.056 Zone 4 1.00 1.00 1.00 1 0.500 -0.900 10_000 -10.000 Zone 5 1.00 1.00 1.00 1 0.500 -0.900 10_000 -10.000 Zone 2H 1.00 1.00 1.00 .000 .000 10_000 -10.000 Zone 3H 1.00 1.00 1.00 .000 .000 10.000 -10.000 Khcc:Comp. & Clad. Table 6-3 Case 1 0.70 Qhcc:.00256*V^2*I*Khcc*Kht*Kd 11.01 psf B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Column Description : Typical Column General Information Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes Job # 902.04 Prinled: 16 FEB 2008 ENERCALC, INC. 1983-2008, Ver. 6.0.12, N:84727 Code Ref : 2006 IBC. AISC Manual 13th Steel Section Name : HSS7X7X1/2 Overall Column Height 12.0 ft Analysis Method : ALlowable Stress Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling=12.0ft, K = 2.1 Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 502.980 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 5.750, LR = 4.070 k BENDING LOADS ... Lat. Point Load at 12.0 ft along Y -Y axis, E = 2.6430 k DESIGN SUMMARY PASS 0.00 ft Bending & Shear Check Results 0.078 PASS 0.00 ft PASS Max. Axial+Bending Stress.Ratio = 0.37041 :1 Maximum SERVICE Load Reactions.. 0.00 ft Load Combination +D+0.70E+H Top along Y -Y 0.0 k Location of max.above base 0.0 ft Bottom along Y -Y 0.0 k At maximum location values are ... 0.295 Top along X -X 0.0 k Pu: Axial 6.2530 k Bottom along X -X -1.3879 k Pn I Omega: Allowable 131.685 k Maximum SERVICE Load Deflections ... 0.00 ft Mu -x: Applied -22.2012 k -ft Mn -x I Omega: Allowable 64.0419 k -ft Mu -y: Applied 0.0 k -ft Along Y -Y 1.1212 in W. Mn -y / Omega: Allowable 64.0419 k -ft for load combination : E Only Along X -X 0.0 in at PASS Maximum Shear Stress Ratio = 0.045393 :1 for load combination Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are ... Vu: Applied 1.8501 k Vn I Omega: Allowable 40.7573 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Patios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D +D+Lr+H +D+0.750Lr+0.750L+H +D+0.70E+H +D+0, 750 Lr+0. 750 L+0.7 50 W+H +D+0.750Lr+0.750 L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only E Only D+Lr+L D+L+S+E/1.4 0.047 PASS 0.00 ft 0.000 0.078 PASS 0.00 ft 0.000 0.071 PASS 0.00 ft 0.000 0.370 PASS 0.00 ft 0.045 0.071 PASS 0.00 ft 0.000 0.295 PASS 0.00 ft 0.034 0.284 PASS 0.00 ft 0.034 0.361 PASS 0.00 ft 0.045 X -X Axis Reaction Y -Y Axis Reaction @ Base . @ Top @ Base @ Top -2.643 -1.888 12.0ft above base 0.0ft above base PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS' 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. B.G. Structural Engineering, Inc. Title: Dolemo Cabana Job # 902.04 43-100 Cook Street, Suite 203 Dsgnr: BG Palm Desert, CA. 92211 Project Desc.: 760 - 568-3553 Voice 760 - 568-5681 Fax Project Notes cad b structural.com Printed: 16 FEB 2008 Steed ColumnFile:ORP6-DATAMcfadden902.04.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.12, N:84727 r r:rr s Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance. D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr+Lf Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 1.121 in 12.000 ft D + Lr + L 0.0000 in 0.000 ft 0.000 in 0.000 ft D +L +S +E/1.4 0.0000 in 0.000 ft 0.793 in 11.919 ft Steel Section Properties : HSS7X7X112 Depth = 7.000 in I xx = 80.50 in14 J = 133.000 in^4 Web Thick = 0.000 in S xx = 23.00 in^3 Flange Width = 7.000, in R xx = 2.630 in Flange Thick = 0.465 in Area = 11.600 in^2 1 yy = 80.500 in^4 Weight = 41.915 plf S yy = 23:000 in^3 R yy = 2.630 in Ycg = 0.000 in are total Loa.a B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Base Plate Design Description : Typical Column Base Plate Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Job # 902.04 Printed: 22 FEB 2008 File: S:IEC6-DATAlmcfadden 902-04.ed ENERCALC, INC. 1983-2008, Ver. 6.0.13, N:84727 General Information Calculations per 13th AISC & AISC Design Guide No. 1, 1990 by DeWolf & Ricker Material Properties AISC Design Method Allowable Stress Design ASIF : Allowable Stress Increase Factor 1.330 Concrete Support fc = 3.0 ksi ABIF : Allowable Bearing Increase Factor 1.330 Assumed Bearing Area: Full Bearing n c : ASD Safety Factor. 