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HomeMy WebLinkAbout000-000-010Job number >> 07-069 Structural Calculations for Dan Andreasen 2684 Highway 32 Chico, Ca. Metal Building Calculations Gary Hawkins Architect 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (53 0) 892-2700 (530) 893-0532 Fax Agcy/ HA�N�iy v cs � 0. �8��3 � REN._ \� 9TH OF DATE 3/22/12 Ib- I(P•b9 S. Assembly summary; 9/28/2009 Description; F-7 LII Custom spacing; inches o/c Assembly; 13 hour wall Pitch; Flat Component description; Spacing; w (pso Thickness(in); w faa«ed ' 1 2 1" Perlite gypsum plaster Misc 3 (1.50) ❑ Pitched' ❑ Pitched N/A N/A 5.00 1.50 0.00 0.00 5.00 1.50 3 Insulation 2 (0.70) ❑ Pitched NJA 0.70 0.00 0.70 ' 4 5 Metal framing 1" Perlite gypsum plaster ❑ Pitched ❑ Pitched N/A N/A 2.00 5.00 0.00 0.00 2.00 5.00 8 jyj ElPitched N/A 0.00 0.00 0.00 7 1 Iw I ❑ Pitched N/A 0.00 0.00 0.00 ' 8 ❑ Pitched NJA 0.00 0.00 0.00 9 i ❑ Pitched , N/A 0.00 0.00 0.00 10 ❑ Pitched N/A 0.00 0.00 0.00 ' 11 ❑ Pitched N/A 0.00 0.00 0.00 12 ElPitched N/A 0.00 0.00 0.00 ' 13 ❑ Pitched N/A 0.00 0.00 0.00 14 jyj ❑ Pitched N/A 0.00 0.00 0.00 15 Total dead load; ❑ Pitched N/A 0.00 0.00 0.00 14.20 psf Use; 15.00 psf ' Assembly; ITypical demising wall Pitch; Flat Component description; Spacing; w (psf) Thickness(in); w (adored 1 5/8" Gypsum board ❑ Pitched N/A 2.80 0.00 2.80 ' 2 Insulation 2 (0.70) ❑ Pitched N/A 0.70 0.70 0.00 3 Misc 2 (1.00) ❑ Pitched N/A 1.00 1.00 0.00 ' 4 S Metal framing 5/8^ Gypsum board ❑ Pitched ❑ Pitched N/A N/A 2.00 2.80 2.00 2.80 0.00 0.00 6 ❑ Pitched N/A 0.00 0.00 0.00 ' 7 8 ❑ Pitched ❑ Pitched N/A N/A 0.00 0.00 0.00 0.00 0.00 0.00 9 ❑ Pitched N/A 0.00 0.00 0.00 • , 10 11 F --I ❑ Pitched ❑ Pitched. N/A N/A 0.00 0.00 0.00 0.00 0.00 0.00 12 ❑ Pitched N/A 0.00 0.00 0.00 ' 13 14 1 jyj M ❑ Pitched ❑ Pitched N/A N/A 0.00 0.00 0.00 0.00 0.00 0.00 15 ❑ Pitched � 0.00 0.00 0.00 ' Total dead load; Use; 9.30 psf 10.00 psf F-7 LII 1 1 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 v1 wA11 �es�y� —OLA 4 f p(2�ne se �f loa 9% I, O SNP = o, H C 0,S-3-3 r = ©. Z 3 We 0, C) i Fr = 0.213 (0.0t5�= D -k -f UkC,. C13c t60:7,13 i I r , I CFS Version 6.0.2 Analysis: 24ft_wall.anl 24ft framed wall Andreason Rev. Date: 10/4/2009 11:16:29 AM By: Frank M Glazewski Analysis Inputs Frank M Glazewski Frank M Glazewski - Architect Page 1 Members Section File Revision Date and Time 1 6 2 18ga.sct 10/4/2009 11:12:05 AM Start Loc. End Loc. Braced R k� ex ey (ft) (ft) Flange (k) (in) (in) 1 0.000 .24.000 Top 0.7000 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 24.000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 24.000 0.020000 0.020000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 24.000 -0.0066500 -0.0066500 k/ft Load Combination: D+W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Wind Load 1.0000 ' CFS Version 6.0.2 Page 2 Analysis: 24ft_wall.anl Frank M Glazewski ' 24ft framed wall Frank M Glazewski - Architect Andreason Rev. Date: 10/4/2009 11:16:29 AM ' By: Frank M Glazewski Member Check - 2007 North American Specification. _ US (ASD) ' Load Combination: D+W Design Parameters at 12.000 ft: Lx 24.000 ft Ly 24.000 ft Lt 24.000 ft ' Kx 1.0000 Ky 1.0000 Kt 1.0000 Section:.6 2 18ga.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1..'0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Red. Factor, R: 0.7 Stiffness, k�: 0 k 'Loads': P Mx Vy. My Vx .(k) (k -in) (k) (k -in) (k) Total 0.0200 5.146 0.0000 0.000 0.0000 Applied 0.0200 5.746 0.0000 0.000 0.0000 ' Strength 3.3325 15.317 1.4265 0.972 1.9225 Effective section properties at applied loads: Ae 0.49023 in^2 Ixe 2.6671 in^4 Iye 0.2664 in^4 ' Sxe(t) 0.88902 in^3 Sye(1) 0.46503 in^3 Sxe(b) 0.88902 in^3 Sye(r) 0.18667 in^3 ' Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0..006'+ 0.377 +.0.000 = 0.383 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.003 + 0.375 + 0.000 = 0.378 <= 1.0 ' NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.113 + NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.337 <= 0.000)= 0.000 <= 1.0 1.0 :Value of x in NAS D6.1.3 assumed to be 0.5. Maximum Shears, Moments, and Deflections Load Combination:. D+W, Y Direction Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) . '. 0.000 0:000000 0..079800 0.079800 24.000 -0.079800 0.000000 0.079800 Location Moment Location Deflection Inflections ' (ft) (k -in) (ft) (in) (ft) 12.000 5.7456 12.000 -0.63095 s CFS Version 6.0.2 Analysis: 28ft_wall.anl 28ft framed wall Andreason Rev. Date: 10/4/2009 11:14:45 AM By: Frank M Glazewski Analysis Inputs Frank M Glazewski Frank M Glazewski - Architect Page 1 Members Section File Revision Date and Time 1 6 2 18ga.sct 10/4/2009 11:12:05 AM Start Loc. End.Loc. Braced- R k� ex e (ft) (ft) Flange. (k) (in) (in) 1 0.000 28.000 Top 0.7000 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 28.000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 -Axial NA 0.000 28.000, 0.020000 0.020000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) .(ft) Magnitude Magnitude 1 Distributed 90.000 0.000 28.000 -0.0066500 -0.0066500 k/ft Load Combination: D+W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Wind Load 1.0000 n CFS Version 6.0.2 Page 2 Analysis: 28ft_wall.anl Frank M Glazewski 28ft framed wall Frank M Glazewski - Architect Andreason Rev. Date: 10/4/2009 11:14:45 AM tBy: Frank M Glazewski Member Check - 2007 North American Specification - US (ASD) ' Load Combination: D+W Design Parameters at 14.000 ft: Lx 28.000 ft Ly 28:000 ft Lt 28.000 ft ' Kx 1..0000 Ky 1.0000 Kt 1.0000 Section: 6 2_18ga.sct Material Type: A653 SS Grade 33, Fy=33 ksi ' Cbx 1.1364 Cby 1.0000., ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Red. Fac"_or, R: 0.7 Stiffness, k+: 0 k ' Loads: P Mx Vy My VX (k) (k -in) (k) (k -in) (k) Total 0.0200 7.820 0.0000 0.000 0.0000 Applied 0.0200 7.820 0.0000 0.000 0.0000 ' Strength 2.6724 15.317 1.4265 0.803 1.9225 Effective section properties at applied loads: Ae 0.49023 in^2 Ixe 2.6671 in^4 Iye 0.2664 in^4 ' Sxe(t) 0.88902 in^3 Sye(1) 0.46503 in^3 Sxe(b) 0.88902 in^3 Sye(r) 0.18667 in^3 ' Interaction Equations NAS Eq: C5.2.1-1 (P, Mx, My) 0.007 + 0.513 + 0.000 = 0.521 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.003 + 0.511 + 0.000 = 0.514 <=1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.210 + 0.000)= 0.458 <= 1.0 ' NAS Eq. C3.3.1-1 (My, VX) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 Value of x in NAS D6.1.3 assumed to be 0.5. ' Maximum Shears Moments and Deflections Load Combination: D+W, Y Direction Location Shear(1) Shear(r). Reaction (ft) (k) (k) (k) .0.000 0.000000 0.093100 0.093100 ' 28.000 -0.093100 0:'000000 0.093100 Location Moment Location Deflection Inflections ' (ft) (k -in) (ft) (in) (ft) 14.000 7.8204 14.000 -1.1689 Q/Z 8-4- ok ! 1 1 n CFS Version 6.0.2 . Section: 6_2_18ga. sct Channel 6x2x0.625-18 Gage Rev. Date: 10/4/2009 1 1:12:05 AM By: Frank M Glazewski Frank M Glazewski Frank M Glazewski - Architect Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi .Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0-in^4 Stiffened Channel,,Thickness,0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in. Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) . Coef. 1 0.6250 270.000 0.093750 None 0.000 2 2.0000 180.000 0.093750 Single 0.000 3 6.0000 90.000 0.093750 Cee 0.000 4 2.0000 0.000 . 0.093750 Single 0.000 5 0.6250 -90.0'00 0.093750 None 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.3125 1.0000 3.0000 1.0000 0.3125 C �es,y - 2,vvt 1�►s ��- IZX,2 erv►y V", �-leC,d--evi F33 : 0.500 ( �,e. A4-,) PLi' 16 W'(:: = 6,03.3-' ,wI= .(,33(o,00S) = 0,0D-0-1 J w� T, Z (z� se -e -to< Is--I-�- CFS Version 6.0.2 Analysis: Header.anl Header Andreason Rev. Date: 10/4/2009 11:22:36 AM By: Frank M Glazewski Analysis Inputs Frank M Glazewski Frank M Glazewski - Architect page 1 Members Section File Revision Date and Time 1 6 8 18ga.sct 10/4/2009 11:22:09 AM Start Loc. End Loc. Braced R k� ex ey (ft) (ft) Flange (k) (in) (in) 1 0.000 12.000 Left 0.0000 0.0000 0.0000 0..0000 Supports Type Location Bearing Fastened K Loading Factor (ft) (in) 2 Dead Load 1.0000 Load Combination: D+L 1 XYT 0.000 2.000 No 1.0000 1 Beam Self Weight 2 XYT 12.000 2.000 3 Live Load No 1.0000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 12.000 -0.15000 -0.15000 k/ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.000 12.000 0.02500 0.02500 k/ft Load Combination: D Specification: 2007 North.American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D+L Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 4 Product Load 1.0000 cL CFS Version 6.0.2 Page 2 Analysis: Header.anl Frank M Glazewski Header Frank M Glazewski - Architect Andreason Rev. Date: 10/4/2009 11:22:36 AM By: Frank M Glazewski Load Combination: D+W Specification: . 2007 North American Specification _ US (ASD) C5.2.1-1 Inflection Point Bracing: Yes My) 0.000.+ 0.501 + 0.123 0.624 Loading NAS Factor C5.2.1-2 (P, Mx, My) 1 Beam Self Weight + 0.123.= 1.0000 <= 1.0 NAS Eq. 2 Dead Load (Mx, 1.0000 Sgrt(0.251 + 0.000)= 0.501 3 Wind Load NAS 1.0000 C3.3.1-1 (My, VX) Member Check - 2007 North American Specification - US (ASD) + 0.000)= 0.123 <= 1.0 Load Combination: D+W Design Parameters at 6.000 ft: Lx 12.000 ft Ly12.000 ft Lt 12.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 6 8_18ga.sct Material Type: A653 S5 Grade 33, Fy=33 ksi Cbx 1.000.0 Cby 1.1364 ex 0.0000 in Cmx 1.0000 Cmy. 1.0000 ey 0.0000 in Braced Flange: Left Red. Factor, R: 0 Stiffness, k�: 0 k. Loads: P Mx Vy My VX (k) (k -in) _ (k) (k -in) (k) Total 0.000 33.803 0.000 -5.400 0.000 Applied 0.000 33.803 0.000 -5.400 0.000 Strength 16.111 67.467 2.114 44.029 3.845 Effective section properties at applied loads: Ae 1.8553 in^2 Ixe 21.880 in^4 Iye 11.094 in^4• Sxe(t) 4.1307 in^3 Sye(1) 3.6834 in^3 Sxe(b) 5.4723 in^3 Sye(r) 3.7127 in^3. Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000.+ 0.501 + 0.123 0.624 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.501 + 0.123.= 0.624 <= 1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.251 + 0.000)= 0.501 <= 1.0 NAS Eq. C3.3.1-1 (My, VX) Sgrt(0.015 + 0.000)= 0.123 <= 1.0 Maximum Shears, Moments, and Deflections Load Combination: D+W, Y Direction Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.00000 0.93897 .0.93897 12.000 -0.93897 0.00000 .0.93897 Location Moment Location Deflection In.flections- (ft) (k -in) (ft) (in) (ft) 6.000 33.803 6.000 -0.10866 CFS Version 6.0.2 Section: 6_8_18ga.sct Box 8x2x1-18 Gage Rev. Date: 10/4/2009 1.1:22:09 AM By: Frank M Glazewski Frank M Glazewski Frank M Glazewski - Architect Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 2.4987 in^6 Torsion Constant Override, J 7.4962 in^4 Connector Spacing 12 in Left Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to left.edge -2.9549 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 0.6250 270.000 0.093750 None 0.000 2 2.0000 180.000 0.093750 Single 0.000 3 8.0000 90.000 0.093750 Cee 0.000 4 2.0000 0.00.0 0.093750 Single 0.000 5. 0.6250 -90.000 0.093750 None 0.000 Right Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to right edge 2.9549 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 0.6250 -90.000 0.093750 None 0.000 2 2.4000 0.000 0.093750 Single 0.000 3 8.0000 90.000 0.093750 Cee 0.000 4 2.0000 180.000 0.093750 Single 0.000 5 0.6250 270.000 0.093750 None 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.3125 1.0000 4.0000 1.0000 0.3125 Distance (in) 0.3125 1.0000 4.0000 1.0000 0.3125 13 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CFS Version 6.0.2 Page 2 Section: 6_8_18ga.sct Frank M Glazewski Box 8x2x1-18 Gage Frank M Glazewski - Architect Rev. Date: 10/4/2009.11:22:09 AM By: Frank M Glazewski Top track, Thickness 0.0451 in (18 Gage) Placement of Part .from Origin•: X to center of gravity 2.075e-9 in Y to bottom edge 4 in. Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.093750 None 0.000 0.0000 0.6250 2 6.0000 0.000 0.093750 None 0.000 0.00.00 3.0000 3 1.2500 90.000 0.093750 None 0.000 0.0000 0.6250 Bottom track, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to left edge -3 in Y to bottom edge -4.0451 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. . (in) (in) 1 1.2500 .270.000 0.093750 None 0.000 0.0000 0.6250 2 6.0000 0.000 0.093750 None 0.000 0.0000 3.0000 3 1.2500 90.000 0.093750 None 0.000 0.0000 0.6250 H 1 1 1 1 1 1 1 1 1 1 1 1 1 CFS Version 6.0.2 Analysis: Jamb_stud.anl Jamb stud at 12' opening Andreason Rev. Date: 10/4/2009 11:05:44 AM By: Frank M Glazewski Analysis Inputs Frank M Glazewski Frank M Glazewski - Architect Page 1 Members Section File Revision Date and Time 1 800JS300-43.sct 10/3/2009 7:03:15 AM Start Loc. End Loc. Braced R k� ex ey (ft) (ft) Flange (k). (.in) (in) 1 0.000 22.330 Top 0.6500 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 22.330 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc: End Loc.. Start End (deg) (ft) (ft) Magnitude Magnitude .1 Axial NA 0.000 22.330 0.02000 0.02000 k 2 Axial NA 12.000 12.000 0.90000 0.90000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 12.000 -0.033000 -0.033000 k/ft 2 Distributed 90.000 12.000 22.330 -0.007000 -0.007000 k/ft Load Combination:' D+W1 Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing.: No Loading Factor 1 Dead Load 1.0000 2 Wind Load 1.0000 ' CFS Version 6.0.2 Page 2 Analysis: Jamb_stud.anl Frank M Glazewski ' Jamb stud at 12' opening Frank M Glazewski -Architect Andreason Rev. Date: 10/4/2009 11:05:44 AM By: Frank M Glazewski Member Check - 2007 North American Specification - US (ASD) ' Load Combination: D+W1 Design Parameters at 9.282 ft: Lx 22.330 ft Ly 22.330 ft Lt 22.330 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 800JS300-43.sct Material Type: A653 SS Grade 33, Fy=33 ksi ' Cbx 1.1863 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy. 1.0000 ey 0.0000 in Braced Flange: Top Red. Factor, R: 0.65 Stiffness, k�: 0 k ' Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Total 0.0200 17.061 0.0000 0.000 0.0000 Applied 0.0200 .17.061 0.0000 0.000 0.0000 Strength 5.4994 25.934 1.0571 3.515 3.0387. Effective section properties at applied loads: ' Ae 0.69318 in^2 Ixe 6.9393 in^4 Iye 0.8747 in^4 Sxe.(t) 1.7348 in^3 Sye(1) 0.9728 in^3 Sxe(b) 1.7348 in^3 Sye(r) 0.4164 in^3 ' Interaction Equations NAS Eq. C5.2.1-1 (P, Mx; My) 0.004 + 0.659 + 0.000'= 0.662 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.003 + 0.658 + 0.000 = 0.661 <= 1.0. ' NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.359 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= +'0.000)=.0.000 0.599 <= <= 1.0 1.0 Stiffened Channel element 2 w/t exceeds 60. Stiffened Channel element.4 w/t exceeds 60. ' Section does not meet all.requirements of NAS D6.1.3. Value of x in NAS D6.1.3 assumed to be 0.5. ' Maximum Shears, Moments, and Deflections Envelope of All Combinations, Y Direction iLocation Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.00000 0.30632 0.30632 22.330 -0.16199 0.00000 0.16199 Location Moment Location Deflection (ft) (k -in) (ft) (in) 9.282 17.061 10.629 -0.59062 p S� �� i(0 R CFS Version 6.0.2 Page 1 Section: 800JS300-43.sct Frank M Glazewski 800JS300-43 Frank M Glazewski - Architect Rev. Date: 10/3/2009.7:03:15 AM By: Frank M Glazewski Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override; J 0 in^4 Stiffened Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: Xto center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.8750 270.000 0.093750 None 0.000 0.0000 0.4375 2 3.0000 180.000 0.093750 Single 0.000 0.0000 1.5000 3 8.0000 90.000 0.093750 Cee 0.000 0.0000 4.0000 4 3.0000 0.000 0.093750 Single 0.000 0.0000 1.5000 5 0.8750 -90.000 0.093750 None 0.000 0.0000 0.4375 1 .......... Ce(l*lteLg jolsTs; 1 D (o r -S it Revised; 9129/2009 Wood 'foists - allowable span; _ - 912912009 Description; Andreason 575 180 625 ITypIcal ceiling joists 580000 Loading data; General data Dead load 0.010 ksf Load duration factor 1.00 IVI Live load 0.010 ksf Joist spacing 16.00 inches Total load 0.020 ksf Repetitive 7 res Tributary load 0.027 klf Wet use? No Concentrated load 0.000 kips Deflection criteria; Eq. uniform load 0.000 klf LL U 360 1.150 Limiting values; TL U 240 Member data; FbE Custom U .. 600 Member type; I visually graded sawn member -Beams and timbers Member used; IWM2. . Species; I DFL - No 2 �. Member thickness 1.500• inches Member width 7.250 inches ❑ Manual input Section modulus (S) 13.14 in' 0.00 in Area (A) 10.88, int - 0.00 int Moment of inertia (1) 47.63 in' 0.00 in' Lumber design values: Bending En�ri DFL.No 2 900 575 180 625 1350 1600000 580000 Size factor CF 23:17 1.200 (Apply to Fb) IB 296 inches RB Size factor CF 31 1.200 (Apply to F� in -lbs M,. Size factor CF in -lbs 87 1.050 (Apply to FJ VCM 1305 Repetitive member factor Cr 14 Calculated; 1.150 Limiting values; FbE 731 inches ' Fp 1242 psi 32 CL 0.554 BTL 0.700 inches 43 Span as limited by; Wet use factors; �b>w ;F,n f . ..'F Lz FQ Bending En�ri CM 1.000 1.000„ 1.000 1.000 1.000 1.000 1.000 Adjusted values; feet Span as limited by live load (LL) deflection 20.38 feet U 360 SLL 0.679 inches DFL- No 2 688 690 180 625 1418 1600000 580000 Maximum allowable spans; Input span; 8 14.00 feet Unbraced length, I.; 1 14.00 Ifeet luld 23:17 IB 296 inches RB 31 %Allow Mmax 7840 in -lbs M,. 9041 in -lbs 87 Vmax 187 lbs VCM 1305 lbs 14 Calculated; Limiting values; SLL 0.151 inches ' SLL 0.467 inches 32 STL 0.302 inches BTL 0.700 inches 43 Span as limited by; Bending 15.03, feet Shear 97.88 feet Span as limited by live load (LL) deflection 20.38 feet U 360 SLL 0.679 inches Span as limited by total load (TL) deflection 18.52 feet U 240 STL 0.926 inches Span as limited by custom deflection 11.19 feet U 600 SLL 0.344 inches Zo Revised; 912912009 Wood foists - allowable span; 912912009 Description; lAndreason Deflection criteria; ITypical ceiling joists Eq. uniform load 0.000 klf Loading data; LL U1 General data Dead load 0.010 ksf Load duration factor i.00 Live load 0.010 ksf Joist spacing 16.00 linches Total load 0.020 ksf Repetitive 7 Yes Tributary load 0.027 klf Wet use? No Concentrated load 0.000 kips Deflection criteria; Eq. uniform load 0.000 klf feet LL U1 11.68 360 le 204 inches Ra TL Ul %Allow 240 in -lbs M� Member data; 16172 in -lbs Custom U 1 600 1665 Member type; visually graded sawn member - Beams and timbers 14 Calculated; Limiting values; Member used; 12X10 No 2 . Species; DFL - No 2 SLL 0.199 Member thickness SLL - 1.500 inches inches 33 - STL 0.398 inches Member width 9.250 inches ❑ manual Input Span as limited by; Section modulus (S) 21.39 in' 0.00 in3 20.11 Area (A) 13.88- int 0.00 int 124.88 feet Moment of inertia (1) Span as limited by live load (LL) deflection 98.93 in" .0.00 in° U 360 51-1- 0.867 Lumber design values; Span as limited by total load (TL) deflection Base values; feet U 240 STL 1.181 inches Span as limited by custom deflection 21.93 DFL -No 2 900 575 180 625 1350 1600000 580000 Size factor CF 1.100 (Appty to Fb) Size factor,CF 1.100 (Apply to F) Size factor CF 1.000 . (Apply to FJ Repetitive member factor C*, 1.150 FbE 831 Fb' 1139 psi CL 0.664 Wefusefactors; CM 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; Spec aslGrade FF Fy Fo-1� `' , ". F, E E„ DFL - No 2 756 633 180 625 1350 1600000 580000 Maximum allowable spans; Input span; 8 18.00 feet Unbraced length, I.; 9.00 feet ljd 11.68 le 204 inches Ra 29 %Allow Mma„ _ 12960 in -lbs M� 16172 in -lbs 80 V. 240 lbs V-0 1665 lbs 14 Calculated; Limiting values; SLL 0.199 inches SLL - 0.600 inches 33 - STL 0.398 inches STL 0.900 inches 44 Span as limited by; Bending 20.11 feet Shear 124.88 feet Span as limited by live load (LL) deflection 26.01 feet U 360 51-1- 0.867 inches Span as limited by total load (TL) deflection "21.63. feet U 240 STL 1.181 inches Span as limited by custom deflection 21.93 feet U 600 SLL 0.439 inches ' Assembly summary; 9128/2009 ' Description; jAndreason Custom spacing; inches o/c ' Assembly; Ceiling over shop Pitch; 1 Plywood - 3/4" I I ❑ Pitched N/A 2 Framing - I joist - 2.31" x 14" 1 ly I ❑ Pitched 16" 3 Insulation 2 (0.70) jyj ❑ Pitched N/A 4 Misc 3 (1.50) IV 1 ❑ Pitched NJA 5 5/8" Gypsum hoard IV 1 ❑ Pitched N/A 6 1 ❑ Pitched N/A 7 1 ❑ Pitched N/A $ r;j❑ Pitched N/A 9 ❑ Pitched N/A 10 1 ❑ Pitched N/A 11 I ❑ Pitched N/A 12 ❑ Pitched N/A 13 ❑ Pitched N/A 14 ❑ Pitched N/A 15 ❑ Pitched N/A Total dead load; Assembly; T ical ceilin Pitch; 1 I Framing - 2 x 8 1r I ❑ Pitched 116- 6"2 2Insulation 2 (0.70) 1 ly I ❑ Pitched N/A 3 Misc 3 (1.50) jyj ❑ Pitched N/A 4 5/8" Gypsum board jyj ❑ Pitched N/A 5 ❑ Pitched N/A 6 ❑ Pitched N/A 7 ❑ Pitched N/A $ ❑ Pitched N/A 9 ❑ Pitched N/A 10 ❑ Pitched 11 ❑ Pitched N/A 12 ❑ Pitched N/A 13 ❑ Pitched N/A 14 ❑ Pitched N/A 15 ❑ Pitched N/A ' Total dead load; Flat � w (pso Thic 2.30 2.70 0.70 1.50 2.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flat � w (pso Thic 2.90 0.70 1.50 2.$0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Use; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Use; W fM.,,d 2.30 2.03 0.70 1.50 2.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.33 psf 10.00 psf W Mdmd 2.18 0.70 1.50 2.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.18 psf �P-T-- jpsf /0.0 ZA . 1 1 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 �Nd�= 0,00 k1� .)I-- D.OzoK.4 T" 19, Single 14" BCI® 6000-1.7 DF Joist\CJ=1 BC CALL® 2.0 Design Report - US 1 span I No cantilevers 10/12 slope Tuesday, September 29, 2009 09:02 uild 285 16" OCS [Repetitive Glued & nailed construction - File Name: Joists fob Name: , Description: CJ -1 Address: Specifier: ity, State, Zip: , Designer: ustomer: Company: ode reports: ESR -1336 Misc: 0, 5-1/2" L 360 lbs L180 lbs Total Horizontal Product = 27-00-00 131, 5-1/2" LL 360 lbs DL 180 lbs Toad Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End - 100% 90% 115"/6 133% 125% OCS �Standard Load Unf. Area (psf) Left 00-00-00 27-00-00 20, 10 16" ontrols Summary Value %`'Allowable Duration Case Span Disclosure Pos. Moment 3,434 ft -lbs 79.0% 100% 1 1 - Internal Completeness and accuracy of input must Reaction 522 lbs 34.2% 100% 1 1 -Right be verified by anyone who would rely onjod tal Load Defl. U383 (0.821") 62.6% 1 1 output as evidence of suitability for ive Load Defl. U575 (0.547") 83.5% 1 1 particular application. Output here based Max Defl. 0.821" 82.1% 1 1 on building code -accepted design properties and analysis methods; pan / Depth 22.5 i! n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable Bearing Supports Dim. (L x W) Value Support Member Material building codes. To obtain Installation Guide Q Wall/Plate _ 5-1/2" x 2-5/16" 540 lbs n/a _ n/a Unspecified or ask questions, please call 1 Wall/Plate 5-1/2" x 2-5/16" 540 lbs n/a n/a Unspecified ($00)232-0788 before installation. BC CALCO, BC FRAMER®, AJS- NOteS ALLJOIST®, BC RIM BOARD-, B610, meets Code minimum (L/240) Total load deflection criteria. BOISE GLULAMTM' SIMPLE FRAMING esign meets User specified (L/480) Live load deflection criteria. lesigesign SYSTEMS, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, meets arbitra (1") Maximum load deflection criteria. narbitrary VERSA -STRAND®, VERSA -STUD® are Composite EI value based on 23/32" thick sheathing glued and nailed to joist._ trademarks of Boise Wood Products, L.L.C. I r l W CA- FAA:.: A-P = (p. o o) + 1 �Z(o c`I 0) (0,07-0) = 0, Z: -o 1v i � M I I i i I I j f i 1 i I i I I'I I I J I s , C I i Project: H07-069 Andreason Location: Wall framing at shop Column (2007 California Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 16.0 FT @ 16 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 77.7% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.3 IN = U650 Live Load Deflection Criteria: U240 VERTICAL REACTIONS Fc = Total Column Length: 16 ft Live Load: Vert-LL-Rxn = 360 Ib Dead Load: Vert-DL-Rxn = 315 Ib Total Load: Vert-TL-Rxn = . 675 Ib HORIZONTAL REACTIONS 1346 psi 0 ft -Ib Total Reaction at Top of Column: TL-Rxn-Top = 53 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 53 Ib COLUMN DATA Fc = Total Column Length: 16 ft Unbraced Length (X -Axis) Ly: 16 ft Unbraced Length (Y -Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Base Values Adjusted Allowable Compressive Stress: Compressive Stress: Fc = 1350 psi Fc' = 367 psi ' 0 Cd=1.00 Cf --1.10 Cp=0.25 Eccentricity Moment (Y -Y Axis): My-ey = Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1346 psi 0 ft -Ib Cd=1.00 CF= 1.30 Cr -1.15 My = 0 Bending Stress (Y -Y Axis): Fby = 900 psi Fby' = 1346 psi psi Allowable Bending Stress (X -X Axis): Cd=1.00 CF= 1.30 Cr -1.15 1346 psi Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Allowable Bending Stress (Y -Y Axis): Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi CSF = Column Section (X -X Axis): dx = 5.5 in Column Section (Y -Y Axis): dy = 1.5 in Area: A = . 8.25 int Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Sx = Sy = 7.56 in3 2.06 in3 Slenderness Ratio: Lex/dx = 34.91 Ley/dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 82 psi Allowable Compressive Stress: Fc' = 367 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment (Y -Y Axis): My-ey = 0 ft -Ib Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): My = 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): Fbx' = 1346 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby = 0 psi Allowable Bending Stress (Y -Y Axis): Fby' = 1346 psi Combined Stress Factor: CSF = 0.22 Page lz Frank Glazewsti t= Frank M Glazewski - Architect �+ 21 Delaware Dive: or Chico, California 95973 StruCalc Version 8.0.100.0 9/29/2009 9:11:34 AM LOADING DIAGRAM B 16 ft A AXIAL LOADING Live Load: PL = 27C plf Dead Load: PD= 21E plf Column Self Weight: CSW = 22, plf Total Load: PT = 514 plf LATERAL LOADING (Dy Face' Uniform Lateral Load: wL-Lat = E psf i � f i I s[ov, S elSv�niL d e� �5v► j Z� 4S - o,0(0 = e c)(1-6 O,SCo,0 I o) = Z�- Wall line analysis ' Shearwall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Level I Line - A.1 - I . Level; Main Line; A.1 Description; Miscellaneous; I] Framing at 16" o/c t] Panels applied with long dimension across studs Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 Load combinations; v cap 1.009 2 0.312 Seismic; 0.6D+0.7E+H 0.000 kips/ft Seismic governs; Wind; 0.6D+W+H V allow 0.153 kips/ft 2 x Mudsill. ermitted Shearwall; kips/ft Zx 0.000 kips/ft ' Calculate shearwall v,- ;Total 0.814 kips/ea ❑ Double anchor bolts? ❑ 12' anchor bolts Ok Totalshearwall length 5.00 feet Factored; ' Vseisnuc 1.090 kips 0.763' kips Vwind 0.000 kips 0.000 kips Shearwall v; Length of attachment 5.00 feet Connector2 None 0.000 kipsleach Seismic 0.153 kips/ft < 0.312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kipslft Okl Description; Side 1; 3/8" cdx plywood with 8d nails at 4", 12' o.c. Side 2; 1 None ' If user -defined SW used; User defined 1; User defined 2; Sill nailing; ❑Applicable? Mark v cap 1.009 2 0.312 kips/ft 16 0.000 kips/ft V eilow; 0.312 kipslft V allow 0.153 kips/ft 2 x Mudsill. ermitted 0.000 kips/ft Zx 0.000 kips/ft Allowable shear per anchor bolt; L' ' Page 1 0.154 - 1.009 16d sinker good for; 0.154 kipsleach feet o/c ' 0.153 16d nails at 0 inches o/c at SW Anchor bolts; ❑' Applicable? ❑ Shearwall on raised wood floor Design v; , 0.153 kips/ft 2 x Mudsill. ermitted Mudsill; PMF - Zx Anchor bolts; Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12' anchor bolts Ok 0.814 Anchor bolt spacing in multiples of; `� g 4.000 inches ' = 0.153 5.334 feet olc 1/2° dia.x10 in anchor bolts at inches o/c max. Blocking/to late; Applicable? Connectorl A35 I F-0.600 kipsleach ' Length of attachment 5.00 feet Connector2 None 0.000 kipsleach Design v 0.153 kips/ft Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. i. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; . 0.153 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor, Description; 518" x '12 Axial capacity; 4.50 kips r . L' ' Page 1 Line geometry Line Summary; Line geometry and collector forces; Load case; 9/29/2009 Description; 07.069 . Andreason 1 Main Level / Line - A.1 -1. Maximum collector force; 0.504 kips F V1 T v1 V2 v2 V3 v3 V4 v4 I Drag truss present to assume collector forces? No • Connector Segment Desc.1 Nailed top plate splice; 0 n . 0.763 0.029 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore 16d nail good for; 0.132 kips/each{Splice;a8"� 16dnarc is hese ase, Bolted top plate splice; 0.00 17.50 Y 0.000 Use; Not applicable� v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 . V3 V4 ' Seismic; 1.090 4.00 0 0.000 0.000 Y 0.115 0.000 Wind; 0.000 0.000 0.000 0.000 Summary; F V1 T v1 V2 v2 V3 v3 V4 v4 I Connector Segment Desc.1 Wall 0 n . 0.763 0.029 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? capacity 17.50 o 0.00 17.50 Y 0.000 5.00 w 5.00 0.00 Y •0.504 ❑ --- ' 0.000 4.00 0 0.00 4.00 Y 0.115 11 --- 0.000 0.00 0.00 0.00 0.000 0 ' 0.000 0.00 0.00 0.00 0.000 ❑ ' 0.000 0.00 0.00 0.00 0.000 ❑ - ' 0.000 0.00 0.00 0.00 0.000 El - ' 0.000 0.00 0.00 0.00 0.000 1:1 --- ' 0.000 0.00 0.00 0.00 0.000 0 ' 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 0 --- - 0.000 0.00 0.00 0.00 0.0oo ❑ --- - 0.000 0.00 0.00 0.00 o.000 ❑ -- o.000 0.00 0,00 0.00 o.000 ❑ - - 0.000 0.00 0.00 0.00 o.000 ❑ --- 0.000 0.00 0.00 0.00 o.000 ❑ --- - 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- 0.000 0.00 0.00 0.00 o.000 ❑ - - 0.000 0.00 0.00 0.00 o.000 ❑ --- 0.000 0.00 0.00 0.00 o.000 ❑ --- 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0:00 0.00 0.00 o.000 ❑ --- 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 o.000 ❑ 1 --- o.000 rotallengths; 5.00 21.50 Page 1 Shearwall panel summary; Load case; seismic AP -4", -.1, N Q R ff r R4 0MINHHO NED D 'Eforp MR0 ft "M WE P V wi Additional offset to holdown; 912912009 0.00 2.50 9.00 0.00 0.00 0.600 0.097 Description; 07-069 - Andreason I Main Level I Line - A.1 -1. w2 kips Angle of grid line; 0.00 degrees 0.00 0.00 0.00 0.00. 0.600 0.000 Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; F--5.-00 feet Panel 'height; 16.00 feet. h/w; 3.20 :1 3.50 :.1 Ok'. Perforated shearwad - where occuring; EJ Applies? 0.000 w4Q --- Opening data; Width (ft); Height(ft); Left x(ft); Pier 1; h1w; 0.00 :1 3.50 :1 Ok F .00 1 0.00 1 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; 0.00 2.633 'kips 0.600 0.000 d" . . 0.153 kips/ft Specified shearwall for V gn,* grid; 3/8" cdx plywood with 8d nails at 4",12" o.c. P10.000 IAM C�J Acijust allowable shear for seismic cases per Table 2305.3. 0.000 0.00 kips 3.075 kips Ok SW to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 4",.12" o.c. Allowable; 0.000 0.000 N IP; 0.312 kips/ft v allow VC.P 2*w/h = 0.195 kips/ft > 0.153 kips/ft Ok! Wind loading; 0.600 0.000 0.000 V design; 0.000 kips/ft v allow 0.312 kips/ft > 0.000 kips/ft Oki 0.600 0.000 0.000 P4 Wall Roof Floor 0.000 0.00 .qiimm;;ry of nLRM-. 0.018 1 0.014 0.012 0.000 0.000 0;Load N90 RTMN AP -4", -.1, N Q R ff r R4 0MINHHO NED D 'Eforp MR0 ft "M WE P V wi Additional offset to holdown; 0.00 0.00 2.50 9.00 0.00 0.00 0.600 0.097 0.911 0.304 w2 kips 0.00 0.00 0.00 0.00 0.00. 0.600 0.000 0.000 0.000 w3 Concrete anchorage; Allowable; 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4Q --- 0.00. 0.00 dia. Clr dim; 1.250 inches 0.600 0.000 0.000 0.000 w5 4.52 feet 0.00 0.00 2.633 'kips 0.600 0.000 0.000 0.000 P10.000 IAM Allowable; 0.000 0.00 kips 3.075 kips Ok 0.600 Allowable; 0.000 0.000 P2x 4.600 0.000 0.00 0.600 0.000 0.000 P3 0.000 0.00 --- 0.600 0.000 0.000 P4 e 0.000 0.00 0.600 0.000 0.000 Total; 0.911 0.304 Summary; d Overturning moment; 12.21 ft kips FS Re' Me DLRM - load acting from left to right; 0.9.1 ft -kips 0.07 < Holdown required DLRM - load acting from right to left; 0.30 ft -kips 0.02 < Holdown required. I aft ond- End stud; Holdown; I HDU2 5/8" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 4.52 feet Holdown force; 2.499 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 2.499 kips 3.015 Concrete anchorage; Allowable; %Ok Anchor; ss-rB20 (5/8") 4.600 'kips Ok. Right end; End stud; 2 2x Holdown; HDU2 -5/8" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 4.52 feet Holdown force; 2.633 'kips Holdown force from above (if applicable); F- 0.000 kips Allowable; Total holdown force; 2.633 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; ss7rB20 (5/8") 4.600 kips Ok Z11 3Q Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; 07.069 - Andreason I Main Level 1 Line - D.1- I . ' Level; Main 7. Line; D.1 Description; ' Miscellaneous; 21 Framing at 16" o/c ❑ Panels applied with long dimension across studs Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 ' Load combinations; Seismic; 0.6D+0.7E+H Seismic governs; Wind; 0.66+W+H ' Page 1 Calculate shearwall v,• Total shearwall length 8.00 feet Factored; Vsaigmic 1.090 kips 0.763 kips Vwind 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.095 kips/ft < 0.213 kips/ft Oki Wind - 0.000. kips/ft < 0.213 kips/ft Oki ' Description; Mark v cap Side 1; 3/8" cdx plywood with ad nails at 6", 12" o.c. 1 0.213 kipslft Side 2; INone 16 0.000 kipslft v ego,; 0.213 kips/ft ' If user -defined SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft ' Sill nailing; ❑ Applicable? 0.154 - 1.615 feeto/c 16d sinker good for 0.154 kipsleach ' 0.095 .16d nails at 0 inches o/c at SW Anchor bolts; ❑' Applicable? ❑ Shearwall on raised wood floor Design v; 0.095 kipslft 2 x Mudsill ermifted Mudsill; [-m—, 2x Anchor bolts; 1/2" dia. � Allowable shear per anchor bolt; . 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 =8 .535 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.095 t 112" dia.x10 in anchor bolts at 72 inches o/c max. Blocking/to late; -]Applicable? Connectorl A35 • 0.600 kips/each ' Length of attachment 27.00 feet Connecto2 INone Iw 0.000 kips/each Design v 0.028 kips/ft Maximum spacing 48.00 inches o/c Connectors 48 inches o/c max. ' Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.095 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor, Description; 518" x .12 Axial capacity; . 4.50. kips ' Page 1 Line geometry ' Line summary; Line geometry and collector forces; Load case; seismic 9/2912009 0 n . ' Description;. 07.069 - Andreason I Main Level 1 Line - D.1-1. 0.000 Maximum collector force; 0.528 kips I Wore Connector? Drag truss present to assume collector forces? No 0.00 Nailed top plate splice; Y ' 16d nail good for; 0.132 kips/each [Splice; 6r 1.6d_na_ils;Rvrhere used Bolted top plate splice; 8.00 w 8.00 0.00 Y Use;I Not applicable jwj v, bolt; 0.00 kips/ea. No. of bolts required; 0 ' Input lateral loads; V1 V2 V3 V4 0.000 0 Seismic; 1.090 0.00 0.00 0.00 0.000 0.000 0.000 0.000 1:1 Wind; 0.000 0.00 0.00 0.00 0.000 0.000 0.000 Summary; V1 0.000 v3 V4 v4 Connector v V2 v2 V3 Segment Desc. 'Nall 0 n . 0.763 0.029 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 18.00 0 0.00 18.00 Y 0.000 8.00 w 8.00 0.00 Y -0.528 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 0 0.000 0.00 0.00 0.00 0.000 0 - 0.000 0.00 0.00 0.00 0.000 1:1 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 1 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 0 0.000 0.00 0.00 0.00 0.000 ❑ --- 0.000 0.00 0.00 0.00 0.000 1:1 --- - 0.000 0.00 0.00 0.00 o.000 . ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- 0.000 0.00 0.00 0.00 0.000 ❑ --- 0.000 0.00 0.00 0.00 0.000 ❑ ---J1 0.000 0.00 0.00 0.00 0.000 0 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ fV 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 0 --- 0.000 0.00 0.00 0.00 0.000 1-1 - - 0.000 0.00 0.00 0.00 o.000 ❑ 1,w I o.000 0.00 0.00 0.00 0.000 1:1 1_-11 0.000 0.00 0.00 0.00 o.000 ❑ --- - 0.000 Total lengths; 8.00 18.00 ' Page 1 Shearwall panel summary; Load case; �Q_xffi-, 0 Endue; MR, -XI-i7iA I= fik Plfactory 912912009 inches - 0.00 Description; 07-069 - Andreason 1 Main Level I Line - D.1 -1. 0.600 0.096 3.072 Angle of grid line; 0.00 degrees w2 0.000 - 0.00 Panel dimensions; Check aspect ratio, Actual; Limited to; Length of panel; F-8-.0-0] feet Panel height; F -1 -6.00 -]feet h1w; 2.00 :1 3.50 :1 Ok Perforated shearwall - where occuring; EJ Applies? 0.00 0.00 0.00 -0.00 0.600 0.000 Opening data; Width (ft); Height(ft); Left x(ft); Pier 1;. h1w; 0.6 :1 3.501 Ok 0.00 1 0.00 0.00 Pier 2; h1w; 0.00 :1 .3.50 :1 Ok Seismic loading; 0.000 w5 0.00 0.00 0.600 0.000 0.000 0.000 V design; 0.095 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 0.600 0.000 0.600 0.000 0.600 0.000 FZI Adjust allowable shear for seismic cases per Table 2305.3. -with P3 0.000 0.00 --- P4 0.000 0.00 --- 0.600 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; F3/8" cdx plywood 8d nails at 6", 12" o.c. kips 3.075 kips Ok Concrete anchorage;, v C,; 0.213 . kips/ft v'.11ow=V.,*2*w/h=., 0.213 kips/ft' > 0.095 kips/ft Okl Wind loading; Ok V design; 0.000 kips/ft V allow 0.213 kips/ft > 0.000 kips/ft Oki W 00675�*sT Wall Roof Floor qijmm.qry of nI RM- 0.010 - 0.014 0.012 ME 111 611011101, N-POWL' �Q_xffi-, 0 Endue; MR, -XI-i7iA I= fik Plfactory allM inches - 0.00 8.00 16.00 0.00 0.00 0.600 0.096 3.072 3.072 w2 0.000 - 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 •0.00 Anchor; FssTB20 (5/8") 7r] 4.600 0.00 0.00 0.00 -0.00 0.600 0.000 0.000. 0.000 w4--- 5/8" dia. Clr dim; 1.250 inches 0.00 0.00 0.600 0.000 0.000 0.000 w5 0.00 0.00 0.600 0.000 0.000 0.000 P10.000 0.00 0.600 0.000 0.600 0.000 0.600 0.000 0.000 0.000 0.000 P2 0.000 0.00 --- P3 0.000 0.00 --- P4 0.000 0.00 --- 0.600 0.000 0.000 Summary; Overturning moment; 12.21. ft -kips DI -W - load acting from left to right; 3.07 fl -kips DLRM - load acting from right to left; 3.07 ft -kips Lett end; Total; 3.072 3.072 FS 'Re wired 0.25 < 1.50 Holdown required 0.25 < . H1.50 Holdown required End stud; 2 zx Holdown; HDU2 1-1 518- dia. Clrdim;* 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force,at left end; :7.52 feet Holdown force; ;1.215 kips Holdown force from above (if applicable); 0.000 kips Allowable, Total holdown force; �1.215 kips 3.075Ok Concrete anchorage; Allowable; Anchor; FssTB20 (5/8") 7r] 4.600 kips Ok Riaht end: End stud; 2 2x Holdown; HDU2 5/8" dia. Clr dim; 1.250 inches Additional offset to holdown; F 0.00 linches Length used to calculate tie force at right end; 7.52 feet Holdown force; 1.215 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.215 kips 3.075 kips Ok Concrete anchorage;, Allowable; Anchor; w82o (5/8.) 4.600 kips Ok IWall line analysis ' Shearwall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Level I Line -17,18.1 - I . Level; . Main Line; 1 17,18.1 Description; ' Miscellaneous; 21 Framing at 16" o/c ❑ Panels applied with long dimension across studs Wall framing species; DFL • Top plate species; HF • Multiplier (species); 0.82 Load combinations; Mark v cap Connectorl Side 1; 3/8" cdx p ood with 8d nails at 6",12^ o.c. Seismic; 0.6D+0.7E+H kips/ft • Seismic governs; Wind; 0.6D+W+H • 0.213 Shearwall; If user -defined SW used; v allow Maximum spacing Calculate shearwall v,- ;Total Connectors 48 inches o/c max. 0.000 Totalshearwall length 10.00 feet Factored; Connectors at rim joist to mudsill/cripple V501SHC 1.090 kips 0.763 kips Vwl.d 0.000 kips 0.000 kips Shearwall v; 0 inches olc max. ' Seismic 0.076 kips/ft < 0.213 kips/ft Oki Wind 0.000 kips/ft < 0.213 kips/ft Oki Description; Mark v cap Connectorl Side 1; 3/8" cdx p ood with 8d nails at 6",12^ o.c. • 1 0.213 kips/ft Side 2; None • 16 0.000 kips/ft v adlow; 0.213 kips/ft If user -defined SW used; v allow Maximum spacing User defined 1; Connectors 48 inches o/c max. 0.000 kips/ft User defined 2; Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? 0.000 kips/ft Sill nailing; El Applicable? Design v; 0.076 kips/ft 0.154 16d sinker good for, 0.154 kips/each 0.076 - 2.018 feet o/c 16d nails at . . 0 inches o/c at SW Anchor bolts; ❑' Applicable? ❑ Shearwall on raised wood Floor Design v; 0.076 kips/ft 2 x Mudsill ermitted Mudsill; FPmF • 2x • Anchor bolts; 1/2" dia. • Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814.. Anchor bolt spacing in multiples of; 4.000 inches 0.076 - 10.668 feet o/c 1/2" dia.x10 in anchor bolts at 72 inches o/c max. ' Page 1 Connectorl A35 • 0.600 kips/each ' Length of attachment 44.00 feet Connecto2 None • 0.000 kips/each Design v 0.017 kips/ft Maximum spacing 48.00 inches olc Connectors 48 inches o/c max. ' Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.076 kips/ft A35 at 0 inches olc max. ' Custom holdown anchor; Custom anchor, Description; F 518" x 12 Axial capacity; 4.50 kips ' Page 1 Line geometry Lille summary' Line geometry and collector forces; Load case; seismic 9/29/2009 Description; 07.069 - Andreason I Main Level 1 Line -17,18.1 - l . Maximum collector force; 0.590 kips V1 V V2 v2 V3 v3 V4 Drag truss present to assume collector forces? No Nailed top plate splice; Segment Desc. Wall 0 n . 16d nail good for; 0.132 kips/each Spliced 8 16tl nai'�` IsTwhe�e used Bolted top plate splice; capacity 10.00 w 34.00 o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Use; Not applicable v, bolt; 0.00 kipslea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.000 Seismic; 1.090 0.000 ❑ 1w 0.000 0.000 0.000 0.000 Wind; 0.000 0.000 0.000 0.000 Summary; V1 V V2 v2 V3 v3 V4 v4 Connector Segment Desc. Wall 0 n . 0.763 0.017 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 10.00 w 34.00 o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 34.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y y 0.000 0.590 ❑ --- 0.000 0.000 13 --- 0.000 0.000 ❑ 1w 0.000 0.000 0 --- 0.000 0.000 ❑ - 0.000 0.000 ❑ --- 0.000 0.000 ❑ 0.000 0.000 ❑ 0.000 0.000 0 --- 0.000 0.000 ❑ --- - 0.000 0.000 0 --- - 0.000 o.000 ❑ - - 0.000 0.000 0 - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000❑ - 0.000 - 0.000 0 . w 0.000 0.000 0 - - 0.000 0.000 0 --- - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ --- - 0.000 0.000 17-1 - 0.000 o.000 ❑ - 0.000 o.000 El- 0.000 Totallenaths: 10.00 34.00 Page 1 3`I Shearwall panel summary; Load case; seismic 912912009 Description; 07.069 - Andreason 1 Main Level I Line -17,18.1 I . Angle of grid line; 0.00 degrees "'�'£iri"�C�'.m"F rc'Hi' .�"n^�Y^$$gj1 Tnbuta-y% gth` (ft);, DL faefgr wo �#^P'" �7 WOR &I M�? ,M w1 X WE MAN M,- Panel dimensions; 0.00 Check aspect ratio;' Actual; Limited to; Length of panel; 10.00 feet Panel height; 16.00 feet h/w; 1.60 :1 2.00:1 Ok Perforated shearwall - where occunng; ❑ Applies? 0.00 0.00 0.00 0.600 0.000 0.000 0.000 Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 2.00 :1 Ok 0.000 0.00 1 0.00 1 0.00 Pier 2; htw; 0.00 :1 2.00 :1 Ok Seismic loading; 0.00 0.00 - 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 V design; 0.076 kips/ft Specified shearwall for grid; 318" cdx plywood.with 8d nails at 6",12" o.c. 0.00.0 ❑ Adjust allowable shear for seismic cases per Table 2305.3. 0.000 0.000 0:000 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; 3/8" cdx plywood with 8d nails at 6", 12" ox. � v gyp; .0.213 . kips/ft v alb„, = Vw * 2`w/h = 0.213 kips/ft . > 0.076 kips/ft Oki Wind loading; V design; 0.000 kips/ft v eibw= 0.213 kips/ft > 0.000 kips/ft Okl Wall I Roof Floor Siimmary of nl RM- 0.010 1 0.014 1 0.010 *tv'.ia 'cixt � t44 9 Gi `NL 4 Loady Descnptiori; )f �Pp� � S:tar),x� v5 ry �Er)d x� "'�'£iri"�C�'.m"F rc'Hi' .�"n^�Y^$$gj1 Tnbuta-y% gth` (ft);, DL faefgr wo �#^P'" �7 WOR &I M�? ,M w1 X WE MAN M,- 0.00 10.00 16.00 0.00 13.00 0.600 0.174 8.700 8.700 v2 r , - ) - 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4b w5 P10.000 P2 P3 P4,;?'v ri.. „- _ 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.0.00 0.00.0 .0.000 0.000 0.000 0:000 0.000 0.000 t Total; 8.700 8.700 Summary; Overturning moment; 12.21 ft -kips FS Required DLRM - load acting from left to right; 8.70 ft -kips 0.71 < 1.50 1 Holdown required DLRM - load acting from right to left; 8.70 ft -kips 0.71 < 1.50 Holdown required aft anrt End stud; z be Holdown; I HDU2 518" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 9.52 feet Holdown force; 0.368 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.368 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; I SSTB20 (5/8") 4.600 kips Ok Right end; End stud; z Zx • Holdown; I HDU2 • 518" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00.. inches Length used to calculate tie force at right end; 9.52 feet Holdown force; 0.368. kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.368 kips 3.075 kips Ok . Concrete anchorage; Allowable; Anchor; si 2o(s/s"). 4.600 .kips Ok w�eZzz���e, �2w���� % . .. � .' IG �Q✓Sj It IVSZ,'3�/(I,(�� II SSS H2. (1 1 neer 11cA -t--) t ' ! 1 r See table on page 115. See Hanger Options on pages 181-183 for hanger modifications, which may result in reduced loads. This series of beam and purlin hangers may be used for wood to wood or wood to steel applications Precision forming provides dimensional accuracy and helps ensure proper bearing area and connection MATERIAL: See table on page 115 FINISH: HHB, GB, HGB all saddle hangers and all welded sloped and special hangers— Simpson Strong -tie® gray paint. HHB may be or hot-dip galvanized; specify HDG. INSTALLATION: • Use specified fasteners. See General Notes.' • HHB, GB and HGB may be used for weld -on applications. The minimum reqquired weld to the top flanges is Y,6' z 2' fillet weld to each side of each top flange tab. Distribute the weld equally on both top flanges Welding cancels the top and face nailing requirements. Consult the code for special considerations when welding galvanized steel. The area should be well -ventilated. See page 14 for weld information. Weld on applications produce the maximum allowable load listed. Uplift loads do not apply to welded applications. . • Ledgers. mustbe evaluated for each application separately. Check TF dimension, nail length and nail location on ledger. OPTIONS: • HHB -other widths are available; specify W dimension (the minimum W dimension is 2fz). • Saddle hangers are made to order; add "D" to model (e.g. HHB03)- specify S (for saddle) dimension.' They may be used for most conditions except at end wall locations, and are preferred for nailer applications. .I • The coating on special B hangers will depend on the manufacturing process used. Check -with your. Simpson Strong -Tie representative for details. Hot -dip galvanized available`. specify HDG. B dimensions may be increased on some models. • See Hanger Options, pages 181-183. The WPU, HWU and HW series purlin hangers offer the greatest design flexibility and versatility. MATERIAL: WP/WPU-7 ga. top flange; 12 ga. stirrup; HW -3 ga. top flange, 11 ga. stirrup; HWU-3 ga. top flange, 1.0 ga. stirrup FINISH: Simpson Strong -Tie gray paint; hot -dip galvanized available: specify*HDG. INSTALLATION: • Hangers may be welded to steel headers with 3A6° for WPU/WP, and 1/4: for HW/HWU, by. 11/2" fillet welds located at each end of the top flange. Weld -on applications produce maximum allowable load listed. See page 14 for weld information. For uplift loads refer to technical bulletin T-WELDUPLFT (see page 191 for details). • Hangers can support multi -ply carried members; the individual members must be. secured together to work as a single unit, before installation into the han9er. • MID -WALL INSTALLATION: Installed between blocks with duplex nails cast into grout with a minimum of one grouted course above and below the top flange and one #5 vertical rebar minimum 24" long in each adjacent cell. • TOP OF WALL INSTALLATION: Install on top of wall to a grouted beam with masonry screws. OPTIONS: See Hanger Options, pages 181-183, forhanger modifications and associated load reductions. CODES: See page 12 for Code Reference Key Chart. ����"Top'°��`�i:�AllowabletLoads;4 �F Mode�N�alle r Flange �UplfftDFSPSPF/Alms -,Nailingtai; , 460 s HP 1A ss �2W 2x 2-10dxl h 2525 2500 3375 6 ' tt Top 2-2x •, 2-10d — 3255 3255 — Wp 3x 216dx216 — 3000 2510 3375 f�. 4x 2-1Od — 3255 3255 - '{ 42 OdW. R, -*700W 3255 57-- W RD WPU 4ir3x 7i16Hx21z Z~&7r7506:3000 t C t�+ *E4x� r ?IA6d WOk r,75., � 3255th �_ 4. xu :. WM �� 2-2x 4-10d 4845 — — HW 3x 4-16dx2'/ 4860 HW 3 4x 4-16d 5285 r� H W U - Q2 2x�+ 9816tlx2'h W,07410'W, A15.430A. ' 3~ sew W,3x4 °816di2'2 P_ 810F14195431141 " Z {� Typical HHB, GB and HGB. Saddle Installation' HHB, GB and HGB are acceptable - for weld -on applications. See Installation Information. 12 Q. B. �A 61 TW Range . �2W - 6 ' tt Top >Ret e 2* f�. NAILER TABLE 2+ 1'h to 7'h 3'h to 30 ' 2-16dDPLX': — 2-10dx1'h — MID -WALL INSTALLATIONS 4175 WPU N 1'h to 7'h 3'h to 30 2-1/WN Titens 2-10dx1'h TOP OF WALL INSTALLATIONS 3380 t�+ WP, WPU, HW or HWU hanger used on wood nailers. WM �� Nailers are wood members attached to the top of a 3 HW 3 re 1 h to 7'h 31h to 30 3-10dxl'h 2-10dx1 h 2865 3250 2500 2000 2030 — (HWU WP tfatoTh 3hto30 310d 2-10dx1 2525 3250 3650 3255 2525 — — similar) 1. Uplift value for the HWU hanger is for depth 518". @ - Refer to uplift values in table below for taller depths. a40,Y to 5k^° 37r%a t6'18.' KR0%3 76&3 4f kl6d � x6-10dx1MR X775 14700s �4880�: � 3650 � 4165 X4965 � � � �; 3Ga ._.._��.� Top.: 2: Attachment of nailer to supporting member is the x`195 to5h 9A tOdx.IWA W485,Z ° 4700I M88V M880a03650it° W,41655 K41651, 119, F18 Some model configurations may differ from those shown. Contact Simpson Strong -Tie for details. i� . Rangepq { .... __.... ....._..... _................ i Axa rte,§amu arr ;� xvuaUplllttode DF/SP >Ret ._.............................. ............. _--_.................................... - pN W(dh Deph aTo,��hace�olt 16U���:fPSLLL SPF/tiHFIJoI Massy. f�. NAILER TABLE 2+ 1'h to 7'h 3'h to 30 ' 2-16dDPLX': — 2-10dx1'h — MID -WALL INSTALLATIONS 4175 IL12 The table indicates the maximum allowable loads for 1'h to 7'h 3'h to 30 2-1/WN Titens 2-10dx1'h TOP OF WALL INSTALLATIONS 3380 t�+ WP, WPU, HW or HWU hanger used on wood nailers. �' £1hoW ` LX,1x,rxh.,LVTXX4175%'' Nailers are wood members attached to the top of a ilhTOPF4WAUV1I STALLATIONS� dh 3. W3 HW 3 steel I-beam, concrete or masonry wall. 1 h to 7'h 31h to 30 3-10dxl'h 2-10dx1 h 2865 3250 2500 2000 2030 — (HWU WP tfatoTh 3hto30 310d 2-10dx1 2525 3250 3650 3255 2525 — — similar) 1. Uplift value for the HWU hanger is for depth 518". @ - Refer to uplift values in table below for taller depths. a40,Y to 5k^° 37r%a t6'18.' KR0%3 76&3 4f kl6d � x6-10dx1MR X775 14700s �4880�: � 3650 � 4165 X4965 � � � �; 2: Attachment of nailer to supporting member is the x`195 to5h 9A tOdx.IWA W485,Z ° 4700I M88V M880a03650it° W,41655 K41651, 119, F18 responsibility of the Designer. See page 19 for '.7tt195fo.5f� V231or28M ;',' ,16dwi.�>z 14:16d..:.,' �6=10tlx1Fi.�,�375��4700r,', ,4880; `3650C�14J65� 4,165�4�� x19 TB screws attachment option. 1 h toTh 3h to 32 4-10d — 2-10dxl'h — 3100 4000 — 5285 3100 — — 110,119, F9, F18 HW 1 1h to 7Y2 316 to 32 4.16d 2-10dxl h 5100 1 4000 '4500 5285 3665 — WP 1. 16d sinkers (0.148' diax 31/: long) may be used where 10d commons are called out with no load reduction. 2. Uplift loads are based on DF/SP lumber and have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie® Connector Selector" software or -conservatively divide the uplift load by 1.6: 3. Minimum fm = 1500 psi. See Installation Notes on page 93. 4. For hanger heights exceeding the.ioist height, the allowable load is 0.50 of the table load. 5. NAILS: 16d = 0.162' diax 31h' long, 10d = 0.148' diax 3' long, 10dx1'h = 0.148" dia. x 11h" long. See page 16-17 for other nail sizes and information. 113 mJo`stx"a�Y7fi°AllowableLoadslHeaderzT Madeli Axa rte,§amu arr ;� xvuaUplllttode DF/SP >Ret W(dh Deph aTo,��hace�olt 16U���:fPSLLL SPF/tiHFIJoI Massy. f�. 1'h to 7'h 3'h to 30 ' 2-16dDPLX': — 2-10dx1'h — MID -WALL INSTALLATIONS 4175 IL12 WM 1'h to 7'h 3'h to 30 2-1/WN Titens 2-10dx1'h TOP OF WALL INSTALLATIONS 3380 a=Ivl' �' £1hoW ` LX,1x,rxh.,LVTXX4175%'' ilhTOPF4WAUV1I STALLATIONS� dh 3. W3 1 h to 7'h 31h to 30 3-10dxl'h 2-10dx1 h 2865 3250 2500 2000 2030 — 170 WP tfatoTh 3hto30 310d 2-10dx1 2525 3250 3650 3255 2525 — — 1'h to 7h 3'h to 30 3-16d 2-10dxl h 3635 3320 3650 3255 2600 a40,Y to 5k^° 37r%a t6'18.' KR0%3 76&3 4f kl6d � x6-10dx1MR X775 14700s �4880�: � 3650 � 4165 X4965 � � � �; +'WP U x`195 to5h 9A tOdx.IWA W485,Z ° 4700I M88V M880a03650it° W,41655 K41651, 119, F18 '.7tt195fo.5f� V231or28M ;',' ,16dwi.�>z 14:16d..:.,' �6=10tlx1Fi.�,�375��4700r,', ,4880; `3650C�14J65� 4,165�4�� x19 1 h toTh 3h to 32 4-10d — 2-10dxl'h — 3100 4000 — 5285 3100 — — 110,119, F9, F18 HW 1 1h to 7Y2 316 to 32 4.16d 2-10dxl h 5100 1 4000 '4500 5285 3665 — ' S19a:tot3Yr 9 tos18 bi t4 l6d"� s 4 16tlk 610dx1361 810 6335 x,5500 y 13 55351 <? 6335 5415 m ? P s?19:3to 3'h18'h fo'22•h ss r 4ui6d+� 4 16d i 610tlx1'h9rs765 X6335 c 5500' X5535 X6335 vt5415Va N +c 2X-195 to 3+h' *92316 28VW�VY.M 16d ,1 6dr::f 6:10dx1'h 635 6335 4 G550V'A A95535 P.6335 s15415,t U. e'$09�,C.i X195 t0 3'h + �a28yzito 32U-� `"." "4 `l6d,k"r . r `' 1'4 16d >k '`8`.10(1x1 h ie..1005 # t16335=�' 5500' X55355 X633510r 5415 " `;? 119,F18 W':4 fz"to 7}' A'.916, 18s ' sA I6dtt}# 4184 x NT,600OX. k55351J 60005415za a .'° " �" �F60(lxt'hc o7i+ 18hto22h� < 4164 '� 4;16d v 0tlx1'h x%765 aa96000�X55003n5535� 6000 5415 i� .4+hto:T=z'" 23to28P d4=16d+� x 1 r 416d'rk� S0tlx114uX635 °k6000.' 45500'?5V55355.X6000 5415£ 4 t -W-4+h io'73& 17 A6�32 �4-`16d t:s�. �_ 4--100 . 610tlx1'hr'; M 1005 ,"d6000' ? 5500 5535c 6000 s54;15=3 " .. 1. 16d sinkers (0.148' diax 31/: long) may be used where 10d commons are called out with no load reduction. 2. Uplift loads are based on DF/SP lumber and have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie® Connector Selector" software or -conservatively divide the uplift load by 1.6: 3. Minimum fm = 1500 psi. See Installation Notes on page 93. 4. For hanger heights exceeding the.ioist height, the allowable load is 0.50 of the table load. 5. NAILS: 16d = 0.162' diax 31h' long, 10d = 0.148' diax 3' long, 10dx1'h = 0.148" dia. x 11h" long. See page 16-17 for other nail sizes and information. 113 00 Po,, -f, I oa6L �- T -Z; Z x� Tl Z Zx� o f S�-rr P ,,,t - . w�Q:Q= x,050+ o,oo,o�Skf� S� WZ W( i z SA -SL ul( 1. Standard Structures Inc. rifri P.O. Box K Santa Rosa, Ca. 95402 (877)980-7732 Fax:(707)838-8377 www ssis ec com LOADS ( lbs, psf, or plf ) COMPANY PROJECT Andreason FJ_1 p I Sep. 8, 2009 16:271 Design Check Calculation Sheet SSI Sizer 2.01 Name Type. Distribution Magnitude Location [ft3 Units Shear 2031 Total Start End Start End 2275 Dead Dead Full Area 15.00 .(24.0)* Bearing: Capacity psf Live Floor Full Area 125.00 (24.0)* psf *Tributary wixtn (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 16'-3" Dead 244 Value 244 Live 2031 Shear 2031 Total 2275 5000 2275 Bending(+) M = 9242 Mr = Bearing: Capacity 5000 Dead Defl'r 5000 Min Length 2-1/2 2-1/2 18" SST 42 (178) Spaced at 24" o.c.; glued and nailed subfloor w/ 1-1/8" sheathing; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design ($) Shear V = 2275 Vr = 5000 V/Vr = 45.50 Bending(+) M = 9242 Mr = 1455.5 M/Mr = 63.50 Dead Defl'r 0.03 = <L/999 Live Defl'n 0.25 = L/766 0.41 = L/480 62.60 Total Defl'r_ 0.28 = L/684 0.81 = L/240 35.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'.+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2275 lbs Bending(+): LC #2 = D+L, M = 9242 lbs -ft Deflection: LC #2 = D+L EI= 1542e06 lb-in2 K= O.00e06 lbs Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7-02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SST Open Web Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Deflection is based on composite action with a single layer of appropiate span APA rated glued and nailed wood decking. . 5. Moment has been increased for repetitive member usage. 6. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 7. The product listed above must be supported on a member with adequate bearing and nailing. 8. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. �0 (A` Standard Structures Inc. COMPANY PROJECT (�) Andreason V = P.O. Box K Santa Rosa, Ca. 95402 Vr = FJ -2 V/Vr = 97.29 (877)980-7732 Fax:(707)838-8377 M = 9982 Mr = www.ssispec.com Sep. 8, 2009 16:26 Dead Defl'n 0.04 = Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or plf ) 0.31 = Name Type Distribution Magnitude Location [ft] Units 0.44 = Start End Start End 71.23 Dead Dead Full Area 15.00 (29.0)* psf 0.35 = Partition Floor Partial Ar 15.00 (29.0)* 0.00 5.00 psf 0.88 = Live Floor Partial Ar 50.00 (29.0)* 0.00 5.00 psf 40.31 Load9 Floor Partial Ar 25.00 (29.0)* 5.00 17.50 psf *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ow •its -__ 0. 17' 6.. Dead 263 263 Live 1673 2102 Total 1936 2369 Bearing: Capacity 5000 5000 Min Length 2-1/2 2-1/2 18" SST 42(F8) Spaced at 24" o.c.; glued and nailed subfloor w/ 1-1/8" sheathing; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF. Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2364 lbs Bending(+): LC #2=.D+I;, M = 9982 lbs -ft Deflection: LC #2 = D+L EI= 1542e06 lb-in2 K= O.00e06 lbs Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7-02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SST Open Web Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Deflection is based on composite action with a single layer of appropiate span APA rated glued and nailed wood decking. 5. Moment has been increased for repetitive member usage. 6. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 7. The product listed above must be supported on a member with adequate bearing and nailing. 8. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. (�) Shear V = 2369 Vr = 5000 V/Vr = 97.29 Bending(+) M = 9982 Mr = 14555 M/Mr = 68.58 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.31 = L/673 0.44 = L/980 71.23 Total Defl'n 0.35 = L/595 0.88 = L/290 40.31 • WZ �. -�L 6 wi _ z Wz 0,IZS-K4 r --"--Ll i o��(C,- �I oma. - z., o1, comic IoGd. vi -11 On 13, 16 = c,.��Q,Q= o-oB0 6),o15 o,o9,Tkf V)7Ai = 0,0 f,SKf� (A) -Z- =' �opvf O;OS-O+-O-o[ = 0.o6Tf vi -11 On 13, 16 11 L Standard Structures Inc. COMPANY PROJECT Andreason P.O. Box K Santa Rosa, Ca.' 95402 FJ -3 (877)980-7732 Fax:(707)838-8377 www.ssispec.com Sep. 8, 2009 16:31 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or plf ) Name Type Distribution Magnitude ' Location [ft) Units V = 2138 M = 8664 0.04 = <L/999 0.27 = L/778 0.31 = L/675 1875 Total Start End Start End 2138 Dead Dead Full Area 15.00 (24.0)* psf Partition Floor Partial Ar 15.00 (24.0)* 0.00 13.50 psf Live Floor Partial Ar 80.00 (24.0)*. 0.00 13.50 psf Load4 Floor Partial Ar 25.00 (24'.0)* 13.50 17.50 psf x•rrinutary wiatn (in; MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17'-6" Dead 263 Design Value 263 Live 1690 V = 2138 M = 8664 0.04 = <L/999 0.27 = L/778 0.31 = L/675 1875 Total 1952 2138 Bearing: Capacity Min Length 5000 2-1/2 5000 2-1/2 18" SST 42 (F8) . Spaced at 24" o.c.; glued and nailed subfloor w/ 1-1/8" sheathing; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design ($) Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n V = 2138 M = 8664 0.04 = <L/999 0.27 = L/778 0.31 = L/675 Vr = 5000 Mr = 14555 0.44 = L/480 0.88 = L/240 v/vr = 42.75 M/Mr = 59.52 61.69 35.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2138 lbs Bending(+): LC #2 = D+L, M = 8664 lbs -ft Deflection: LC #2 = D+L EI= 1542eO6 lb -int K= O.00eO6 lbs Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7-02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SST Open Web Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Deflection is based on composite action with a single layer of appropiate span APA rated glued and nailed wood decking. 5. Moment has been increased for repetitive member usage. . 6. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 1. The product listed above must be supported on a member with adequate bearing and nailing. 8. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. 530iSE- 'Single 11-7/8" BCI® 6000-1.7 DF 10iiff,1 4 BC CALC® 2.0 Designf Report - US 2 spans I No cantilevers 10/12 slope Tuesday, September 08, 2009 16:35 uild 285 24" OCS Repetitive Glued & nailed construction File Name: Joists Job Name: Description: FJ -4 Address: Specifier: ity, State, Zip: , Designer: ustomer: Company: ode reports: ESR -1336 Misc: � 0, 5-1/2" B1, 5-1/2" B2 L 484, lbs LL 1,943 lbs LL 697 lbs L 0 lbs DL 414 lbs DL 159 lbs Total Horizontal Product Length = 18-02-00 woad Summary Tag Description Load Type Ref. Start End Live 100% Dead Snow Wind Roof Live 90% 115% 133% 125% OCS Standard Load Unf. Area (psf) Left 00-00-00 05-00-00 80 15 24" Unf.•Area (psf) Left 05-00-00 18-02-00 50 15 24" Partition LL Unf. Area (psf) Left 00-00-00 18-02-00 15 24" ontrols Summa Value %Allowable Duration Case San Disclosure os. Moment 2,293 ft -lbs 62.5% 100% 16 2- Intemal Completeness and accuracy of input must eg. Moment -2,720 ft -lbs 74.1% 100% 1 1 - Right be verified by anyone who would rely on End Reaction 852 lbs 59.2% 100% 16 2 - Right output as evidence of suitability for lint. Reaction 2,270 lbs 78.3% 100% 1 2 - Left particular application. Output here based ont. Shear 1,223 lbs 73.0% 100% 1 2 - Left on building code -accepted design properties and analysis methods. p IOft 481 lbs n/a 16 1 -Left Installation of BOISE engineered wood Total Load Defl. L/837 (0.189") '28.7% 16 2 products must be in accordance with Load Defl. U1,024 (0.154") 46.9% 16 2 current Installation Guide and applicable -mOve otal Neg. Defl. -0.015" 2.9% 16 1 building codes. To obtain Installation Guide ax Defl." 0.189" 18.9% 16 2 or ask questions, please call Span /Depth 13.3 n/a 2 (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS- Learing % Allow % Allow ALLJOIST®, BC RIM BOARD- BCI®, Supports Dim. (L x W) Value Support Member Material BOISE GLULAM-, SIMPLE FRAMING BO Wall/Plate 5-1/2" x 2-5/16" 456 lbs n/a n/a Unspecified SYSTEM®, VERSA -LAM®, VERSA -RIM 1 Wall/Plate 5-1/2" x 2-5/16" 2,357 lbs n/a n/a Unspecified PLUS®, VERSA -RIM®, 2 Hanger Load n/a 857 lbs Unspecified n/a Hanger VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. Cautions plift of 481 lbs found at span 1 - Left. r' veb stiffeners required at bearing 132. Notes meets Code minimum (U240) Total load deflection criteria. lesign esign meets User specified (U480) Live load deflection criteria. esign meets arbitrary (1") Maximum load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. 1 ! [age 1 of 1 FT -S-; w 0, 0 9-0 `4- 0, 0 D. 0.65 �1 �oo�rfi r -r 6 00 ja.-f, load, Wit= T� �Z 13, 33 dee lo.NO W � ' ' y zx6 � Z l koiSE'. Single 1.1-7/8" BCI® 600071.7.DF JoistlFJ-5. BC CALC® 2.0 Design Report - US 1 span I No. cantilevers 10/12 slope Tuesday, September 08, 2009 17:27 uild 285 24" OCS Repetitive Glued & nailed construction File Name: Joists Job Name: Description: FJ -5 Address: Specifier: ity, State, Zip: , Designer: ustomer: Company:: ode reports: ESR -1336 Misc: 0, 5-1/2" it B1, 5-1/2 L 867 lbs LL 867 lbs • . L 200 lbs DL 200 lbs . Total Horizontal Product Length = 13-04-00 Oad Summary I Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS Uniform load Unf. Area (psf) Left ' 00-00-00 13-04-00 50 15 24" Partition LL Unf. Area (psf) Left 00-00-00 13-04-00 15 24" Controls Summary Value % Allowable Duration Case Span Disclosure Moment 3,146 ft -lbs 85.7% 100% 1 1 - Internal Completeness and accuracy of input must los. nd Reaction 993 lbs 69.7% 100% 1 1 - Right be verified by anyone who would rely on otal Load Defl. �i U549 (0.274") 43.7% 1 1 output as evidence of suitability for Live Load Defl. U675 (0.223") 71.1 % 1 1 particular application. Output here based ax Defl. .0.274" 27.4% 1 1 on building code -accepted design properties and analysis "methods. pan / Depth 12.7 n/a 1 Installation of BOISE engineered wood products must be in accordance with % Allow % Allow current Installation Guide and applicable .Bearinci Supports Dim. L x W)' Value Support Member . Material building codes. To obtain Installation Guide 0 Wall/Plate 5-1/2" x 2-5/16" 1.,067 lbs n/a n/a Unspecified or ask questions, please call 1 Wall/Plate 5-1/2" x 2-5/16" 1,067 lbs n/a n/a Unspecified (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS-, Otes ALLJOISTO , BC RIM BOARD-, BCI®, esign meets Code minimum (U240) Total load deflection criteria. BOISE GLULAM- SIMPLE FRAMING esign meets User specified (U480) Live load deflection criteria. SYSTEM®, VERSA -LAM®: VERSA -RIM Design meets arbitrary 1" Maximum load deflection criteria. 9 ry ( ) PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA-STUD®are EI value based on 23/32" thick sheathing glued and nailed to joist. trademarks of Boise Wood Products, �omposite w L.L.C. Standard Structures Inc. COMPANY PROJECT Design Value Analysis/Design ($) Andreason V = P.O. Box K Santa Rosa, Ca. 95402 Vr = FJ -6 V/Vr = 49.00 (877)980-7732 Fax:(707)838-8377 M = 10719 Mr = www.ssispec.com Sep. 9, 2009 06:21 Dead Defl'n 2-1/2 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or plf ) 0.39 = Name Type Distribution Magnitude Location [ft] Units 0.94 = Start End Start End 76.18 Dead Dead Full Area 15.00 (29.0)* psf 0.38 = Load2 Floor Full Area. 25.00 (24.0)* psf 0.88 = *Tributary Width (in) 43.78 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 263 0' 17'-6" Dead 263 Live 2187 2187 Total 2950 2950 Bearing: Capacity 5000 5000 18" SST 42 (F8) Spaced at 24" o.c.; glued and nailed subfloor w/ 1-1/8" sheathing; Flange specific gravity .= 0.50 SECTION vs. DESIGN CODE using NDS 2001: ( lbs, lbs -ft, or in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2450 lbs Bending(+): LC #2 = D+L, M = 10719 lbs -ft Deflection: LC #2 = D+L EI= 1542e06 lb -int K= O.00e06 lbs Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7-02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is fo, Standard Structures Inc (SSI) SST Open Web Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Deflection is based on composite action with a single layer of appropiate span APA rated glued and nailed wood decking. 5. Moment has been increased for repetitive member usage. 6. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 7. The product listed above must be supported on a member with adequate bearing and nailing. 8. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. Criterion Analysis Value Design Value Analysis/Design ($) Shear V = 2950 Vr = 5000 V/Vr = 49.00 Bending(+) M = 10719 Mr = Min Len th "c-1/2 Dead Defl'n 2-1/2 Criterion Analysis Value Design Value Analysis/Design ($) Shear V = 2950 Vr = 5000 V/Vr = 49.00 Bending(+) M = 10719 Mr = 19555 M/Mr = 73.64 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.39 = L/613 0.94 = L/980 76.18 Total Defl'n 0.38 = L/598 0.88 = L/240 43.78 1 1 1 1 1 1 1 1 r 1 -(, I; r -s-1,21 F6-1,3 s -,.i ViM, I6(Z'(O,OIS) -- w T� fiZ I �1�33 s page 1 ' Project: H07-069 Andreason Frank Glazewski Location: FB-1.1, FB-1.2, FB-1.3 �? Frank MGlazewski -Architect Multi-Loaded Multi-Span Beam•U+� 21 Delaware Drive ' [2007 California Building Code(2005 NDS)],x. Chico, California 95973 5.25 IN x.18.0 IN x 14.33 FT Versa-Lam 3100 Fb - Boise Cascade Section Adeqpate By: 130.6% StruCalc Version 8.0.100.0 9/9/2009 8:50:06 AM ' Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.19 IN U925 ' Dead Load 0.03 in Total Load 0.22 IN U782 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B Live Load 7165 Ib 7165 Ib Dead Load 1308 Ib 1308 Ib Total Load 8473 Ib 8473. Ib Bearing Length 2.15 in 2.15 in BEAM DATA Center Span Length 14.33 ft 14.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14.33 ft ' Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1000 plf MATERIAL PROPERTIES Uniform Dead Load . 155 plf Versa-Lam 3100 Fb - Boise Cascade Beam Self Weight 28 plf ' Base Values Adjusted Total Uniform Load 1183 plf Bending Stress: Fb = 3100 psi Fb' = 2963' psi Cd=1.00 CF=0.96 ' Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi ' Controlling Moment: 30355 ft-Ib 7.16 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6778 Ib ' At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 122.92 in3 283.5 in3 Area (Shear): 35.68 in2 94.5 in2 Moment of Inertia (deflection): 992.99 in4 2551.5 in4 Moment: 30355 ft -Ib 70011 ft -Ib Shear: -6778 lb 17955 lb NOTES Project:. H07-069 Andreason Rea'd Location: FB -2.1 Section Modulus: Multi -Loaded Multi -Span Beam 283.5 in3 [2007 California Building Code(2005 NDS)] 5.25 INx18.0INx15.OFT 94.5 int Versa -Lam 3100 Fb - Boise Cascade 2324.83 in4 Section Adequate By: 7.1% Moment: Controlling Factor: Moment 70011 ft -Ib DEFLECTIONS Center 14007 lb Live Load 0.46 IN U395 Dead Load 0.06 in 28 plf Total Load 0.52 IN U347 Total Uniform Load Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U24C REACTIONS A_ B Live Load 15428 Ib 15042 Ib Dead Load 2104 Ib 2104 Ib Total Load 17533 Ib 17146 Ib Bearing Length 4.45 in 4.35 in BEAM DATA Center 253 plf Span Length 15 ft Right Live Load Unbraced Length -Top 0 ft 1954 plf Unbraced Length -Bottom 15 ft 253 plf Live Load Duration Factor 1.00 Load Start Notch Depth 0.00 loft MATERIAL PROPERTIES Versa -Lam 3100 Fb - Boise Cascade Base Values Adjusted Bending Stress: Fb = 3100 psi Fb' = 2963 psi Cd=1.00 CF=0.96 ' Shear Stress: Fv = ' 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -t- to Grain: Fc -1= 750 psi Fc -1' _ .750 psi ' Controlling Moment: 65385 ft -Ib 7.5 Ft from left support of span 2 (Center Span) Created by combining all.dead loads and live loads on span's) 2 ' Controlling Shear: 14007 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 264.77 in3 283.5 in3 Area (Shear): 73:72 in2 94.5 int Moment of Inertia (deflection): 2324.83 in4 2551.5 in4 Moment: 65385 ft -Ib 70011 ft -Ib Shear: 14007 lb 17955 lb 1 F� 11 page 51 Frank Glazewski / p.z Frank MGlazewski -Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:48:27 AM LOADING DIAGRAM TRI —15 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 28 plf Total Uniform Load 28 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 2070 plf 1954 plf Left Dead Load 253 plf 253 plf Right Live Load 2070 plf 1954 plf Right Dead Load 253 plf 253 plf Load Start 0 It loft Load End loft 15 -ft Load Length 10 ft 5 ft Live Load 0.04 IN U2268 Dead Load 0.01 in Total Load 0.05' IN 01984 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: SZ page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:49:03 AM REACTIONS ' A B 3100 psi Project: H07-069 Andreason 2963 psi Location: FB -2.2 8305 Ib Multi -Loaded Multi -Span Beam ' (2007 California Building Code(2005 NDS)] Dead Load 1192 Ib 5.25 IN x 18.0 IN x 8.5 FT 285 psi Versa -Lam 3100 Fb - Boise Cascade 285 psi Section Adequate By: 186.5% 9497 Ib Controlling Factor: Shear mcm CPTIn AIQ r`e +.r Live Load 0.04 IN U2268 Dead Load 0.01 in Total Load 0.05' IN 01984 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: SZ page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:49:03 AM REACTIONS ' A B 3100 psi Fb' = 2963 psi Live Load 8305 Ib 8305 Ib CF=0.96 94.5 in2 Moment of Inertia (deflection): Dead Load 1192 Ib 1192 Ib 285 psi Fv' = 285 psi Total Load 9497 Ib 9497 Ib 17955 lb Bearing Length 2.41 in 2.41 in 2000 ksi E'= 2000 ksi BEAM DATA Cen er 750 psi Fc -1' = 750 psi Span Length 8.5 ft e.s n Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Cen er Notch Depth 0.00 1Uniform Live Load 1954 plf MATERIAL PROPERTIES Uniform Dead Load 253 plf Versa -Lam 3100 Fb - Boise Cascade Beam Self Weight 28 plf Base Values Adiusted Total Uniform Load 2235 plf Bending Stress: Fb = 3100 psi Fb' = 2963 psi 283.5 in3 Cd=1.00 CF=0.96 94.5 in2 Moment of Inertia (deflection): Shear Stress: Fv = 285 psi Fv' = 285 psi Shear: Cd=1.00 17955 lb Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 20181 ft -Ib 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6268 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 81.72 in3 283.5 in3 Area (Shear): 32.99 int 94.5 in2 Moment of Inertia (deflection): 404.94 in4 2551.5 in4 Moment: 20181 ft -Ib 70011 ft -Ib Shear: -6268 lb 17955 lb Project: H07-069 Andreason Location: FB -2.1, FB -2.2 Multi -Loaded Multi -Span Beam (2007 California Building Code(2005 NDS)] 5.25 IN x 18.0 IN x 23.5 FT (15 + 8.5) Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 5.3% Controlling Factor: Shear DEFLECTIONS Center Rgq'd Right Section Modulus: Live Load 0.28 IN U634 -0.06 IN U1778 Area (Shear): Dead Load 0.03 in 0.00 in 1449.31 in4 Total Load 0.32 IN U565 -0.06 IN U1687 -48857 ft -Ib Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U24C REACTIONS A B. C 253 plf Live Load 12994 Ib 31253 Ib 7554 Ib Total Uniform Load Dead Load 1707 Ib 4394 Ib 492 Ib Load Number Total Load 14701 Ib 35647 Ib 8046 Ib 2070 plf Uplift (1.5 F.S) 0 Ib 0 Ib -3968 Ib 253 plf. Bearing Length 3.73 in 9.05 in 2.04 in Right Dead Load BEAM DATA Center Right Load Start Span Length 15 ft 8.5 ft loft Unbraced Length -Top 0 ft .0 ft 5 ft Unbraced Length -Bottom 15 ft 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Versa -Lam 3100 Fb - Boise Cascade Base Values Adjusted Bending Stress: Fb =. 