1.670 Allowable Bearing Fp per J8 6.7830 ksi Column & Plate Column Properties Steel Section : HSS7X7X1/2 Depth 7 in Area 11.6 ksi Width 7 in Ixx Flange Thickness 0.465 in lyy Web Thickness in Plate Dimensions Support Dimensions N : Length 18.0 in Support width along 'X' 36.0 in B: Width 18.0 in Length along °Z' 36.0 in Thickness 1.3750 in Column assumed welded to base plate. Applied Loads P -Y V -Z M -X D: Dead Load ....... 5.750 k k k -ft +P, L: Live ....... k k k -ft % � +M X , Lr: Roof Live ......... 4.070 k k k -ft +X ; t'}(. / S: Snow ................ k k k -ft n r. _I W: Wind ................ k k k -ft E : Earthquake .............. k 3.3040 k 39.650 k -ft H : Lateral Earth ......... k k k -ft " P " = Gravity load, "+" sign is downward. Moments create higher soil pressure at +Z edge. +Z 'l .+Z Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 1" Max of Tension or Pullout Capacity........... 15.0 k ed4" D.�, Shear Capacity ......................................... k Edge distance : bolt to plate ................... 3,0 in x-- -- x Number of Bolts in each Row ................... 3.0 Number of Bolt Rows ........................ 1.0 • Row Spacing ................................. 2.50 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Base Plate Design GOVERNING DESIGN LOAD CASE SUMMARY Plate esign Summary Bearing Stresses Design Method Allowable Stress Desiqn Governing Load Combination +D+0.750L+0.750S+0.5250E+H Governing Load Case Type Axial + Moment, U2 < Eccentricity, Tension on Bc Design Plate Size 18" x 18" x 1-318" Pa : Axial Load .... 5.750 k Ma: Moment ........ 20.816 k -ft fv : Actual ................................ 0.266 ksi Fv : Allowable = 0.60' Fy / 1.5 (per (32) 19.152 ksi Stress Ratio ................. 0.014 Shear Stress OK Mmax = Fu' L^212 ................... Load Comb.: +D A2: Support Area .................. Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes Mu: Max. Moment ..................... fb : Max. Bending Stress ............... Fb : Allowable: 0.75' Fy ` ASIF / Omega Stress Ratio ................. Bending Stress OK fu : Max. Plate Bearing Stress .... Fp: Allowable: Job # 902.04 Printed: 22 FEB 2008 File: S:1EC6-DATAVncfadden 902-04.ec6 ENEtCAIC, INC. 1983.2008, Ver. 6.0.13, N:84727 488.304 k -in 18.596 ksi 21.503 ksi 0.865 4.062 ksi 4.062 ksi min( 0.851c'sgrt(A2/A1),1.w fc)'Ome Stress Ratio ................. 0.000 Bearing Stress OK Axial Load Only, No Moment Loading Bearing Stresses Pa: Axial Load .... 5.750 k Fp: Allowable ............................... 4.062 ksi Design Plate Height ......... 18.000 in fa : Max. Bearing Pressu 0.018 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.004 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 324.000 in -12 . Mmax = Fu' L^212 ................... 23.815 k -in A2: Support Area .................. 1,296.000 in"2 lb : Actual ................................ 0.907 ksi A2/A1 ...................... 2.000 Fb : Allowable .............................. 21.503 ksi Stress Ratio ..................... 0.042 Distance for Moment Calculation Shear Stress " m " ..................... 5.675 in fv : Actual ................................ 0.000 ksi " n " ..................... 5.675 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in12 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n' ........................................ 