3100 psi Fb' = 2809 psi Cd=1.00 C1=0.95 CF=0.96 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. 1 to Grain: Fc --L= 750 psi Fc --L' = 750 psi Controlling Moment: -48857 ft -Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -17051 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead.loads and live loads on span(s) 2, 3 Comparisons with required sections: Rgq'd Provided Section Modulus: 208.7 in3 283.5 in3 Area (Shear): 89.74 in2 94.5 in2 Moment of Inertia (deflection): 1449.31 in4 2551.5 in4 Moment: -48857 ft -Ib 66369 ft -Ib Shear: -17051 Ib 17955 lb pageS 3 Frank Glazewski Frank M Glazewski - Architect 9 21 Delaware Drive ar Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:56:44 AM LOADING DIAGRAM TRI TR2 15 ft B 8.5 ft UNIFORM LOADS Center Right Uniform Live Load 0 pif 1954 plf Uniform Dead Load 0 plf 253 plf Beam Self Weight 28 plf 28 plf Total Uniform Load 28 pif 2235 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live, Load 2070 plf 1954 plf Left Dead Load 253 plf 253 plf. Right Live Load 2070 plf 1954 plf Right Dead Load 253 plf 253 plf Load Start 0 ft loft Load End loft 15 ft Load Length 10 ft 5 ft w � � I � Z 12r0� Zglz(0 0,(5) a- f -o (o.nos)t pfz6n:oo�) Iz2 +o jZ,- Io.s�f �!- k,= w = o,343k/' Project: H07-069 Andreason page Frank Glazewski Location: FB -3.1 t�,� Frank M Glazewski - Architect Multi -Loaded Multi -Span Beam Uqw 21 Delaware Drive of ' [2007 California Building Code(2005 NDS)] Chico, California 95973 5.25 IN x 18.0 IN x 12.0 FT Versa -Lam 3100 Fb - Boise Cascade ' Section Adequate By: 117.2% StruCalc Version 8.0.100.0 9/9/2009 9:43:32 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN U1109 ' Dead Load 0.03 in Total Load 0.16 IN U880 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B ' Live Load 8520 Ib 8520 Ib Dead Load 2223 Ib 2223 Ib Total Load 10743 Ib 10743 Ib Bearing Length 2.73 in 2.73 in BEAM DATA Center Span Length 12 ft 12 ft Unbraced Length -Top 0 ft ' Unbraced Length -Bottom . 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Cen er Notch Depth 0.00 Uniform Live Load 1420 plf MATERIAL PROPERTIES Uniform Dead Load 343 plf Versa -Lam 3100 Fb - Boise Cascade Beam Self Weight 28plf Base Values Adjusted Total Uniform Load 1791 plf Bending Stress: Fb = 3100 psi Fb' = 2963 psi Cd=1.00 CF=O. 96 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E - 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - -L = 750 psi Fc - -L.= 750 psi Controlling Moment: 32230 ft -Ib' 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ' Controlling Shear: . 8165 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ' Comparisons with required sections: Read Provided Section Modulus: 130.51 in3 283.5 in3 Area (Shear): 42.97 int 94.5 int Moment of Inertia (deflection): 828.01 in4 2551.5 in4 Moment: 32230 ft=lb 70011 ft -Ib Shear: 8165 Ib 17955 lb NOTES Project: H07-069 Andreason Frank Glazewski Pa98 Location: FB-3.2 " / Multi-Loaded Multi-S an Beam w Frank aware Drive ' [2007 California Building Code(2005 NDS)] rn Chico, California 95973 5.25 IN x 18.0 IN x 10.5 FT Versa-Lam 3100 Fb - Boise Cascade Section Adequate By: 165.30/o StruCalc Version 8.0.100.0 9/9/2009 9:43:49 AM ' Controlling Factor: Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.08 IN U1656 Dead Load 0.02 in Total Load 0.10 IN U1313 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B Live Load 7455 Ib 7455 Ib Dead Load 1945 Ib 1945. Ib Total Load 9400 Ib 9400 Ib Bearing Length 2.39in 2.39 in BEAM DATA Center Span Length 10.5 ft 10.5 ft Unbraoed Length-Top 0 ft ' Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1420 plf MATERIAL PROPERTIES Uniform Dead Load 343 plf ' Versa-Lam 3100 Fb - Boise CascadeBeam Self Weight 28 plf Base Values Ad•us ed Total Uniform Load 1791 plf Bending Stress: Fb = 3100 psi Fb' = 2963 psi Cd=1.00 CF=0.96 ' Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - L = 750 psi Fc -1' = 750 psi Controlling Moment: 24676 ft-Ib 5.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6768 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided ' Section Modulus: 99.92 in3 283.5 in3 Area (Shear): 35.62 in2 94.5 in2 Moment of Inertia (deflection): 554.7 in4 2551.5 in4 Moment: 24676 ft-Ib 70011 ft-Ib . Shear: 6768 lb 17955 Ib ' Project: H07-069 Andreason Location: FB -3.3 ' Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 INx18.0INx12.OFT Versa -Lam 3100 Fb - Boise Cascade ' Section Adequate By: 117.2% Controlling Factor: Moment Live Load 0.13 IN U1109 Dead Load 0.03 in Total Load 0.16 IN U880 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski Frank M Glazewski - Architect f 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 9:44:07 AM REACTIONS A B 3100 psi Fb' = 2963 psi Live Load 8520 Ib 8520 Ib CF=0.96 94.5 int Moment of Inertia (deflection): Dead Load 2223 Ib 2223 Ib 285 psi Fv' = 285 psi Total Load 10743 Ib 10743 Ib 17955 lb Bearing Length 2.73 in 2.73 in 2000 ksi E' = 2000 ksi BEAM DATA Center 750 psi Fc -1' = 750 psi Span Length 12 ft 12n Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Live Load Duration Factor 1:00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1420 plf MATERIAL PROPERTIES Uniform Dead Load 343 plf Versa -Lam 3100 Fb - Boise Cascade Beam Self Weight 28 plf Base Values Adjusted Total Uniform Load 1791 plf Bending Stress: Fb = 3100 psi Fb' = 2963 psi 283.5 in3 Cd=1.00 CF=0.96 94.5 int Moment of Inertia (deflection): Shear Stress: Fv = 285 psi Fv' = 285 psi Shear: Cd=1.00 17955 lb Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc - t = 750 psi Fc -1' = 750 psi Controlling Moment: 32230 ft -Ib 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8165 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 130.51 in3 283.5 in3 Area (Shear): 42.97 int 94.5 int Moment of Inertia (deflection): 828.01 in4 2551.5 in4 Moment: 32230 ft -Ib 70011 ft -Ib Shear: 8165 lb 17955 lb 1 C .1 Project: H07-069 Andreason . Location: FB -3.1, FB -3.2, FB -3.3 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 18.0 IN x 34.5 FT (12 + 10.5 + 12) Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 72.9% Controlling Factor: Shear DEFLECTIONS Left Center Right Live Load 0.10 IN U1494 -0.05 IN U2441 0.10 IN U1494 Dead Load 0.02 in 0.00 in 0.02 in Total Load 0.12 IN U1244 -0.05 IN U2322 0.12 IN U1244 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 Sg page Frank Glazewski Frank MGlazewski -Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 9:43:16 AM REACTIONS A_ B C Fb'. = D 283.5 in3. Cd=1.00 C1=0.96 CF=O. 96 94.5 int Shear Stress: Fv = 285 psi Fv' = 285 'psi Live Load 7599 Ib 19487 Ib 19487 Ib 7599 Ib E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = Dead Load 1822 Ib 4570 Ib 4570 Ib 1822 Ib Total Load 9421 Ib 24057 Ib 24057 Ib 9421 Ib Bearing Length 2.39 in 6.11 in 6.11 in 2.39 in BEAM DATA Left Cen er Right Span Length 12 ft 10.5 ft 12 ft 12ft 10.5ft 12 ft Unbraced Length -Top O ft O ft O ft Unbraced Length -Bottom 12 ft 10.5 ft 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Cen erBiqh E Notch Depth 0.00 Uniform Live Load 1420 plf 1420 plf 1420 plf MATERIAL PROPERTIES Uniform Dead Load 343 plf 343 plf 343 plf Versa -Lam 3100 Fb - Boise Cascade Beam Self Weight 28 plf 28 plf 28 plf Base Values Adjusted . Total Uniform Load 1791 plf 1791 plf 1791 plf Bending Stress: Fb = 3100 psi Fb'. = 2851 psi 283.5 in3. Cd=1.00 C1=0.96 CF=O. 96 94.5 int Shear Stress: Fv = 285 psi Fv' = 285 'psi 67351 ft -Ib Cd=1.00 10385 lb 17955 lb Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: , . -26638 ft -Ib Over left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 10385 Ib At a distance d from left support of span 3 (Right Span) Created by combining all dead loads and We loads on span(s) 2, 3 . Comparisons with required sections: Reg'd Provided Section Modulus: 112.13 in3 283.5 in3. Area (Shear): 54.66 in2 94.5 int Moment of Inertia (deflection): 614.65 in4 2551.5 in4 Moment: -26638 ft -Ib 67351 ft -Ib Shear: 10385 lb 17955 lb S -y,li r --13-`-1,7-S(- fir. 6 I ' Project: H07-069 Andreason Location: FB -4.1 Multi -Loaded Multi -Span Beam ' [2007 California Building Code(2005 NDS)] 5.25 IN x 18.0 IN x 15.25 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 81.4% Controlling Factor: Moment DFFLFCTIC)NS Center Live Load 0.27 IN U679 ' Dead Load 0.05 in Total Load 0.32 IN U578• Live Load Deflection Criteria: U360 Total Load Deflection Criteria: �0 page. Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:54:48 AM REACTIONS A_ B Provided Section Modulus: 156.28 in3 . 283.5 in3 Live Load 8616 Ib 8616 Ib 94.5 in2 Moment of Inertia (deflection): 1352.36 in4 2551.5 in4 Dead Load 1506 Ib 1506 Ib 70011 ft -Ib Shear: 8301 Ib 17955 Ib Total Load 10123 Ib 10123 Ib Bearing Length 2.57 in 2.57 in BEAM DATA Center Span Length 15.25 ft 15.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 15.25 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1130 plf MATERIAL PROPERTIES Uniform Dead Load 170 plf Versa -Lam 3100 Fb - Boise Cascade Beam Self Weight 28 plf Base Values Adjusted Total Uniform Load 1328 plf Bending Stress: Fb = 3100 psi Fb' = 2963 psi Cd=1.00 CF=0.96 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi - Comp. -L to Grain: Fc - 1 = 750 psi Fc -1' = 750 psi Controlling Moment: 38593 ft -Ib 7.62 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8301 Ib. At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 156.28 in3 . 283.5 in3 Area (Shear): 43.69 int 94.5 in2 Moment of Inertia (deflection): 1352.36 in4 2551.5 in4 Moment: 38593 ft -Ib 70011 ft -Ib Shear: 8301 Ib 17955 Ib pyo o = CS10"a� 160' 0, 2q� 9 62 ,iAoo.o 2 (Q®ci'o,Z js SIM IM "t M I S,L,h Project: H07-069 Andreason Location: FB -5 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 11.875 IN x 8.5 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 477.5% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.03 IN U2988 Dead Load 0.01 in Total Load 0.04 IN U2387 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 Live Load 1328 Ib 2284 Ib Dead Load 422 Ib 490 . Ib Total Load 1750 Ib 2774 Ib Bearing Length 0.44 in 0.70 in 2.1 S ' BEAM DATA Center��.� Span Length Unbraced Length -Top 0 ft ' Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Versa -Lam 3100 Fb - Boise Cascade ' Base Values Ad'us ed Bending Stress: Fb = 3100 psi Fb' = 3104 psi Cd=1.00 CF= 1.00 ' Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 4976 ft -Ib 4.93 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 C ontrolling Shear: -2051 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 19.24 in3 123.39 in3 Area (Shear): 10.79 in2 62.34 int Moment of Inertia (deflection): 88.28 in4 732.62 in4 Moment: 4976 ft -Ib 31913 ft -Ib Shear: -2051 Ib 11845 lb NOTES 6Z page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive or Chico, California 95973 StniCalc Versinn 8.0.100.0 9/13/2009 9:35:20 AM LOADING DIAGRAM 8.5 ft UNIFORM LOADS Cen er Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 18 plf Total Uniform Load 18 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number - One Two Left Live Load 200 plf 650 plf Left Dead Load 73 plf 105 plf Right Live Load 200 plf 650 plf Right Dead Load 73 plf 105 plf Load Start 0 ft 4.25 ft. Load End 4.25 ft 8.5 ft Load Length 4.25 ft 4.25 ft Project: H07-069 Andreason Read . Location: FB -6 Section Modulus: Multi -Loaded Multi -Span Beam 123.39 in3 [2007 California Building Code(2005 NDS)] 12.35 in2 5.25 IN x 11.875 IN x 7.5 FT Moment of Inertia (deflection): Versa -Lam 3100 Fb - Boise Cascade 732.62 in4 Section Adequate By: 379.0% 6662 ft -Ib Controlling Factor: Moment Shear: DEFLECTIONS Center 11845 lb Live Load 0.03 IN U2900 Uniform Live Load Dead Load 0.01 in Total Load 0.04 IN U2292 0 plf Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U24C Beam Self Weight 18 plf REACTIONS A B Total Uniform Load Live Load 1947 Ib 1634 Ib Dead Load 631 Ib 416 Ib n Total Load 2578 Ib 2050 Ib POINT LOADS - CENTER SPAN Bearing Length 0.65 in 0.52 in Load Number One . BEAM DATA Center Span Length 7.5 ft Dead Load 490 Ib Unbraced Length -Top 0 ft Unbraced Length -Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES SPAN Versa -Lam 3100 Fb - Boise Cascade One Base Values Adjusted Bending Stress: Fb = 3100 psi Fb' = 3104 psi Cd=1.00 CF= 1.00 95 plf Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 205 plf Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 6662 ft -Ib . 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2346 Ib At a distance d from left support of span 2 (Center Span) . Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read . Provided Section Modulus: 25.76 in3 123.39 in3 Area (Shear): 12.35 in2 62.34 int Moment of Inertia (deflection): 90.93 in4 732.62 in4 Moment: 6662 ft -Ib 31913 ft -Ib Shear: 2346 lb 11845 lb 6� page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/13/2009 9:37:04 AM LOADING DIAGRAM 7.6 ft UNIFORM LOADS Cen er Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 18 plf Total Uniform Load 18 plf POINT LOADS - CENTER SPAN Load Number One . Live Load 2284 Ib Dead Load 490 Ib Location 3 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 125 plf 205 plf Left Dead Load 95 plf 30 plf Right Live Load 125 pjf 205 plf Right Dead Load 95 plf 30 plf Load Start 0 ft 3 ft Load End 3 ft 7.5 ft Load Length 3 ft 4.5 ft 1 1� a�, w = 8,937T + f3jz �o,OGS a�, w = 8,937T + f3jz �o,OGS Project: H07-069 Andreason Location: H-1 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 14.0 IN x 3.5 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 1.5% Controlling Factor: Shear DEFLECTIONS Center Read Live Load 0.01 IN U3445 Section Modulus: Dead Load 0.00 in 171.5 in3 Area (Shear): Total Load 0.02 IN U2785 73.5 int Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A B Moment: Live Load 8352 Ib 11135 Ib Shear: Dead Load 11996 Ib 2649 Ib Total Load 10348 Ib 13784 Ib Load Number One Bearing Length 2.63 in 3.50 in BEAM DATA Center Location 2 ft Span Length 3.5 ft Unbraoed Length -Top 0 ft Unbraced Length -Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Versa -Lam 3100 Fb - Boise Cascade Base Values Adiusted Bending Stress: Fb = 3100 psi Fb' = 3047 psi Cd=1.00 CF=0.98 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - = 750 psi Fc -1' = 750 psi Controlling Moment: 20601 ft -lb 1.99 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -13760 Ib At a distance d from right support of span 2,(Center Span) Created by combining all dead loads and live loads on span(s) 2 - Comparisons with required sections: Read Provided Section Modulus: 81.12 in3 171.5 in3 Area (Shear): 72.42 'in2 73.5 int Moment of Inertia (deflection): 125.45 in4 1200.5 in4 Moment: 20601 ft -Ib 43552 ft -Ib Shear: -13760 lb 13965 lb NOTES page Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 9:45:04 AM LOADING DIAGRAM 3.5 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 21 plf Total Uniform Load 21 plf POINT LOADS - CENTER SPAN Load Number One Live Load 19487 Ib Dead Load 4570 Ib Location 2 ft 1 Project: H07-069 Andreason Location: H-2 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 6.75 FT #1 - Douglas -Fir -Larch - Dry Use ' Section Adequate By: 59.4% Controlling Factor: Moment Live Load 0.05 IN U1535 Dead Load 0.01 in Total Load 0.06 IN U1287 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:22:51 AM REACTIONS A .. B 1350 psi Fb' = 1350 psi Live Load 4253 Ib 4253 Ib 63.25 in2 Moment of Inertia (deflection): Dead Load 819 Ib 819 Ib �` ( cit& QAIJ I Fv' = 170 psi Total Load 5072 Ib 5072 Ib Bearing Length 1.48 in 1.48 in E'= 1600 ksi BEAM DATA Center 580 ksi E_min' = Span Length 6.75 ft 625 psi s.�s n Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.75 . ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1260 plf MATERIAL PROPERTIES Uniform Dead Load 229 plf #1 - Douglas -Fir -Larch Beam Self Weight 14 plf Base Values Adjusted Total Uniform Load 1503 plf Bending Stress: Fb = . 1350 psi Fb' = 1350 psi 121.23 in3 Cd=1.00 CF= 1.00 63.25 in2 Moment of Inertia (deflection): Shear Stress: Fv = 170 psi Fv' = 170 psi Shear: Cd=1.00 7168 lb Modulus of Elasticity: E= - 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min' = 580 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 8558 ft -Ib 3.38 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3652 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 76.07 in3 121.23 in3 Area (Shear): 32.22 in2 63.25 in2 Moment of Inertia (deflection): 163.45 in4 697.07 in4 Moment: 8558 ft -Ib 13638 ft -Ib Shear: 3652 lb 7168 lb ' w ' 1 z 3,33 r SQ,-, r.- b°I Project: H07-069 Andreason Location: H-3 ' Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 3.33 FT #1 - Douglas -Fir -Larch - Dry Use 1 Section Adequate By: 720.90% Controlling Factor: Shear nccl CrTInuC r..... Live Load 0.00 IN UMAX ' Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:23:35 AM REACTIONS A_ B Provided Section Modulus: 9.89 in3 82.73 in3 Live Load 1099 Ib 1099 Ib Moment of Inertia (deflection): 10.28 in4 392.96 in4 Dead Load 237 Ib 237. Ib Shear: 721 Ib 5922 lb Total Load 1336 Ib 1336 Ib Bearing Length 0.39' in 0.39 in BEAM DATA Center Span Length 3.33 ft 3.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 660. plf MATERIAL PROPERTIES • Uniform Dead Load 131 plf #1 - Douglas -Fir -Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 802 plf Bending Stress: Fb = 1350 psi Fb' = 1350 .psi Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi. Fc -1' = 625 psi Controlling Moment: 1112 ft -Ib 1.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: . 721 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads'and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 9.89 in3 82.73 in3 Area (Shear): 6.37 in2 52.25 in2 Moment of Inertia (deflection): 10.28 in4 392.96 in4 Moment: 1112 ft -Ib 9307 ft-Iti Shear: 721 Ib 5922 lb b� ' Project: H07-069 Andreason Page Location: H-4 Frank Glazewski / Multi -Loaded Multi -Span Beam; Frank M Glazewski Architect ' [2007 California Building Code(2005 NDS)] C Delaware Drive ar 5.5 IN x 9.5 IN x 3.33 FT Chico, California 95973 #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 402.3% StruCalc Version 8.0.100.0 9/9/2009 10:24:09 AM Controlling Factor: Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN U8038_ Dead Load 0.00 in Total Load 0.01 IN U6926 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B Live Load 1881 Ib 1881 Ib ' Dead Load 302 Ib 302 Ib Total Load 2183 Ib 2183 Ib Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 3.33 ft 3.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3.33 ft ' Live Load Duration Factor 1.00 UNIFORM LOADS Cen er Notch Depth 0.00 Uniform Live Load 1130 plf MATERIAL PROPERTIES Uniform Dead Load 170 plf #1 - Douglas -Fir -Larch ' Beam Self Weight 11. plf ' Base Values Adjusted Total Uniform Load 1311 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Cd=1.00 CF= 1.00 ' Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1'. = 625 psi ' Controlling Moment: 1818 ft -Ib 1.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ' Controlling Shear: 1179 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided ' -Section Modulus: 16.16 in3 82.73 in3 Area (Shear): 10.4 in2 52.25 in2 Moment of Inertia (deflection): 17.6 in4 .. 392.96 in4 Moment: 1818 ft -Ib 9307 ft -Ib ' Shear: 1179 lb 5922 lb Project: H07-069 Andreason DEFLECTIONS Center page Frank Glazewski / Frank MGlazewski -Architect j` 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9%2009 10:24:43 AM Location: 1-1=5 0.00 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] ' 5.5 IN x'9.5 IN x 3.33 FT 0.00 0.01 #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 464.7% ' Controlling Factor: Shear 0 ft DEFLECTIONS Center page Frank Glazewski / Frank MGlazewski -Architect j` 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9%2009 10:24:43 AM BEAM DATA Live Load 0.00 IN U9083 ' Dead Load Total Load 0.00 0.01 in IN U7787 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 3.33 ft Unbraced Length -Top 0 ft REACTIONS A_ B Unbraced Length -Bottom Live Load 1665 Ib 1665 Ib ' . Dead Load 277 Ib 277 Ib Live Load Duration Factor 1.00 Notch Depth 0.00 Total Load 1942 Ib 1942 Ib 580 ksi Bearing Length 0.56 in 0.56 in BEAM DATA Center 1350 psi Fb' = 1350 psi Span Length 3.33 ft A 3.33 ft Unbraced Length -Top 0 ft 170 psi Cd=1.00 Unbraced Length -Bottom 3.33 ft Modulus of Elasticity: E = 1600 ksi UNIFORM LOADS Uniform Live Load Center 1000 plf Live Load Duration Factor 1.00 Notch Depth 0.00 E_min = MATERIAL PROPERTIES E_min' = 580 ksi Comp. -L to Grain: Uniform Dead Load 155 plf #1 - Douglas -Fir -Larch 625. psi Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 1166 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625. psi Controlling Moment: 1617 ft -Ib 1.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1049 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read . Provided Section Modulus: 14.37 in3 82.73 in3 Area (Shear): 9.25 in2 52.25 int Moment of Inertia (deflection): 15.58 in4 392.96 in4 Moment: 1617 ft -Ib 9307 ft -Ib Shear: 1049 lb 5922 lb NOTES Pa98 . Project: H07-069 Andreason �,^ Frank Glazewski Location: H-6 gid* Frank M Glazewski - Architect Multi -Loaded Multi -Span Beam 21 Delaware Drive (2007 California Building Code(2005 NDS)] of 5.5 IN x 9.5 IN x 5.33 FT Chico, California 95973 #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 124.7% StruCalc Version 8.0.100.0. 9/9/2009 10:25:17 AM ' Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U2215 ' Dead Load 0.00 in Total Load 0.03 IN U1899 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U24 C REACTIONS A_ B ' Live Load 2665 Ib 2665 Ib Dead Load 443 Ib 443. Ib Total Load 3108 Ib 3108 Ib Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 5.33 ft 5.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5.33 ft ' Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 1000 plf MATERIAL PROPERTIES Uniform Dead Load 155 plf #1 - Douglas -Fir -Larch Beam Self Weight 11 plf ' Base Values Adjusted Total Uniform Load 1166 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Cd=1.00 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi ' Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4142 ft -Ib 2.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 ' Controlling Shear: -2238 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided ' Section Modulus: 36.82 in3 82.73 in3 Area (Shear): 19.75 int . 52.25 int Moment of Inertia (deflection): 63.87 in4 392.96 in4 Moment: 4142 ft -Ib 9307 ft -Ib ' Shear: -2238 Ib 5922 lb W� � Z ) oC o Z 0•DIS t' � 0, 08 t (3/z QOUi' Z7i3�� wJ� = 13rz C0,06S li IZ- 3,33 3,33 l � w y,�; = 13I Z Co . Ods) +- �S"�z,C o , o9S) = o• 6 6 0 �'i !Fa9e Project: H07-069 Andreason / Location: H-7 ; _ Frank Glazewski MFrank M Glazewski - Architect Multi-Loaded Multi-Span Beam 21 Delaware Drive [2007 California Building Code(2005 NDS)] a ' 5.5 IN x 9.5 IN x 6.33 FT Chico, California 95973 #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 182.7% StruCalc Version 8.0.100.0 9/9/2009 10:26:07 AM ' Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U3126 Dead Load 0.01 in Total Load 0.04 IN U2012 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 1 1 REACTIONS A B Live Load 1339 Ib 1339 Ib ' Dead Load 742 Ib 742 Ib Total Load 2080 Ib 2080 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Center :w Span Length 6.33 ft 6 33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.33 ft ! Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 423 plf MATERIAL PROPERTIES Uniform Dead Load 223 plf #1 - Douglas -Fir -Larch Beam Self Weight 11 plf ! Base Values Adjusted Total Uniform Load 657 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Cd=1.00 CF= 1.00 ' Shear Stress: Fv = 170 psi Cd=1.00 Fv' = 170 psi Modulus of Elasticity: E _ . 1600 ksi E'= .1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp, 1 to Grain: Fc -1= 625 psi Fc --L= 625 psi Controlling Moment: 3292 ft -Ib 3.16 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1581 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 29.26 in3 82.73 in3 Area (Shear): 13.95 int 52.25 in2 Moment of Inertia (deflection): 46.88 in4 392.96 in4 Moment: 3292 ft -Ib 9307 ft -Ib Shear: -1581 Ib 5922 Ib 1 1 ' Project: H07-069 Andreason Location: H-8 Multi -Loaded Multi -Span Beam ' [2007 California Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 3.33 FT #1 : Douglas -Fir -Larch - Dry Use Section Adequate By: 716.8% ' Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX ' Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: Page �� Frank Glazewski / Frank MGlazewski -Architect 2.1 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:26:49 AM LOADING DIAGRAM REACTIONS A B Provided Section Modulus: Shear Stress: Live Load 1099 Ib 1099 Ib Fv' = 170 psi Moment of Inertia (deflection): Dead Load 244 Ib 244 Ib Moment: 1118 ft -Ib Modulus of Elasticity:. Total Load 1343 Ib 1343 .lb E'= 1600 ksi Min. Mod. of Elasticity: Bearing Length 0.39 in 0.39 in E_min' = 580 ksi Comp. 1 to Grain: BEAM DATA Center Fc --L= 625 psi Span Length 3.33 ft 3.33 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 660 plf MATERIAL PROPERTIES Uniform Dead Load 135 plf #1 - Douglas -Fir -Larch Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 806 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi Controlling Moment: 1118 ft -Ib 1.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -725 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Cd=1.00 CF= 1.00 Provided Section Modulus: Shear Stress: Fv = 170 psi Fv' = 170 psi Moment of Inertia (deflection): Cd=1.00 392.96 in4 Moment: 1118 ft -Ib Modulus of Elasticity:. E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi . E_min' = 580 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc --L= 625 psi Controlling Moment: 1118 ft -Ib 1.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -725 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 9.93 in3 82.73 in3 Area (Shear): 6.4 in2 52.25 int Moment of Inertia (deflection): 10.28 in4 392.96 in4 Moment: 1118 ft -Ib 9307 ft -Ib Shear: -72516 5922 lb NOTES 3Z"Sa Iz" .0"SGLxIz I `i' 1J a ic-1 6 r' 3 Z'JQx 12 3 �3-Iri/FCS-Lz 1 ,r3 ' P-n,= �3k 1 jNS-2,2/RL r 3Z"Sa Iz" .0"SGLxIz I `i' 1J a ic-1 6 r' 3 Z'JQx 12 3 Fri �i FTI, = 13 -fig X13 i el,Z, 10,1Z3(7) 3�116ZxI2�� It `i su x1& _g-- # S: G,,,', 38'SQx iz�, 3 Z "S Q K 3 6 � X 1z,� 3 4, �-✓ CQ x12`( -- u 3ZlIJ62 . ' Bo ' Revised; 06/10/09 SEISMIC DESIGN; Description; Andreason Plywood shearwalls Data from USGS tables; (When used) 9/29/2009 Zip Code Siate Area Latitude Longitude Zip S. Zip S, Max Ss Max S, Min S. Min S, User CA User 0 0 0.000 0.000 0.000 0.000 0.000 0.000 ' When using data frcm USGS Tables, input Max. S. and S, below. Mapped Spectral Accelerations for short periods (0.2s) Determine Se; Ss 0.610 Figure 22-3 ASCE 7-05 CBC Figure 1613.5(3) ' Mapped Spectral Accelerations for a 1 -sec period Determine S,; S, 0.233 Figure 22-3 ASCE 7-05 CBC Figure 1613.5(4) ' 20.1 Site Classification Reference CBC Figure 1613.5.2 0 Stiff soil profile Site coefficient, Fa 1.312 Table 11.4-1 ASCE 7-05 CBC Table 1613.5.3(1) ' Site coefficient, F„ 1.934 Table 11.4-2 ASCE 7-05 CBC Table 1613.5.3(2) 11.4.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters ' SMs = Fe Ss 0.800 (11.4-1) ASCE 7-05 CBC Equation 16-37 SM, = F. Ss 0.451 (11.4-2) ASCE 7-05 CBC Equation 16-38 11.4-4 Design Spectral Acceleration Parameters 2 SDs = — SMs 0.634 (11.4-3) ASCE 7-05 3 2 SD, SM, 0.300 (11.4-4) ASCE 7-05 3 . Table 11.5-1 Importance factor Occupancy category F or ii I 1.00 (11.5. 1) ASCE 7-05 11.5 Seismic Design Category ' Seismic design category based on short period response acceleration parameter D Table 11.6-1 ASCE-7-05 Seismic design category based on 1-S period response acceleration parameter D Table 11.6-2 ASCE 7-05 S, is less than 0.75? TRUE Fundamental period, Te 0.112 seconds < (0.8) Ts 0.450 seconds In each of the two orthogonal directions, the fundamental period of the structure used to calculate story drift is less than Ts? TRUE Equation 12.8-2 is used to determine the seismic response coefficient Ce? TRUE Diaphragms are rigid, or for diaphragms that are flexible, max. distance between vertical elements does not exceed 40ft? FALSE ' Seismic design category to be the most severe category as determined by Table 11.6-1 and 11.6-2 Seismic Design Category to be used for design D 1 12.2 STRUCTURAL SYSTEM SELECTION Bearing Wall Systems Light -frame walls sheathed with wood structural panels rated for shear -resistance or steel sheets Response Modification'Coefficient, R 6.50 Table 12.2-1, ASCE 7-05 System Overstrength Factor, no 3.00 Table 12.2-1, ASCE 7-05 Deflection Amplification Factor, Ca 4.00 Table 12.2-1, ASCE 7-05 User defined values; Response Modification Coefficient, R 3.00 System Overstrength Factor, Oo 2.00 Deflection Amplification Factor, Ca 2.50 12.8 Equivalent Lateral Force Procedure V = C, W = 0.082 W (12.8-1) ASCE 7-05 For drift calculations; VNS = C. W = 0.082 W (12.8-1) ASCE 7-05 Vim,,, = C. W. = 0.082 W (12.8-1) ASCE 7-05 12.8.1.1 Calculation of Seismic Response Coefficient SOS C. _ --- _ 0.082 g (12.8-2) ASCE 7-05 (R / 1) Where T:5 TL The value of C. need not exceed; SDS C. _ --- = 0.294 g (12.8-3) ASCE 7-05 T(R/1) For structures with S,z 0.6g, C. shall not be less than; (0.5) S, C. _ = 0.018 g Not applicable (12.8-6) ASCE 7-05 (R / 1) 12.8.2.1 Approximate Fundamental Period Structure type from Table 12.8-2 All other structural systems h„10.00 feet Structure height C, 0.020 Table 12.8-2 ASCE 7-05 x 0.750 Table 12.8-2 ASCE 7-05 Ta = C, h„' = 0.112 seconds (12.8-7) ASCE 7-05 Ts = 0.663 seconds .(11.4.5) ASCE 7-05 Input calculated building period; Ty 0.00 seconds North -south T. 0.00 seconds East -west Long -period transition period, TL 16.00 seconds (11.4.5) ASCE 7-05.. The upper limit on calculated periods above shall not exceed, C„'T,; C„ 1.4 Table 12.8-1 ASCE 7-05 T 0.157 seconds C„Ta 0.157 seconds T are NS 0.112 seconds T aria EW 0.112 seconds ' SEISMIC DESIGN; 9/2912009 Description; jAndreason jGypsum board shearwalls Data from USGS tables; (When used) Zip Code State Area Latitude Longitude Zip S. Zip S, Max S. Max S, Min S. Min S, User CA User 0 0 0.000 0.000 0.000 0.000 0.000 0.000 When using data from USGS Tables, input Max. S. and Si. Mapped Spectral Accelerations for short periods (0.2s) Determine S6; Ss 0.610 Figure 22-3 ASCE 7-05 CBC Figure 1613,5(3) ' Mapped Spectral Accelerations for a 1 -sec period Determine S,; S, 0.233 Figure 22-3 ASCE 7-05 CBC Figure 1613.5(4) 20.1 Site. Classification Reference CBC Figure 1613.5.2 ' ID Stiff soil profile Site coefficient, Fa 1.312 Table 11.4-1 ASCE 7-05 CBC Table 1613.5.3(1) ' Site coefficient, F„ 1.934 Table 11.4-2 ASCE 7-05 CBC Table 1613.5.3(2) 11.4.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters SMs = Fa Ss 0.800 (11.4-1) ASCE 7-05 CBC Equation 16-37. 1 SM, = F� Ss 0.451 (11.4-2) ASCE 7-05 1 CBC Equation 16-38 11.4-4 Design Spectral Acceleration Parameters SDs SMS 0.634 (11.4-3) ASCE 7-05 3 ' 2 SDS SMI 0.300 (11.4-4) ASCE 7-05 3 Table 11.5-1 Importance factor Occupancy category t or u I 1.00 (11.5.1) ASCE 7-05 11.5 Seismic Design Category Seismic design category based on short period response acceleration parameter D Table 11.6-1 ASCE 7-05 Seismic design category based on 1-S period response acceleration parameter D Table 11.6-2 ASCE 7-05 S, is less than 0.75? TRUE ' Fundamental period, Ta 0.160 seconds < (0.8) Ts = 0.450 seconds In each of the two orthogonal directions, the fundamental period of the structure used to calculate story drift is less than Ts? TRUE Equation 12.8-2 is used to determine the seismic response coefficient C,? Diaphragms are rigid, or for diaphragms that are flexible, max. distance between vertical elements does not exceed 40ft? FALSE Seismic design category to be the most severe category as determined by Table 11.6-1 and 11.6-2 Seismic Design Category to be used for design D .1 1 1 1 1 1 1 1 1 1 1 1 1 1 12.2 STRUCTURAL SYSTEM SELECTION Bearing Wall Systems light -framed walls with shear panels of all other materials Response Modification Coefficient, R 2.00 Table 12.2-1, ASCE 7-05 System Overstrength Factor, Std 2.50 Table 12.2-1, ASCE 7-05 Deflection Amplification Factor, Cd 2.00 Table 12.2-1, ASCE 7-05 12.8 Equivalent Lateral Force Procedure V = Ca W = 0.267 W (12.8-1) ASCE 7-05 For drift calculations; VNs = Cs W = 0.267 W (12.8-1) ASCE 7-05 VEW = Ca W = 0.267 W (12.8-1) ASCE 7-05 12.8.1.1 Calculation of Seismic Response Coefficient SDS C, _ ---- = 0.267 g (12.8-2) ASCE 7-05 (R/1) Where T5 Tc The value of Cs need not exceed; SDS Ca = -- = 0.671 g (12.8-3) ASCE 7-05 T(R/1) For structures with Srz 0.6g, Cs shall not be less than; (0.5)S' C. _ = 0.068 g Not applicable (12.8-6) ASCE 7-05 (R / 1) 12.8.2.1 Approximate Fundamental Period Structure type from Table 12.8-2 al other structural systems h 16.00 feet Structure height C, 0.020 Table 12.8-2 ASCE 7-05 x 0.760 Table 12.8-2 ASCE 7-05 Ta = Cr h„" = 0.160 seconds (12.8-7) ASCE 7-05 Ts = 0.563 seconds (11.4.5) ASCE 7-05 Input calculated building period; Ty 0.00 seconds North -south Tx 0.00 seconds East -west Long -period transition period, Tc 16.00 seconds (11.4.5) ASCE 7-05 The upper limit on calculated periods above shall not exceed C, Ta; Cu 1.4 Table 12.8-1 ASCE 7-05 T 0.224 seconds C„ Ta 0.224 seconds T drift NS. 0.160 seconds T daft EW 0.160 seconds rer�.