0.010 in n' ` Lambda .................................. 0.000 in L = max(m, n, n") ......................... 5.675 in Load Comb.: +D+Lr+H Axial Load Only, No Moment Loading Bearing Stresses Pa : Axial Load .... 9.820 k Fp: Allowable ............................... 4.062 ksi Design Plate Height ......... 18.000 in fa : Max. Bearing Pressu 0.030 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.007 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 324.000 in^2 Mmax = Fu ` 1-12 / 2 ................... 40.671 A -in A2: Support Area .................. 1,296.000 in"2 fb : Actual ................................ 1.549 ksi A2/A1 ...................... 2.000 Fb : Allowable .............................. 21.503 ksi Stress Ratio ..................... 0.072 Distance for Moment Calculation Shear Stress " m ° ..................... 5.675 in tv : Actual ................................ 0.000 ksi ° n ° ......... I........... 5.675 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in^2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n' ...................:.................... 0.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") .......................... 5.675 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Base Plate Design Load Comb.: +D+0.750Lr+0.750L+H Loading ° n ° ..................... Pa : Axial Load .... 8.803 k Design Plate Height ......... 18.000 in Design Plate Width ......... 1,8.000 in Will be different from entry if partial bearing used. n'* Lambda .................................. Al : Plate Area ......... 324.000 in^2 A2: Support Area .................. 1,296.000 in"2 V A2/A1...................... 2.000 Distance for Moment Calculation ° m ° ..................... 5.675 in ° n ° ..................... 5.675 in X .............................. 0.000 in"2 Lambda ...................... 0.000 n' ........................................ 0.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 5.675 in Load Comb.: +D+0.750Lr+0.750L+0.750W+H Loading 5.675 in Pa: Axial Load .... 8.803 k Design Plate Height ......... 18.000 in Design Plate Width ......... 18.000 in Will be different frorn entry if partial bearing used. 0.010 in Al : Plate Area ......... 324.000 in12 A2: Support Area .................. 1,296.000 in^2 A2/A1 ...................... 2.000 Distance for Moment Calculation ° m ° ..................... 5.675 in ' n ...................... 5.675 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 5.675 in Load Comb.: +D+0.750Lr+0.750L-0.750W+H Title: Dolemo Cabana Dsgnr`. BG Project Desc.: Project Notes : Bearing Stresses Fp: Allowable ............................... fa : Max. Bearing Pressu Stress Ratio ..................... Plate Bending Stresses Mmax = Fu . L"212 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp: Allowable ............................... fa : Max. Bearing Pressu Stress Ratio ....................... Plate Bending Stresses Mmax = Fu' L^2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress tv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Job # 902.04 Printed: 22 FEB 2008 File: S:1EC6-DATAVrdadden 902.04.ec6 ENERCALC, INC.1983-2008, Ver. 6.0.13, N:84727 Axial Load Only, No Moment 4.062 ksi 0.027 ksi 0.007 36.457 k -in 1.388 ksi 21.503 ksi 0.065 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 4.062 ksi 0.027 ksi 0.007 36.457 k -in 1.388 ksi 21.503 ksi 0.065 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No. Moment Loading Bearing Stresses Pa : Axial Load .... 8.803 k Fp: Allowable ............................... 4.062 ksi Design Plate Height ......... 18.000 in fa: Max. Bearing Pressu 0.027 ksi Design Plate Width ......... 