��nota�.� �� Lr(ZS �xISfiS .. ......... SetS��c,—��c.e!CA.Secw.r�- Ce�l��.y zz�S (o, 00 I c, C- (5;ksdyLM e 4d w lIS 04 S I �! f 1 S V `^) '12- CJS rer�.��nota�.� �� Lr(ZS �xISfiS CcA�c�n�a�e Sn" v,viIC, �. cep o Tvr�� S3�goK 1 1 Si Ivy �J 1 3 8'G 0 o 13 kS 1 1 r 1 1 1 i,od i- 29 ( � I �0 03 9) � '. w z ; Zo�,�(o,o�q � t Z(o•S(o,�3�"� = Z•HZ �`�� ' ;FL,: M I N S( 0, 2) = 3;10 . (�c�,�(6.Q Z) s C�,cj\4 oe 20,.so (0,062- 0,062. Pr i,od I_ 1 1�. 1 1 1 ,' 1 1 1 1_ 1 1 1 1 1 1 1 1 13 LA) 21,( 2,9 w2 Ll o. o&j r 0 3 6) 3 Z tz- Z, = Ll 1, b, -4(o' 7- .. .... .... Wall line analysis SheafWall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason / Main Level 1 Line - A -1. Level; Main Line; �A Description; Page 1 Miscellaneous; Connectort A35 0.600 kips/each ' ❑' Framing at 16" o/c ❑' Panels applied with long dimension across studs Connector2 None 0.000 kips/each Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 Maximum spacing 24.00 inches olc Connectors 24 Load combinations; ' Seismic; 0.6D+0.7E+H Connectors at rim joist to mudsilllcripple Seismic governs Wind; 0.6D+W+H kips/ft A35 at 0 inches o/c max. Shearwall; ' Calculate shearwall v; Custom holdown anchor; Total shearwall length 17.00 feet _ Factored; Vseismic 1.580 kips 1.106 kips kips VW1M 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.065 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft Oki ' Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; 1 None 16 0.000 kips/ft vimw; 0.213 kips/ft ' If user -defined SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft ' Sill nailing; ❑ Applicable? 0.15416d - 2.367 feet o/c' sinker good for; 0.154 kipsleach ' 0.065 16d nails at 0 inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Design v; 0.065 kips/ft 2 x Mudsill ermitted Mudsill; PTDF • zx • Anchor bolts; 1/2" dia. v ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 = 12.512 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.065 1/2" dia.x10 in anchor bolts at 72 inches o/c max. Page 1 Connectort A35 0.600 kips/each ' Length of attachment 17.00 feet Connector2 None 0.000 kips/each Design v 0.065 kips/ft Maximum spacing 24.00 inches olc Connectors 24 inches o/c max. ' Connectors at rim joist to mudsilllcripple wall top plate; ❑ Applicable? Design v; 0.065. kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor; Description; 518" x 12 =Axial capacity; 4.50 kips Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; r elsmic 9129/2009 Description; 07.069 • Andreason 1 Main Level / Line • A • 1. Maximum collector force; 0.000 kips Wall 0 n . 1.106 Drag truss present to assume collector forces? No 0.000 Force I Wore Nailed top plate splice; Connector? capacity 17.00 w 16d nail good for; 0.132 kips/each 0.00 68ails where used Bolted top plate splice; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1:1 El E3 1:1 ❑ ❑ ❑ 0 Use; Not appllwble - v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 Seismic; 1.580 0.00 0.00 0.00 0.000 0.000 0.000 0.00 0.00 0.00 Wind; 0.000 0.000 0.000 0.000 Summary: V1 0.00 0.00 0.00 v V4 I v.Comer v. I V2 I v.. V3 I Segment Desc. Wall 0 n . 1.106 0.065 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 17.00 w 17.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1:1 El E3 1:1 ❑ ❑ ❑ 0 --- --- --- --- --- --- 0.000 0.000 0.000 0.000 0.000 0.000. 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 n -- 0.000 El - 0.000 El --- 0.000 0.000 ❑ - 0.000 0.000 0.000 El --- - 0.000 ❑ --- - 0.000 El - - 0.000 ❑ --- - 0.000 El --- - 0.000 ❑ - - 0.000 0 0.000 - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 i wai iengtns; i r.uu u.uu Page 1 v 1 1 1 1 1 1 Shearwall Panel summary; Load case; Fs--,im-,�-:--F--1 9/2912009 Description; 07-069 - Andreason 1.Main Level / Lind - A -1. wl Additional offset to holdown; --- Angle of grid line; degrees to to 0.00 0.06 0.600 0.060 8.670 Panel dimensions,* w2 Check aspect ratio; Actual; Limited to; Length of panel; 17.00 feet Panel height; 10.00 , feet h/w; 0.59 :1 3.50 :1 Ok Perforated shearwall - where obcuring; EJ Applies? .Concrete anchorage; --- 0.00 0.00 Opening data; Width (ft); Height(ft); Left x(ft); Pier 1; h/w; .0.00 :1 3.50 :1 Ok *T*T 0.00 1 0.00 0.00 Pier 2; h/w;, 0.00 :1 3.50 :1 Ok Seismic loading; 0.000 0.000 0.000 .000 0.000 0.000 0.000 = 0.000 15.361' - 0.000 0.000 0.000 W5 0.00 0.00 P1 IR21F6 LFF�A�2� 1.506 17.00 -152 0.000 0.000.600 --- V design'- 0.065 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6",12" o.c. kips Adjust allowable shear for seismic cases per Table 2305.3. Holdown force from above (if applicable); kips Allowable; SW to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 6", 12" ox. -0.780 - kips 0.000 kips, Ok v P; 0.213 kips/ft V allow= Via, 2*w/h = 0.213 kips/ft > 0.065 kips/ft Oki Wind loading; Ok V design,' 0.000 kips/ft V allow = 0.211 kips/ft > 0.000 kips/ft Oki RR, Wall Roof Floor Summary of DLRM: 1101111 1 111 r1A I nrl? I WURPROW, JR. 161�-'Wob`-!,W*,401 0�7ffl' I MM� §�Lffid-RT .A 1., -10' -R Iff. S. I "'PTININ-1 T, - NA - t"I ""IERNIN IN 0 lib I wl Additional offset to holdown; --- 0.00 17.00, to to 0.00 0.06 0.600 0.060 8.670 8-670 w2 g� 0.00 0.00 0 �,�o 1 0.00 0.00 0.600 0.000 0.000 0.000 w3 .Concrete anchorage; --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 *T*T --- 0.00 0.00 dia. Clr dim; 0.000 inches 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 .000 0.000 0.000 0.000 = 0.000 15.361' - 0.000 0.000 0.000 W5 0.00 0.00 P1 IR21F6 LFF�A�2� 1.506 17.00 -152 0.000 0.000.600 --- P3 0.000 0.00 P4 0.000 0.00 Total; 8.670 24.031 Summary; Overturning moment; 11.06 ft -kips FS Re wired DLRM - load acting from left to right; 8.67 ft -kips 0.78 < 1.50 Holdown required DLRM - load acting from right to left; 24.03 ft -kips 2.17 > 1.50 Ok - No tension ties required I aft and - End stud; z zx Holdown; I HDU2 5/8" di& Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 16.52 feet Holdown force; 0.145 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force;, .0.145 kips 3.075 Ok .Concrete anchorage; Allowable;' Anchor; 5STB20 (5/9") • 4.600 kips Ok Right end; End stud; z 2x Holdown; N/A --- dia. Clr dim; 0.000 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 16.63 feet Holdown force; ".0.780 kips Holdown force from above (if applicable); kips Allowable; Total holdown force; -0.780 - kips 0.000 kips, Ok Concrete anchorage; Allowable; Anchor; N/A 0.000 kips Ok cl D qi Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Level 1 Line - B.1 - I . .Level; Main Line; 6.1 Description; . ' Miscellaneous; I] Framing at 16" o/c ❑° Panels applied with long dimension across studs Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 ' Load combinations; Seismic; 0.61)+0.7E+H Seismic governs; Wind; 0.6D+W+H ' Calculate shearwall v; Description, Mark Total shearwall length 17.50 feet Factored; Vseismc 1.680 kips 1.176 kips Vwiad 0.000 kips 0.000 kips Shearwall v; v allow; 0.213 kips/ft ' Seismic 0.067 kips/ft < 0.213 kips/ft Oki Wind 0.000 kips/ft < 0.213 kips/ft Okl ' Page 1 Description, Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None • 16 0.000 kips/ft v allow; 0.213 kips/ft ' If user -defined SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft ' Sill nailing; ❑Applicable? 0.154 - 16d sinker good for; 2.292' feet olc 0.154 kips/each ' 0.067 16d nails at 0 inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Design v; 0.067 kips/ft 2 x Mudsill ennitted Mudsill; PTDF 2x Anchor bolts; 1/2" dia: Allowable shear per anchor bolt; 0.814 kipslea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 =12.113 . feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.067 1/2" dia.x10 in anchor bolts at 72 inches olc max. Blocking/to late; (]Applicable? Connector1 IA35 • 0.600 kips/each Length of attachment 17.50 feet Connector? iNone 0.000 kips/each Design v 0.067 kips/ft Maximum spacing 24.00 inches olc Connectors 24 inches olc max. Connectors at rim joist to mudsill/cripple wall top plate; ❑Applicable? Design v; 0.067 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor; Description; 518" x 12 Axial capacity; 4.50 kips ' Page 1 52 Line geometry Line summary; Line geometry and collector forces; Load case; seismic 9/2912009 Description; 07.069 - Andreason I Main Level I Line - B.1 -1. Maximum collector force; 0.000 kips 0 n . 1.176 0.067 0.000 Drag truss present to assume collector forces? No • ignorel ignore Connector? Nailed top plate splice; 17.50 w 17.50 0.00 y 16d nail good for; 0.132 kips/eachfS II ce; 8 16d�n'adswherd: Bolted top plate splice; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Use; Not applicable • 0.00 0.00 0.00 v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.00 0.00 0.00 Seismic; 1.680 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Wind; 0.000 0.00 0.00 0.00 0.000j [--qALOJ 0.00 0.00 0.00 1 0.000 0.000 --- 0.000 ❑ - 0.000 ❑ - jw I I Summary: 0.00 0.00 0.00 0.00 0.00 0.00 - I Ve V1 U, V9 _ I V-1 I Segment Desc. Wall 0 n . 1.176 0.067 0.000 0.000 0.000 0.000 0.000 0.000 Force ignorel ignore Connector? capacity 17.50 w 17.50 0.00 y 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ❑ --- ❑ --- 1 ❑ ❑ --- 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 El - 0.000 ❑ --- 0.000 El - 0.000 0.000 0.000. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 1:1 --- 0.000 0.00 0.00 0.00 0.000 ❑ --- 0.000 EJ i 0.000 0 0.000 El 0.000 El 0.000 ❑ 0.000 U 0.000 ❑ --- 0.000 0.000 El 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 --- 0.000 ❑ - 0.000 ❑ - jw I I 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Page 1 Shearwall panel summary; Load case; JSeismic n p-In wi 9/2912009 kips 0.00 17.50 10.00 0.00 0.00 0.600 Description; 07.069 - Andreason 1 Main Level 1 Line - B.1 - w2• Anchor; I ss-m2o (5/8") Angle ofigrid line; 0.00 degrees 0.00 0.00 0.600 0.000 0.000 Panel dimensions,- w3 Check aspect ratio; Actual; Limited to; Length of panel; 17.50 feet Panel height; 10.00 feet h/w; 0.57,:1 3.50 :1 Ok Perforated shearwall - where occuring; El Applies? --- 0.00 0.00 Opening data; Width (ft); Height ft ; Left x Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; 0.000 P1 1,0,TIC F 1.506 17.50 V desip; 0.067 kips/ft Specified shearwall for grid: 3/8" cdx plywood with 8d nails at 6",12" o.c. 21 Adjust allowable shear for seismic cases per Table 2305..3.-. 15.813 P2 . ,fi�, am -KW' R 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 6", 12" o.c. --- 0.600 v P; 0.213 kips/ft v allow = V,.,,p 2*w/h 0.213 kips/ft > 0.067 kips/ft Oki Wind loading; 0.600 0.000 V design'- 0.000 kips/ft v allow 0.213 kips/ft > 0.000 kips/ft Oki 0.600 W-06 0.000 0.000 Wall Roof Floor Sijmmary of DI RIVI- n-nin n nid nniq !�Frq& R 7T VE IBM me-Aff, I M _U%rly, r n " 0 �t =en -I $@C 9' 1 " NO p-In wi 0.151 kips 0.00 17.50 10.00 0.00 0.00 0.600 0.060 9.188 9.188 w2• Anchor; I ss-m2o (5/8") 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4, --- 0.00 0.00 0.600 0.000 0.000- 0.000 w5 .0.00 0.00 0.600 0.000 0.000 0.000 P1 1,0,TIC F 1.506 17.50 0.600 0.000 15.813 P2 . ,fi�, am -KW' R 0.000 0.00 --- 0.600 0.000 0.000 P3 0.000 0.00 0.600 0.000 0.000 P4 0.000 0.00 --- 0.600 0.000 0.000 Summa'ry; Overturning moment; 11.76 ft -kips DLRIVI - load acting from left to right; 9.19 ft -kips DLRM - load acting from right to, left; 25.100 ft -kips I otai; 9.188 25.001 FS Required 0.78 < 1.50 1 Holdown required 2.13 > 1.50 Ok - No tension ties required Len ena; 518" dia. Clr dim; 1.250 inches End stud;' Holdown; I HDU2 Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 17.02 feet Holdown force; 0.151 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.151 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; I ss-m2o (5/8") 4.600 kips Ok, Right end; End stud; z zx Holdown; N/A dia. Clr dim;, 0.000 inches Additional offset to holdown; 0.00 . inches Length used to calculate tie force at right end; 17.13 feet Holdown force; 1-0.773 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; .0.773 kips 0.000 kips Ok Concrete anchorage; Allowable; Anchor; I N/A -0.000 ' kip's Ok .:c(3 _I Wall line analysis Shearwall Summary; 2007 California Building Code; 9/2912009 ' Description; 07.069 - Andreason I Main Level 1 Line - D.1+D.2.1. Level; Main Line; F D.1+D.2 Description; Page 1 Miscellaneous; Connectort A35 V 0.600 kips/each ' Q Framing at 16" o/c Q Panels applied with long dimension across studs Connector2 None V 0.000 kipsleach Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 Load combinations; Maximum spacing F 24.00 inches o/c Connectors 24 Seismic; 0.6D+0.7E+H Connectors at rim joist to mudsill/cripple Seismic governs; Wind; 0.6D+W+H kips/ft A35 at 0 inches o/c max. Shearwall; Calculate shearwall v,- ;Total Custom holdown anchor; Totalshearwall length 21.58 feet Factored; VMS,,,;c 4.240 kips 2.968 kips kips VM,,d 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.138 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft Okl Desch tion; Mark v cap Side 1; 3/9" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; Nne 16 0.000 kips/ft v allow,; 0.213 kips/ft If user -defined SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft ' Sill nailing; ❑Applicable? 0.154 1.120 feet o/c 16d sinker good for; 0.154 kips/each 0.138 16d nails at' 0 inches o/c at SW Anchor bolts; Q Applicable? ❑ Shearwall on raised wood floor Design v; 0.138 kips/ft . 2 x Mudsill pffmitted P Mudsill; TDF zx Anchor bolts; 1/ r' dia: Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 =Anchor 5.919 feet o/c bolt spacing in multiples of; 4.000 inches 0.138 1/2" dia.x10 in anchor bolts at 68 inches o/c max. Page 1 Connectort A35 V 0.600 kips/each ' Length of attachment 21.58 feet Connector2 None V 0.000 kipsleach Design v 0.138 kips/ft Maximum spacing F 24.00 inches o/c Connectors 24 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.138 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor; Description; 518" x 12 jAxial capacity; 4.50 kips Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic 9/29/2009 Description; 07-069 - Andreason / Main Level 1 Line - D.1+D.2.1. Maximum collector force; 1.025 kips Wall 0 n . Drag truss present to assume collector forces? No 0.000 0.000 0.000 Nailed top plate splice; I Lore Connector? 16d nail good for, 0.132 kips/each CSpl' Ii e7 ' 8'�_ 6tl ria�`ils whe a used Bolted top plate splice; Y Y Y 1 Use; Not applicable IVI v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.900 ❑ --- ' Seismic; 4.240 0.000 . 0.000 0.000 1.025 ❑ - Wind; 0.000 0.000 0.000 0.000 Summary: V1 v. 0.000 v_ VA „. 0.000 ❑ - I V2 v_ VA Segment Desc. Wall 0 n . 2.968 0.064 0.000 0.000 0.000 0.000 0.000 0.000 Force I Lore Connector? capacity 12.25 w 8.75 0 9.33 w 16.00 o 0.00 0.00: 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00. 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 o.o0 o.o0 o.o0 12.25 0.00 9.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.75 0.00 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y Y Y 1 0.000 0.900 ❑ --- ' 0.000 0.339 ❑ --- - 0.000 1.025 ❑ - 0.000 0.000 ❑ ' 0.000 0.000 ❑ ' 0.000 0.000 ❑ - 0.000 0.000 0 --- ' 0.000 0.000 1:1 --- - 0.000 o.000 ❑ - - 0.000 o.000 ❑ --- - 0.000 0.0oo ❑ - 0.000 0.000 ❑ - 0.000 o.000 ❑ --- - 0.000 0.000 0 - 0.000 o.000 ❑ - - 0.000 0.000 11 - 0.000. o.000 ❑ --- - o.000 o.000 ❑ 0.000 0.0oo . ❑ --- - o.000 0.000 ❑ - 0.000 . moo ❑ - 0.000 0.000 ❑ --- - 0.000 0.o00 ❑ --- - 0.000 0.000 ❑ -- 0.000 0.000 1 ❑ --- - o.000 i VlPi iGi�lJ ll , LI.JY GY.IJ Page 1 �S 9fo Shearwall panel summary; :Load case; LSTF-1-ir 9/2912009 Description; 07.069 - Andreason I Main Level I Line - D.I+D.2 -1. Angle of grid line; 0.00 degrees Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 12.25 feet Panel height; 10.00 feet h/w; 0.82 :1 3.50 :1 Ok Perforated shearwall - where occuring; ❑ Applies? 4.502 4.502 w2 kips Opening data; Width (ft);- Height(ft Left x(ft Pier 1; h/w; 0.00 :1 3.50 :1 Ok 000 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; 0.00 0.00 1 0.00 0.600 0.000 0.000 V design; 0.138 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails - at 6",12" o'.c. W, u y VI s0.000 F±] Adjust allowable shear for seismic cases per Table 2305.3. 0.00 0.00 --- --- --- 0.600 0.600 0.600 0.600 0.600 0.600 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 6", 12" o.c. 0.000 • 0.000 v cap, 0.213 kips/ft V allow= V.p 2*w/h = 0.213 kips/ft > 0.138 kips/ft Oki Wind loading; 1.049 kips Holdown force from above (if applicable); V design,' 0.000 kips/ft v allow = 6.213 kips/ft > 0.000 kips/ft, Oki kips eTL V Concrete anchorage; Allowable; Wall Roof Floor 4.600 - kips Ok Summary of DLRIVI: 0.010 0.014 0.012 Nd IY- f 'a E i Ult'wog II BiRRI VOUNTRI-OC6 �Mffigpgt@�J( Iffl- 1,wo 518" MMR'. wi 0.00 0.00 12.25 10.00 0.00 000 0.600 0.060 4.502 4.502 w2 kips --- 0.00 0.00 0.00 0.00 000 0.600 0.000 0.000 0.000. w3 3.075 Ok --- 0.00' 0.00 0.00 0.00 1 0.00 0.600 0.000 0.000 0.000 w4% w5 P1 -P2 P3 P4c. W, u y VI s0.000 0.00 0.00 --- 0.00 0.000 0.00 0.000 0.00 0.000 0.00 0.00 0.00 0.00 --- --- --- 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total; 4.502 4.502 Summary; Overturning moment; 16.85 ft -kips FS. Re wired DLRIVI - load acting from left to right; 4.50 ft -kips. 0.27 < 1.50 Holdown required DLRIVI - load acting from right to left; 4.50 ft -kips 0.27 < 1.50 Holdown required EM I aft imnrV End stud; Holdown; I HDU2 • 518" dia. Clr dim; 1.256 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 11.77 feet Holdown force; 1.049 kips Holdown 'force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.049 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; ss-rB20 (5/8") • 4.600 kips Ok Right end; End stud; 2 2x Holdown; HDU2 5/8" dia. Clr dim;' 11.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 11.77 feet Holdown force; 1.049 kips Holdown force from above (if applicable); 0.000 kips 'Allowable; Total holdown force; 1.049 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; J ss-rB20 (5/8") 4.600 - kips Ok Load case, Sheamall panelsummary; , [seismicE 912912009 7 Description; 07.069 - Andreason I Main Level I Line - D.I+b.2 - Angle of grid line; degrees -4101 IN I 1 RL wi 0.00 inches Panel dimensions,, Check aspect ratio; Actual; Limited to; Length of panel; 9.33. feet Panel height; 1 10.00 Ifeet h/w; 1.07 :1 3.50 :1 Ok Perforated she ' arwall - where occuring; F1 Applies? 0.00 0.00. 0.00 1 0.00 0.600 0.000 0.000 Opening data; Width (ft); Height ft Left x(ft); Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 .1 0.00 0.00 1. Pier 2; h1w; 0.00 :1 3.50 :1 Ok Seismic loading; ,A*MW 0.00 0.00 V dasign-*, 0.138 kips/fi Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6",12" o.c. 0.000 0.000 0.000 0.000 0.000 0.000 El Adjust allowable shear for seismic cases per Table 2305.3. PI NMSNPI� 0.000 0.00 P2 Ql` W. 0.000 0.00 P3 Vg 0000 0.00 --- P4 0.000 0.00 --- SW to be used, if allowable shear is adjusted per Table 2305,3.4; 3/8" cdx plywood with ad nails at 6", 12" o.c. • vu. P, 0.213 kips./ft V all. Vcp 2*w/h = 0.213 kips/ft > 0.138 kips/ft OkI Wind loading; 'V design-. 0.000 kips/ft V alb'W'= 0.213 kips/ft > 0.000 kips/ft Okl Wall Roof Floor Summary of DLRM- n nin I n nIA I n n- Summary; Overturning moment; DLRM - load acting from left to right; DLRM - load acting from right to left; I aft Pnrl- i otai; 2.611 2.611 12.83 fl -kips FS Re wired �L u 0 2.61 ft -kips 0.20 < 1.50 Holdown required -kips 0.20 <1.50 0 2.61 ft 1. Re Holdown required End stud; Holdown; HDU2 -4101 IN I 1 RL wi 0.00 inches 0.00 9.33 10.00 -000 0e00 0.600- 0.060 2.611 2.611 w2 F70.0007- --- 0.00 0.00 0.00. 0.00 1 0.00 0.600 0.000 0.000 0.000 w3 4.600 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 ,A*MW 0.00 0.00 0.600 0.000 . 0.600 0.000 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 0.000 fl-nno 0.000 0.000 0.000 0.000 0.000 0.000 w5 Vj-,E, -- , _ �J 0.00 0.00 PI NMSNPI� 0.000 0.00 P2 Ql` W. 0.000 0.00 P3 Vg 0000 0.00 --- P4 0.000 0.00 --- Summary; Overturning moment; DLRM - load acting from left to right; DLRM - load acting from right to left; I aft Pnrl- i otai; 2.611 2.611 12.83 fl -kips FS Re wired �L u 0 2.61 ft -kips 0.20 < 1.50 Holdown required -kips 0.20 <1.50 0 2.61 ft 1. Re Holdown required End stud; Holdown; HDU2 5/8" dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 8.85 feet Holdown force; 4.155 kips Holdown force from above (if applicable); F70.0007- kips Allowable; Total holdown force; 1.155 kips 3.075 •Ok, Concrete anchorage,: Allowable; 4.600 Anchor; I ss-rB20 (5/8") • 4.600 kips Ok Right end; End stud; Holdown; I HDU2 5/8" di a. Clr dim; 1.250 inches Additional offset to holdown; F 0.00 -------]inches. Length used to calculate tie force at right end; 8.85 feel Holdown force; 1155 kips Holdown force from above (if applicable); F076_6 F kips Allowable; Total holdown force; kips 3.075 kips Ok Concrete anchors e; Allowable; Anchor; I ss-rl]12o'(5/8") 4.600 kips Ok, ' ' Description; Connectorl A35 Mark v cap Length of attachment Wall line analysis with ad nails at 4", 12" o.c. jV1 2 0.312 kips/ft 0.168 - kips/ft Side 2; None Shearwall Summary; 2007 California Building Code; Connectors 24 912912009 ' Description; 07-069 - Andreason l Main Level 1 Line - H.1 -1. 0.312 kips/ft If user -defined SW used; Level; Main Line; H.1 Description; v allow Miscellaneous; User defined 1; 0.000 kips/ft 21 Framing at 16" o/c Panels applied with long dimension across studs 0.000 Wall framing species; DFL Top plate species; HF . Multiplier (species), 0.82 Load combinations; x 12 Axial capacity; 4.50 0.154 = 0.496 feet o/c Seismic; 0.6D+0.7E+H Seismic governs; 0.310 Wind; 0.6D+W+H inches o/c at SW Anchor bolts; Shearwall; ❑ Shearwall on raised wood floor Calculate shearwall v,- ,Total 0.310 kips/ft 2 x Mudsill emtitted Totalshearwall length 15.66 feet Factored; rax Anchor bolts; 1/2^ dia. Vseisnft 6.940 kips 4.858 kips VWnd 0.000 kips 0.000 kips ' Shearwall v; 0.814 = 2.624 feet o/c Anchor bolt spacing in multiples of; 4.000 inches Seismic 0.310 kips/ft < 0.312 kips/ft Oki 28 Wind 0.000 kips/ft < I0.312 kips/ft Okt Page 1 ,o Description; Connectorl A35 Mark v cap Length of attachment Side 1; 3/8" cdx plywood with ad nails at 4", 12" o.c. jV1 2 0.312 kips/ft 0.168 - kips/ft Side 2; None 16 0.000 kips/ft Connectors 24 inches o/c max. ' Connectors at rim lolst to mudsill/cripple v alis; 0.312 kips/ft If user -defined SW used; kips/ft A35 at 0 v allow User defined 1; 0.000 kips/ft Custom holdown anchor; User defined 2; 0.000 kips/ft 'Sill nailing; ❑Applicable? Description; 518" x 12 Axial capacity; 4.50 0.154 = 0.496 feet o/c 16d sinker good for; 0.154 kips/each 0.310 16d nails at 0 inches o/c at SW Anchor bolts; ll Applicable? ❑ Shearwall on raised wood floor Design v; 0.310 kips/ft 2 x Mudsill emtitted Mudsill; PTDF rax Anchor bolts; 1/2^ dia. ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor -bolts Ok 0.814 = 2.624 feet o/c Anchor bolt spacing in multiples of; 4.000 inches ' 0.310 112° dia.x10 in anchor bolts'at 28 inches o/c max. Page 1 ,o Connectorl A35 0.600 kips/each Length of attachment 29.00 feet Connector? None 0.000 kips/each Design v 0.168 - kips/ft Maximum spacing F 24.00 inches o/c Connectors 24 inches o/c max. ' Connectors at rim lolst to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.310 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor, Description; 518" x 12 Axial capacity; 4.50 kips Page 1 ,o Line geometry Line summary; Line geometry and collector forces; Load case; seismic 912912009 Description; 07.069 • Andreason 1 Main Level 1 Line • H.1 - /. Maximum collector force; 3.245 kips V1 v, V2 v2. V3 Drag truss present to assume collector forces? No • Nailed top plate splice; Connector Segment Desc.1 Wall 16d nail good for; 0.132 kips/each �Spllce Wg'25 16d Wads where use Bolted top plate splice; Ignorel Ignore Connector? Use; Not applicable • v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 Seismic; 6.940 •1.391 El - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wind; 0.000 LnEi L2.000 0.000 Summary; V1 v, V2 v2. V3 v3 V4 v4 Connector Segment Desc.1 Wall 0 n . 4.858 0.103 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? oa aci 13.50 o 5.00 o .13.00 o 15.66 w 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 13.50 5.00 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y y y y 0.000 •1.391 El - 0.000 •1.906 0 0.000 -3.245 ❑ - 0.000 0.000 El 0.000 0.000 ❑ - 0.000 0.000 ❑ . 0.000 0.000 El --- V 0.000 0.000 0 --- 0.000 0.000 ❑ --- 0.000 0.000 ❑ V 0.000 0.000 ❑ -- - 0.000 0.000 1:1 --- 0.000 0.000 ❑ 0.000 0.000 11 0.000 0.000 ❑ - 0.000 0.000 ❑ --- 0.000 0.000 1:1 - 0.000 0.000 0 0.000 0.000 0 0.000 0.000 ❑ --- 0.000 0.000 ❑ --- 0.000 0.000 0 --- w 1 0.000 0.000 ❑ -- 0.000 0.000 ❑ 0.000 0.000 0.000 I otal lengths; 15.65 31.50 Page 1 Shearwall panel summary; Load case; Seismic 912912009 Description; 07.069 - Andreason I Main Level / Line - H.1 -1. Angle of grid line; 0.00 degrees FT_,(�Itil or _e M -W HAM � 11 1-0 MD =121. 61 W1 Panel dimensions; 0.00 Check aspect ratio; Actual; Limited to; Length of panel; F-1-5-.-6-7-1 feet Panel height; F-1-0--00 -feet h/w; 0.641:1 3.50 :1 Ok Perforated shearwall- where occuring; E]Applies? 0.00 0.00 0.00 0.600 0.000 0.000 Opening data; Width (ft): Height ft Left x Pier 1; htw; 0.00 :1 3.50 :1 Ok 0.00 0.00 0.00 0.00 0.00 0.00 Pier 2; htw; 0.00 :1 3.50 :1 Ok Seismic loading; 0.00 .0.00- 0.600 V design 0.310 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4",12" o.c. El Adibst allowable shear for seismic cases per Table 2305.3. 0.00 0.00 0.600 SW to be used, if allowable shear is adjusted per Table 2305.3.4;.F3/Fcdx plywood with 8d nails at 4", 12" o.c. 0.000 • P1 V cap,' 0.312 kips/ft velbw=Vc,,p*2*wlh= 0.312 kips/ft > 0.310 kips/ft Okl Wind loading; 0.000 12.298 P2 &," LAY �M�r 0.000 V design; 0.000 kips/ft v 0.312 kips/ft > 0.000 kips/ft Okl 0.000 P3 RUN, 11 0.000 0.00 0.600 Wall Roof Floor 0.000 P4 Slimmnry of DLRM- 0.000 0.010 0.014 0.012 ---- 0.600 Summary; Overturning moment; 48.61 ft -kips DLRM - load acting from left to right; 7.37 ft -kips DLRM - load acting from right to left; 19.66 ft -kips Total; 7.366 19.664 FS Required 0.15 < 1.50 Holdown required 0.40 < 1.50 Holdown required Lett end; End stud; z4x Holdown; HIDU2 5/8" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculat&'tie force at left end; 15.19 feet Holdown force; 2115 kips Holdown force from above (if applicable); 0.000 kips Allowable;, Total holdown force; 2.715 kips 3.075 Ok Concrete anchorage; 7 Allowable; Anchor; WB20'(5/8") 4.600 kips Ok Right end; End stud; Holdown; HIDU2 5/8", dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 15.19 feet Holdown force; 1.906 kips Holdown force from above (if applicable); F 0.0007 kips Allowable; Total holdown force; 1.906 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; SSTB20 (5/8") 4.600 kips Ok FT_,(�Itil or _e M -W HAM � 11 1-0 MD =121. 61 W1 0.00 15.67 10.00 0.00 0.00 0.600 0.060 7.366 7.366 w2 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 •0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 0.00 .0.00- 0.600 0.000 0.000 0.000 w5 --- 0.00 0.00 0.600 0.000 0.000 0.000 P1 1.308 15.67 --- 0.600 0.000 12.298 P2 &," LAY �M�r 0.000 0.00 0.600 0.000 0.000 P3 0.000 0.00 0.600 0.000 P4 0.000 0.00 ---- 0.600 0.000 Summary; Overturning moment; 48.61 ft -kips DLRM - load acting from left to right; 7.37 ft -kips DLRM - load acting from right to left; 19.66 ft -kips Total; 7.366 19.664 FS Required 0.15 < 1.50 Holdown required 0.40 < 1.50 Holdown required Lett end; End stud; z4x Holdown; HIDU2 5/8" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculat&'tie force at left end; 15.19 feet Holdown force; 2115 kips Holdown force from above (if applicable); 0.000 kips Allowable;, Total holdown force; 2.715 kips 3.075 Ok Concrete anchorage; 7 Allowable; Anchor; WB20'(5/8") 4.600 kips Ok Right end; End stud; Holdown; HIDU2 5/8", dia. Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 15.19 feet Holdown force; 1.906 kips Holdown force from above (if applicable); F 0.0007 kips Allowable; Total holdown force; 1.906 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; SSTB20 (5/8") 4.600 kips Ok (61 Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description;. 07.069 - Andreason 1 Main Level 1 Line - L -1. Level; Main Line; © Description; Miscellaneous; G Framing at 16" o/c 0 Panels applied with long dimension across studs Wall framing species; DFL • Top plate species; HF Multiplier (species); 0.82 Load combinations; Mark v cap A35 Seismic; 0.6D+0.7E+H 0.213 Seismic governs; Wind; 0.6D+W+H 0.000 kips/ft Shearwall; Vallow; 0.213 kips/ft Calculate shearwall v,- ,Total v allow Totalshearwall length 12.50 feet Factored; V&GISMIC 3.400 kips 2.380 kips V,„na 0.000 kips 0.000 kips Shearwall v; Seismic 0.190 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft Okt Description; Mark v cap A35 Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 16 0.000 kips/ft Vallow; 0.213 kips/ft If user -defined SW used; v allow User defined 1; Connectors at rim joist to mudsill/cripple 0.000 kips/ft User defined 2; Design v; 0.190 kips/ft 0.000 kips/ft Sill nailing; ❑Applicable? 0.154 - 0.809 feet o/c 16d sinker good for; 0.154 kips/each 0.190 16d nails at 0 inches o/c at SW Anchor bolts; LI Applicable? LJ Shearwall on raised wood Floor Design v; 0.190 kips/ft 2 x Mudsill ermitted Mudsill; FP -TDF • zx • Anchor bolts; 1 1/2" dia. Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 _ 4.275 feet o/c .00Anchor bolt spacing in multiples of; 40 inches 0.190 1/2" dia.x10 in anchor bolts at 48 inches o/c max. Custom holdown anchor; Custom anchor; Description; 518" x 12 Axial capacity; F kips Page 1 Connectorl A35 0.600 kips/each Length of attachment 46.50 feet Connectof2 None 0.000 kips/each Design v 0.051 kips/ft Maximum spacing 24.00 inches olc Connectors 24 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; []Applicable? Design v; 0.190 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; 518" x 12 Axial capacity; F kips Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic • 912912009 Description; 07.069 - Andreason 1 Main Level 1 Line - L -1. Maximum collector force; 0.747 kips Wall 0 n . 2.380 Drag truss present to assume collector forces? No I Wore Nailed top plate splice; capacity 8.67 0 16d nail good for; 0.132 kips/each [Splice ";;, 8 16dnails' `here used Bolted top plate splice; 0.000 Use; Not applicable v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 6.00 w 6.00 0.00 y Seismic; 3.400 0.000 0.000 0.000 0.000 0.00 0.00 0.00 Wind; 0.000 0.000 0.000 0.000 0.000 Summary: V1 I 0.000 El - 0.000 V4 I v,Conned 0.000 ❑ v, I V2 I v, V3 I v, Segment Desc. Wall 0 n . 2.380 0.052 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 8.67 0 0.00 8.67 0.000 6.50 w 6.50 0.00 Y -0.447 0.000 10.50 0 0.00 10.50 Y 0.456 ❑ - 0.000 6.00 w 6.00 0.00 y -0.086 ❑ 0.000 14.50 0 0.00 14.50 y 0.747 ❑ --- 0.000 0.00 0.00 0.00 0.000 E] --- 0.000 0.00 0.00 0.00 0.000 1:1 --- 0.000 0.00 0.00 0.00 0.000 El - 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 0. 0.000 0.00 0.00 0.00 0.000 1:1 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 O - 0.000 0.00 0.00 0.00 0.000 El 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 0.000 0.00 0.00 0.00 0.000 0.000 0.00 1 0.00 0.00 0.000 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 0.00 0.00 0.00 0.000 El 0.000 0.00 0.00 0.00 0.000 ❑ 0.000 l otal lengtns; u.su ss.bf Page 1 M, WIN WIN, INNIffic 01 ffiOLM, A,-,-1 &11-�g`nw .7 ffi-faRK _r%n- lfir-,%-M' , IN W" I ORION INNITM to INN KINIV wi c�3 --- 0.00 6.50 10.00 0.00 0.00 .0.600 Shearwall panel summary;. Load case; Seismic 1,] 1.268 1.268 w2 912912009 --- 0.00 0.00 0.00 0.00 0.00 Description; 07-069 - Andreason 1 Main Level I Line - L- 1. 0.000 0.000 0.000 w3 Angle of grid line; 0.00 degrees --- 0.00 0.00 0.00 0.00 0.00 Panel dimensions;. Check aspect ratio; Actual; Limited to; w4 Length of panel; 6.50 feet Panel height; 10.00 feet h/w; 1.54:1 3.50 :1 Ok Perforated shear wall - where occuring; El Applies? 0.000 0.000 0.000 W50.00 Opening data; Width (ft); Height(ft); Left x(ft), Pier 1; h/W; .0.00 :1 3.50 :1 Ok 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; 0.000 0.00 --- V design; 0.190 kips/ft Specified shearwall for grid; - 3/8" cdx plywood with 8d nails at 6",12" o.c.- 0.000 F21 Adjust allowable shear for seismic cases per Table 2305.3. P2 0.000 0.00 SW to be used, if allowable shear is adjusted per Table 2305.3.4; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 0.600 0.000 v 0.213 kips/ft V allow Vca 2*w/h ps/ft cap, p * ' 0.213 ki 0.190 kips/ft Oki 0.00 Wind loading; 0.600 0.000 V design 0.000 kips/ft V allow 0.213 kips/ft > *0.000 kips/ft Oki 0.00 --- Wall Roof Floor .(Zi immnry of ni Pm- n-010 An14 0.012 WIN WIN, INNIffic 01 ffiOLM, A,-,-1 &11-�g`nw .7 ffi-faRK _r%n- lfir-,%-M' , IN W" I ORION INNITM to INN KINIV wi Length used to calculate tie force at right end; 6.02 --- 0.00 6.50 10.00 0.00 0.00 .0.600 0.060 1.268 1.268 w2 Total holdown force; --- 0.00 0.00 0.00 0.00 0.00 .0.600 0.000 0.000 0.000 w3 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 0.00 0.00 0.600 0.000 0.000 0.000 W50.00 0.00 0.600 0.000 0.000 0.000 Pi WNED,_ W, 0.000 0.00 --- 0.600 0.000 0.000 P2 0.000 0.00 --- 0.600 0.000 0.000 P3 0.000 0.00 --- 0.600 0.000 0.000 P40.600 0.000 0.00 --- 0.000 Summary; Overturning moment; DLRIVI - load acting from left to right; DLRIVI - load acting from right to left; Left end; I otal; 1.268 1.268 112.38 ft -kips FS Required 1.27 ft -kips 0.10 < 11.50 1 Holdown required 1.27 ft -kips 0.10 < 1.50 Holdown required End stud; Holdown; I HDU2 518" dia. Clr dim; 1.250 inches Additional offset to holdown; F 0.00 ------]inches Length used to calculate tie force at right end; 6.02 Length used to calculate tie force at left end; 6.02 feet Holdown force; 1.845 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.84.5 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; LSST820 (5/8") 4.600 kips Ok Right end; End stud; Holdown; I HDU2 • 5/8" dia. Clr dim; 1.250 inches Additional *offset to holdown; F 0.00 inches - Length used to calculate tie force at right end; 6.02 feet Holdown force; 1.845 kips Holdown force from above (if applicable); F 0.000 kips Allowable;. Total holdown force; 1.845 kips 3.075 kips Ok Concrete anchorage; Allowable; --E-1 Anchor; Fsg-Fe­io(s/8-) 4.6,00 kips Ok Shearwall panel summary . Load case; Seismic 912912009 Description; 07-069 - Andreason 1 Main, Level 1 Line L -1. Angle of grid line; 0.00 degrees @ FJ fflffl �Fjffi 6M 'j r 0- tM I= MIR 6 M '' R M wi 5.52 Panel dimensions; 0.00 Check aspect ratio; Actual; Limited to; Length of panel; 6.00 feet Panel height; 10.00 feet - h/w; 1.67 :1 3.50 :1 Ok Perforated shearwall - where occuring; ❑ Applies? 0.00 0.00 0.00 1 0.00 0.600 0.000 Opening data; Width (ft); Height ft Left x(ft); Pier 1;, h/W; 0.00 :1 3.50 :1 Ok 0.00 0.00 0.00 1 0.00 0.00 '0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading,; Additional offset to-holdown; 0.00 0.00 0.00 Length used to calculate tie force at right end; V design; 0.190 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6",12" o.c. 0.000 El Adjust allowable shear for seismic cases per Table 2305.3. -__ kips 0.00 1 0.00 �with 8d nails at 6", 12" o.c. SW to be used, if allowable shear is adjusted per Table 2305.3.4; F3/Fcj, plywood 0.600 0.000 0.000 v C"; 0.213 kips/ft v .11. V.p 2*w1h = 0.213 kips/ft > 0.190 kips/ft Oki Wind loading; 0.600 kips 0.000 0.000 P2 V design' 0.000 kips/ft V allow 0.213 kips/ft > 0.000 - kips/ft Oki . 0.000 alf o; rd 7% Cs P3 0.000 0.00 Wall Roof I Floor 0.600 0.000 qIImnn.qry of nI RIVI, P4 n nil) 1) r 'I 0.000 0.00 am 1110 5 CS 64� rarfjxQ,,10 @ FJ fflffl �Fjffi 6M 'j r 0- tM I= MIR 6 M '' R M wi 5.52 feet 0.00 6.00 10.00 0.00 0.00 0.600 0.060 1.080 1.080 w2' Allowable; --- 0.00 0.00 0.00 0.00 1 0.00 0.600 0.000 0.000 0.000 w3 4.600 --- 0.00 0.00 0.00 0.00 1 0.00- 0.600 0.000 0.000 0.000 w4 Additional offset to-holdown; 0.00 0.00 0.00 Length used to calculate tie force at right end; 0.600 0.000 0.000 0.000 w5 kips 0.00 1 0.00 kips 0.600 0.000 0.000 0.000 PI Concrete anchorage; 0.000 0.00 Anchor; FSir1320 (5/8") 0.600 kips 0.000 0.000 P2 0.000 0.00 0.600 0.000 0.000 P3 0.000 0.00 0.600 0.000 0.000 P4 0.000 0.00 0.600 0.000 0.000 Summary; Overturning moment; DLRM - load acting from left to right; DLRIVI - load acting from right to left; I oft i3nri- 11.42 ft -kips FS 1.08 ft -kips 0.019 1.08 ft -kips 0.09 Total; 1.080 1.080 Required < 1 1.50 lHoldown required < 1.50 Holdown required End stud; Holdown; I HDU2 IVI 5/8" dia.: Clr dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 5.52 feet Holdown force; 1.874 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force"; 1.874 kips- 3.075 Ok Concrete anchorage; _ Allowable; FS B20 (5/8") Anchor; W 4.600 kips Ok Right end; End stud; I 2-2x Holdown; HDU2 5/8", dia. Clr dim; 1.250 inches Additional offset to-holdown; 0.00 inches Length used to calculate tie force at right end; 5.52 feet Holdown force; 1.874 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.874 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; FSir1320 (5/8") 4.600 kips Ok Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; 07.069 - Andreason 1 Main Level 1 Line -19A -1. Level; Main Line; 19.1 Description; Miscellaneous; I] Framing at 16" o!c ❑' Panels applied with long dimension across studs Wall framing species; oFt Top plate species; HF Multiplier (species); 0.82 Load combinations; v cap v allow 2 0.312 Seismic; 0.6D+0.7E+H 0.000 kips/ft Seismic governs; Wind; 0.6D+W+H � Shearwall; kips/ft Calculate shearwall v, Sill nailing; El Applicable? Total shearwall length 19.33 feet Factored; 0.722 feet o/c VseisHc 5.890 kips 4.123 kips VWH 0.000 kips 0.000 kips Shearwall v; 0.213 kips/ft 2 x Mudsill ermIft d Mudsill; PTDF • zx Anchor bolts; 1/2" dia. Seismic 0.213 kips/ft < 0.312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kips/ft Okl Description; Side 1; 3/8" ON plywood with 8d nails at 4", 12". o.c. Side 2; None Mark v cap v allow 2 0.312 kips/ft 16 0.000 kips/ft vdw;, 0.312 kips/ft If user -defined SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft Sill nailing; El Applicable? 0.154 - 0.722 feet o/c 16d sinker good for, 0.154 kips/each 0.213 16d nails at 0 inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Design v; 0.213 kips/ft 2 x Mudsill ermIft d Mudsill; PTDF • zx Anchor bolts; 1/2" dia. Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 3.816 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.213 1/2" dia.x10 in anchor bolts at 44 inches o/c max. Connectorl A35 0.600 kips/each Length of attachment 33.00 feet Connecto2 None 0.000 kipsleach Design v 0.125 kips/ft Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.213 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; 5/8" x 12 Axial capacity; 4.50 kips Page 1 Line geometry Line summary; Line geometry and collector forces; Description; 07.069 • Andreason I Main Level I Line • 19.1 - /. Maximum collector force; 3.069 kips 0 n . 4.123 0.0551 0.000 o.000l 0.000 0.000 Drag truss present to assume collector forces? No - Connector? Nailed top plate splice; capacity 19.33 w 16d nail good for; 0.132 kips/each 4Splice 43 Bolted top plate splice; Use; Not applicable - o v, bolt; 0.00 kips/ea. Input lateral loads; V1 V2 V3 - Seismic; 5.890 o 0.000 14.25 0.000 2.332 Wind; 0.000 - 0.000 14.25 0.000 0.00 14.25 Summary; 1.555 ❑ CS16 - 1.25x V1 I v, I V2 I v, I V3 v, Load case; seismic - No. of bolts required; V4 0.000 0.000 V4 I v, 0 9129/2009 Connector Segment Desc. Wall 0 n . 4.123 0.0551 0.000 o.000l 0.000 0.000 0.000 0.000 Force I Lore Connector? capacity 19.33 w 19.33 0.00 0.000 13.50 o 0.00 13.50 Y 3.069 ❑ --- - 0.000 14.25 o 0.00 14.25 Y 2.332 ❑ (2)CS16 -1.25x - 3.410 14.25 o 0.00 14.25 y 1.555 ❑ CS16 - 1.25x - 1.705 14.25 o 0.00 14.25 y 0.777 ❑ ( 816 - 1.25x - 1.705 0.00 0.00 0.00 0.000 0 - 0.000 0.00 0.00 0.00 0.000 Cl --- - 0.000 0.00 '0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 0 - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - - 0.000 0.00 0.00 0.00 0.000 1:1 --- - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 0 1 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 1 0.000 0 - 0.000 0.00 0.00 0.00 0.000 0 - - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ - o.000 0.00 0.00 0.00 0.000 0 - 0.000 0.00 0.00 0.00 0.0oo ❑ - 0.000 iwallengmS; lu-M Obdo Page 1 Shearwall panel summary; Load case; seismic 9/2912009 Description; - 07-069 - Andreason i Main Level I Line • 19.1-1. Angle of grid line; 0.00 degrees V� gnr F i g gL ,f W10 mg-„ ;_ �T Panel dimensions,- 0.00 Check aspect ratio; Actual; Limited to; Length of panel; 19.33 feet Panel height; 10-00 feet h/w; 0.52 :1 3.50 :1 Ok Perforated shearwall -where occuring; nApplies, 0.00 0.00 0.00 0.00 0.600 Opening data; Width (ft); Height(ft)' Left x(ft); Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 0.00 0. 00 1 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok Seismic loading, - 0.000 w40.00 w5 P1 P2 P3 P4 9xR"&%4 Mgt N --- --- J 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 V design; I . 0.213 kips/ft - Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4", 12" -o.c. 0.600 Adjust allowable shear for seismic cases pet Table 2305.3. 0.000 - _7• .0.600 0.000 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 4", 12" O.c. 0.600 t.6 00 0. 600 0. 00 6 0.000 0.000 v 'P; 0.312 kips/ft v,,,,.=VAP *2*w/h= 0.312 kips/ft > 0.213 kips/ft OkI Wind loading; Anchor; F-9FB20 (5/8") • 4.600 kips Ok V design; 0.000 kips/ft v albw 0.312 'kips/ft > 0.000 kips/ft Oki Wall Roof Floor Summary of DLRIVI: 0.010 0.014 0.015 e ®escn tion, " " �PSfartz HIMMOiY'J[rlengths ), %%ft ayffi V� gnr F i g gL ,f W10 mg-„ ;_ �T 0.00 19.33 10.00 0.00 8.00 0.600 0.132 24,661 24.661 w2 0.000 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 Anchor; FS BW(5/8") --- 0.00 0.00 0.00 0.00 0.00 0.600. 0.000 0.000 0.000 w40.00 w5 P1 P2 P3 P4 9xR"&%4 Mgt N --- --- J 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --- Length used to calculate tie force at right end; 18.85 0.600 0.000 0.000 0.000 .0.600 0.000 0.000 0.000 0.600 t.6 00 0. 600 0. 00 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total; 24.661 24.661 Summary; Overturning moment; 41.23 ft -kips FS Required DLRIVI - load acting from left to right;. 24.66 ft -kips 0.60 < 1.50 Holdown required DLRIVI - load acting from right to left; 24.66 ft -kips 0.60 < 1.50 Holdown required I oftionrl - End stud; Holdown; I HDU2 7- 5/8". dia.' Or dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 18.85 feet Holdown force; 0.879 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.879 kips- 3.075 Ok Concrete anchorage; Allowable; Anchor; FS BW(5/8") 4.600 kips Ok Right end; End stud: 2 zx Holdown; HDU2 • 518" dia. Or dim.; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 18.85 feet Holdown force; 0.879 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 0.879 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; F-9FB20 (5/8") • 4.600 kips Ok E, Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 ' Description; 07-069 - Andreason I Main Level 1 Line - 20.1 -1. Level; Main Line; 20.1 Description; Miscellaneous; I] Framing at 16" o/c I] panels applied with long dimension across studs Wall framing species; DFL • Top plate species; HF Multiplier (species); 0.82 Load combinations; Connectorl Mark v cap Seismic; 0.6D+0:7E+H 2 0.312 kips/ft Seismic governs; Wind; 0.6D+W+H 16 � Maximum spacing Shearwall; Connectors 24 Vg,w; 0.312 kips/ft If user -defined SW used; Calculate shearwall v,- ;Total v allow Connectors at rim joist to mudsill/cripple User defined 1; Totalshearwall length 20.83 feet Factored; 0.000 Vseisntic 8.760 kips 6.132 kips V%W 0.000 kips 0.000 kips Shearwall v; Custom anchor; Seismic 0.294 kips/ft < 0.312 kips/ft Okl Wind 0.000 kips/ft < 0.312 kips/ft OkI Description; Connectorl Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 4",12" o.c. - 2 0.312 kips/ft Side 2; 1 None . Design v 0.090 kips/ft 16 0.000 kips/ft Maximum spacing 24.00 inches o/c Connectors 24 Vg,w; 0.312 kips/ft If user -defined SW used; v allow Connectors at rim joist to mudsill/cripple User defined 1; 0.000 kips/ft User defined 2; inches o/c max. 0.000 kips/ft Custom holdown anchor; Custom anchor; Sill nailing; El Applicable? Description; 518" x 12 Axial capacity; 4.50 kips 0.154 - 0.523 feet o/c 16d sinker good for; 0.154 kips/each 0.294 16d nails at 0 inches o/c at SW Anchor bolts; I] Applicable? ❑ Shearwall on raised wood floor Design v; 0.294 kips/ft 2 x Mudsill ermitted Mudsill; PTDF Zx Anchor bolts; 1/2" dia. Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? [112" anchor bolts Ok 0.814 2.765 feet olc Anchor bolt spacing in multiples of; 4.000 inches 0.294 112° dia.xl0 in anchor bolts at 32 inches o/c max. Page 1 Connectorl A35 0.600 kips/each Length of attachment 66.00 feet Connectol2 None 0.000 kips/each Design v 0.090 kips/ft Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; ❑Applicable? Design v; 0.294 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; 518" x 12 Axial capacity; 4.50 kips Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic - 9/29/2009 Description; 07.069 - Andreason I Main Level / Line - 20.1 - /. Maximum collector force; 2.162 kips Wall 0 n . 6.132 Drag truss present to assume collector forces? No - lqnorel Connector? Nailed top plate splice; capacity 21.50 o 16d nail good for; 0.132 kips/each Splice; 1,6 1,6d nails',"er_ ed' Bolted top plate splice; 0.000 Use; Not applicable - v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.000 Seismic; 8.760 0.000 0.000 0.000 0.000 15.00 o 0.00 15.00 Y Wind; 0.000 15.00 o 0.00 15.00 Y 0.000 L0.000 0.000 Summarv: V1 0.000 0.00 0.00 0.00 v, I V4 F v.Coni neck v, V2 I v, I V3 I Segment Desc. Wall 0 n . 6.132 0.063 0.000 0.000 0.000 0.000 0.000 0.000 Force lqnorel Connector? capacity 21.50 o 0.00 21.50 y 0.000 10.00 w 10.00 0.00 Y -1.348 0 - 0.000 21.00 o 0.00 21.00 Y 0.969 ❑ --- - 0.000 10.83 w 10.83 0.00 y -0.347 ❑ --- - 0.000 4.50 0 0.00 4.50 Y 2.162 ❑ - 0.000 15.00 o 0.00 15.00 Y 1.880 ❑ (2)Cs16 - 1.25x - 3.410 15.00 o 0.00 15.00 Y 0.940 ❑ Cs16 -1.25x - 1.705 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 0 - 0.000 0.00 0.00 0.00 o.000 ❑ - - 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.00 0.00 0.00 ono ❑ - 0.000 0.00 .0.00 0.00 0.0oo ❑ - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.0oo ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ --- - 0.000 0.00 1 0.00 0.00 o.000 ❑ --- - 0.000 0.00 0.00 0.00 0.000 ❑ --- - 0.000 o.o0 0.00 0.00 0.000 ❑ - - 0.000 o.o0 0.00 0.00 0.000 ❑ - 0.000 o.o0 0.001 0.00 1 0.000 0 - 0.000 lotallengtns; zusa rr.uu Page 1 l(07 I W�§?k K d,^ INM W INTRINTH k-001 Shearwall panel summary; Load case; [Seis �lc.�,ir reff I. IR -1, wi 9/2912009 0.00 10.00 110.00 0.00 9.00 0.600 0.141 Description; 07.069 - Andreason'l Main Level I Line - 20.1 - 7.050 W2 --- ---]degrees Angle of grid line;0.00 F -0.00 0.00 0.00 0.00 0.600 0.000 '0.000 Panel dimensions; Check aspect ratio; Actual; Limited to; - 0.00 Length of panel;, 10.00 feet Panel height; 10.00 feet h/w; 1.00 :1 3.50 :1 Ok w4 w5 PI P2 P3 P4 Perforated sheai ' wall - where occuring; El Applies? --- 0.000 0.000 0.000 0.000 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 --- --- 0.600 0.600 0.600 0.600 0.600 '0.600 Opening data; Width (ft); Height Left x Pier 1; h/w; 0.00 :1 3.50 :1 Ok. 0.000 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok 0.000 Seismic c , - loading 0.000 0.000 V design'- 0.294 kips/ft Specified shearwall for grid; 3/8" cdx plywood with, 8d nails at 4",12" o.c. Adjust allowable shear for seismic cases per Table 2305.3. SW to be used, if allowable shear is adjusted per Table 2305.3.4; 3/8" cdx plywood with 8d nails at 4", 12" o.c. v 'P; .0.312 kips/ft v ,,,,,w V.p 2*w/h = 0.312 kips/ft > 0.294 kips/ft Okl Wind loading; V design,* 0.000 kips/ft V albw = 0.312 kips/ft > 0.000 kips/ft OkI Wall Roof Floor Summary of DLRM; 0.010 0.014 0.015 W�§?k K d,^ INM W INTRINTH k-001 0,51, reff I. IR -1, wi --- 0.00 10.00 110.00 0.00 9.00 0.600 0.141 7.050 7.050 W2 --- 0.00 -0.00 0.00 0.00 0.00 0.600 0.000 '0.000 .0.000 w3 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 w5 PI P2 P3 P4 F-, Wffiffl,W 0.11A --- 0.000 0.000 0.000 0.000 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 --- --- 0.600 0.600 0.600 0.600 0.600 '0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total; 7.050 7.050 Summary; Overturning moment; 29.44 ft -kips. FS Required DLRM - load acting from left to right; 7.05 fl -kips 0.24 < 1.50 Holdown required DLRM - load acting from right to left; 7.05 ft -kips 0.24 < 1.50 Holdown required Shearwall panel summary;. -Load case; seismic 9/29/2009, Description; 07.069 - Andreason / Main Level / Line - 20.1 -1. - Angle of grid line; 0.00 degrees;, 0 MWIN141 W-MR; wi F-6.66 -]inches --- Panel dimensions; 10.83 Check aspect ratio; Actual; Limited to; Length of panel; 10.83 feet Panel height; 10.00 feet h1w; 0.92 :1 1.50 :1 Ok Perforated shearwall wher6 occuring; Applies? 0.600 0.000 0.000 0.000 Opening data; Width (ft); Height e x Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 , 0. 00 1 0.00 Pier 2; h1w; 0.00 :1 3.50 :1 Ok Seismic loading; 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 --- --- Additional offset to holdown;, 0.600 0.600 0.600 0.6W 0.600 0 .600 0.000 0.000. V design'- 0.294 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4",12" o.c. 0.000 El Adjust allowable shear for seismic cases per Table 2305.3. 0.000 0.000 0.000 0.000 SW.to be used, if allowable shear is adjusted per Table 2305.3.4; 13/8" cdx plywood with 8d nails at 4", 12" o.c. 0.000 0.000 Allowable; v cap., 0.312 kips/ft velm W= V.p 2*w/h = 0.312 kips/ft > 0.294 kips/ft Oki Wind.loading; Anchor; 5ST82-3 (5/8") 4.600 kips Ok V design, 0.000 kips/ft v allow 0.312.. kips/ft > 0.000 kips/ft Oki &I X40754 �7 W W Wall Roof Floor qi imm:;ry of nl RINA- 0.010 0.014 0.015 Load Description &'ffx- fil 0,LAdj- ,jV- W-ATT_n,&@Vl6@nQfi k:Qffa W2,A__N2.IIIIHJ 0 MWIN141 W-MR; wi F-6.66 -]inches --- 0.00 10.83 10.00 0.00. 3.00 0.600 0.087 5.102 5.102 w2 --- 0.00 0.00 0;00 0.00 1 0.00 0.600 0.000 0.000 0.000 w3 Allowable; --- 0.00. 0.00 0.00 0.00 0.00 0.600 0.000 0.000-. 0.000 w4 W5 g�'m' -�Mmm' n, --- --- 0.000 0.000 0.000 0.000 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 --- --- Additional offset to holdown;, 0.600 0.600 0.600 0.6W 0.600 0 .600 0.000 0.000. 0;000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total; Summary; Overturning moment; 31.88' ft -kips FS Required DLRM - load acting from left to right; 5.10 ft -kips 0.16 < 1.50 Holdown requirdd DLRM - load acting from right to left; 5.10 fl -kips 0.16 < 1.50 Holdown required I Pff Pnd- End stud; Holdown; I HDU2'5/8" dia. Cir dim; 1.250 inches Additional offset to holdown; F-6.66 -]inches Length used to calculate tie force at left end; 10.35 feet Holdown force; 2.587 kips Holdown force from above (if applicable); F - 0.000. 1 kips Allowable; Total holdown force; 2.587 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; ss-rB20 (5/8") 4.600 kips Ok Right end; End stud; z 2x Holdown; IHDU2 .518" dia. GIr dim; 1.250. inches Additional offset to holdown;, F 6.66 -]inches Length used to calculate tie force at right end; 10.35 feet Holdown force; 2.587 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 2.587 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; 5ST82-3 (5/8") 4.600 kips Ok ' Wall line analysis 'Shearwall Summary; 2007 California Building Code; 9129/2009 ' Description; 07.069 - Andreason I Main Level I Line - 21.1 - l . Level; Main Line; 21.1 Description; ' Miscellaneous; El Framing at 16" o/c Panels applied with long dimension across studs Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 Load combinations; Mark v cap I A35 V Side 1; 3/8" cdx plywood with ad nails at 6, 12" o.c. Seismic; 0.6D+0.7E+H kips/ft Side 2; 1 None Seismic governs; Wind; 0.6D+W+H `/allow; 0.213 Shearwall; If user -defined SW used; v allow Calculate shearwall v; Connectors at rim joist to mudsill/cripple 0.000 Total shearwall length 28.00 feet Factored; Design v; 0.101 Vseisn* 4.020 kips 2.814 kips Vwind 0.000 kips 0.000. kips Shearwall v; Custom anchor; Seismic 0.101 kipslft < 0.213 kips/ft Oki Wind 0.000 kips/ft < 0.213 kips/ft Oki Description; Mark v cap I A35 V Side 1; 3/8" cdx plywood with ad nails at 6, 12" o.c. 1 0.213 kips/ft Side 2; 1 None 16 0.000 kips/ft `/allow; 0.213 kips/ft If user -defined SW used; v allow User defined 1; Connectors at rim joist to mudsill/cripple 0.000 kips/ft User defined 2; Design v; 0.101 kips/ft 0.000 1 kips/ft Custom holdown anchor; Sill nailing; ❑Applicable? Custom anchor; Description; F 518" 0.154 1.532 feet o/c 16d sinker good for; 0.154 kips/each 0.101 16d nails at 0 inches o/c at SW Anchor bolts; U Applicable? LI Shearwall on raised wood Floor Design v; 0.101 kips/ft 2 x Mudsill ermitted Mudsill; PTDF • 2x • Anchor bolts; 1/2" dia. w Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 Anchor bolt spacing in multiples of; 4.000 inches 0.101 — 8.100 feet o/c 1/2" dia.xl0 in anchor bolts at 72 inches o/c max. Page 1 11l Connectort I A35 V 0.600 kips/each Length of attachment 120.00 feet Connector2 None W 0.000 kips/each Design v 0.023 kips/ft Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Design v; 0.101 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; F 518" x 12 Axial capacity; 4.50 kips Page 1 11l Line geometry Line summary; Line geometry and collector forces; Load case; seismic - 9129/2009 Description; 07.069 - Andreason 1 Main Level 1 Line - 21.1.1. Maximum collector force; 2.157 kips Wall 0 n . 2.814 0.023 Drag truss present to assume collector forces? No - Ignorel Ignore Nailed top plate splice; capacity 92.00 o 28.00 w 0.00 28.00 16d nail good for; 0.132 kips/each Splice; 16 16d. nails, where used Bolted top plate splice; Use; Not applicable jwj v, bolt; - 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 . V4 0.000 Seismic;4.020 - 0.000 0.00 0.00 0.000 0.000 Wind; 0.000 ❑ 0.000 - 0.000 0.000 Summary: V1 I 0.000 0.00 0.00 0.00 0.00 I V4 I v Connector v, V2 I v, V3 I v, Segment Desc. Wall 0 n . 2.814 0.023 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? capacity 92.00 o 28.00 w 0.00 28.00 92.00 0.00 Y 0.000 -2.157 ❑ - - 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.000 ❑ --- - 0.000 0.000 ❑ - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 ❑ - 0.000 0.000 0 - 0.000 0.000 ❑ --- - 0.000 0.000 1 ❑ --- - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.000 ❑ - - 0.000 0.000 ❑ - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.000 17-1 - 0.000 0.000 ❑ - - 0.000 0.00 0.00 0.00 0.000 1:1 - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 1:1 - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.00 0.00 0.00 o.000 ❑ - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.00 0.00 0.00 0.00 0.00 0.00 1 0.000 ❑ - 0.000 o.000 ❑ - 0.000 0.00 o.od 0.00 0.00 0.00 0.00 0.000 ❑ - 0.000 o.000 ❑ - 0.000 I otal lengths; 28.00 92.00 Page 1 U Shearwall panel summary; Load case; seismic 912912009 Description; 07.069 - Andreason I Main Level I Line - 21.1 •1. Angleof grid line; 0.00 degrees 0.000 kips qr I FRE 441970 i k Panel dimensions; Check aspect ratio; Actual; Limited to; Length 'of panel; F-285-0 7 feet Panel height; F-1-0.00 -1feet h/w; 0.36 :1 3.50 :1 Ok Perforated shearwall - where occuring; El Applies? 55.272 55.272 w2 Opening data; VVidth(ft); Heig t e x Pier 1; htw; 0.00 :1 3.50 :1 Ok 0.00 1 0. 00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok.. Seismic loading; w3 --- V design,' 0.101 kips/ft Specified shearwall for grid.; 318" cdx plywood with 8d nails at 6",12" o.c. 0.00 0.00 21 Adjust allowable shear for seismic cases per Table 2305.3. 0.000 0.000 0.000 SW to be used, if allowable shear is adjusted per Table 2305.3.4; .13/8" cdx plywood with 8d nails at 6", 12" o.c. • kips v "p; 0.213* kips/ft . v aooW = V.P 2*w/h = 0.213 ' kips/ft > 0.101 kips/ft 'Oki 0.600 0.600 01:600 0.600 0.600 0.600 Wind loading; Vdesign 0;000 kips/ft v ally = 0.213 kips/ft0.000* kipsift Oki E, ag, Wall Roof Floor Summary of DLRM: 0.010 0.014 0.015 Total; 55.272 55.272 Summary; Overturning moment; 28.14 ft -kips FS Required DLRIVI - load acting from left to right; .55.27 ft -kips 1.96 > 1 1.50 JOk - No tension ties required DLRIVI - load acting from right to left; 55.27 ft -kips 1.96 > 1 1.50 10k - No tension ties required Lett end; End stud; Holdown; I N/A Fvl ... dia. Clr dim; 0.000 . inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 27.63 feet Holdown force; -0.982 kips Holdown force from above (if applicable); 0.000 kips qr I FRE 441970 i k 1#0 &1 wi kips --- 0.00 28.00 10.00 2.00 9.00 0.600 0.141 55.272 55.272 w2 Right end; --- 0.00 0.00 0 0 00 o.00 0.600 0.000 0.000 0.000 w3 --- 0.00 0.00. 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w40.00 W5 0.000 kips 0.00 0.00 -0.00 -0.982 0.600 0.600 01:600 0.600 0.600 0.600 0.000 0.000. 0.000 0.000 0.000 0.000 0.000 0.000 0.000. .0.000 0.000' 0.000 0.000 0.000 Pi t3aa 'M 0.000 0.00 0.000 0.00 --- lgx npw� 0.000 0.00 -- - WI, 0.000 0.00 --- W- M Total; 55.272 55.272 Summary; Overturning moment; 28.14 ft -kips FS Required DLRIVI - load acting from left to right; .55.27 ft -kips 1.96 > 1 1.50 JOk - No tension ties required DLRIVI - load acting from right to left; 55.27 ft -kips 1.96 > 1 1.50 10k - No tension ties required Lett end; End stud; Holdown; I N/A Fvl ... dia. Clr dim; 0.000 . inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 27.63 feet Holdown force; -0.982 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; -0.982 kips 0.000 Ok Concrete anchorage; Allowable; Anchor; N/A 7- 0.000 000 kips Ok Right end; End stud; z zx I Holdown; N/A ... dia. Clr dim; 0.000 inches Additional offset to. holdown; 0.00 inches Length used to calculate tie force at right end; 27.63 feet Holdown force; -0.982 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; -0.982 kips 0.000 kips Ok Concrete anchorage; Allowable; Anchor; . I N/A 0.000 kips Ok (3����cK FCM+tVk des c�j I General Description; jDan Andreason Butte County, California Metal building foundation designs 1015/2009 Code used; 2007 California Building Code Jurisdiction; IlBufte County, California Lateral design data; Seismic design category; It Basic wind speed; mph Wind exposure; Material data; Concrete; Reinforcing steel (footings ; Slab reinforcing - if mesh used; fc 3000 psi FY 60000 j psi FY 60000 psi Live load 0.900 Live load - fs 24000 psi Weight 0.150 kcf Es 30000000 psi Apply ACI 318-05 Section 10.5.3 Exception - As provided is at least one-third greater than that required by analysis Roof loading; Wind Right Total dead load; 0.002 ksf Roof live load; 0.020 ksf . Snow load; 0.000 ksf Load descriptions; In calcs; Mtl building; Description; DL CL LL LLr roof S W1 Interior pressure W2 Interior suction W3 + Interior pressure W4 + Interior suction W5 + Interior pressure W6 + Interior suction W7 + Interior pressure W8 E1 E2 DL Dead load CLL Collateral load LL Live load LLr Live load - S Snow load WL1 Wind Left + WL2 Wind Left + WR1 Wind Right WR2 Wind Right EPI EW Pressure EP2 EW Pressure ES1 EW Suction Seismic load Left EQR Seismic load Right DL CL LL LLr roof S W1 Interior pressure W2 Interior suction W3 + Interior pressure W4 + Interior suction W5 + Interior pressure W6 + Interior suction W7 + Interior pressure W8 E1 E2 DL Dead load CLL Collateral load LL Live load LLr Live load - S Snow load WL1 Wind Left + WL2 Wind Left + WR1 Wind Right WR2 Wind Right EPI EW Pressure EP2 EW Pressure ES1 EW Suction EOL Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Soil data Dan Andreason - Butte County, California Soil data; 1015/2009 CBC Soil classification User defined Input data for user.defined classification; Allowable bearing pressure Friction coeficient Lateral bearing (passive) Increase for wind/seismic 1.500 ksf ksf/ft. of depth below grade 0.250 0.150 1.330 Soil data used for design; Allowable bearing pressure 1.500 ksf Friction coefficient 0.250 Multiplied by dead load Lateral bearing (passive) 0.150 ksf/ft. of depth below grade Increase for wind/seismic F 1.330 Resistance 0.000 ksf Page 1 Dan Andreason - Butte County, California Floor slab data; Concrete slab at floor (where used); Slab thickness; 5.00 inches V 2.50 inches DL; 0.063 ksf Slab reinforcing; No. ® bars at 18 inches o/c FY 60000 psi As 0.133 int ' Ok! Asmin 0.120 int/ft �M, 1.422 ft -kips D W Determine slab contribution to resist uplift; Load factors; 0.9 1.6 Slab contribution to uplift resistance; 0.249 kips/ft Slab at one side of footing MU max; 1.411 ft-kips/ft Ok! 10/512009 1 t3 See $ ic''�e��ase je.. AnalysisGroup 3.5 www.iesweb.com Sep 17, 2009 10:56 AM p. 2 Ch Frank M Glazewski - Architect J Frank Glazewski I -0.018 _ -0.021 _ _ -0 .._....... _.. ... $r 0.022 -.-.. ,..,::......._.,_....,.: ....... ., .,. - 0.024--'. (27 -0.026 fl - gm 'mi xm°`...!� -0028 a iM 4.616. .. 5 . -0. 29 0.284 '-0. 12 0 -4.555mm _ ±, •N' 0.(090 -. e 0- ..__j..........._....._.. -20 i -40 - _ -40.47 0.60: 0 so- hk.i; fiy, rr � '' rsl� NINE_ 011 0.40-. ,»': r �" +: ;;,-.•.•.a..s..ami,4i.:,'.;.-.';��:'r:rr�'�:^,m„w... d;,e•w. F..,yvs.�.a"3'^ '' �.. -' �..Wr - - - • 0 �� 5 . 10 15 20 25 .. 30 35 40 w Distance from left end of beam (ft) ` je.. AnalysisGroup 3.5 www.iesweb.com Sep 17, 2009 10:56 AM p. 2 R” . ��M ., S...�+ Wsi3 gm 'mi xm°`...!� a iM je.. AnalysisGroup 3.5 www.iesweb.com Sep 17, 2009 10:56 AM p. 2 VY% Span +Deflection -Deflection +Shear'* -Shear I +Moment I -Moment Soil Reaction 1 0.021 ft (1) =0.027 -ft (1) 4.62 K (1,)1-4.55 K (1)10.009 K -ft (1)1-40..5 K -ft (1) 0.588 K/ft (1) k The •number in parentheses following the value indicates the index of the load case in which the extreme occurred mi .. AnalysisGroup 3.5 www.iesweb.com Sep 17, 2009 10:56 AM p. 1 t, ok Description; jDan Andreason - Butte County,_Callfornla IFooting 1L I Footing check; 911712009 Footing bads - Vertical; Negative input is uplift; ❑O Ignore CLL for uplift oondItions ❑ Ignore rooting el for gravity case W.S.I.,;'. Load case; FtgDL DL . CLL LL LLr S WL1 WL2 WRt WR2 EP1 EP2 ESI EQL EQR P(kips) . 1 5.625 1.200 1 1.810 1 0.000 6.070 1 0.000 1 0.260 1 1.160 1 -10.280 1 ' -9.380 0.000 -4.800 -5.700 0.000 1.420 1 -1.450 Wind uplift resistance - perimeter footing; 5.88 kips 0'Use arstom input wind uplift resistance Load combination; ..Design gravity load; 14.705 kips D+(Lr or S) Design uplift load; -9.560 kips 0.6D+W3 Bearing Footing geometry; . Width (ft); 5.000 Len th fI; 5.000 De th in ; 18.00 capacity; 37.50 kips x x Check looting to resist uplift; DL Contribution; Factored; Footing dead load; 5.625 kips 3.375 Slab over footing; Half footing a ea . 0.781 kips 0.469 Footing at left; None/Cuswrn 0.600 kips 0.000 Tie footing; None/Custom 0.000 kips 0.000 Footing at right; NoeJcustom 0.000 kips 0.000 DL at footing to resist uplift; 3.844 kips Okt Design uplift, including effect of perimeter footing; -3.680 kips Footing loads - Horizontal; Negative input reflects outward force; W�V -E2 Load case; DL CLL LL LLr S WL1 WL2 WRIT WR2 EP1 EP2 ESI EQL EOR 0.000 0.000 0.000 1 0.000. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Maximum factored horizontal load - outward; 0.000 kips D Maximum factored horizontal load - inward; 0.000 kips NIA Design hair in; 1 No.:. 5 bar A. 0.620 int Capacity; 14.88 kips Okl Description; I Dan Andreason -Butte County, California Footing US I Footing check: _ 911712009 Footing loads - Vertical,Negative input is uplift; ❑' Ignore 0.1 for uplift mnditlons Load case; Fig DL DL CLL LL LLr S WL1 ❑ Ignore footing DL for gravity rase WL2 WRI WR2 EPi EP2 ESI EQL EQR P(kips) 1 2.025 1.450 1.780 0.000 1 5.850 1 0.000 1 -7.360 1 -5.150 -4.420 -2.270 0.000 -5.280 -7.500 0.000 -1.440 1.390 Wind uplift resistance - perimeter footing; 5.88 kips ' Use cmbom Input wind uplift reslstance Load combination; Design gravity load; 11.105 kips D+(Lr or S) Design uplift load; -6.630 kips 0.6D+W7 Bearing Footing geometry; Width (ft); Length(ft ; De th in ; capacity; 3.0000 x 3.000 x 18.00 13.50 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 2.025 kips 1.215 Slab over footing; Half fooling a ea . 0.281 kips 0.169 Footing at left; None/CusMm 0.000 kips 0.000 Tie footing; NoneJCusOom 0.000 kips 0.000 Footing at right None/C arom 0.000 kips 0.000 DL at footing.to resist uplift 1.384 kips Oki Design uplift including effect of perimeter footing; -0.750 kips Footing loads - Horizontal; Negative input reflects outward force; W1 `= W2 " r W3 ' W4) w.,, 'W5 ° °'W6 WI S- , . E1 E2 Load case; DL CLL LL LLr S WU WI -2 WRi WR2 EP1 EP2 ESI EQL EQR Maximum factored horizontal load - outward; -4.100 kips D+W7 Maximum factored horizontal load - inward; 3.690 kips D+W6 Des* n hal U1� No.:. 0 bar A. 0.620 in' Capacity; 14.88 kips Oki 3 Tb W pz Description; Dan Andreason - Butte County, Callfomla )Footing 1F.9 I Footing check; 911712009 Footing loads - Vertical; Negative input is uplift; Ignore CLL for uplift conditions ❑ Ignore footing DL for gravity Case Load case; Ftg DL OL CLL LL LLr S WL1 WL2 WRI W112 EP1 EP2 ES1 EQL EQR P(kips) 1 0.900 0.830 0.930 0.000 3.040 1 0.000 1 -2.100 1 .-1.230 1 .3.280 -2.410 0.000 -2.400 .3.270 0.000 -0.020 0.000 Wind uplift resistance - perimeter footing; 5.88 kips , use custom input wind uplift reslstanoe Load combination; Design gravity bad; 5.700 kips D+(Lr or S) Design uplift load; -2.782 kips 0.6D+W3 Bearing Footing geometry; Width (ft); Len th fl ; De th in ; capacity; 2.000 x 2.000 x 18.00 6.00 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 0.900 kips 0.540 Slab over footing; Half footl g a ea 0.125 kips 0.075 Footing at left; None/Custom 0.000 kips 0.000 Tie footing; None/Custom 0.000 kips 0.000 Footing at right; None/Cusmm _ 0.000 kips 0.000 DL at footing to resist uplift; 0.615 kips Okl Design uplift, including effect of perimeter footing; 3.098 kips Footing loads - Horizontal,- Negative input reflects outward force; W.1 W2i W3 .'; W4 W5i W6 W7 n, W8'. E1E-YM Load case; DL CLL LL LLr S WU WL2 WR1 WR2 EPI EP2 ESI EQL EQR 0.000 1 0.000 0.000 1 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Maximum factored horizontal load - outward; 0.000 kips D Maximum factored horizontal load - inward; 0.000 kips NIA Desi nhai tri; I No.: ® bar A. 0.400 in' Capacity; 9.60 kips Okl Description; Dan Andreason -Butte County, Caiifomia (13.. Footings 2L, 3L, 5L, 6L, 8L, 9L, 12L, 13L, 14L, 15L Footing check; 911712009 Footing loads - Vertical; Negative input is uplift; ❑' Ignore CLL for uplift wnditiom ❑ Ignore footing DL for gravity ase ,.. ;E1�°: Load case; Ftg DL DL ' CLL LL LLr S WLt WL2 Will WR2 EPI EP2 ESI EQL EOR P(kips) 1 11.025 2.940 4.510 0.000 1 10.820 1 0.000 1 -4.450' 1 -1.150 1 -14.780 -11.480 -10.640 0.000 0.000 0.000 1.410 4.410 Wind uplift resistance - perimeter footing; 5.88 kips L!J Use custom Input wind uplift resistance Load combination; Design gravity load; 29.295 . kips D+(Lr or S) Design uplift load; -13.016. kips 0.6D+W3 Bearing Footing geometry; Width ft ; Len fh ft ; De th in ; capacity; 7.000 x 7.000 x 18.00 73.50 kips Check looting to resist uplift; DL Contribution; Factored; Footing dead load; 11.025 kips 6.615 Slab over footing; Malf footlng a ea 1.531 kips 0.919 Fooling at left; None/cmtom 1.1 0.000 kips 0.000 Tie footing; Noneleustom IVI 0.000 kips 0.000 Footing at right; None/Custom 0.000 kips 0.000 DL at fooling to resist uplift; 7.534 kips Okl Design uplift, including effect of perimeter footing; -7.136 kips Footing loads - Horizontal; Negative input reflects outward force,- orce;Load Loadcase; DL CLL LL LLr S WLi WL2 WRI WR2 EP1 EP2 ESI EQL EOR -0.470 1 -0.720 0.000 1 -1.720 1 0.000 -3.450 1 -2.770 4.160 4.870 -1.040 0.000 0.000 0.000 4.920 1.920 Maximum factored horizontal load - outward; -5.068 kips D+0.75W1+ 0.75L+0.75(Lr or S) Maximum factored hcrizontal load - inward; 4.156 kips 0.6D+W4 Desi n hai No.: 0 bar A. 0.620 in' Capacity; 14.88 kips Okl 5_ Y ev-7 T1d g Description; Dan Andreason •Butte County, California )Footings 2F.9, 3F.9, 5F.9, 6F.9, 8F.9, 9F.9, 12F.9, 13F.9, 14F.9, 15F.9 Footina check: 911712009 Fooling loads - Vertical; Negative input is uplift; ❑O Ignore CLL for uplift mndltions Wr1 Load case; Fig DL DL CLL LL LLr S WL1 ❑ Ignore footing Dl for gravity rase W2g,W3- �W4 r•. WI -2. WR1 WR2 EPI EP2 ESI EQL EQR P(kips) 1 2.756 2.300 1 2.990 0.000 1 7.180 1 0.000.' -7.010 -3.710 .6.270 -2.970 -7.900 0.000 0.000 0.000 .1.410 1.410 Wind uplift resistance - perimeter footing; 5.88 kips U Use asmm input wind uplift resistance Load combination; Design gravity load; 15.226 kips D+(Lr or S) Design uplift load; .