18.000 in Stress Ratio ....................... 0.007 Will be different frorn entry if partial bearing used. Plate Bending Stresses Al :Plate Area ......... 324.000 in"2 Mmax = Fu' L^2/2 ................... 36.457 k -in A2: Support Area .................. 1,296.000 in A2 fb: Actual ................................ 1.388 ksi A2/A1 ...................... 2.000 Fb : Allowable .............................. 21.503 ksi Stress Ratio ..................... 0.065 Distance for Moment Calculation Shear Stress " m " ..................... 5.675 in tv : Actual ................................ 0.000 ksi ° n ° ....................1 5.675 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in^2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n' ........................................ 0.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 5.675 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 568-5681 Fax Steel Base Plate Design Load Comb.: +D+0.750Lr+0.750L+0.5250S+H Loading " n " ..................... Pa : Axial Load .... 8.803 k Design Plate Height ......... 18.000 in Design Plate Width ......... 18.000 in Will be different frorn entry if partial bearing used. n • Lambda .................................. Al :Plate Area ......... 324.000 in"2 A2: Support Area .................. 1,296.000 in"2 A2/A1 ...................... 2.000 Distance for Moment Calculation „ m " ..................... 5.675 in " n " ..................... 5.675 in X .............................. 0.000 in^2 Lambda ...................... 0.000 n' ........................................ 0.010 in n • Lambda .................................. 0.000 in L = max(m, n, D") ......................... 5.675 in Load Comb.: +D+0.750L+0.750S+0.5250E+H Loadinq 5.750 k Pa : Axial Load .... 5.750 k Ma: Moment ........ 20.816 k -ft Eccentricity ........................ 43.443 in Al : Plate Area ......... 324.000 in^2 A2 : Support Area ..................... 1,296.000 in^2 A2/A1 ...................... 2.000 Calculate plate moment from bearing ... 0.000 " m ...................... 5.675 in "A" : Bearing Length 0.525 in Mpl : Plate Moment 0.488 k -in Shear Stress 21.503 ksi fv : Actual .:."""............. .......... 0.266 ksi Fv : Allowable .............................. 19.152 ksi Stress Ratio ..................... 0.014 Load Comb.: +D+0.750L+0.750S-0.5250E+H Loading Pa : Axial Load .... 5.750 k Ma: Moment ........ 20.816 k -ft Eccentricity ........................ 43.443 in Al : Plate Area ............ 324.000 in12 A2 : Support Area ..................... 1,296.000 in^2 V A2/A1 ...................... 2.000 Distance for Moment Calculation " m " ..................... 5.675 in " n " ..................... 6.200 in Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Bearing Stresses Fp: Allowable ............................... fa: Max. Bearing Pressu Stress Ratio ....................... Plate Bending Stresses Mmax = Fu' L^2/ 2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Job # 902.04 Printed: 22 FEB 2008 Re: S:IEC6-DATAlmcfadden 902-04.ec6 EA=RCALC, INC. 1983-2008. Ver. 6.0.13, N:84727 Axial Load Only, No Moment 4.062 ksi 0.027 ksi 0.007 36.457 k -in 1.388 ksi 21.503 ksi 0.065 0.000 ksi 0.000 ksi 0.000 Axid Load + Moment, Ecc. > L/2 Calculate plate moment from bolt tension ... Tension in Bolts .......................... 13.427 k Dist. from Bolt to Col. Edge ............. 2.675 in Effective Bolt Width for Bending ..... 16.050 in Plate Moment from Bolt Tension ....... 186.480 k -in Bearing Stresses 248.558 k -in Fp: Allowable ............................... 4.062 ksi la: Max. Bearing Pressu ( :et equal to Fp) Stress Ratio .................... 