-6.520 kips 0.6D+W5 Bearing Footing geometry; Width ft Len ih ft ; De th in ; capacity; 3.500 x 3.500 x 18.00 18.38 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 2.756 kips 1.654 Slab over footing; Half footl area 0.383 kips 0.230 Footing at left 0.000 kips 0.000 Tie footing; HoneJCusmm 0.000 kips 0.000 Footing at right HonelCusmm 0.000 kips 0.000 DL at footing to resist uplift 1.883 kips Okl Design uplift, including effect of perimeter footing; -0.640 kips Fooling loads - Horizontal, Negative input reflects outward force; u iW:1 ? W2 ^_>W3 . W4• -r .:+WS 7 n W6 W,7= ::W8! -j = E9' E2• x Load case; DL - CLL LL LLr S WLt WL2 WRt WR2 EPI EP2 ESI EOL EQR Maximum factored horizontal load - outward; Maximum factored horizontal load - inward; Design ha'rpin; iI No_ 0 bar 1 1 1 1 1 1 •3.455 kips D+0.7%3+ 0.75L+0.75(Lr or S) 3.796 kips 0.6D+W2 A. 0.620 in' Capacity; 14.88 kips Okl IM 16 Description; jDan Andreason - Butte County, California )Footings 4L, 7L, 1OL, 11L I Footing check; 911712009 Footing loads - Vertical; Negative input is uplift; Ignore cL for uplift conditions ❑ Ignore rooting DL for gnwlry rase Load case; Fig DL DL CLL LL LLr S WLt WL2 WR1 WR2 EPI EP2 ESI EQL EQR P(kips) 1 15.769 3.570 5.420 0.000 1 13.000 1 0.000 1 •5.390 -1.380 1 •17.780 -13.770 1 -12.810 0.000 0.000 0.000 1.700 1.700 Wind uplift resistance - perimeter footing; 5.88 kips 4 use nstom input wind uplift rmistance Load combination; Design gravity load; 37.759 kips D+(Lr or S) Design uplift load; ' ; -15.638 kips 0.6D+W3 Bearing Footing geometry; Width fl ; Length ft ; De th in ; capacity; 7.250 x 7.250 x 24.00 78.84 kips Check looting to resist uplift; DL Contribution; Factored; Footing dead load; 15.769 kips 9.461 Slab over footing; tlalF footing area . 1.643 kips 0.986 Footing at left; NoneJCusrom 0.000 kips 0.000 Tie footing; None custom 0.000 kips 0.000 Footing at right None/Custom 0.000 kips 0.000 DL at footing to resist uplift; 10.447 kips Oki Design uplift, including effect of perimeter footing; •9.758 kips Footing loads - Horizontal,- Negative input reflects outward force; W1' W2s W3^- W4 W5 W6 W7 W8` E;1 E2 Load case; DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ESI EQL EQR Maximum factored horizontal load - outward; -6.173 kips D+0.75Wl+ 0.75L+0.75(Lr or S) Maximum factored horizontal load -inward; 5.094 kips . 0.6D+W4 Design hal in; i : No.:O5 bar A. 0.620 int Capacity; 14.88 kips Oki ' T4 5 W - Description; I Dan Andreason -Butte County, California Footing 4F.9, 7F.9, 10F.9, 11 F.9 I Footing check 911712009 Fooling loads - Vertical; Negative input is uplift; ❑O Ignore Gl for uplift conditions ❑ Ignore footing DL for gravity case 'WA' _. , W2 ,. W3 W44 . W5' ^a -W6' W7 W u 'sE1; av E2x Load case; Ftg DL DL CLL LL LLr S WLt WL2 WR1 WR2 EPI EP2 ES1 EQL EQR P(kips) 3.600 2.690 3.580 0.000 .8.600 0.000 -8.450 4.460 -7.520 -3.530 -9.490 0.000 0.000 0.000 -1.700 1.700 Wind uplift resistance - perimeter fooling; 5.88 kips' use custom input wind uplift resistance Load combination; Design gravity load; 18.470 kips D+(Lr or S) Design uplift load; - -7.876 kips 0.6D+W5 Bearing Footing geometry; Wiidth(ft); Len th ft ; De Ih in ; capacity; 4.0000 x 4.000 x 18.00 24.00 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 3.600 kips 2.160 Slab over footing; Half rooti g a ea • 0.500 kips 0.300 Fooling at left; None/Custom • 0.000 kips 0.000 Tie footing; None/Custom • 0.000 kips 0.000 Footing at right. NonelGamm • 0.000 kips 0.000 DL at footing to resist uplift; 2.460 kips Oki Design uplift, including effect of perimeter footing; -1.996. kips Fooling loads - Horizontal; Negative input reflects outward force; Load case; DL CLL LL LLr S WLt WL2 WR1 WR2 EPI EP2 ES1 EQL EQR -0.550 1 -0.860 1 0.000 -2.070 1 0.000 1 4.460 1 5.250 1 -1.440 -0.640 -0.750 0.000 1 0.000 1 0.000 1.310 -1.310 Maximum factored horizontal load - outward; -4.049 kips D+0.75W3+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 4.404. kips 0.6D+W2 Desi n har in; 1 r No.:' bar A, 0.620 in' Capacity; 14.88 kips Oki �T� Description; Dan Andreason - Butte County,California Footin 16L 17L Footing check; 911712009 Footing loads - Vertical; Negative input is uplift; ❑' Ignore CLL for uplift conditions ❑ Ignore footing DL for gravity rase - .:Yd3�. < .FW-4', " �nWS ged W6. i W1 AWB. E.,tf "E2 a Load case; Fig DL DL CLL LL LLr S WL1 WL2 WRt WR2 EPI EP2 ES1 EQL EQR P(kips) 1 13.500 3.540 4.810 0.000 11.540 1 0.000 -6.390 1 -2.340 -15.600 -11.550 -12.120 0.000 0.000 0.000 1.740 -1.740 Wind uplift resistance - perimeter footing; 5.88 kips �J use custom Input wind uplift esistance Load combination; Design gravity load; 33.390 kips D+(Lr or S) Design uplift load; -13.476 kips 0.60+W3 Bearing Footing geometry; Width ft ; Len thft ; De th in ;. capacity; 6.000 x 6.000 x 30.00 54.00 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 13.500 kips 8.100 Slab over footing; Nair rootl g a ea 1.125 kips 0.675 Footing at left; None/Custom 0.000 kips 0.000 Tie footing; None/Custom 0.000 kips 0.000 Footing at right No wjGatom 0.000 kips 0.000 DL at footing to resist uplift; 8.775 kips Oki Design uplift, including effect of perimeter footing; -7.596 kips Footing loads - Horizontal,- Negative input reflects outward force; Load case; DL CLL LL LLr S WLI WL2 WR1 WR2 EPI EP2 ES1 EQL EQR -0.890 1 -1.160 1 0.000 1 -2.780 1 0.000 0.250 - -2.320 5.960 3.390 1.640. 0.000 0.000 0.000 -3.410 3.410 Maximum factored horizontal load - outward; .5.925 kips D+0.525E1+ 0.75L+0.75(Lr or S) Maximum factored horizontal load -inward;. 4.730 kips 0.6D+W3 Design hat in; 1 No.: O5 bar A.. 0.620 int Capacity; 14.88 kips Oki S e `1 Description; jDan Andreason - Butte County, Califomla )Footing 16G 17G I Footing check' 911712009 Footing loads - Vertical; Negative input is uplift; Ignore CLL for uplift oo ditions ❑ Ignore rooting DL for gravity case Load case; FtgDL DL CLL LL LLr S IN I WL2 WRI WR2 EPI EP2 ESI EQL EQR 27.094 7.030 8.760 0.000 21.030 0.000 •23.380 -3.090 1 -24.200 -3.900 -27.490 1 0.000 1 0.000 0.000 1 -0.420 1 0.420 .P(kips) Wind uplift resistance . perimeter footing; 5.88 kips W use custom input wind uplift resistance , Load combination; Design gravity load; 63.914- kips D+(Lr or S) Design uplift load; •23.272 kips 0.6D+W5 Bearing Footing geometry; Width (ft); len th ft ; De th in ; capacity; 8.500 x E 8.500 x 30.00 108.38 kips Check fooling to resist uplift DL Contribution; Factored; Footing dead load; 27.094 kips 16.256 Slab over footing; Half motlng a ea 2.258 kips 1.355 Footing at left NoneJCusmm 0.000 kips 0.000 Tie footing; None/Cusmm 0.000 kips 0.000 Footing at right None/Cusmm 0.000 kips 0.000 DL at footing to resist uplift 17.611 kips Oki Design uplift, including effect of perimeter footing; •17.392 kips . Footing lo8ds •Horizontal; Negative input reflects outward force;W.1n rW2= W3 ". W4 E1 . ^ E2' Load case; DL CLL LL LLr S WL1 WI -2 WR1 WR2 EPI EP2 ESI EQL EQR 0.000 1 0.000 0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 0.000 1 0.000 0.000 0.000 Maximum factored horizontal load - outward; 0.000 kips D Maximum factored horizontal load - inward; 0.000 kips NIA Design hairpin; I I No.: 0 bar A. 0.620 in' Capacity; 14.88 kips Oki I�- ev T4 6 1 1 1 1 1 1 1 Description; jDan Andreason - Butte County, California Footing 16A I Footing check; 911712009 Fooling loads - Vertical, Negative input is uplift; ❑' Ignore CLL for uplift mndidorss ❑ Ignore foodng DL for gravity case WW1, r ,.:rW2 `=.MW3�°'� aW4_W5„,.<..__ W,B�'I". Nrl'�, xaWB.,�� .EA:,�+_ �E2-•t;' Load case; Ftg DL DL CLL LL LLr S WL1 WL2 WR1 WR2 EP1 EP2 ES1 EOL EQR P(kips) 1 27.094 1 5.170 6590 0.000 15.810 1 0.000 1 -25.140 1 -8.360 -15.110 1.670 -22.010 .0.000 0.000 0.000 -1.320 1.320 Wind uplift resistance - perimeter footing; 5.88 kips W use custom input wind uplift reshtanm Load combination; Design gravity load; 54.664 kips D+(Lr or S) Design uplift load; -22.038 kips 0.6D+W1 Bearing Footing geometry; Width ft); Len th ft ; De th in ; capacity; 8.500 x 8.500 x 30.00 108.38 kips Check Pooling to resist uplift; DL Contribution; Factored; Footing dead load; 27.094 kips 16.256 Slab over footing; Nalf footing a ea 2.258 kips 1.355 Footing at left; None/custom 0.000 kips 0.000 Tie footing; None/Custom 0.000 kips 0.000 Footing at right; None/GaWm 0.000 kips 0.000. DL at footing to resist uplift; 17.611 kips Okl Design uplift, including effect of perimeter footing; -16.158 kips Fooling loads - Horizontal; Negative input reflects outward force; IVP 2M :a • " E1 E2 " Load case; DL CLL LL LLr S WL1 WI -2 WR1 WR2 EPI EP2 ESI. EQL EQR -0.890 -1.160 1 0.000 1 -2.780 0.000 1 3.700 6.560 -2.920 -0.060 -1.080 0.000 0.000 0.000 4.420 -4.420 Maximum factored horizontal load - outward; -6.456 kips D+0.525E2+ 0.75E+0.75(Lr or S) Maximum factored horizontal load - inward; 5.330 kips 0.6D+W2 Desi n hai I No.: ® bar A, 0.400 in' Capacity; 9.60 kips Okl TTS 6 1 1 1 1 1 LI Description; jDan Andreason - Butte County California Footing 17A I Footing check; 911712009 Footing loads - Vertical; Negative input is uplift; Ignore CLL for uplift conditions ❑ Ignore footing DL for gravity rase y W1:-xW2.� W,67?U CUM Load case; Fig DL DL CLL LL LLr S WL1 WL2 WRt WR2 EPI EP2 ESI EQL EQR P(kips) 27.094 5.170 6.590 0.000 15.810 0.000 •25.140 1 -8.360 -15.110 1.670 -22.010 0.000 0.000 0.000 -1.320 1.320 Wind uplift resistance - perimeter footing; 5.88 kips 4 Use =tom input wind uplift resistance Load combination; Design gravity load; 54.664 kips D+(Lr or S) Design uplift load; -22.038 kips 0.6D+W1 Bearing Footing geometry; Width (R); . Len th ft ; De th in ; capacity; 8.500 x 8.500 x 30.00 108.38 kips Check footing to resist uplift, DL Contribution; Factored; Footing dead load; 27.094 kips 16.256 Slab over footing; Nalf foon g area 2.258 kips 1.355 Footing at left; Noneleusrom .0.000 kips 0.000 Tie footing; None/Custam 0.000 kips 0.000 Footing at right; None/Custom 0.000 kips 0.000 DL at footing to resist uplift 11.611 kips Oki Design uplift, including effect of perimeter footing; •16.158 kips Footing loads - Horizontal,- Negative input reflects outward force; Load case; DL CLC LL LLr S WL1 WL2 WR1 WR2 EP1 EP2 ESI EQL EQR -0.890 1 •1.160 0.000 -2.780 0.000 3.700 6.560 -2.920 -0.060 -1.080 0.000 0.000 0.000 4.420 4.420 Maximum factored horizontal load - outward; -6.456 kips D+0.525E2+ 0.75L+0.75(Lr or S) Maximum factoied horizontal load - inward; 5.330 kips 0.6D+W2' IIiDesi n hai n; No.:O5 bar A. 0.620 in' Capacity; 14.88 kips Oki I� -#se, T� Description; I Dan Andreason -Butte County,California IFooting ISL 19L 20L 21L Footing check' 911712009 Footing loads - Vertical; Negative input is uplift, ❑' Ignore CLL for uplift conditions ❑ Ignore rooting DL for gravity rase Load case; Ftg DL DL CLL LL LLr' S WLt WL2 WR1 WR2 EPI EP2 ES1 EQL EQR P(kips) 1 24.000 8.780 1 9.720 0.000 1 23.330 1 0.000 1 -16.310 1 -7.420 1 -25.710 1 -16.810 1 -24.250 1 0.000 1 0.000 1 0.000 1 1.430 1 -1.430 Wind uplift resistance'- perimeter footing; 5.88 kips Ld use -mm Input wind uplift resmance Load combination; Design gravity load; 65.830 kips D+(Lr or S) Design uplift load; -20.442 kips 0.6D+W3' . Bearing Footing geometry; Width (fl); Len th ft ; De th in ; capacity; 8.000 x 8.000 x 30.00 96.00 kips Check looting to resist uplift; DL Contribution; Factored; Footing dead load; 24.000 kips 14.400 Slab over footing; Half footl g a ea . 2.000 kips 1.200 Footing at left; None/cusmm 0.000 kips 0.000 Tie footing; None/Cusmm 0.000 kips 0.000 Footing at right; NonerC 6mm 0.000 kips 0.000 DL at footing to resist uplift; 15.600 kips Okl ' Design uplift, including effect of perimeter footing; 44.562 kips Fooling loads - Horizontal; Negative input reflects outward bice; W1vW2- '-' W3!, Load case; DL CLL LL LU S WO WL2 WR1 WR2 EPI EP2 ES1 EQL EOR 5.400 1 -7.170 1 0.000 1 -17.210 1 0.000 11.280 5.140 1 17.190 1 11.050 15.400 0.000 1 0.000 1 0.000 1 -3.830 1 3.830 Maximum factored horizontal load - outward; -29.780 kips D+(Lr or S) Maximum factored horizontal load - inward; 9.648 kips 0.6D+W3 Desi n hailpin; , 22 No.: ©' bar A, 1.760 int Capacity; 42.24 kips Oki 1 .1 7 D3 (3Z Description; Dan Andreason - Butte County, California �Footing 18A,19A,20A,21A I Footing check; 911712009 Footing loads - Vertical, Negative input is uplift; 0 Ignore CLL for uplift mnditions ❑ Igmre footing oL for gravity case ��. W1x;a•�:.W2,':3;.'� W3n.�'`"--aW,4. �",W5 ��,�W6' ...,r-iW,l_,r'-;'WB?�fi.E1 ';on,E2c, Load case; FtgOL DL . CLL LL LLr S WL1 WL2 WRI WR2 EP1 EP2 ESI EQL EQR P(kips) 24.000 1 8.780 1 9.720 0.000 23.300 1 0.000 -25.710 1 -16.810 1 -16.310 -7.420 -24.250 0.000 0.000 0.000 -1.430 1.430 Wind uplift resistance - perimeter footing; 5.88 kips w use =tom input wind uplift resistance Load combination; Design gravity load; 65.800 kips D+(Lr or S) Design uplift load; -20.442 kips 0.6D+W1 Bearing Footing geometry; Width ft Len th ft ; De th in ; capacity; 8.000 x 8.000 x 30.00 96.00 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 24.000 kips 14.400 Slab over footing; Nalf fmtl g a ea . 2.000 kips 1.200 Footing at left; None/Cus[om 0.000 kips 0.000 Tie footing; NoneJCusmm 0.000 kips 0.000 Footing at right; NonelCustom 0.000 kips 0.000 DL at footing to resist uplift; 15.600 kips Okl Design uplift, including effect of perimeter footing; -14.562 kips Footing loads - Horizontal,- Negative input reflects outward force; _, :, x W3 . #:�. PW4 :-, _ ..`<W5. �-;,' MOM``:N7t, x: '-WBa .Ella E224A Load case; DL CLL LL LLr S WLt WL2 WR1 WR2 EP1 EP2 ESI EQL EOR Maximum factored horizontal load - outward; -29.780 kips D+(Lr or S) ' Maximum factored horizontal load - inward; 9.648 kips O.6D+WI Desi n hal 22 No.: © bar A. 1.760 in' Capacity; 42.24 kips Okl t 0 r F] n ---- ------- 1 1 1 1 1 1- 1 fly ' Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D Description; Andreason ' Grid 1F.9 Loading data; 10/5/2009 Axial loads (kips), N; Tension forces are positive; 1 D H L Lr S E1 E2 -0.830 0.000 0.000 -3.040 1 0.000 0.020 -0.030 W1 W2 W3 W4 W6 W6 W7 2.100 1.230 3.280 2.410 2.400 1 3.270 0.000 ' Shear loads (kips), V; D H L Lr S E1 E2 Direction of positive force 0.170 0.000 0.000 0.340 0.000 -0.040 0.050 0 degrees W1 W2 W3 W4 W5 W6 W7 -1.560 1 -2.520 1.460 0.500 0.530 1.490 0.000 ' Input seismic factors; P 1.000 SOS 0.533 no 3.00 Input factored load case; N,,, 0.000 kips Axial ❑ Seismic bad case V,,, r 0.000 kips Shear Strength reduction factors; ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of ductile steel element; Non -seismic; Seismic; ' Tension loads, 0 0.750 0.563 D.4.4 (a) Shear loads, 0 0.650 0.488 0.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0.650 0.488 D. 4.4 (b) ' Shear loads, 0.600 0.450 0.4.4 (b) Fastener governed by concrete breakout, blowout, pullout or piyout strength; Shear loads, 0 0.700 0.525 ' Tension loads, 0 0.700 0.525 Anchor data; Anchor grade ASTM F 1554-04 36 User defined criteria; F, F„ Elong. % (min) RA Oki % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/a^ Head Hex ' If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 int A„ for anchor 0.334 int Shaft diameter d, 0.750 inches ' Steel properties; Fya 36.00 ksi F„o 58.00 ksi ❑ Anchor is in area of cracking ❑ Built-up grout pad Fastener in cradred concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No , Base material data: Concrete f. 3000 psi Geometry• Edge distances; Shear; Tension; EDI - Left edge 3.00 inches [Finches inches ED2 - Right edge 12.00 inches inches ED3 - Top edge 4.00 inches inches ED4 - Bottom edge _ 12.00 inches ' Co 3.00 inches 16.00 inches cat 4.00 inches 16.00 inches C,. n, 12.00 inches ..16.00 inches c,•,n;n 3.00 inches 16.00 Inches Concrete depth, h, 18.00 inches Anchor embedment (h,,) 12.00 inches h'„ 10.67 inches D.5.2.3 1.5 - h',, 16.00 inches Is c,, n,„ s 1.5h,,? Yes Rows of anchors 2 Row spacing (s�; 4.00 inches Number of anchors/row ; 2 Bolt spacing (so; 4.00. inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check For the design of fasteners; ONn z N. (D-1) 0Vn a V. (D-2) ONn shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchorfs) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, ON. 58.12 43.59 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON�y 0.00 0.00 kips 0.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONS 8.49 6.36 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, on N, 43.95 32.96 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension. ON. 0.00 0.00 kips D.5.4.1(D-17) Concrete side -face blowout strength of bolt group, ON,b 0.00, 0.00 kips D.5.4.2 (D-18) r �fi.,. r , � . .� �� �' r r� -a ;; x "riSiT� � fr n� �.+�tr . ', "T�." �. .x ` .4 ��: ;.:a�jj�'� `^:,.�s''�^a�,+a5�� �`��8 ' r �,..U�. 49 -a�»� '�'"` 6 38. kips �t,� � as KIN �����.. OV, shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,.,ny ear 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV,,. p,, , 25.18 18.89 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear. OV, nm res, aw 5.62 4.21 kips D.6.2.1 (D-21) Concrete breakout st.englh of anchor(s) in shear, OV,y.c,,,, , 2.95 2.21 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV,P 16.97 12.73 kips D.6.3.1 (D-29) r" ,�' ,•� �.�.. "H ��`, 3'"f�' j a � � wu �',� � :u , ^�• x �. kt� wa {'�`�t, 13� Load combination; N� V. N. Vo ON. my D 0.000 0.170 0.058 ' D+H+L 0.000 0.170 0.058 D+H+ Lr 0.000 0.510 0.173 D+H+ S 0.000 0.170 0.058 D+H+0.75L+0.75Lr 0.000 0.425 0.144 D+H+0.75L+0.75S 0.000 0.170 0.058 D+H+ W1 1.270 1.390 0.621 D+H+W2 0.400 2.350 0.844 D+H+W3 2.450 1.630 0.841 ' D+H+ W4 1.580 0.670 0.413 D+H+W5 1.57d 0.700 0.422 D+H+ W6 2.440 1.660 0.850 ' D+H+W7 D+H+0.7E1 0.000 0.000 0.170 0.142 0.058 0.064 D+H+ 0.7E2 0.000 0.205 0.093 D+H+0.75W1+0.75L+0.75Lr 0.000 0.745 0.253 D+H+0.75W2+0.75L+0.75Lr 0.000 1.465 0.497 D+H+0.75W3+0.75L+0.75Lr 0.000 1.520 0.515 ' D+H+0.75W4+0.75L+0.75Lr 0.000 0.800 0.271 D+H+0.75W5+0.75L+0.75Lr 0.000 0.823 0.279 D+H+0.75W6+0.75L+O.75Lr 0.000 1.543 0.523 D+H+0.75W7+0.751+0.75Lr 0.000 0.425 0.144 ' D+H+0.75W1+0.75+0.75S 0.745 1.000 0.427. D+H+O.75 W2+0.751+0.75S 0.093 1.720 0.594 D+H+0.75W3+0.75L+0.75S 1.630 1.265 0.621 D+H+0.75W4+0.75L+0.75S 0.978 0.545 0.300 ' D+H+0.75W5+0.75L+0.75S 0.970 0.568 6.307 D+H+0.75W6+0.75L+0.75S 1.623 1.288 0.628 D+H+0.75W7+0.75L+0.75S 0.000 0.170 0.058 D+H+0.525E1+0.75L+0.75Lr 0.000 0.404 0.183 D+H+0.525E2+0.75-+0.75Lr 0.000 0.451 0.204 ' D+H+0.525E1+0.75L+0.75S 0.000 0.149 0.067 D+H+0.525E2+0.75L+0.75S 0.000 0.196 0.089 0.6D+W1+H 1.602 1.458 0.683 0.6D+W2+H 0.732 2.418 0.966 ' 0.6D+W3+H 2.782 1.562 0.857 0.6D+W4+H 1.912 0.602 0.429 0.6D+W5+H 1.902 0.632 0.438 0.60+W6+H 2.772 1.592 0.866 0.6D+W7+H 0.000 0.102 0.035 0.6D+0.7E1+H 0.000 0.074 0.033 0.6D+0.7E2+14 0.000 0.137 0.062 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.155 0.070 ' (1. 0+0. 14SDS)D+H+ 0.7pQE2 0.000 0.218 0.098 (1.0+0.105SDS)D+W0.525pQE1+0.75L+0.75Lr 0.000 0.414 0.187 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 0.461 0.208 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.159 0.072 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.755 0.000 0.206 0.093 ' (0.6-0.14SDS)D+0.7pQE1+H 0.000 0.061 0.028 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.124 0.056 (1. 0+0. 14SDS)D+H+ 0. 7000E 1 0.000 0.099 0.045 (1. 0+0. 14SDS)D+H+ 0. 700QE2 0.000 0.288 0.130 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75Lr 0.000 0.372 0.168 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0. Mr 0.000 0.513 0.232 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 0.117 0.053 ' (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S (0.6-0.14SDS)D+0.700QEI+H 0.000 0.000 0.258 .0.005 6.117 0.002 (0.6-0.14SDS)D+0.7C20QE2+H 0.000 0.194 0.088 Loads already factored 0.000 0.000 0.000 t3T ' Concrete anchorage design int A. for anchor 0.334 in' Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D 0.750 inches Steel properties; Description; lAndreason F, 36.00 ksi ' Grid 1.1.5 ksi ❑+ Anchor Is in area of cracking ❑ Built-up grout pad ' Loading data; 9/30/2009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr S E1 E2 -1.450 0.000 0.000 -5.850 0.000 1.440 -1.390 Wt W2 W3 W4 W5 W6 W7 7.360 5.150 4.420 2.210 5.280 7.500 0.000 ' Shear loads (kips), V; D H L Lr S E1 E2 Direction of positive force 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 degrees W1 W2 W3 W4 W5 W6 W7 -0.820 0.820 -0.820 0.820 -3.690 4.100 0.000 Input seismic factors; P 1.000 SDs 0.533 �0 3.00 Input factored load case; ' N_ 0.000 kips. Axial ❑ Seismic load case V. 0.000 kips Shear Strength reduction factors; ❑� Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of a ductile steel element; Non -seismic; 'Seismic; ' Tension loads, 0 0.750 0.563 D.4.4 (a) Shear loads, 0.650 0.488 D.4.4 (a) Fastenergovemed by strength of a brittle steel element; Tension loads, 0.650 0.488 D.4.4 (b) ' Shear loads, m 0.600 0.450 D. 4.4 (b) Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, 0 0.700 0.525 Anchor data; Anchor grade ASTM F 1554-04 36 Oki User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/a^ Head Hex If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 int A. for anchor 0.334 in' Shaft diameter d, 0.750 inches Steel properties; F, 36.00 ksi F, 58.00 ksi ❑+ Anchor Is in area of cracking ❑ Built-up grout pad ' Fastener In cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected?NI o I M Base material data Concrete f, 3000 ; psi Geometry' Edge distances; Shear; Tension; E01 - Left edge 4.00 inches 18.00 inches ED2 - Right edge 18.00 inches 18.00 inches ED3 - Top edge 18.00 inches 18.00 inches ED4 - Bottom edge 18.00 inches 18.00 inches Ca, 4.00 inches 18.00 inches cat 18.00 inches 18.00 inches Ca, as 18.00 inches 18.00 inches Ca,,Wn 4.00 inches 18.00 inches Concrete depth, ha F 18.00 inches Anchor embedment (h,j) F 12.00 inches h',, 12.00 inches D.5.2.3 1.5 - h',f 18.00 inches Is ca, 0 51.5h,r7 Yes Rows of anchors 2 Row spacing (s2); 4.00 inches Number of anchors/row ; 2 Bolt spacing (s,); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check For the design of fasteners; ONn Z N. (D-1) Wn a V. (D-2) Steel strength of anchor(s) in shear, OV,a., o e, p 50.37 0Nn shall be the lowest design strength determined from all. appropriate failure modes; D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV„ _ p,,,a, 25.18 18.89 kips Nominal strength of anchor(s) in tension; Non -seismic; Seismic; 8.37 kips D.6.2.1 (0-21) Steel stength of anchor(s) in tension, ON. 58.12 43.59 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ¢N,b 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ON,ba 23.74 17.80 kips D. 5.2.1 (D-5) Pullout strength of anchor(s) intension, OnNpa 43.95 32.96 kips D.5.3.1(D 14) Concrete side -face blowout strength of single anchor in tension, ONO 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ON,b, 0.00 0.00 kips D.5.4.2 (0-18) OVn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,a., o e, p 50.37 37.78 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV„ _ p,,,a, 25.18 18.89 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVob - f a,,, 0 11.16 8.37 kips D.6.2.1 (0-21) Concrete breakout strength of anchor(s) in shear,, OV, 4.51 3.38 kips D.6.2.1 (D-21). Concrete pryoul strength of anchors) in shear, OV,p 47.48 35.61 kips D. 6.3.1 (D-29) V, a +%.' :� 2;�^;:04 ;� s iO '�, 1�3„p.Y,i»...fa.ci9.'-'�.�.a�„z`3.�.ra..c�s�`.s,m. M 131 Load combination; N, V„ N„a + V o ONS OV, D 0.000 0.000 0.000 D+H+L 0.000 0.000 0.000 D+H+ Lr 0.000 0.000 0.000 D+H+ S 0.000 0.000 0.000 D+H+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75L+0.75S 0.000 0.000 0.000 D+H+W1 5.910 0.820 0.431 D+H+W2 3.700 0.820. 0.338 D+H+W3 2.970 0.820 0.307 ' D+H+W4 0.760 0.820 0.214 D+H+W5 3.830 3.690 0.980 D+H+W6 6.050 4.100 1.164 D+H+W7 0.000 0.000 0.000 D+H+ 0.7E1 0.000 0.000 0.000 D+H+ 0.7E2 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75Lr 0.000 0.615 0.136 D+H+0.75W2+0.75L+0.75Lr 0.000 0.615 0.136 D+H+0.75W3+0.75L+0.751-r 0.000 0.615 0.136 D+H+0.75W4+0.75L+0.75Lr 0.000 0.615 0.136 D+H+0.75W5+0.75L+0.75Lr 0.000 2.768 0.614 D+H+0.75W6+0.75L+0.75Lr 0.000 3.075 0.682 D+H+0.75W7+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75S 4.070 0.615 0.308 D+H+0.75W2+0.75L+O.75S 2.413 0.615 0.238 D+H+0.75W3+0.75L+0.75S 1.865 0.615 0.215 D41+0.75W4+0.75L+0.75S 0.208 0.615 0.145 D+H+0.75W5+0.75L+0.75S 2.510 2.768 0.719 'D+H+0.75W6+0.75L+0.75S 4.175 3.075 0.858 D+H+0.75W7+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.755 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+Wj+H 6.490 0.820 0.455 0.6D+W2+H 4.280 0.820 0.362 0.6D+W3+H 3.550 0.820 0.331 0.6D+W4+H 1.340 0.820 0.238 0.6D+W5+H 4.410 3.690 1.004 0.6D+W6+H 6.630 4.100 1.189 0.6D+W7+H 0.000 0.000 0.000 0.6D+0.7E1+H 0.138 0.000 0.008 0.6D+0.7E2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.000 0.000 (1. 0+0. 14SDS)D+H+ 0. 7p QE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.751.r 0.000 0.000 0.000 (1.0+0.105SbS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE1+H 0.246 0.000 0.014 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.700QE1 1.466 0.000 0.082 (1.0+0.14SDS)D+H+ 0.700QE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525()OQE1+0.75L+0.75S 0.737 0.000 0.041 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7IZOQE1+H 2.262 0.000 0.127 (0.6-0.14SDS)D+0.70OQE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 C t ip Strenath reduction factors ❑� Shear reinforcing provided Q Hairpin reinforcing at each bolt now 0.654 int A. for anchor ASCE 14.2.2.17, for seismic load cases 0.750 Concrete anchorage design 0.750 Fastener governed by strength of a ductile steel element, Non -seismic; Seismic; Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D Tension loads, 0.750 ' Description; Andreason Shear loads, b 0.650 0.488 D.4.4 (a) Grid 1L Tension loads, 0 Loading data; 0.488 0.4.4 (b) 9/30/2009 0.600 Axial loads (kips), N; Tension forces are positive,, D. 4.4 (b) D H L Lr s E1 E2 ' -1.200 0.000 0.000 -6.070 0.000 -1.420 1.450- W11 W2 W3 W4 W5' W6 W7 -0.260 -1.160 10.280 9.380 4.800 5100 0.000 Shear loads (kips), V; D H L Lr s E1 E2 Direction of posibve force 0.040 0.000 0.000 0.040 0.000 0.040 1.470 0 degrees W1 W2 W3 W4 W5 W6 W7 1.520 0.700 -3.620 -4.440 0.670 1.490 1 0:000 Input seismic factors; P 1.000 SDs 0.533 �0 3.00 Input factored load case; ' N,,, 0.000 kips Axial ❑ seismic load case V,,, 0.000 kips Shear Strenath reduction factors ❑� Shear reinforcing provided Q Hairpin reinforcing at each bolt now 0.654 int A. for anchor ASCE 14.2.2.17, for seismic load cases 0.750 Shaft diameter d, 0.750 Fastener governed by strength of a ductile steel element, Non -seismic; Seismic; Tension loads, 0.750 0.563 D.4.4 (a) Shear loads, b 0.650 0.488 D.4.4 (a) Fastenergovemed by strength of a brittle steel element; Tension loads, 0 0.650 0.488 0.4.4 (b) Shear loads, 0.600 0.450 D. 4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, m 0.700 0.525 Anchor data Anchor grade (ASTM F 1554-04 36 1 I Okl User defined criteria; Fy F„ Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductile anchors Anchor diameter 3/4^ Head Hex If headed studs used =select size here; N/A - standard anchor Area of anchor head (AH) 0.654 int A. for anchor 0.334 in' Shaft diameter d, 0.750 inches Steel properties; Fr, 36.00 ksi Fug 58.00 ksi 21 Anchor is In area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No Base material data; Concrete f. 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 3.00 inches Finches inches E02 - Right edge 18.00 inches inches ED3 - Top edge 4.00 inches inches ED4 - Bottom edge, 18.00 inches Wi 3.00 inches 24.00 inches C.2 4.00 inches 24.00 inches' . C.. 18.00 inches 24.00 inches c., m 3.00 inches 24.00 inches Concrete depth, h.' 18.00 inches Anchor embedment (h.,) 12.00 inches h'.f 12.00 inches D.5.2.3 1.5' h'., 18.00 inches Is c.• ... 51.5h,,? Yes Rows of anchors 2 Row spacing (s2); 4.00 inches Number of anchors/row ; 2 Bolt spacing (si); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 OV„ shall be the lowest design'strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV.. ..�.s. P Summary of design check; , 37.78 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV... p. D 25.18 For the design of fasteners; ON„ a N,,. kips (D1) Concrete breakout strength of anchor(s) in shear, OV.b.N.s,..l„„ 0.00 0.00' OV„ s V,,. D.6.2.1 (6-21) (D-2) 0.00 0.00 kips ¢N„ shall be the lowest design strength determined from all appropriate failure modes; Concrete pryout strength of anchor(s) in shear, -OV, 29.03 21.77 . kips D.6.3.1 (D-29) Nominal strength of anchors) intension; Non -seismic; Seismic; Steel stength.of anchor(s) in tension, ON.. 58.12 43.59 kips D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ONcb 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ON•be 14.51 10.89 kips 0.5.2.1 (0-5) ' Pullout strength of anchor(s) in tension, nN,, Concrete side -face blowout strength of single anchor in tension, ON.,, 43.95 0.00 32.96 0.00 kips kips D.5.3.1 (D-14) D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ON., 0.00 0.00 kips D.5.4.2 (0-18) OV„ shall be the lowest design'strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV.. ..�.s. P 50.37 37.78 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV... p. D 25.18 18.89 kips D. 6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV.b.N.s,..l„„ 0.00 0.00' kips D.6.2.1 (6-21) Concrete breakout strength of anchor(s) in shear, OVIb..e..., . 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, -OV, 29.03 21.77 . kips D.6.3.1 (D-29) cq-L Load combination; N� Vw ON. oV D 0.000 0.040 0.002 D+H+L 0.000 0.040 0.002 D+H+ Lr 0.000 0.080 0.003 D+H+ S 0.000 0.040 0.002 D+H+0.75L+0.75Lr 0.000 0.070 0.003 D+H+0.75L+0.75S 0.000 0.040 0.002 D+H+ W1 0.000 1.560 0.062 D+H+W2 0.000 0.740 0.029 D+H+W3 9.080 3.580 0.768 D+H+W4 8.180 4.400 0.738 D+H+W5 3.600 0.710 0.276 D+H+ W6 4.500 1.530 0.371 D+H+ W7 0.000 0.040 0.002 D+H+0.7E1 0.000 0.068 0.004 D+H+ 0.7E2 0.000 0.989 0.052 D+H+0.75W1+0.75L+0.75Lr 0.000 1.210 0.048 D+H+0.75W2+0.75L+0.75Lr 0.000 0.595 0.024 D+H+0.75W3+0.75L+0.75Lr 1.958 2.645 0.240 D+H+0.75W4+0.75.+0.75Lr 1.283 1260 0.218 D+H+0.75W5+0.75L+0.75Lr 0.000 0.573 0.023 D+H+0.75W6+0.75L+0.75Lr 0.000 1.188 0.047 D+H+0.75W7+0.75 +0.75Lr 0.000 0.070 0.063 D+H+0.75W1+0.75L+0.75S 0.000 1.180 0.047 D+H+0.75W2+0.75L+0.75S 0.000 0.565 0.022 D+H+0.75W3+0.75L+0.75S 6.510 2.675 0.555 D+H+0.75W4+0.75L+0.755 5.835 3.296 0.533 D+H+0.75W5+0.75L+0.75S 2.400 0.543 0.187 D+H+0.75W6+0.75L+0.75S 3.075 1.158 0.258 D+H+0.75W7+0.75L+0.75S 0.000 0.040 0.002 D+H+0.525E1+0.75-+0.75Lr 0.000 0.091 0.005 D+H+0.525E2+0.75-+0.75Lr 0.000 0.702 0.037 D+H+0.525E1+0.75L+0.755 0.000 0.061 0.003 D+H+0.525E2+0.75L+0.75S 0.000 0.732 0.039 0.60+W1+H 0.000 1.544 0.061 0.6D+W2+H 0.000 0.724 0.029 0.6D+W3+H 9.560 3.596 0.801 0.6D+W4+H 8.660 4.416 0.772 0.6D+W5+H 4.080 0.694 0.309 0.6D+W6+H 4.980 1.514 0.403 0.60+W7+H 0.000 0.024 0.001 0.6D+0.7E1+H 0.000 0.052 0.003 0.6D+0.7E2+H 0.295 1.005 0.080 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.071 0.004 (1. 0+0. 14SDS)D+H+ 0. 7p QE2 0.000 0.986 0.052 (1.0+0.105SDS)D+H+0.525p QE 1 +0. 75L +0. 75Lr 0.000 0.093 0.005 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 0.700 0.037 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.063 0.003 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S .0.000 0.730 0.039 (0.6-0.14SDS)0+0.7pQE1+H 0.000 0.049 0.003 (0.6-0.14SDS)D+0.7pQE2+H 0.385 1.008 0.089 (1.0+0.14SDS)D+H+0.700QE1 0.000 0.127 0.007 (1.0+0.14SDS)D+H+ 0.700QE2 1.765 3.044 0.322 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75Lr 0.000 0.135 0.007 (1.0+0.105SDS)D+H+0.525f10QE2+0.75L+0.75Lr 0.000 2.243 0.119 (1.0+0.105SOS)D+H+0.525f1OQE1+0.75L+0.755 0.000 0.105 0.006 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S 1.017 2.273 0.214 (0.6-0.14SDS)0+0.7f?OQE1+H 0.000 0.105. 0.006 (0.6-0.14SDS)D+0.7P0QE2+H 2.415 3.066 0.384 Loads already factored 0.000 0.000 0.000 113 Concrete anchorage design Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Description; Andreason Grids 2 3 5138 9 12 13 14 15 intersecting at Grid L 1015/2009 Axial loads (kips), N; Tension fomes are positive; Seismic; A_ for anchor Tension loads, 4 D H L Lr S E1 E2 -2.940 0.000 0.000 -10.820 0.000 -1.410 1.410 W1 W2 W3 W4 WS W6 W7 4.450 1.150 14.780 11.480 10.640 0.000 0.000 Shear loads (kips), V; 0.525 Tension loads, m 0.700 0.525 D H L Lr S El E2 Directionof 2silive force 1.190 0.000 0.000 1.720 0.000 1.920 .1.920 0 degrees W1 W2 W3 W4 W5 W6 W7 3.450 2.770 -4.180 -4.870 1.040 0.000 1 0.000 Input seismic factors; P 1.000 SOS 0.533 �0 3.00 Input factored load case; N_ 0.000 kips Axial ❑ Seismic bad case V_ 0.000 kips Shear Strength reduction factors; I] Shear reinforcing provided Q Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of a ductile steel element; Non -seismic; Seismic; A_ for anchor Tension loads, 4 0.750 0.563 D.4.4 (a) Shear loads, b 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; 36.00 ksi F , Tension loads, 0 0.650 0.488 D.4.4 (b) Shear loads, 0.600 0.450 D.4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, � 0.700 0.525 Tension loads, m 0.700 0.525 Anchor data Anchor grade ; I ASTM F 1554-09 36 I I Oki User defined criteria; Fr F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/4" Head Hex If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AM) 0.654 in' A_ for anchor 0.334 int Shaft diameter d, 0.750. inches Steel properties; Fr, 36.00 ksi F , 58.00 ksi I] Anchor is in area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No Vfl Base material data Concrete P. 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Lett edge 3.00 inches [cinches inches ED2 - Right edge 18.00 inches inches ED3 - Top edge 12.00 inches inches' ED4 - Bottom edge 12.00 inches C.1 3.00 inches 24.00 inches CQ 12.00 inches' 24.00 Inches. Ca. a 18.00 inches 24.00 inches C% in 3.00 inches 24.00 inches Concrete depth, ha16.00 inches Anchor embedment (ha,) 12.00 inches h'., 12.00 inches D.5.2.3 1.5'h'd 18.00 inches Is ca.. 5 1.5ha,? Yes Rows of anchors 2 Row spacing (s2); 4.00 inches Number of anchors/row ; 2 Boll spacing (ss); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 OVa shall be the lowest design strength determined from all appropriate failure modes; Summary of design check; Steel strength of anchor(s) in shear, OV. . aaere o,,,,P 50.37 For the design of fasteners; kips 0.6.1.2 (D-19) Steel strength of anchor(s) in shear, OVaa. , 25.18 18.89 ¢N„ i Naa D.6.1.2 (D-19) (D-1) 0.00 0.00 ' 4Va Z V_ Concrete breakosd strength of anchor(s) in shear, ¢Vb. d_, (D-2) 0.00 kips D.6.2.1 (D-21) ON, shall be the lowest design strength determined from all appropriate failure modes; 31.26 23.45 kips D. 6.3.1 (D-29) x $.. � . �''"r" n ,: ?dt��' �`r* • . ��26�18" 4 ;" s�"1'8`89� Y .kiP,v ru Nominal strength of anchor(s) in tension;. Non -seismic; Seismic; ' Steel stength of anchor(s) in tension, ON. 58.12 43.59 kips D.5.1.2 (0-3) Concrete breakout: strength of single anchor in tension, ¢N,� 0.00 0.00 kips D. 5.2.1 (D-0) Concrete breakout strength of anchor group in tension, ONS 15.63 11.72 kips D.5.2.1 (0-5) Pullout strength of anchor(s) in tension, @nNa, 43.95 32.96. kips. 0.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ON. 0.00 0.00 kips D 5.4.1 (D-17) ' Concrete side face blowout strength of bolt group, ONaeg , 0.00 0.00 kips D 5.4.2 (D 18) 4�N_.�g�". � �,.+� °�.' 'i _ �' ' 15i.a. . �€• sT6s63' €" 1F1�'7.2, kis , r OVa shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV. . aaere o,,,,P 50.37 37.78 kips 0.6.1.2 (D-19) Steel strength of anchor(s) in shear, OVaa. , 25.18 18.89 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVw-n„maat_ 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakosd strength of anchor(s) in shear, ¢Vb. d_, 0.00 ' 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, QVp 31.26 23.45 kips D. 6.3.1 (D-29) x $.. � . �''"r" n ,: ?dt��' �`r* • . ��26�18" 4 ;" s�"1'8`89� Y .kiP,v ru �-, a�� N,+I"" ON. 0V 0.047 0.047 0.116 0.047 0.098 0.047 0.281 0.157 0.876 0.693 0.581 0.047 0.047 0.134 0.008 0.201 0.181 0.028 0.047 0.129 0.098 0.098 0.175 0.130 0.598 0.461 0.401 0.047 0.047 0.185 0.078 0.116 0.010 0.337 0.138 0.970 0.787 0.638 0.028 0.028 0.109 0.033 0.139 0.003 0.188 0.081 0.120 0.013 0.104 0.038 0.281 0.146 0.295 0.025 0.227 0.094 0.247 0.301 0.000 rys Load combinatlon; N� V- ' D 0.000 1.190 D+H+L 0.000 1.190 D+H+ Lr 0.000 2.910 D+H+ S 0.000 1.190 D+H+0.75L+0.75Lr 0.000 2.480 ' D+H+0.75L+0.75S 0.000 1.190 D+H+WI 1.510 4.640 D+H+W2 0.000 3.960 1)+H+ W3 11.840 2.990 ' D+H+ W4 8.540 3.680 D+H+W5 7.700 2.230 D+H+ W6 0.000 1.190 D+H+ W7 0.000 1.190 D+H+0.7E1 0.000 2.534 D+H+ 0.7E2 0.000 0.154 D+H+0.75W1+0.75L+0.75Lr 0.000 5.068 D+H+0.75W2+0.75L+0.75Lr 0.000 4.558 ' D+H+0.75W3+0.75L+0.75Lr 0.030 0.655 D+H+0.75W4+0.75L+0.75Lr 0.000 1.173 D+H+0.75W5+0.75L+0.75Lr 0.000 3.260 D+H+0.75W6+0.75L+0.75Lr 0.000 2.480 D+H+0.75W7+0.75L+0.75Lr 0.000 2.480 ' D+H+0.75W1+0.75L+0.75S 0.398 3.778 D+H+0.75W2+0.75L+0.75S 0.000 3.268 . D+H+0.75W3+0.751+0.75S 8.145 1.945 D+H+0.75W4+0.75L+0.75S 5.670 2.463 ' D+H+0.75W5+0.75! +0.755 5.040 1.970 D+H+0.75W6+0.75L+0.75S 0.000 1.190 D+H+0.75W7+0.75L+0.75S 0.000 1.190 D+H+0.525E1+0.75L+0.75Lr 0.000 3.488 ' D+H+0.525E2+0.7!L+0.75Lr 0.000 1.472 D+H+0.525E1+0.75L+0.75S 0.000 2.198 D+H+0.525E2+0.75L+0.755 0.000 0.182 0.6D+Wi+H 2.686 4.164 0.6D+W2+H 0.000 3.484 0.60+W3+H 13.016 3.466 0.6D+W4+H 9.716 4.156 0.6D+W5+H 8.876 1.754 0.6D+W6+H 0.000 0.714 ' 0.6D+W7+H 0.000 0.714 0.6D+0.7E1+H 0.000 2.058 0.6D+0.7E2+H 0.000 0.630 (1.0+0.14SDS)D+H+0.7pQE1 0.000 2.623 ' (1.0+0.14SDS)D+H= 0.7pQE2 0.000 0.065 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 3.555 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 1.539 (1.0+0.105SOS)D+H+0.525pQE1+0.75L+0.75S 0.000 2.265 ' (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.249 (0.6-0.14SDS)D+0.7pQE1+H 0.000 1.969 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.719 (1.0+0.14SDS)D+H+0.7flOQE1 0.000 5.311 (1. 0+0. 14SDS)D+H+ 0.7OOQE2 0.000 2.753 ' (1.0+0.105SDS)D+H+0.525f1OQE1+0.75L+0.75Lr 0.000 5.571 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 0.000 0.477 (1.0+0.105SDS)D+H+0.525f20QE1+0.75L+0.75S 0.000 4.281 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 1.767 ' (0.6-0.14SDS)D+0.7nOQE1+H 0.000 4.657 (0.6-0.14SDS)D+0.7f10QE2+H 1.416 3.407 Loads already factored 0.000 0.000 N,+I"" ON. 0V 0.047 0.047 0.116 0.047 0.098 0.047 0.281 0.157 0.876 0.693 0.581 0.047 0.047 0.134 0.008 0.201 0.181 0.028 0.047 0.129 0.098 0.098 0.175 0.130 0.598 0.461 0.401 0.047 0.047 0.185 0.078 0.116 0.010 0.337 0.138 0.970 0.787 0.638 0.028 0.028 0.109 0.033 0.139 0.003 0.188 0.081 0.120 0.013 0.104 0.038 0.281 0.146 0.295 0.025 0.227 0.094 0.247 0.301 0.000 rys NG ' Concrete anchorage design Reference "Strength Design ofAnchorege to Concrete" and ACI 318-05 Appendix D Description; lAndreason ' Grids 2 3 5 6 8 9 12 13 14 15 intersecting at Grid F.9 Loading data; 10/5/2009 Axial loads (kips); N; Tension forces are positive; ' D H L Lr S E1 E2 .2.300 0.000 0.000 -7.180 0.000 1.410 -1.410 W1 W2' W3 W4 WS W6 W7 7.010 3.710 6.270 2.970 7.900 0.000 0.000 ' Shear loads (kips),V,• D H L Lr S El E2 Direction of positive force 1.190 0.000 0.000 1.720 0.000 -1.150 1.150 0 degrees W1 W2 W3 W4 W5 W6 W7 -3.820 -4.510 1.300 0:620 0.670 0.000 0.000 ' Input seismic factors; P 1.000 SOS 0.533 �0 3.00 Input factored load case; ' N,,, 0.000 kips Axial ❑ Seismic load case V. 0.000 kips Shear Strength reduction factors; ' i] Shear reinforcing provided Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of ductile steel element; Non -seismic; Seismic; Tension loads, ¢ 0.750 0.563 D.4.4 (a) Shear loads, 0 0.650 0.488 D.4.4 (a) Fastenergovemed by strength of a brittle steel element; Tension loads, 0 0.650 0.488 D.4.4 (b) Shear loads, 0 0.600 0.450 D.4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, 0 0.700 0.525 Anchor data; ' Anchor grade ASTM F 1554-04 36 User defined criteria; F, F„ Elong. % (min) RA Oki % (min) 0 0 0 1 0 ❑ Ductile anchors Anchor diameter 3/4" Head Hex V If headed studs used - select size here; N/A - Standard anchor Area of, anchor head (AN) 0.654 int A„ for anchor 0.334 in' Shaft diameter d, 0.750 inches �I Steel properties; Fr, 36.00 ksi' F„ 58.00 ksi ❑' Anchor is in area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater, t ' Are fasteners rigidly connected? No 11, i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Base material data; Concrete f, 3000 psi Edge distances; Shear; Tension; ED1 - Left edge 3.00 inches 24.00 inches E02 -Right edge 18.00 inches 24.00 inches ED3 - Top edge 12.00 inches 24.00 inches ED4 -Bottom edge 12.00 inches 24.00 inches co 3.00 inches 24.00 inches cat 12.00 inches 24.00 inches C.. ,, 18.00 inches 24.00 inches Ca, m„ 3.00 inches .24.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h,,) 12.00 inches h',f 12.00 inches D.5.2.3 1.5 - W., 18.00 inches Is c,, m„ s 1.5hei7 Yes Rows of anchors 2 Row spacing (s2); 4.00 inches Number of anchors/row Bolt spacing (s,); 4.00. inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of desian check For the design of fasteners; ON„ Z N. (D-1) OV. a V. (D-2) ON, shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, ON. 58.12 43.59 kios D.5.1.2 (0-3) Concrete breakout strength of single anchor in tension, ON,b 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONC 15.63 11.72 kips D.5.2.1 (0-5) Pullout strength of anchor(s) in tension, OnN, 43.95 32.96 kips D. 5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension ON,b 0.00 0.00 kips D 5.4. 1 (D 17) Concrete side face blowout strength of bolt group ONb, 0.00 0.00 kips D 5.4.2 (D-18) MQMMF ++ter �R =212�5 '€63� 'i ; QV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV., b o�p 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV.. p 25.18 '18.89 kips D.6.1.2 (D-19) ' Concrete breakout strength of anchor(s) In shear, mVob _ wrcnea o 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVcb. , , 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, ¢V, 31.26 23.45 kips D.6.3.1 (D-29) K� 0 N., V.. Load combination; N, V- + ON. OV D 0.000 1.190 0.047 D+H+L 0.000 1.190 0.047 D+H+Lr 0.000 2.910 0.116 D+H+ S 0.000 1.190 0.047 D+H+0.75L+0.75Lr .0.000 2.480 0.098 D+H+0.75L+0.75S 0.000 1.190 0.047 D+H+W1 4.710 2.630 0.406 D+H+ W2 1.410 3.320 0.222 D+H+W3 3.970 2.490 0.353 D+H+ W4 0.670 1.810 0.115 D+H+ W5 5.600 1.860 0.432 D+H+ W6 0.000 1.190 0.047 D+H+ W7 0.000 1.190 0.047. D+H+0.7E1 0.000 0.385 0.020 D+H+ 0.7E2 0.000 1.995 0.106 D+H+0.75W1+0.75L+0.75Lr 0.000 0.385 0.015 D+H+0.75W2+0.75L+0.75Lr 0.000 0.903 0.036 D+H+0.75W3+0.75L+0.75Lr 0.000 3.455 0.137 D+H+0.75W4+0.75L+0.75Lr 0.000 2.945 0.117 D+H+0.75W5+0.75L+0.75Lr 0.000 2.983 0.118 D+H+0.75W6+0.75L+0. Mr 0.000 2.480 0.098 D+H+0.75W7+0.75L+0.75Lr 0.000 2.480 0.098 D+H+0.75W1+0.75L+0.75S 2.958 1.675 0.256 D+H+0.75W2+0.75L+0.75S 0.483 2.193 0.118 D+H+0.75W3+0.75L+0.75S 2.403 2.165 0.240 D+H+0.75W4+0.75L+0.75S 0.000 1.655 0.066 D+H+0.75W5+0.75L+0.755 3.625 1.693 0.299 D+H+0.75W6+0.75L+0.75S 0.000 1.190 0.047 D+H+0.75W7+0.75L+0.75S 0.000 1.190 0.047 D+H+0.525E1+0.75L+0.75Lr 0.000 1.876 0.099 D+H+0.525E2+0.75L+0.75Lr 0.000 3.084 0.163 D+H+0.525E1+0.75L+0.75S 0.000 0.586 0.031 D+H+0.525E2+0.75L+0.75S 0.000 1.794 0.095 0.6D+W1+H 5.630 3.106 0.484 0.60+W2+H 2.330 3.796 0.300 0.6D+W3+H 4.890 2.014 0.393 0.6D+W4+H 1.590 1.334 0.155 0.6D+W5+H 6.520 1.384 0.472 0.6D+W6+H 0.000 0.714 0.028 0.60+W7+H 0.000 0.714 0.028 0.6D+0.7E1+H 0.000 0.091 0.005 0.6D+0.7E2+H 0.000 1.519 0.080 (1.0+0.14SDS)D+H+0.7pQE1 0.000 6.474 0.025 (1. 0+0. 14SDS)D+H+ 0. 7p QE2 0.000 2.084 0.110 (1.0+0.105SDS)D+H+0.525p QE1+0.75L+0.75Lr 0.000 1.943 0.103 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 3.150 0.167 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.653 0.035 (1.0+0. f 05SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 1.860 0.098 (0.6-0.14SDS)D+0.7pQE1+H 0.000 0.180 0.010 (0.6-0.14SDS)D+0.7pQE2+H 0.000 1.430 0.076 (1.0+0.14SDS)D+H+ 0.700QE 1 0.489 1.136 0.102 (1. 0+0. 14SDS)D+H+ 0.700QE2 0.000 ' 3.694 0.196 (1.0+0.105SDS)D+H+0.525f1OQE1+0.75L+0.75Lr 0.000 0.735 0.039 (1.0+0.105SDS)D+H+0.525f10QE2+0.75L+0.75Lr 0.000 4.358 0.231 (1.0+0.105SOS)D+H+0.525f10QE1+0.75L+0.755 0.000 0.555 0.029 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 3.068 0.162 (0.6-0.14SDS)0+0.7f10QE1+H 1.753 1.790 0.244 (0.6-0.14SDS)D+0.7ROQE2+H 0.000 3.040 0.161 Loads already factored 0.000 0.000 0.000 01 Concrete anchorage design Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Description; JAndreason - lGricls 4 7 10 11 intersecting at Grid L Loading data; Non -seismic; Seismic; A. for anchor Tension loads, m 10/512009 Axial loads (kips), N; Tension fomes are positive; Shear loads; 0 0.650 0.486 D H L Lr S E1 E2 3.570 0.000 0.000 -13.000 0.000 -1.700 1.700 W1 W2 W3 W4 W5 W6 W7 . 5.390 1 1.360 17.780 13.770 12.810 0.000 0.000 Shear loads (kips), V; D H L Lr S E1 E2 Direction of ositive force 1.410 0.000 0.000 2.070 0.000 2.390 -2.390 0 degrees W1 W2 W3 W4 W5 W6 W7 4.280 3.490 ' -5.140 -5.940 1.190 0.000 0.000 Input seismic factors; P 1.000 Sos r 0.533 no 3.00 Input factored load case; N„r 0.000 kips. Axial ❑ Seiumc bad case vw 0.000 kips Shear . Strength reduction factors; ❑' Shear reinforcing provided Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of ductile steel element; Non -seismic; Seismic; A. for anchor Tension loads, m 0.750 0.563 D.4.4 (a) Shear loads; 0 0.650 0.486 D.4.4 (a) Fastener governed by strength of a brittle steel element; 36.00 ksi Fu, Tension loads, 0 0.650 0.488 D.4.4 (b) Shear loads, 0 0.600 0.450 D.4.4 (b) Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, 0.700 0.525 Anchor data Anchor grade ; LASTM F 1554-04 36 1i - Okl User defined criteria; Fr F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/a" Head Hex If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 in' A. for anchor 0.334 in' Shaft diameter d, 0.750 inches Steel properties; Fr, 36.00 ksi Fu, 58.00 ksi ❑+ Anchor Is in area of craddng ❑ Built-up grout pad Fastener In cradeed concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? INO W11 ' Base material data Concrete 17, 3000 psi ' Geometry' Edge distances; Shear; Tension; ED1 - Left edge Cinches inches 24.00 inches ED2 - Right edge inches 24.00 - inches ' ED3 - Top edge inches 24.00 inches ED4 - Bottom edge 24.00 inches C.1 3.00 inches 24.00 inches C.2 12.00 inches 24.00 inches ca ,, 18.00 inches 24.100 inches c,,,,t„ 3.00 inches 24.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h,1) 12.00 inches h',1 12.00 inches 0.5.2.3 1.5'h',1 ` 18.00 inches Is c,, , 51.5h,17 Yes Rows of anchors 2 Row spacing (s2); 4.00 inches Number of anchors/row 2 Bolt spacing (s1); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check; For the design of fasteners; ' 4N„ 2 N,,, ' (D-1) W„ z V. (D-2) ON„ shall be the lowest design strength determined from all appropriate failure modes; ' Nominal strength of anchor(s) in tension; Non -seismic; Seismic; ' Steel stength of anchor(s) in tension, �N„ 58.12 43.59 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON,b 0.00 0.00 kips D.5.2.1 (D-0) Concrete breakout strength of anchor group in tension, ONS 15.63 11.72 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, a nNP,1 43.95 32.96 kips 0.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension ON,b 0.00 0.00 kips D.5.4.1 (D 17) Concrete side -face blowout strength of bolt group, �N,bg 0.00 0.00 kips D.5.4.2 (D-18) . I �V„ shall be.lhe lowest design strength determined from all appropriate failure modes: ' Steel strength of anchor(s) in shear, OVA-env,Bnuw 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV„ - 25.18 18.89 kips D.6.1.2 (D-19) Concrete, breakout strength of anchor(s) in shear, OV.. b h„„a 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s)1n shear, OV�b a08B81 0.00 0.00 kips D.6.2.1 (D 21) Concrete pryout strength of anchor(s) in shear, OV,31 26 23.45 kips D.6.3.1 (D 29) 1 . I M( Load combination; N, V- IVB V ON„ ¢V D 0.000 1.410 0.056 ' D+H+L 0.000 1.410 0.056 D+H+Lr 0.000 3.480 .0.138 D+H+ S 0.000 1.410 0.056 D+H+0.75L+0.75Lr 0.000 2.963 0.118 ' D+H+0.75L+0.75S 0.000 1.410 0.056 D+H+W1 1.820 5.690 0.342 D+H+W2 0.000 4.900 0.195 D+H+ W3 D+H+ W4' 14.210 10.200 3.730 4.530 1.057 0.832 D+H+WS 9.240 2.600 0.694 D+H+WS 0.000 1.410 0.056 D+H+ W7 . 0.000 1.410 0.056 D+H+0.7E1 0.000 3.083 0.163 ' D+H+ 0.7E2 0.000 0.263 0.014 D+H+0.75W1+0.75L+0.751-r 0.000 6.173 0.245 D+H+0.75W2+0.75L+0.751-r 0.000 5.580 0.222 D+H+0.75W3+0.75L+0.75Lr 0.015 0.893 0.036 ' D+H+0.75W4+0.75L+0.75Lr 0.000 1.493 0.059 D+H+0.75W5+0.75L+0.75Lr 0.000 3.855 0.153 D+H+O.75W6+0.75L+0.75Lr 0.000 2.963 0.118 D+H+0.75W7+0.75L+0.75Lr 0.000 2.963 0.118 D+H+O.75W1+0.75L+0.75S 0.473 4.620 0.214 D+H+O.75W2+0.75L+0.75S 0.000 4.028 0.160 D+H+0.75W3+0.75L+0.75S 9.765 2.445 .0.722 D+H+O.75W4+0.75L+0.75S 6.758 3.045 0.553 ' D+H+0.75W5+0.75L+0.75S 6.038 2.303 0.478 D+H+0.75W6+0.75L+0.75S 0.000 1.410 0.056 D+H+0.75W7+0.75L+0.75S 0.000 1.410 0.056 D+H+0.525E1+0.75L+0.75Lr 0.000 4.217 0.223 D+H+Q525E2+0.75L+0.75Lr 0.000 1.708 0.090 ' D+H+0.525E1+0.75L+0.75S 0.000 2.665 0.141 D+H+G.525E2+0.75L+0.75S 0.000 0.155 0.008 0.6D+W1+H 3.248 5.126 0.411 0.60+W2+H 0.000 4.336 0.172 0.6D+W3+H 15.638 4.294' 1.171 0.6D+W4+H 11.628 5.094 0.946 0.6D+W5+H 10.668 2.036 0.763 ' 0.6D+W6+H 0.6D+W7+H 0.000 0.000 0.846 0.846 0.034 0.034 0.60+G.7E1+H 0.000 2.519 0.133. 0.6D+G.7E2+H 0.000 0.827 0.044 (1.0+0.14SDS)D+H+0.7pQE1 0.000 3.188 0.169 (1. 0+0. 14SDS)D+H+ 0.7pQE2 0.000 0.158 0.008 ' (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.751-r 0.000 4.296 0.227 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.751-r 0.000 1.787 0.095 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 2.744 0.145 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.234 0.012 ' (0.6-0.14SDS)D+0.7pQE1+H 0.000 2.414 0.128 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.932 0.049 (1.0+0.14SDS)D+H+0.7f10QE1 0.000 6.534 0.346 (1. 0+0. 14SDS)D+H+ 0.70OQE2 0.000 3.504 0.186 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75Lr 0.000 6.806 0.360 (1.0+0.105SDS)D+H+0.525()OQE2+0.75L+0.75Lr 0.000 0.723 0.038 (1.0+0.165SOS)D+H+0.52500QE1+0.75L+0.755 0.000 5.253 0.278 (1.0+0.105SDS)D+H+0.525110QE1+0.75L+0.75S 0.000 2.275 0.120 ' (0.6-0.14SDS)D+0.7(10QE1+H 0.000 5.760 0.305 (0.6-0.14SOS)0+0.7(lOQE2+H 1.694 4.278 0.371 Loads already factored 0.000 0.000 0.000 Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and AC1318-05 Appendix D Description; lAndreason ' Grids 4 7 10 11 intersecting at F.9 Loading data; 10/5/2009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr S E1 E2 -2.690 0.000 0.000 -8.600 0.000 1.700 -1.700 W1 W2 W3 W4 W5 W6 W7 8.450 4.460 7.520 3.530 9.490 0.000 0.000 Shear loads (kips), V; ' D H L Lr S E1 E2Direction of ositive force 1.410 0.000 0.000 2.070 0.000 -1.310 1.310 0 degrees W1 W2 W3 W4 W5 W6 W7 -4.460 -5.250 1.440 0.640 0.750 0.000 0.000 ' Input seismic factors; p 1.000 SOS 0.533 C20 3.00 Input factored load case; N. 0.000kips Axial ElSetsrnk load case ' V_ 0.000 kips Shear Strengthreduction factors; ' ❑� Shear reinforcing provided Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of a ductile steel element; Non -seismic; Seismic; Tension loads, b1 0.750 0.563 D.4.4 (a) Shear loads, 0 0.660 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0 0.650 0.488 D.4.4 (b) ' Shear loads, 0 0.600 0.450 D.4.4 (b) Fastener govemed by concrete breakout, blowout, pullout or pryout strength; Shear loads. 0 0.700 0.525 Tension loads, . 0.700 0.525 ' Anchor data; Anchor grade ASTM F 1554-04 36 Oki ' ' User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/4^ Head Hex If headed studs used - select size here; N/A - standard anchor Area of anchor head (AM) 0.654 int Aa, for anchor 0.334 in' Shaft diameter d, 0.750 inches ' Steel properties; FY, 36.00 ksi Flt 58.00 ksi ' ❑� Anchor Is in area of craddng ❑ Built-up grout pad Fastener in cracked concrete with edge reinforce nent of a #4 bar or greater. Are fasteners rigidly connected? No tS3 Base material data Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - left edge F12.00 inches 24.00 inches ED2 - Right edge inches 24.00 inches ED3 -Top edge inches 24.00 inches ED4 - Bottom edge inches 24.00 inches C.1 3.00 Inches 24.00 inches C.2 12.00 inches _ 24.00 inches C�. 18.00 inches 24.00 inches c,,,t„ 3.00 Inches 24.00 inches Concrete depth, ho 1 18.00 linches Anchor embedment (hr) 12.00 inches W., 12.00 inches D.5.2.3 1.5' h',r 18.00 inches Is cm,,,,,,, 51.5h,r? Yes Rows of anchors ; 2 Row spacing (s2); 4.00 inches Number of anchors/row 2 Bolt spacing (sr); 4.00 inches Total number of anthers; n 4 Number of anchors in tension 4 Summary of design check; For the design of fasteners; @Nn Z N;,, (D-1) Wn z V- (0-2) ¢Nn shall be the lowest design strength determined from all appropriate failure modes; " Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel slength of anchor(s) in tension, ON. 58.12' 43.59 kips D.5.1.2 (D-3)' ' Concrete breakout strength of single anchor in tension, ONcb 0.00 0.00 kips 0.5.2.1 (0-4) Concrete breakout strength of anchor group in tension, ONS 15.63 11.72 kips D. 5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnN, 43.95 32.96 kips 0.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension ON,b 0.00 0.00 kips D 5.4. 1 (D-17) ' Concrete side -face blowout strength of bolt group. ON bg 0.00 0.00 kips D 5.4.2 (D-18) r�lyn{i�,..S:ta3�''siYn`i(r.�2"�3:�,rsi'7ax�`,`,M'�''U"!. OVn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,.,,,b„B,, p 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of andhor(s) in shear, OV„ . 25.18 18.89 kips D. 6.1.2 (0-19) Concrete breakout strength of anchor(s) in shear, ¢V,b- , 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVcb. cl_t 0.00 0.00 kips D.6.2.1 (D 21) ' Concrete pryout strength of anchor(s) in shear, OV, 31.26 23.45 kips D.6.3.1 (0-29) 1 Load combination; N- V. N_o V_ ON. OV D 0.000 1.410 0.056 D+H+L 0.000 1.410 0.056 D+H+ Lr 0.000 3.480 0.138 D+H+ S 0.000 1.410 0.056 D+H+0.75L+0.75Lr 0.000 2.963 0.118 ' D+H+0.75L+0.75S - 0.000 1.410 0.056 D+H+WI 5.760 3.050 0.490 D+H+W2 1.770 3.840 0.266 D+H+W3 4.830 2.850 0.422 ' D+H+W4 0.840 2.050 '0.135 D+H+W5 6.800 2.160 0.521 D+H+ W6 0.000 1.410 0.056 ' D+H+ W7 D+H+0.7E1 0.000 0.000 1.410 0.493. 0.056 0.026 D+H+ 0.7E2 0.000 2.327 0.123 D+H+0.75W1+0.75L+0.75Lr 0.000 0.383 0.015 D+H+0.75W2+0.75L+0.75Lr 0.000 0.975 0.039 D+H+0.75W3+0.75L+0.75Lr 0.000 4.043 0.161 D+H+0.75W4+0.75L+0.75Lr 0.000 3.443 0.137 D+H+0.75W5+0.75L+0.75Lr 0.000 3.525 0.140 D+H+0.75W6+0.75L+0.75Lr 0.000 2.963 0.118 D+H+0.75W7+0.75L+0.75Lr 0.000 2.963 0.118 ' D+H+0.75W1+0.75L+0.75S 3.648 1.935 0.310 D+H+0.75W2+0.75L+0.75S 0.655 2.528 0.142 D+H+0.75W3+0.75L+0.755 2.950 2.490 0.288 D+H+0.75W4+0.75L+0.75S 0.000 1.890 0.075 D+H+0.75W5+0.75L+0.75S 4.428 1.973 0.362 D+H+0.75W6+0.75L+0.75S 0.000 a 1.410 0.056 D+H+0.75W7+0.75L+0.75S 0.000 1.410 0.056 D+H+0.525E1+0.75L+0.751-r 0.000 2.275 0.120 ' D+H+0.525E2+0.75L+0.75Lr 0.000 3.650 0.193 D+H+0.525E1+0.75L+0.75S 0.000 0.722 0.038 D+H+0.525E2+0.75L+0.75S 0.000 2.098 0.111 0.6D+W1+H 6.836 3.614 0.581 0.6D+W2+H 2.846 4.404 0.357 ' 0.6D+W3+H 5.906 2.286 0.469 0.6D+W4+H 1.916 1.486 0.182 0.6D+W5+H 7.876 1.696 0.567 0.6D+W6+H 0.000 0.846 0.034 0.6D+W7+H 0.000 0.846 0.034 0.6D+0.7E1+H 0.000 0.071 0.004 0.6D+0.7E2+H 0.000 1.763 0.093 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.598 0.032 (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 2.432 0.129 (1.0+0.105SDS)D+H+0.525pQE1+0.751+0.75Lr 0.000 2.354 0.125 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 3.729 0.197 (1.0+0.105SDS)D+H+0.525p QE1+0.751+0.75S 0.000 0.801 0.042 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 2.177 0.115 (0.6-0.14SDS)0+0.7p QE1+H 0.000 0.176 0.009 (0.6-0.14SDS)D+0.7pQE2+H 0.000 1.658 0.088 (1.0+0.14SDS)D+H+ 0.700QE1 0.679 1.236 0.123 (1.0+0.14SDS) D+H+0.700QE2 0.000 4.266 0.226 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.751-r 0.000 0.978 0.052 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.751-r 0.000 5.105 0.270 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 0.574 0.030 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 3.552 0.188 ' (0.6-0.14SDS)D+0.700QE1+H 2.157 2.010 0.290 (0.6-0.14SDS)D+0.700QE2+H 0.000 3.492 0.185 Loads already factored 0.000 0.000 0.000 1 1 iS ' Concrete anchorage design User defined criteria; F, 0.750 0.563 D.4.4 (a) Reference "Strength Design. of Anchorage to Concrete" and ACI 318-05 Appendix D 0.488 0.4.4 (a) 0.650 Description; lAndreason D.4.4 (b) 0.600 0.450 ' Grid 15.9C 15.9E 0.654 int . A. for anchor 0.334 Loadinq data; Shaft diameter d, 0.750 913012009 Steel properties; Axial loads (kips), N; Tension forces are positive; FY, 36.00 ' D H L Lr S E1 E2 0.000 0.000 0.000 0.000 o.DOO 0.000 0.000 W1 W2 W3 W4 W5 W6 W7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Shear loads (kips), V; ' D H L Lr S E1 E2 Direction of positive force 0.000 0.000 0.000 0.000 0.000 0.006 0.000 0 degrees W1 W2 W3 W4 WS W6 W7 4.500 0.000 0.000 0.000 0.000 0.000 0.000 Input seismic factors; P 1.000 SDs 0.533 �0 3.00 Input factored load case; Nu, 0.000 kips Axial ❑ Seismic bad rase V. 0.000 kips Shear Strength reduction factors' ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each holt now ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; Tension loads, 0 Shear loads; 0 Fastener governed by strength of a brittle steel element; Tension loads, 0 Shear loads, 0 Fastenergovemed by concrete breakout, blowout, pullout or pfyout strength; Shear loads, 0 Tension loads, 0 Anchor data: 0.750 Non -seismic; Seismic; User defined criteria; F, 0.750 0.563 D.4.4 (a) 0.650 0.488 0.4.4 (a) 0.650 0.488 D.4.4 (b) 0.600 0.450 D. 4.4 (b) 0.700 0.525 0.700 0.525 Anchor grade ASTM F 1554-04 36 Okl User defined criteria; F, Fu Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductile anchors Anchor diameter 3/4" Head Hex If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 int . A. for anchor 0.334 in' Shaft diameter d, 0.750 inches Steel properties; FY, 36.00 ksi Futa 58.00 ksi ❑' Anchor's in area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No i�( Base material data; Concrete f', 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 4.00 inches 12.00 inches ED2 - Right edge 8.00 inches 12.00 inches ED3 - Top edge 8.00 inches 12.00 inches E64 - Bottom edge 8.00 inches 12.00 inches C.1 4.00 inches 12.00 inches y2 8.00 inches .12.00 inches C.. ,,, 8.00 inches 12.00 inches C.. In 4.00 inches 12.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h,f) 12.00 inches h',r 8.00 inches D.5.2.3 1.5 - h',r 12.00 inches Is c,, na„ s 1.5h,f? Yes Rows of anchors ; 2 Row spacing (s2); 4.00 inches Number of anchors/row 2 Boll spacing (s,); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of desian check For the design of fasteners; ONn Z N� (D-1) OVn a V. (0-2) ONn shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; . Steel stength of anchor(s) in tension, ON„ 58.12 43.59 kips 0.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON,p 0.00 0.00 kips D. 5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ON," 7.30 5.48 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnN, '43.95 32.96 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchorin tension, ON,b 0.00 0.00 kips D.5.4.1 (0-17) Concrete side -face blowout strength of bolt group, ON,bg 0.00 0.00 kips D.5.4.2 (D-18) Nr- zae. , a wYA k e �'=7Z30 ` 85:dBx ' Rips .. OVn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,. s on m 50.37 37.78 kips D.6.1.2 (0-19) Steel strength of anchor(s) in shear, OV,,. , 25.18 18.89 kips 0.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear. OV,b. tl,, „„ 7.17 5.38 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV,b.,b,,,,- 4.51 3.38 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV,P 14.61 10.96 kips D.6.3.1 (D-29) Load combination; N_ V- ON„ OV D 0.000 0.000 0.000 ' D+H+L 0.000 0.000 0.000 ' D+H+Lr 0.000 0.000 0.000 D+H+ S 0.000 0.000 0.000 D+H+0.75L+0.75Lr 0.000 0.000 0.000 ' D+H+0.75L+0.75S 0.000 0.000 0.000 D+H+Wf 0.000 4.500 0.998 D+H+W2 0.000 0.000 0.000 D+H+W3 0.000 0.000 0.000 ' D+H+ W4 0.000 0.000 0.000 D+H+W5 0.000 0.000 0.000 D+H+W6 0.000 0.000 0.000 D+H+W7 0.000 0.000 0.000 ' D+H+0.7E1 0.000 0.000 0.000 D+H+ 0.7E2 0.000 . 0.000 0.000 D+H+0.75W1+0.75L+0.75Lr 0.000 3.375 0.748 D+H+0.75W2+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W3+0.75L+0.75Lr 0.000 0.000 0.000 ' D+H+0.75W4+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W5+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W6+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75Lr 0.000 0.000 0.000 '. D+H+0.75W1+0.75L+0.755 0.000 3.375 0.748 D+H+0.75W2+0.75L+0.75S 0'.000 0.000 0.000 D+H+0.75W3+0.75L+0.75S 0.000 0.000 ' 0.000 ' D+H+0.75W4+0.75L+0.75S D+H+0.75W5+0.75L+0.75S 0.000 0.000 0.000 0.000 0.000 0.000 D+H+0.75W6+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75S 0.000 0.000 0.000 O+H+0.525E1+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 0.000 ' D+H+0.525E1+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+W1+H 0.000. 4.500 0.998 0.6D+W2+H 0.000 0.000 0.000 ' 0.60+W3+H 0.000 0.000 0.000 0.6D+W4+H 0.000 0.000 0.000 0.6D+W5+H 0.000 0.000 0.000 0.60+W6+H 0.000 0.000 0.000 0.6D+W7+H 0.000 0.000 0.000 0.6D+0.7E1+H 0.000 0.000 0.000 0.60+0.7E2+H 0.000 0.000 0.000 (1.0+0* 14SDS)0+H+ 0.7pQE1 0.000 0.000 0.000 ' (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0..75L+0.75Lr 0.000 0.000 •0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.000 0.000 ' (0.6-0.14SDS)D+0.7pQE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7f10QE1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+ 0.70OQE2 0.000 0.000 0.000 ' (1.0+0.105SOS)D+H+0.525ROQE1+0.75L+0.75Lr 0.000 0.000. 0.000 (1.0+0.105SDS)D+H+0.525ROQE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S 0.000 0.000 0.000' (1.0+0.105SDS)D+H+0.525L10QE1+0.75L+0.75S 0.000 0.000 0.000 ' (0.6-0.14SOS)0+0.700QE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7f10QE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 1 �Sb Concrete anchorage design Reference 'Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Description; lAndreason Grid 16A Loading data; Area of anchor head (AM) 2.237 Non -seismic; Seismic; A. for anchor 101512009 Axial loads (kips), N; Tension fomes are positive; D.4.4 (a) 0.650 0.486 D.4.4 (a) D H L Lr S E1 E2 0.700 -5.170. • 0.000 0.000 -15.810 0.000 1.320 -1.320 ❑ Anchor is In area of cracking ❑ Built-up grout pad W1 W2 W3 W4 W5 W6 W7 Are fasteners rigidly connected? 25.140 1 8.360 15.110 -1.670 22.010 0.000 0.000 Shear loads (kips), V,• D H L Lr S E1 E2 Direction'of positive force 2.050 0.000 0.000 2.780 0.000 -4.420 4.420 0 degrees W1 W2 W3 W4 W5 W6 W7 -3.700 -6.560 2.920 0.060 2.080 0.000 0.000 Input seismic factors; p 1.000 SDs 0.533 �0 3.00 Input factored load case; N. 0.000 kips Axial ❑ Seismic bad case V„ 0.000 kips Shear Strength reduction factors; ❑' Shear reinfordng provided ❑ Hairpin relnfordng at each bolt row ASCE 14.2.2.17, for seismic load cases Fastenergovemed by strength of a ductile steel element; Tension loads, Shear loads, 0 Fastener governed by strength of a brittle steel element; Tension loads, 0 Shear loads, � Fastenergovemed by concrete breakout, blowout pullout or pryout strength; Shear loads, 0 Tension loads, 0 Anchor data 0.750 Area of anchor head (AM) 2.237 Non -seismic; Seismic; A. for anchor 0.750 0.563 D.4.4 (a) 0.650 0.486 D.4.4 (a) 0.650 0.488 D. 4.4 (b) 0.600 0.450 D.4.4 (b) 0.700 0.525 0.700 0.525 ksi Anchor grade ; LASTM F 1554-04 36 .1-1 Okl User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ ouctile anchors Anchor diameter 1-1/4" - Head Heavy Hex If headed studs used - select size here; N/A - Standard anchor IVI . I Area of anchor head (AM) 2.237 int A. for anchor 0.969 in' Shaft diameter d, 1.250 inches ' Steel properties; Fr, 36.00 ksi F,,, 58.00 ksi ' ❑ Anchor is In area of cracking ❑ Built-up grout pad Fastener In cracked concrete with edge reinforcernent of a #4 bar or greater. Are fasteners rigidly connected? No . I Base material datao Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension: ED1 - Left edge 16.00 inches 24.00 inches ED2 - Right edge 16.00 inches 24.00 inches ED3 - Top edge 16.00 inches 24.00 inches 16.00 24.00 ED4 - Bottom edge M inches, Minches C.1 16.00 inches 24.00 inches cat 16.00 inches 24.00 inches C.. 16.00 inches 24.00 inches C.. mo 16.00 inches 24.00 inches Concrete depth, h. ;F_30.00 inches An--------]chor embedment (h.,) F 18.66 inches h'.f 16.00 inches, D.5.2.3 1.5 h'.f 24.00 inches Is c., 15 1.5hw? Yes Rows of anchors Row spacing (s2); 5.00 inches Number of anchors/row 2 Bolt spacing (s,); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check; For the design of fasteners; ONS 2-. N. (0-1) OV„ 2 V- (0-2) ON„ shall be the lowest design strength deterrhined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, ON_ 168.61 126.45 kips D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON, 0.00 0.00 kips D.5.2.1 (0-4) Concrete breakout strength of anchor group in tension, ON,, 30.41 22.81 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnN, 150.33 112.74 kips D.5.3.1 (0-14) Concrete side -face blowout strength of single anchor in tension, ONS 0.00. 0.00 kips 0.5.4.1 (0-17) Concrete side -face blowout strength of bolt group, ON.b, 0.00 0.00 kips 0.5.4.2 (D-18) �4144 OV, shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, Ov- .146.13 109.59 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV®. P, , 73.06 54.80 kips D.6.1.2 (0-19) Concrete breakout strength of anchor(s) in shear, OV, a 24.36 18.27 kips D.6.2:1 (D-21) Concrete breakout strength of anchor(s) in shear, OVA. 23.58 17.68 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV, 60.82' 46.61 kips D.6.3.1 (D-29) '140 11 11 i U ON„ oV Load combination; N, Vw D 0.000 2.050 0.087 D+H+L 0.000 2.050 0.087 D+H+ Lr 0.000 4.830 0.205 D+H+ S 0.000 2.050 0.087 D+H+0.75L+0.75Lr 0.000 4.135 0.175. D+H+0.75L+0.755 0.000 2.050 0.087 D+H+ W1 19.970 1.650 0.727 D+H+ W2 3.190 4.510 0.296 D+H+ W3 9.940 4.970 0.538 D+H+W4 0.000 2.110 0.089 D+H+W5 16.840 4.130 0.729 D+H+W6 0.000 2.050 0.087 D+H+ W7 0.000 2.050 0.087 D+H+ 0.7E1 0.000 1.044 0.059 D+H+ 0.7E2 0.000 5.144 0.291 D+H+0.75W1+0.75L+0.75Lr 1.828 1.360 0.118 D+H+0.75W2+0.75L+0.75Lr 0.000 0.785 0.033 D+H+0.75W3+0.75L+0.75Lr 0.000 6.325 0.268 D+H+0.75W4+0.75L+0.75Lr 0.000 4.180 0.177 D+H+0.75W5+0.75L+0.75Lr 0.000 5.695 0.242 D+H+0.75W6+0.75L+0.75Lr 0.000 4.135 0.175 D+H+0.75W7+0.75L+0.75Lr 0.000 4.135 0.175 D+H+0.75W1+0.75L+0.75S 13.685 0.725 0.481 D+H+0.75W2+0.75L+0.75S 1.100 2.870 0.158 D+h1+0.75W3+0.75L+0.75S 6.163 4.240 0.382 D+H+0.75W4+0.75L+0.75S 0.000 2.095 0.089 D+H+0.75W5+0.75L+0.755 11.338 3.610 0.526 D+H+0.75W6+0.75L+0.755 0.000 2.050 ' 0.087 D+H+0.75W7+0.75L+0.75S. 0.000 2.050 0.087 D+H+0.525E1+0.75L+0.75Lr 0.000 1.815 0.103 D+H+0.525E2+0.75L+0.75Lr 0.000 6.456 0.365 D+H+0.525E1+0.75L+0.75S 0.000 0.271 0.015 D+H+0.525E2+0.75L+0.75S 0.000 4.371 0.247 0.6D+Wl+H 22.038 2.470 0.829 0.6D+W2+H 5.258 5.330 0.399 0.6D+W3+H 12.008 4.150 0.571 0.6D+W4+H 0.000 1.290 0.055 0.6D+W5+H 18.908 3.310 0.762 0.6D+W6+H 0.000 1.230 0.052 0.6D+W7+H 0.000 1.230 0.052 0.6D+0.7E1+H 0.000 1.864 0.105 0.6D+0.7E2+H 0.000 4.324 0.245 (1. 0+0. 14SOS)D+H+ 0. 7p QE 1 0.000 0.891 0.050 (1.0+0.14S6S)O+H+ 0.7pQE2 0.000 5.297 0.300 (1.0+0.105SDS)D+H+0.525p QE1+0.75L+0.75Lr 0.000 1.929 0.109 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000. 6.570 0.372 (1.0+0.105SDS)D+11+0.525pQE1+0.75L+0.75S 0.000 0.156 0.009 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 4.485 0.254 (0.6-0.14SDS)D+0.7pQEl+H 0.000 2.017 0.114 (0.6-0.14SDS)D+0.7pQE2+H 0.000 .4.171 0.236 (1.0+0.14SDS)D+H+0.700QEI 0.000 7.079 0.400 (1. 0+0. 14SDS)D+H+ 0.700QE2 0.000 11.485 0.649 (1.0+0.105SDS)D+H+0.525nOQE1+0.75L+0.75Lr 0.000 2.712 0.153 (1.0+0.105SDS)D+H+0.525nOQE2+0.75L+0.75Lr 0.000 11.211 0.634 (1.0+0.105SDS)D+H+0.525000E1+0.75L+0.75S 0.000 4.797 0.271 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 9.126. 0.516 (0.6-0.14SDS)D+0.700QEI+H 0.056 8.205 0.466 (0. 6-0.14SOS)D+O. 700QE2+H 0.000 10.359 0.586 Loads already factored 0.000 0.000 0.000 U �Q 1 Concrete anchorage design ASTM F 1554-04 36 F„ Oki Elong. % (min) RA % (min) -0 Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D 0 1 0 ❑ Ductile anchors Anchor diameter Description; lAndreason Head Heavy Hex ' ' Grid 17A Area of anchor head (AH) Loading data; inz 10/5/2609 Axial loads (kips), N; Tension forces are positive; inz Shaft diameter d, ' D H L Lr S E1 E2 Steel properties; -5.170 0.000 1 0.000 1 -15.810 0.000 1.320 1.320 Fr, W1 W2 W3 W4 WS W6 W7 F„ fl, 25.140 8.360 15.110 -1.670 22.010 0.000 0.000 ' ❑' Anchor is in area of cracidng ' Shear loads (kips), V; Fastener in cracked concrete with edge reinforcement of a 44 bar or greater. D H L Lr S E1 E2 Direction of positive force INO IV 2.050 0.000 0.000 2.780 0.000 -4.420 4.420 0 degrees W1 W2 W3 W4 WS W6 111/7 3.700 -6.560 2.920 0.060 2.080 0.000 0.000 ' Input seismic factors; P 1.000 Sas 0.533 ('a 3.00 Input factored load case; ' N,,, 0.000 kips Axial ❑ Seismic load case V. 0.000 kips Shear Strength reduction factors; ❑� Shear reinfordng provided ❑' Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 1 Fastener governed by strength of a ductile steel element; Tension toads, Non -seismic; Seismic; 0.750 0.563 D.4.4 (a) Shear loads, 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0.650 0.488 D.4.4 (b) ' Shear loads, 0.600 0.450 D.4.4 (b) ' Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, m 0.700 0.525 ' Tension loads, 0 0.700 .0.525 Anchor data: ' Anchor grade User defined criteria; F, ASTM F 1554-04 36 F„ Oki Elong. % (min) RA % (min) -0 0 1 0 1 0 ❑ Ductile anchors Anchor diameter 1-1/4^ . Head Heavy Hex ' If headed studs used - select size here; N/A - standard anchor Area of anchor head (AH) 2.237 inz A„ for anchor 0.969 inz Shaft diameter d, 1.250 inches Steel properties; Fr, 36.00 ksi F„ fl, 58.00 ksi ' ❑' Anchor is in area of cracidng ❑ Built-up'grout pad Fastener in cracked concrete with edge reinforcement of a 44 bar or greater. Are fasteners rigidly connected? INO IV t�2 Base material data Concrete F. 3000 psi Geometry; Edge distances; Shear, Tension; EDI - Left edge 6.00 inches 24.00 inches ED2 - Right edge 24.00 inches 24.00 inches ED3 - Top edge 24.00 inches 24.00 inches ED4 - Bottom edge 3.50 inches 24.00 inches c„ 6.00 inches 24.00 inches c,2 24.00 inches 24.00 inches C.. , 24.00 inches 24.00 inches 3.50 inches 24.00 inches Concrete depth; h, 30.00 inches Anchor embedment (ti,) " 18.00 inches h',f 16.00 inches 0.5.2.3 1.5 - h',f 24.00 inches Is c,, _5 1.5h.f? Yes Rows of anchors 2 Row spacing (s2); 5.00 inches Number of anchors/row ; 2 Bolt spacing (s,): 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check For the design of fasteners; $N^ Z Nm (D-1) OV^ s V- (D-2) ON. shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchors) intension; Non -seismic;. Seismic; Steel stength of anchor(s) in tension, ON. 168.61 126.45 . kips 0.5.1.2 (0-3) Concrete breakout strength of single anchor in tension, ON,p 0.00 0.00 kips 0.