0.000 Plate Bending Stresses 21.503 ksi Mmax.......................................... 488.304 k -in fb : Actual ................................ 18.596 ksi Fb : Allowable ................................ 21.503 ksi Stress Ratio .................... 0.865 Axial Load + Moment, Ecc. < L/6 Bearing Stresses Fp: Allowable ............................... 4.062 ksi fa : Max. Bearing Pressu 0.239 ksi Stress Ratio .................... 0.059 Plate Bending Stresses Mmaxl = Fu . m^212 ...................... 248.558 k -in Mmax2 = Fu . n"212 ........................ 39.885 k -in Mmax................................. 39.885 k -in fb : Actual ................................ 1.519 ksi Fb : Allowable ................................ 21.503 ksi Stress Ratio .................... 0.071 Shear Stress tv : Actual ................................ 0.266 ksi Fv : Allowable .............................. 19.152 ksi Stress Ratio ..................... 0.014 ANCHOR BOLT DESIGN PER ACI 318-05 APPENDIX D PUPLIFT = 13427 # DESIGN STRENGTH IN TENSION USE: (3)- 1 in.0 A307 Bolt dia. = 1.00 EMBEDMENT = 18 in fc = 3000 psi Ase = 0.69 in` PER ACI 318-05 (D-3) �Nsa = 132.69 K Abrg = 16.00 in` PER ACI 318-05 (D-14) SNP„ = 288.00 K PER ACI 318-05 (D-17) �Nsb = 972.8 K PER ACI 318-05 (D-4) Ab = 58 K GOVERN The Design Strength of Anchor 2007 CBC 1908.1.16 0.75�Nn = 43.1 K 13.43 K x 1.4= 19 K < 43 K OK B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Wood Beam Design Description : Cantilever Trellis Beam Material Properties Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Wood Species Douglas Fir - Larch (North) Wood Grade No. 1/No. 2 E: Modulus of Elasticity Ebend- xx 1600 ksi . Eminbend - xx 580 ksi Job # 902.04 Printed: 16 FEB 2008 File: s:IRP6-DATAlmcfadden 902.04.ec6 EN=RCALC, INC. 1983-2008, Ver. 6.0.12, N:84727 Calculations per BC 2006, CBC 2007, 2005 NDS Fb - Compr 850 psi Fb - Tension 850 psi Fc - Prll 1400 psi Fc - Perp 625 psi Fv 180 psi Ft 500 psi Density 31.57 pcf I•-_ __ __ -----------....------------ -----------------7.250.ft_......-----------------------2.0 ft---------------------------------� Applied Loads Service loads entered. Load FactorE will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D =1.080, Lr = 0.720 k ara) 2.920 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.952 :1 Maximum Shear Stress Ratio = 0.539 : 1 i Section used for this span 6x12 Section used for this span 6x12 j Load Combination +D+Lr+H Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ....location of max. on that span 7.250 It ....location of max. on that span 7.250 ft I i Mu -x: Applied 8.16 k -ft vu : Applied 0.0971 ksi Mn -x / Omega: Allowable 8.57 k -ft vn / Omega: Allowable 0.1800 ksi Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb-allow Vacual fv-design Fv-allow Overall MAXimum Envelope Length = 7.250 ft 1 0.952 0.539 8.16 807.57 848.23 4.09 97.07 180.00 Length = 2.0 It 2 0.951 0.539 8.16 807.57 849.53 4.09 97.07 180.00 +D Length = 7.250 It 1 0.588 0.334 5.04 498.97 848.23 2.53 60.10 180.00 Length = 2.0 ft 2 0.587 0.334 5.04 498.97 849.53 2.53 60.10 180.00 +D+Lr+H Length = 7.250 ft 1 0.952 0.539 8.16 807.57 848.23 4.09 97.07 180.00 Length = 2.0 it 2 0.951 0.539 8.16 807.57 849.53 4.09 97.07 180.00 +0+0.750Lr+0.750L+H Length = 7.250 It 1 0.861 0.488 7.38 730.42 848.23 3.70 87.83 180.00 Length = 2.0 ft 2 0.860 0.488 7.38 730.42 849.53 3.70 87.83 180.00 +D+0.750Lr+0.750L+0.750W+H Length = 7.250 it 1 0.861 0.488 7.38 730.42 848.23 3.70 87.83 180.00 Length = 2.0 It 2 0.860 0.488 7.38 730.42 849.53 3.70 87.83 180.00 +D+0.750Lr+0.750L+0.5250E+H Length = 7.250 it 1 0.861 0.488 7.38 730.42 848.23 3.70 87.83 180.00 B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Wood Beam Design Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Job # 902.04 Printed: 16 FEB 2008 File: ORP6-DATAMcradden 902.04 .ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.12, N:84727 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 2.0 ft 2 0.860 0.488 7.38 -730.42 849.53 3.70 87.83 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" De8 Location in Span Load Combination Support 2, (D +Lr+L) Max. "+" Defl Location in Span Overall MAXimum 1 0.0000 0.000 D + Lr + L Support 1 -0.2209 7.250 D Only 2 0.0000 0.000 D + Lr + L Support 3 -0.0033 0.846 Maximum Deflections for Load Combinations - Unfactored Loads D + Lr + L Support 2 Load Combination Span Max. Downward Def! Location in Span Max. Upward Defl Location in Span D Only 1 0.0000 0.000 -0.1366 7.250 D Only 2 0.0000 0.000 -0.0020 0.846 Lr+L Only. 1 0.0000 0.000 -0.0843 7.250 Lr+L Only 2 0.0000 0.000 -0.0013 0.646 D + Lr + L 1 0.0000 0.000 -0.2209 7.250 D + Lr + L 2 0.0000 0.000 -0.0033 0.846 Maximum Reactions - Unfactored Load Combination Support Vertical Reaction Overall MAXimum Support1, (+D+Lr+H) Overall MAXimum Support 2, (D +Lr+L) 5.994 Overall MAXimum Support 3, (D +Lr+L) A.065 D Only Support 1 D Only Support 2 3.715 D Only Support 3 -2.507 D +Lr +L Support 1 D + Lr + L Support 2 5.994 D + Lr + L Support 3 -4.065 BEAM --- >> w -2.1 -4.2 v -6.2 E -8.3 E 0.88 1.80 2.72 3.65 4.57 5.50 6.42 7.33 8.26 9.18 Distance (ft) !'I Overall MAXimum Envelope ■ +D ® +D+Lr+H ® +D+0.750Lr+0.750L+H IN +D+0.750Lr+0.750L+0.750W+H ® +D+0.750Lr+0.750L+0.5250E- 4.2 2.6 1.1 v BEA1.4 >> s -1.9 0.88 1.80 2.72 3.65 4.57 5.50 6.42 7.33 8.26 9.18 Distance (ft) M Overall MAXimum Envelope ■ +D ■ +D+Lr+H ® +D+0.750Lr+0.750L+H IN +D+0.750Lr+0.750L+0.750W+H B +D+0.750Lr+0.750L+0.5250E- 0.23 0.17 C 0.11 w 0.06 BEAM--->> 0.88 1.80 2.72 3.65 4.57 5.50 6.42 733 8.26 9.18 Distance (ft) 0 Overall MAXimum Envelope 0 D Only M Lr+L Only ® D + Lr + L PROJECT SHEET N0. . Dolema Cabana B.G. STRUCTURAL JOB NO. 902.04 ITEM DATE ENGINEERING Handrail Feb. 2008 ENGINEER A/tw b /U k, -- P)or& -r e- Zo(v� L .4� /Y4 .5� �..� . 7, mo "pito 4 t B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Beam Design Description :. Typical Handrail Material Properties Analysis Method: Allowable Stress Design Beam Bracing Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Job # 902.04 Printed: 21 FEB 2008 File: S:1EC6-DATAlmcfadden 902-04 .ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.13, N:84727 Calculations per IBC 2006, CBC 2007, 13th AISC Fy : Steel Yield : 46.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250 klft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.027 :1 Maximum Shear Stress Ratio = 0.012 :1 Section used for this span HSS2X2X3116 Section used for this span HSS2X2X3116 Load Combination +D Load Combination +D j Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 ....location of max. on that span 1.9866 It ....location of max. on that span 0.0 It Mu -x: Applied 0.049998 k -ft Vu : Applied 0.050. k Mn -x I Omega: Allowable 1.8294 k -ft Vn I Omega: Allowable 4.2503 k j — Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega'Mnx Cb R Va Max Vnx Omega'Vnx Overall MAXimum Envelope Dsgn. L = 4.00 ft 1 0.027 0.012 0.05 0.05 3.06 1.83 1.0) 0.05 7.10 4.25 +D Dsgn. L = 4.00 ft 1 0.027 0.012 0.05 0.05 3.06 1.83 1.01) 0.05 7.10 4.25 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span D Only 1 0.0078 2.013 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span Max. Upward Defl Location in Span D Only 1 0.0078 2.013 0.0000 0.000 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Load Combination Support Vertical Reaction Overall MAXimum Support 1, (D Only) 0.050 Overall MAXimum Support 2, (D Only) 0.050 D Only Support 1 0.050 D Only Support 2 0.050 Steel Section Properties : HSS2X2X3I16 B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 .760 - 568-3553 Voice 760 - 568-5681 Fax Steel Beam Design Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Job # 902.04 Printed: 21 FEB 2008 Fite: S:1EC6 •DATAVmfadden 902.04.ec6 BERCALC, INC. 1983-2008, Ver. 6.0.13, N:84727 Steel Section Properties : HSS2X2X3116 Depth = 2.000 in I xx = 0.64 in^4 J = 1.090 in^4 S xx = 0.64 in^3 Width = 2.000 in R xx = 0.733 in Wall Thick = 0.174 in Zx = 0.797 in^3 Area = 1.190 'in^2 1 yy = 0.641 in^4 C = 1.140 in"3 Weight = 4.299 plf S yy = 0.641 in^3 R yy = 0.733 in Ycg = 1.000 in B.G. Structural Engineering, Inc. • 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760 - 568-3553 Voice 760 - 568-5681 Fax Steel Column Description : Typical Handrail Column General Information Title: Dolemo Cabana Dsgnr: BG Project Desc.: Project Notes : Job # 902.04 Printed: 21 FEB 2008 File: S:1EC6.OATAMcfadden 902-04 .ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.13, N:84727 Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Nary e : IBC &ASCE X1065 Overall Column Height 3.0 ft Analysis Method: Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-500, Grade B, Fy = 46 ksi, Carbon Steel Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling = 3ft, K = 2.1 Load Combination : ALlowable Stress Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 12.8966 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 3.0 ft, D = 0.10, LR = 0.10 k BENDING LOADS ... Lat. Point Load at 3.0 ft along Y -Y axis, E = 0.20 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 I Omega: Allowable Mu -x: Applied Mn -x I Omega: Allowable Mu -y: Applied Mn -y I Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are .. . Vu: Applied Vn I Omega: Allowable Load Combination Results Load Combination +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+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Maximum Reactions - Unfactored 0.23309 :1 +D+0.70E+H 0.0 ft 0.11290 k 16.0552 k -0.420 k -ft 1.8294 k -ft 0.0 k -ft 1.8294 k -ft 0.034564 :1 +D+0.70E+H 0.0 ft 0.140 k 4.0505 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum SERVICE Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X -0.14286 k Maximum SERVICE Load Deflections ... Along Y -Y 0.16648 in at for load combination : E Only Along X -X 0.0 in at for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.007 PASS 0.00 ft 0.000 0.013 PASS 0.00 ft 0.000 0.012 PASS 0.00 ft 0.000 0.233 PASS 0.00 ft 0.035 0.012 PASS 0.00 ft 0.000 0.178 PASS 0.00 ft 0.026 0.176 PASS 0.00 ft 0.026 0.232 PASS 0.00 ft 0.035 X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only Lr+Lf Only E Only -0.200 D+Lr+L D+L+S+El1.4 -0.143 3.0ft above base O.Oft above base PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. ' B.G. Structural Engineering, Inc. Title: Dolemo Cabana Job # 902.04 43-100 Cook Street, Suite 203 Dsgnr: BG Palm Desert, CA. 92211 Project Desc.: 760 - 568-3553 Voice 760 - 568-5681 Fax Project Notes Pdnled: 21 FEB 2008 Steel Column File: S:IEC6-DATAlmcfadden 902-04 .ec6 airs ENERCALC, INC. 1983-2008, Ver. 6.0.13, N:84727 Maximum Deflections for Load Combinations ; Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr+Lf Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.166 in 3.000 ft D + Lr + L 0.0000 in 0.000 ft 0.000 in 0.000 ft D +L +S +E/1.4 0.0000 in 0.000 ft 0.118 in 2.980 ft Steel Section Properties : HSS2X2X3116 Depth = 2.000 in I xx = 0.64 in A4 J = 1.090 in^4 Web Thick = 0.000 in S xx = 0.64 in^3 Flange Width = 2.000 in R xx = 0.733 in Flange Thick = 0.174 in Area = 1.190 in^2 1 yy = 0.641 in^4 Weight = 4.299 plf S yy = 0.641 in^3 R yy = 0.733 "in Ycg = 0.000 in Loads absolute direction.