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ON,v 21.19 15.89 kips D.5.2.1 (D-5) Pullout strength of anchors) in tension, OnN,,, 150.33 112.74 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ¢N,y 0.00 0.00 kips D.5.4.1 (0-17) Concrete side -face blowout strength of bolt group, ¢N,W 0.00 0.00 kips D.5.4.2 (D-18) .E OV^ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,., s sa 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, ¢V„-,, p 73.06 54.80 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV,p-^„^,,, 0.00 0.00 kips ' D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV, , , 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV„ 42.37 31.78 kips D.6.3.1 (D•29) , 4: . _q. i� ,�Y p$'- 4 - ,) F..,,.yt aQ .���� 3 'ipi yy.q' t�aV^�T��MMWa�Y�� HIM 42:37 3i:78. kkips a i.•, (k3 t Load combination; N. V- N V - ¢N„ OV, D 0.000 2.050 0.048 ' D+H+L 0.000 2.050 .0.048 D+H+ Lr 0.000 4.830 0.114 D+H+ S 0.000 2.050 0.048 D+H+0.75L+0.75Lr 0.000 4.135 0.098 ' D+H+0.75L+0.755 0.000 2.050 0.048 D41+ Wf 19.970 1.650 0.981 D+H+W2 3.190 4.510 0.257 D+H+ W3 '9.940 4.970 0.586 ' D+H+W4 0.000 2.110 0.050 D+H+ W5 16.840 4.130 0.892 D+H+W6 0.000 2.050 0.048 D+H+W7 0.000 2.050 0.048 t D+H+ 0.7E 1 0.000 1.044 0.033 D+H+ 0.7E2 0.000 5.144 0.162 D+H+0.75W1+0.75L+0.75Lr 1.828 1.360. 0.118 D+H+0.75W2+0.75L+0.75Lr 0.000 0.785 0.019 D+H+0.75W3+0.75L+0.75Lr 0.000 6.325 0.149 ' D+H+0.75W4+0.75L+0.75Lr 0.000 4.180 0.099 D+H+0.75W5+0.75L+0.75Lr 0.000 5.695 0.134 D+H+0.75W6+0.75L+0.75Lr 0.000 4.135 0.098 D+H+0.75W7+0.75L+U.75Lr 0.000 4.135 0.098 ' D+H+0.75Wi+0.75L+0.75S 13.685 0.725 0.663 D+H+0.75W2+0.75L+0.75S 1.100 2.870 .0.120 D+H+0.75W3+0.75L+0.75S 6.163 4.240 0.391 ' D+H+0.75W4+0.75L+0.75S D+H+0.75W5+0.75L+0.75S 0.000 11.338 2.095 3.610 0.049 0.620 D+H+0.75W6+0.75L+0.75S 0.000 2.050 0.048 D+H+0.75W7+0.75L+0.75S 0.000 2.050 0.048 D+H+0.525E1+0.75L+0.75Lr 0.000 1.815 0.057 D+H+0.525E2+0.75L+0.75Lr 0.000 6.456 0.203 ' D+H+0.525E1+0.75L+0.75S 0.000 0.271 0.009 D+H+0.525E2+0.75L+0.75S 0.000 4.371 0.138 0.6D+W1+H 22.038 2.470 1.098 0.6D+W2+H 5.258 5.330 0.374 0.6D+W3+H 12.008 4.150 0.665 0.6D+W4+H 0.000 1.290 0.030 0.60+W5+H 18.908 3.310 0.971 0.6D+W6+H 0.000 1.230 0.029 ' 0.6D+W7+H 0.000 1.230 0.029. 0.6D+0.7E1+H 0.000 1.864 0.059 0.6D+0.7E2+H 0.000 4.324 0.136 (1.0+0.14SOS)O+H+ 0.7pQEi 0.000 0.891 0.028 ' (1. 0+0. 14SDS)D+H+ 0.7pQE2 0.000 5.297 0.167 (1.0+0.105SDS)D+H+0.525p QE 1+0. 75L +0. 75Lr 0.000 1.929 0.061 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 6.570 0.207 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.156 0.005 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 4.485 0.141 ' (0.6-0.14SDS)D+0.70 QE1+H 0.000 -2.017 0.063 (0.6-0.14SDS)D+0.7pQE2+H 0.000 4.171 0.131 (1. 0+0. 14SDS)D+H+ 0.7f10QE1 0.000. 7.079 0.223 (1. 0+0. 14SDS)D+H+ 0.70OQE2 0.000 11.485 0.361 ' (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75Lr 0.000. 2.712 0.085 (1.0+0.105SOS)D+H+0.525f)OQE2+0.75L+0.75Lr 0.000 11.211 0.353 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 4.797 0.151 (1.0+0.105SDS)D+H+0.525()OQE1+0.75L+0.755 0.000 9.126 0.287 ' (0.6-0.14SDS)D+0.700QE1+H 0.056 8.205 0.262 (0.6-0.14SDS)0+0.7f20QE2+H 0.000 10.359 0.326 Loads already factored 0.000 0.000 '0.000 ' Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D Description; Andreason ' Grid 16G 17G Loading data; 101512009 Axial loads (kips), N; Tension forces are positive; D H L Lr S E1 E2 ' -7.030 1 0.000 0.000 -21.030 0.000 0.420 -0.420 W1 W2 W3 W4 W5. W6 W7 23.380 1 3.090 24.200 3.900 27.490 0.000. 0.000 Shear loads (kips),V, D H L Lr S E1 E2 Direction of 2ositive force 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 degrees W1 W2 W3 W4 W5 W6 W7 -2.090 2.090 -2.090 2.090 -2.090 0.000 0.000 ' Input seismic factors; P 1.000 SDs 0.533 �0 3.00 Input factored load case; Na -0.000 kips Axial ❑ Seismic bad case V- 0.000 kips Shear Strength reduction factors; ' ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastenergovemed by strength of a ductile steel element; Non -seismic; Seismic; ' Tension loads, ¢ 0.750 0.563 D.4.4 (a) Shear loads, 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0.650 0.488 D.4.4 (b) ' Shear loads, 0.600 0.450 0.4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, 0.700 0.525 Anchor data; Anchor grade ASTM F 1554-04 36 Oki User defined criteria; Fr F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 1.1/4" Head Heavy Hex ' If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 2.237 in' A. for anchor 0.969 int Shaft diameter d, 1.250 inches Steel properties; Fr, 36.00 ksi F_ 58.00 ksi ' i] Anchor Is In area of cracking ❑ Built-up grout pad Fastener in cradced concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No 1 1 1 1 1 1 1 Base material data• Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left.edge 16.00 inches L24.00 inches ED2 - Right edge 16.00 inches 24.00 Inches ED3 - Top edge 3.50 inches 24.00 inches ED4 - Bottom edge 24.00 • inches 24.00 inches c.l 16.00 inches 24.00 inches c,z 3.50 inches 24.00 inches 24.00 inches 24.00 inches 3.50 inches 24.00 inches Concrete depth, ho 30.00 inches Anchor embedment (h,j) 18.00 inches h',1 16.00 inches D.5.2.3 1.5' h', 24.00 inches Is c,,,,,,, 5 1.5h,r1 Yes Rows of anchors 2 Row spacing (s7); 5.00 inches Number of anchors/row ; 2 Bolt spacing (si); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check; For the design of fasteners; ON, Z N_ (D-1) 0Vn 2 Ve (D-2) oNn shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, ON„ 168.61 126.45 kips D. 5.1.2 (0-3) Concrete breakout strength of single anchor in tension, ON,b 0.00 0.00 kips D. 5.2.1 (D-0) Concrete breakout strength of anchor group in tension. ON, v 22.40 16.80 kips D.5.2.1 (0-5) Pullout strength of anchor(s) in tension, OnNp, 150.33 112.74 kips D. 5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ON,b 0.00 0.00 kips 0.5.4.1 (D-17) Concrete side face blowout strength of bolt group. ON,,v 0.00 0.00 kips D.5.4.2 (D-18) „',+"g ' .�4: w,.._-#''rtt. } -;;<-.2240` OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,.,,y„g_p 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchors) in shear, OV,,. o,,,,,,, 73.06 54.80 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV,b. 18.34 13.76 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, W,b-d,,,,,,,,, 17.05 12.79 kips D.6.2.1 (D-21) Concrete pryoul strength of anchor(s) in shear, OV, ".80 33.60 kips 0.6.3.1 (D-29) �tM�u �6b Load combination; N_ V. N.a + a ON„ OV D 0.000 0.000 0.000 D+H+L 0.000 0.000 0.000 D+H+ Lr 0.000 0.000 0.000 D+H+ S 0.000 0.000 0.000 D+H+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75L+0.75S 0.000 0.000 0.000 D+H+ W1 16.350 2.090 0.853 D+H+ W2 0.000 2.090 0.123 D+H+W3 17.170 2.090 0.889 D+H+W4 0.000 2.090 0.123 D+H+W5 20.460 2.090 1.036 D+H+W6 0.000 0.000 0.000 D+H+W7 0.000 0.000 0.000 D+H+0.7E1 0.000 0.000 0.000 D+H+ 0.7E2 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75Lr 0.000 1.568 0.092 D+H+0.75W2+0.75L+0.75Lr 0.000 1.568 0.092 D+H+0.75W3+0.751+0.75Lr 0.000 1.568 0.092 D+H+0.75W4+0.75L+0.75Lr 0.000 1.568 0.092 D+H+0.75W5+0.75L+0.75Lr 0.000 1.568 0.092 D+H+0.75W6+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75S 10.505 1.568 0.561 D+H+0.75W2+0.751+0.75S 0.000 1.568 0.092 D+H+0.75W3+0.75L+0.75S 11.120 1.568 0.588 D+H+0.75W4+0.75L+0.75S 0.000 1.568 0.092 D+H+0.75W5+0.75L+0.755 13.589 1.568 0.699 D+H+0.75W6+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W7+0.75L+O.75S 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 .0.000 D+H+0.525E1+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+Wl+H 19.162 2.090 0.978 0.6D+W2+H 0.000 2.090 0.123 0.6D+W3+H 19.982 2.090 1.015 0.6D+W4+H 0.000 2.090 .0.123 0.6D+W5+H 23.272 2.090 1.162 0.6D+W6+H 0.000 0.000 0.000 0.6D+W7+H 0.000 0.000 0.000 0.6D+0.7E1+H 0.000 0.000 0.000 0.6D+0.7E2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.000 0.000 (1.0+0.14S6S)D+H+ 0.7pQE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000. (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.000 0.000 (1. 0+0. 14SDS)D+H+ 0. 700QE 1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.700QE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525ROQE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525ROQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525ROQE1+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+0.700QE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7f10QE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D Description; lAndreason Grid 16L 17L Loadinq data; Area of anchor head (AH) 2.237 int 1015/2009 Axial loads (kips), N;. Tension forces are positive;. Shaft diameter d, D H L Lr S E1 E2 -3.540 0.000 0.000 -11.540 0.000 -1.740 1.740 W1 W2 W3 W4 W5 W6 W7 6.390 2.340 15.600 11.550 12.120 0.000 0.000 Shear loads (kips), V; Are fasteners rigidly connected? 1.0 D H L Lr S E1 E2 Direction'of ositive force 2.050 0.000 0.000 2.780 0.000 3.410 -3.410 0 degrees W1 W2 W3 W4 W5 W6 W7 -0.250 2.320 -5.960 -3.390 -1.640 0.000 0.000 Input seismic factors; P 1.000 SDS 0.533 Do 3.00 Input factored load case; N_ 0.000 kips Axial ❑ Seismic load case V. 0.000 kips Shear Strength reduction factors; El Shear reinforcing provided Q Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases Fastener govemed by strength of a ductile steel element, Tension loads, Shear loads, Fastener governed by strength of a brittle steel element; Tension loads, Shear loads, Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 Tension loads, 0 0.750 Non -seismic; Seismic; 0.750 0.563 D.4.4 (a) 0.650 0.488 D.4.4 (a) 0.650 0.488 0.4.4 (b) 0.600 0.450 0. 4.4 (b) 0.700 0.525 0.700 0.525. Anchor data; Anchor grade - ASTM F 1554-04 36 Oki User defined criteria; Fy F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 1-1/4^ IVI Head Heavy Hex If headed studs used select size here; N/A - standard anchor Area of anchor head (AH) 2.237 int A. for anchor 0.969 int Shaft diameter d, 1.250 inches ' Steel properties; Fr, 36.00 ksl F,a, 58.00 ksi i] Anchor is In area of craddng ❑ Built-up grout pad - Fastener in cradred concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? 1.0 Base material data Concrete fc 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 6.00 inches 24.00 inches ED2 - Right edge 16.00 inches 24.00 inches' ED3 - Top edge 12.00 inches 24.00 inches ED4 - Bottom edge . _ 12.00 inches _ 24.00 inches c., 6.00 inches 24.00 inches ca 12.00 inches 24.00 inches c.,,,,, 16.00 inches 24.00 inches Ca. N„ 6.00 inches 24.00 inches Concrete depth, h. 30.00 inches Anchor embedment (h.,) 18.00 inches h',, 16.00 inches 0.5.2.3 1.5'M,, 24.00 inches Is c,, ,, 5 1.5h,,? Yes Rows of anchors 2 Row spacing (s2); 1 5.00 linches Number of anchors/row Bolt spacing (s,); F 4.00 Inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check; For the design of fasteners; ON„ Z N,. (D 1) 0V„ 2 V- : (D-2) . ON„ shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, ON., 168.61 126.45 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON,, 0.00 0.00 kips 0.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONcbg .15.07 11.31 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnN, 150.33 112.74 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension. ON., 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of boll group, ON.s, 0.00 0.00 kips D.5.4.2 (D-18) s0Nn ayxR€. a 3r -' 1113] *#lilps.';kr. OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, �V„ _, e, P 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV,,. P, w 73.06 54.80 kips D. 6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV, w y,,, , 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVm.,,, 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OVro 30.15 22.61 kips D.6.3.1 (D-29) 1 WKWE M Load combination; Nw V� N + V o ON^ OV D 0.000 2.050 0.068 ' D+H+L 0.000 2.050 0.068 D+H+ Lr 0.000 4.830 0.160 D+H+ S 0.000 2.050 0.068 D+H+0.75L+0.75L.r 0.000. 4.135 0.137 ' D+H+0.75L+0.75S 0.000 2.050 0.068 D+H+ WI 2.850 1.800 0.249 D+H+ W2 0.000 4.370 0.145 ' D+H+ W3 D+H+ W4 12.060 8.010 3.910 1.340 0.930 0.576 D+H+ W5 8.580 0.410 0.583 D+H+W6 0.000 2.050 0.068 D+H+W7 0.000 2.050 0.068 D+H+0.7E1 0.000 4.437 0.196 D+H+ 0.7E2 0.000 0.337 0.015 D+H+0.75W1+0.75L+0.75Lr 0.000 3.948 0.131 D+H+0.75W2+0.75L+0.75Lr 0.000 5.875 0.195 D+H+0.75W3+0.75L+0.75Lr 0.000 0.335 0.011 ' D+H+0.75W4+0.75L+0.75Lr 0.000 1.593 0.053 D+H+0.75W5+0.75L+0.751-r 0.000 2.905 0.096 D+H+a75W6+0.75L+0.75Lr 0.000 4.135 0.137 D+H+0.75W7+0.75L+0.75Lr 0.000 4.135 0.137 D+H+0.75W1+0.75L+0.75S 1.253 1.863 0.145 D+H+0.75W2+0.75L+0.75S 0.000 3.790 0.126 D+H+0.75W3+0.75L+0.755 8.160 2.420 0.622 ' D+H+0.75W4+0.75L+0.755 D+H+0.75W5+0.75L+0.75S 5.123 5.550 0.493 0.820 0.356' 0.395 D+H+O.75W6+0.75L+0.75S 0.000 2.050 0.068 D+H+0.75W7+0.75L+0.75S 0.000 2.050 0.068 D+H+0.525E1+0.75L+0.75Lr 0.000 5.925 0.262 D+H+0.525E2+0.75L+0.75Lr 0.000 2.345 0.104 ' D+H+0.525E1+0.75L+0.75S 0.000 3.840 0.170 D+H+0.525E2+0.75L+0.75S 0.000 0.260 0.011 0.6D+W1+H 4.266 0.980 0.316 0.60+W2+H 0.216 3.550 0.132 0.6D+W3+H 13.476 4.730 1.051 0.6D+W4+H 9.426 2.160 0.697 O.6D+W5+H 9.996 0.410 0.677 0.6D+W6+H 0.000 1.230 0.041 ' 0.6D+W7+H 0.000 1.230 0.041 0.60+0.7E1+H 0.000 3.617 0.160 O.6D+0.7E2+H 0.000 1.157 0.051 (1.0+0.l4SDS)D+H+0.7pQE1 0.000 4.590 0.203 (1. 0+0. 14SDS)D+H+ 0.7pQE2 O.00D 0.184 .0.008 (1.0+0.105SOS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 6.040 0.267 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 2.459 0.109. (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 3.955 0.175 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.374 0.017 ' (0.6-0.14SDS)D+0.7pQE1+H 0.000 3.464 0.153 (0.6-0.14SDS)D+0.7pQE2+H 0.000 1.310 0.058 (1.0+0.14SOS)D+H+0.7L70QE1 0.000 9.364 0.414 (1. 0+0. 14SDS)D+H+ 0.700QE2 0.000 4.958 0.219 ' (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75Lr 0.000 9.620 0.425 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 0.000 1.121 0.050 . (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75S 0.000 7.535 0.333 (1.0+0.105SDS)D+H+0.525110QE1+0.75L+0.75S 0.000 3.206 0.142 ' (0. 6-0.14SOS)D +0. 700QE 1 +H 0.000 8.238 0.364 (0.6-0.14SDS)D+0.70OQE2+H 1.794 6.084 0.428 Loads already factored O.ODO 0.000 0.000 ' Strength reduction factors' ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row Concrete anchorage design 0.750 ' Fastener governed by strength of a ductile steel element; Tension loads, 0 Non -seismic; 0.750 Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D 0 Shear loads, 0 0.650 Description; JAndreason 0 10 Ductile anchors Fastener governed by strength of a brittle steel element, Anchor diameter 3/a" ' Grid 16.9C 16.9E 0.650 0.488 ' Shear loads, Loading data' 0.450 Fastener governed by concrete breakout, blowout pullout or piyout strength; 10/5/2009 0.654 Axial loads (kips), N; Tension forces are positive; Shear loads, 0 0.700 0.525 D H L Lr S E1 E2 Anchor data: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Steel properties; W1 W2 W3 W4 W5 W6 W7 Fy, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Fae ' Shear loads (kips),V,- ksi Q Anchor is In area of cracking ❑ Built-up grout pad D H L Lr S E1 E2 Directionof ositive force 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 degrees W1 W2 W3 W4 W6 W6 W7 4.500 0.000 0.000 0.000 0.000 0.000 0.000 ' Input seismic factors; p 1.000 SOS 0.533 CIO 3.00 Input factored load case; ' N,,, 0.000 kips Axial ❑ Seismic bad case Vm 0.000 1 kips Shear ' Strength reduction factors' ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row 1 D.4.4 (a) 0.4.4 (a) D.4.4 (b) D.4.4 (b) ASCE 14.2.2.17, for seismic load cases 0.750 ' Fastener governed by strength of a ductile steel element; Tension loads, 0 Non -seismic; 0.750 Seismic; 0.563 0 Shear loads, 0 0.650 0.488 0 10 Ductile anchors Fastener governed by strength of a brittle steel element, Anchor diameter 3/a" Tension loads, 0 0.650 0.488 ' Shear loads, 0.600 0.450 Fastener governed by concrete breakout, blowout pullout or piyout strength; 0.654 inz Shear loads, 0 0.700 0.525 Tension loads, 0.700 0.525 Anchor data: 0.750 1 D.4.4 (a) 0.4.4 (a) D.4.4 (b) D.4.4 (b) Anchor grade User defined criteria; F, ASTM F 1554-g4 36 Oki RA % (min) F. Elong. % (min) 0 0 0 1 0 10 Ductile anchors Anchor diameter 3/a" Head ;Hex If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 inz A. for anchor 0.334 int Shaft diameter d, 0.750 inches ' Steel properties; Fy, 36.00 ksi Fae 58.00 ksi Q Anchor is In area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a a4 bar or greater. ' Are fasteners rigidly connected? No 1 D.4.4 (a) 0.4.4 (a) D.4.4 (b) D.4.4 (b) Base material data Concrete f. 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 4.00 inches 4:00 inches ED2 - Right edge 8.00 inches 8.00 inches ED3 - Top edge 8.00 inches 8.00 inches ED4 - Bottom edge 8.00 inches 8.00 inches C,1 4.00 inches 4.00 - inches C,Z 8.00 inches 8.00 inches C, '8.00 inches 8.00 inches Co. M 4.00 inches 4.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h,j)12.00 inches W., 5.33 inches D.5.2.3 1:5 11',1 8.00 inches Is c,, _ 51.5h,f? Yes Rows of anchors j 2 Row spacing (s2); 4.00 inches Number of anchors/row ; 2 Boll spacing (s,); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Sumniary of design check For the design of fasteners; ON„ Z N„ (0.1) Wn a V. (0-2) ON„ shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) In tension, ON. 58.12 43.59 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON, 0.00 0.00 kips 0.5.2.1(0-4) Concrete breakout strength of anchor group in tension, ¢Nb, 7.30 5.48 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension. OnN, 43.95 32.96. kips 0.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ON,b 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ON,be 23.15 17.36 kips D. 5.4.2 (D-18) dNo. + �: '� !,m"< ` i u � ?7F30•�;v� 5�489i��`'.�Pg,E X�c,. �;.,�iF OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV„ -„t o,m 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, ¢V,,, p, , 25.18 18.89 kips 0.6.1.2 (D-19) Concrete breakout strength of anchor(s) In shear, OVob-e,m _ 7.17 5.38 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV, ,, 4.51 3.38 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OVcp 14.61 10.96 kips D.6.3.1 (0-29) Load combination; Nw V. N„a + V o �N„ ¢V D 0.000 0.000 0.000 D+H+L 0.000 0.000 0.000 D+H+Lr 0.000 0.000 0.000 D+H+ S 0.000 0.000 0.000 D+H+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75L+0.75S 0.000 0.000 0.000 D+H+ W1 0.000 4.500 0.998 D+H+W2 0.000 0.000 0.000 D+H+W3 0.000 0.000 0.000 D+H+W4 0.000 0.000 0.000 D+H+W5 0.000 0.000 0.000 D+H+W6 0.000 0.000 0.000 D+H+W7 0.000 0.000 0.000 D+H+0.7Ei 0.000 0.000 0.000 D+H+ 0.7E2 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75Lr 0.000 3.375 0.748 D+H+0.75W2+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W3+0.75L+0.75Lr 0.000 0.000 0.000 D+H+O.75W4+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W5+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W6+0.75L+0.75Lr 0.000 . 0.000 0.000 D+H+0.75W7+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75S 0.000 3.375 0.748 D+H+0.75W2+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W3+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W4+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W5+0.75L+0.75S 0.000 0.000- 0.000 D+H+0.75W6+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+W1+H 0.000 4.500 0.998 0.6D+W2+H 0.000 0.000 0.000 0.6D=W3+H 0.000 0.000 0.000 0.6D=W4+H 0.000 0.000 0.000 0.6D+W5+H 0.000 0.000 0.000 0.6D+W6+H 0.000 0.000 0.000 0.6D+W7+H 0.000 0.000 0.000 0.6D+0.7E1+H 0.000 0.000 0.000 0.6D+0.7E2+H 0.000 0.000 0.000 (1. 0+0. 14SDS)D+H+ 0. 7pQE 1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525p QE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+O.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+O.7pQE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7IIOQE1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+ 0.7nOQE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE1+O.75L+0.75S 0.000 0.000. 0.000 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.755 0.000 0.000 0.000 (0.6-0.14SDS)0+0.7f10QE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7nOQE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000. 0.000 P3 ' Concrete anchorage design Reference 'Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Description; JAndreason ' Grids 18 19 20 at Grid A L Sim Loading data' 101512009 Axial loads (kips), N; Tension fomes are positive; ' D H L Lr S E1 E2 -8.780 0.000 0.000 -23.330 0.000 1.430 -1.430 W1 W2 W3 W4 W5 W6 W7 25.710 16.810 16.310 7.420 24.250 0.000 0.000 Shear loads (kips), V,• ' D H L Lr S E1 E2 Direction of positive force 12.570 1 0.000 0.000 17.210 0.000 -3.830 3.830 0 degrees W1 W2 W3 W4 W5 W6 W7 -17.190 1 -11.050 -11.280 5.140 -16.400 0.000 0.000 ' Input seismic factors; P 1.000 SDs 0.533 �0 3.00 Input factored load case; N,,, 0.000 kips Axial Seismic load case V. 0.000 kips Shear Strength reduction factors; i] Shear reinforcing provided i] Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastenergovemed by strength of a ductile steel element; Non -Seismic; Seismic; Tension loads, 0 0.750 0.563 D.4.4 (a) Shear loads, 4 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0 0.650 0.488 D.4.4 (b) Shear loads, 0 0.600 0.450 D. 4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Tension loads, 0 0.700 0.525 ' Anchor data; Anchor grade ASTM F 1554.04 36 Okl ' User defined criteria; Fy F„ Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductiie anchors Anchor diameter 1-t/4^ Head Heavy Hex If headed studs used - select size here; N/A - standard anchor 1-1 Area of anchor head (AH) 2.237 inZ A. for anchor 0.969 in' Shaft diameter d, 1.250 inches ' Steel properties; Fly, 36.00 ksi F e 58.00 ksi ' i] Anchor's in area of aacking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. r Are fasteners rigidly connected? No c-4,"1 Base material data' Concrete fc 3000 psi Geometry' Edge distances; Shear; Tension; ED1 - Left edge 6.00 inches 24.00 inches ED2 -Right edge 18.00 riches 24.00 inches ED3 - Top edge. 18.00 inches 24.00 inches ED4 - Bottom edge 18.00 inches 24.00 inches C., 6.00 inches 24.00 inches c,z 18.00 inches 24.00 inches C.. 18.00 inches ' 24.00 inches c,• 6.00 inches 24.00 inches Concrete depth, ha 30.00 inches Anchor embedment (h,,) 18.00 inches h'a, 16.00 inches D.5.2.3 1.5 ' h',f 24.00 inches Is c,•, ,, 51.5ha? Yes Rows of anchors ; 2 Row spacing (s2); 5.00 inches Number of anchors/row 2 Bolt spacing (s,); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check For the design of fasteners; �N„ Z N„ (D-1) Wn z Vim, (D-2) ON„ shall be the lowest design strength determined from all appropriate failure modes; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; . Steel stength of anchor(s) in tension, �Nm 168.61 126.45 kips D.5.1.2 (0-3) Concrete breakout strength of single anchor in tension, ¢N,b 0.00 0.00 kips D. 5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONS 23.13 17.35 kips D. 5.2.1 (D-5) Pullout strength of anchor(s) in tension, QnN, 150.33 112.74 kips D. 5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ONab 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, QNB 0.00 0.00 kips D.5.4.2 (D-18) °N �?rosrS�'Ys �reca4sak :v 'y23'`13'fx' 1735 rlifps`. siracz- # .°{, �_ �. W„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV.., o 146.13 109.59 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, ¢V.. r,, , 73.06 64.80 kips 0.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, Wb, ftt„,t 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, QVcb.c1­, , 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, �V�p 46.26 34.70 kips D. 6.3.1 (D-29) tyn,,1:112=121:12 , 2 1:12 g MMI. a R Load combination; Nw V� N..+V. ON„ OV D 0.000 12.570 0.272 D+H+L 0.000 12.570 0.272 D4H+ Lr 0.000 29.780 0.644 D+H+ S 0.000 12.570 0.272 D+H+0.75L+0.75Lr 0.000 25.478 0.551 D+H+0.75L+0.75S 0.000 12.570 0.272 D+H+W1 16.930 4.620 0.832 D+H+ W2. 8.030 1.520 0.380 D+H+ W3 7.530 1.290 0.353 D+H+W4 0.000 7.430 0.161 D+H+W5 15.470 2.830 0.730 D+H+ W6 0.000 12.570 0.272 D+H+ W7 0.000 12.570 0.272 D+H+0.7E1 0.000 9.889 0.285 D+H+ 0.7E2 0.000 15.251 0.440 D+H+0.75W1+0.75L+0.75Lr 0.000 12.585 0.272 D+H+0.75W2+0.75L+0.75Lr 0.000 17.190 0.372 D+H+0.75W3+0.75L+0.75Lr 0.000 17.018 0.368 D+H+0.75W4+0.75L+0.75Lr 0.000 21.623 0.467 D+H+0.75W5+0.75L+0.75Lr 0.000 13.928 0.301 D+H+0.75W6+0.75L+0.75Lr 0.000 25.478 0.551 6+H+0.75W7+0.75L+0.75Lr 0.000 25.478 0.551 D+H+0.75W1+0.75L+0.75S 10.503 0.323 0.461 D+H+0.75W2+0.75L+0.75S 3.828 4.283 0.258 D+H+0.75W3+0.75L+0.75S 3.453 4.110 0.238 D+H+0.75W4+0.75L+0.755 0.000 8.715 0.188 D+H+0.75W5+0.75L+0.75S 9.408 1.020 0.429 D+H+0.75W6+0.75L+0.755 0.000 .12.570 0.272 D+H+0.75W7+0.75L+0.755 0.000 12.570 0.272 D+H+0.525E1+0.75L+0.75Lr 0.000 23.467 0.676 D+H+0.525E2+0.75L+0.75Lr 0.000 27.488 0.792 D+H+0.525E1+0.75L+0.75S 0.000 10.559 0.304 D+H+0.525E2+0.75L+0.75S 0.000 14.581 0.420 0.6D+Wi+H 20.442 9.648 1.092 0.6D+W2+H 11.542 3.508 0.575 0.6D+W3+H 11.042 3.738 0.558 0.6D+W4+H 2.152 2.402 0.145 0.6D+W5+H 18.982 7.858 0.991 0.6D+W6+H 0.000 7.542 0.163 0.6D+W7+H 0.000 7.542 0.163 0.6D+0.7E1+H 0.000 4.861 0.140 0.60+0.7E2+H 0.000 10.223 0.295 (1.0+0.14SDS)D+H+ 0.7pQE1 0.000 10.827 0.312 (1. 0+0. 14SDS)D+H+ 0.7pQE2 0.000 16.189 0.467 (1.0+0.105SOS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 24.170 0.697 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 28.192 0.813 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 11.263 0.325 (1.0+0.105SOS)D+H+0.525pQE2+0.75L+0.75S 0.000 15.284 0.441 (0.6-0.14SDS)D+0.7pQE1+H 0.000 3.923 0.113 (0.6-0.14SDS)D+0.7pQE2+H 0.000 9.285 0.268 (1. 0+0. 14SDS)D+H+ 0. 700QE 1 0.000 5.465 0.158 (1. 0+0. 14SDS)D+H+ 0. MOQE2 0.000 21.551 0.621 (1.0+0.105SDS)D+H+0.525OOQE1+0.75L+0.75Lr 0.000 20.149 0.581 (1.0+0.105SDS)D+H+0.5251'1OQE2+0.75L+0.75Lr 0.000 32.213 • 0.928 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S 0.000 7.241 0.209 (1.0+0.105SOS)D+H+0.525f10QE1+0.75L+0.75S 0.000 19.306 0.556 (0.6-0.14SOS)D+0.700QE1+H 0.000 1.439 0.041 (0.6-0.14SDS)D+0.71')OQE2+H 0.000 14.647 0.422 Loads already factored 0.000 0.000 0.000 R6 D.5 Design requirements for tensile loading; D.5.1 Steel strength of anchor in tension For fastener(s) with a well-defined yield point; fra 36.00 ksi f,da 58.00 ksi Where f,da shall not be taken greater than the smaller of,' 1.9 ' fn, or 125.00ksi 68.40 ksi D. 5.1.2 N. = nAaaf,aa 224.81 kips (0-3) 13.5.2 Concrete breakout strength of anchor in tension; AN. 1160.00 in D.5.2.1 (D-6) AN- 2916.00 inZ When checking a single anchor, Ncb = AN./AN- Wad. N Wa. N 4)w. N Ne 33.043 kips D.5.2.1 (D-4) Where; ANWANca 0.398 Wed, N 0.767 D.5.2.5 Wc, N 1.000 D.5.2.6 Wcp, N 1.000 D.5.2.7 Nb 108.34 D.5.2.2 N, 33.04 kips D. 5.2.1 (D-0) When checking a group of anchors; Ndo = ANdANca V., N Wee, N Wo, N Ww, N Nb 33.04 kips 0.5.2.1 (D-5) Where; AN,,./AN_ 0.398 W., N 1.000 D.5.2.4 Wad, N 0.767 0.5.2.5 Wc, N 1.000 0.5.2.6 Wcp, N 1.000 D. 5.2.7 Nb 108.34 D.5.2.2 Ncbs 33.04 D. 5.2.1 (D-5) N,b design 33.04 kips �Ncb 23:13 kips = 0.700 D.5.2.1 (D-5) Where; Nb = k. (f.)o.s ha,''s Where kc = 24 100.39. kips D.5.2.2 (D-7) Alternately, If 11 in. s ha, s 25 in. Nb = 16 (f Je's ha, (sit 108.34 kips (D -a) ha, 18.00 inches Nb 108.34 kips ANc 1160.00 in AN- 2916.00 in Modification factors; W.. N 1.00 (D-9) Determine Wad. N; Ca. man 6.00 inches 1.5ha, 27.00 inches Wed. N 0.767 (D-10, D-11) Wc, N 1.00 (D.5.2.6) Wcp, N 1.00 (D.5.2.7) Wc, p 1.00 (D.5.3.6) ' D.5.3 Pullout strength of anchor in tension Na, = y.,PNp 53.69 kips Modified for number of bolts; ' Np, = n ' tya, P' Np 214.75 kips Np, 214.75 kips For single headed studs or bolts; Np = Ab,B' 8' f, 53.69 kips For single J -boll or L -bolt; N, = 0.9 fa eh d, 10.97 kips Np design 53.69 kips eh 3.25 inches Min. eh 3.76 inches Max. eh 5.63 inches D.5.4 Concrete side -face blowout strength of a headed anchor in tension C.1 24.00 inches cat 24.00 inches 0.4 ha, 7.20 inches Is c,, < 0.4ha,? No ' Fora single, headed fastenerwith a deep embedment close to an edge; Nap = 160ca, (k)o.s fa 0.s 0.00 kips Is C.2less.lhan 3c,? Yes cdc,, 1.00 Apply modifier to Nap it 1 5 c,2/c , 5 3 Yes ' Modifier - (1+c,2/c.,)/4 0.500 Nap 0.00 kips ¢Nab 0.00 kips For muldple, headed fasteners; Nab used for (D-1 8) 0.00 kips ' S 4.00 inches Is anchor spacing less than 6c„? Yes Nabs = (1 + s./6c.,) Nab 0.00 kips ' Nabg D.6 Design requirements for shear loading; 0.00 kips D.6.1 Steel strength of anchor in shear ' For cast -in headed stud anchors; V. = nA f. 224.81 kips For cast -in headed bolt and hooked bolt anchors; Vaa = n0.6A,af„a 134.88 kips ' Factor for built-up grout pad 1.00 V. 224.81 kips 1 1 1 Hook return for J -boll (0-14) (D-15) (D-16) D.5.4.1 (D-16) D.5.4.1 (D-16) 0.700 D.5.4.2 (D-17) 0.700 D.6.1.2 (D-19) 0.6.1.2 (0-20) D. 6.1.3 U J� D.6.2 Concrete breakout strength of anchor In shear h, 30.00 inches c„ 6.00 inches Minimum of h, and 1.5c,1- closest row '9.00 inches Minimum of ha and 1.5c,j- furthest row 16.50 inches Side edge distance 1 (left of cer) 18.00 inches Side edge distance 2 (right of c„) 18.00 inches c„ - closest row 6.00 Inches c„- furthest row 11.00 inches 1.5c, -at closest fastener row 9.00 inches 1.5c,i- at furthest fastener row 16.50 inches Calculate A. A,e - closest row 198.00 in` A,K - furthest row 610.50 in` A,,,; - closest row 162.00 in` A_ - furthest row 544.50 in` Wee, v 1.00 C.2 18.00 inches Is c,2 >= 1.5c,, for closest group? Yes Is c,2 >= 1.5c,r for furthest group? Yes W,e. v - closest 1.00 Wee, v- furthest 1.00 We, v 1.20 1, 10.00 inches Vb - closest 9.55 kips Vb - furthest 23.70 kips Vb - closest 10.91 kips Vb - furthest 27.09 kips Vb - closest - used for design 9.55 kips Vb - furthest - used for design 23.70 kips For a single anchor; Vee = Av/Aveo * Wee, v * We, v * Vb 14.01 kips For a group of anchors; Vcbg = Avc/Aveo Wee. v � Wed. v � We. v � Vb - closest 14.01 kips Vcbg = AvdAvoo Wee, v Wm, v We. v Vb: furthest 31.89 kips D.6.3 Concrete pryout strength of anchor in shear hb 18.00 inches kro 2.00 Neb 33.04 kips New 33.04 kips Vc� 66.09 kips Vey 66.09 kips Vertical (D-23) (D-23) (D-26) (D-27) OR (D-28) (D-27) OR (0-28) D. 6.2.7 (D-23) (D-24) (0-24) (D-25) (D-25) (D-21) (D-22) (D-22) c�� vil 1 Concrete anchorage design Reference "Strength Design ofAnchordge to Concrete" and ACI 318-05 Appendix D Description; JAndreason ' Grid 21A 21Lsim Loading data' 9/3012009 Axial loads (kips), N, Tension forces are positive; ' D H L Lr S E1 E2 8.780 0.000 0.000 -23.330 0.000 1.430 1.430 W1 W2 W3 W4 W5 W6 W7 25.710 16.810 16.310 7.420 24.250 0.000 0.000 Shearloads (kips),V; ' D H L Lr S E1 E2 Direction of ositive force 12.570 0.000 0.000 17.210 0.000 -3.830 3.830 0 degrees W1 W2 W3 W4 WS W6 W7 -17.190 -11.050 -11.280 -5.140 -15.400 0.000 0.000 ' Input seismic factors; P 1.000 Sos 0.533 �0 3.00 Input factored load case; N„a 0.000 kips Axial Seismic bad case V,,, 0.000 kips Shear Strength reduction factors' ❑+ Shear reinfordng provided Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of a ductile steel element; Non -seismic; Seismic; ' Tension loads, 0 0.750 0.563 0. 4.4 (a) Shear loads, m 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittte steel element; Tension loads, m 0.650 0.488 DAA (b) ' Shear loads, 0 0.600 0.450 D.4.4 (b) Fastener governed by concrete breakout, blowout, pullout or ptyout strength; Shear loads, 0 0.700 0.525. ' Tension loads, 0.700 0.525 Anchor data: Anchor grade ASTM F 155404 36 - Oki ' User defined criteria; Fr F. Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductile anchors Anchor diameter 1-1/4" Head Heavy Hex ' If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 2.237 in' A. for anchor 0.969 in Shaft diameter d, 1.250 inches ' Steel properties; Fr, 36.00 ksi F„m 58.00 ksi ' ❑' Anchor is In area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No 1 Base material data Concrete f, 3000 psi Geometry*, Edge distances; Shear; Tension; E01 - Left edge 6.00 'inches 24.00 inches ED2 - Right edge 24.00 in 24.00 inches ED3 - Top edge 3.50 inches 24.00 inches ED4 - Bottom edge 24.00 inches 24.00 inches 6.00 inches 24.00 ' inches CQ .3.50 inches 24.00 inches ce 24.00 inches 24.00 inches Ca. d„ 3.50 inches 24.00 inches Concrete depth, h. 30.00 inches Anchor embedment (h.r) 7-1-8--00-7 inches h'.r 16.00 inches D.5.2.3 1.5 - We 24.00 inches Is c,, p,;, 51.5h.,? Yes Rows of anchors 2 Row spacing (s2); 5.00 inches Number of anchors/rcw ;� Bolt spacing (sr): 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 'I Summary of design check' Steel strength of anchor(s) in shear, OV.,.w,.o,,,,p For the design of fasteners; 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV,,. p,, p ON„ 2 N_ 54.80 (0-1) D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVm. ,,, OV„ i V. 0.00 (0-2) D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVm m,,,; , ON, shall be the lowest design strength determined from all appropriate failure modes; 0.00 kips 0.6.2.1 (D 21) ' Concrete pryout strength of anchor(s) in shear, OV, Nominal strength o/anchor(,,) in tension; Steel stength of anchor(s) in tension, ON„ Non -seismic; 168.61 Seismic; 126.45 kips D.5.1.2 (D-3) a.?FT%31 78 ,<oki s�s0a.''!�e'-*.. iv _ P Concrete breakout strength of single anchor in tension, ONS 0.00 0.60 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONt 21.19 15.89 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnNa, 150.33 112.74 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension ON., 0.00 0.00 kips D 5.4. 1 (O 17) ' Concrete side -face blowout strength of bolt group, ¢N.,, 0.00 0.00 kips D 5.4.2 (D 18) r�N;, "�;r`��'��,-�r�•: a"+�x�; %3q� '.�-y��?;.��`a:;'s+` =a:. u,'i";"n'r'�' � "c`�n'.`€"�..�Et�,.*^e� ti�'G 2'1�;19'q'tx 7'���i'�1,589%�„'r;kiPa,? 'qty. m `�'z e.t,'�i7'� #;�,,:.; 'I OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV.,.w,.o,,,,p 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV,,. p,, p 73.06 54.80 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVm. ,,, 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVm m,,,; , 0.00 0.00 kips 0.6.2.1 (D 21) ' Concrete pryout strength of anchor(s) in shear, OV, '42.37 31.78 kips D.6:3.1 (D-29) a.?FT%31 78 ,<oki s�s0a.''!�e'-*.. iv _ P 'I a N..+Va Load combination; N- V� 0. Oy D 0.000 12.570 0.297 D+H+L 0.000 12.570 0.297 D+H+ Lr 0.000 29.780 0.703 D+H+ S 0.000 12.570 0.297 D+H+0.75L+0.75Lr 0.000 25.478 0.601 D+H+0.75L+0.75S 0.000 12.570 0.297 D+H+W1 16.930 4.620 0.908 D+H+ W2 8.030 1.520 0.415 D+H+ W3 7.530 1.290 0.386 D+H+ W4 0.000 7.430 0.175 D+H+ W5 15.470 2.830 0.797 D+H+ W6 0.000 12.570 0.297 D+H+ W7 0.000 11570 0.297 D+H+0.7E1 0.000 9.889 0.311 D+H+ 0.7E2 0.000 15.251 0.480 D+H+0.75W1+0.75L+0.75Lr 0.000 12.585 0.297 D+H+0.75W2+0.75L+0.75Lr 0.000 17.190 0.406 D+H+0.75W3+0.75L+0.75Lr 0.000 17.018 0.402 D+H+0.75W4+0.75L+0.75Lr 0.000 21.623 0.510 D+H+0.75W5+0.75L+0.75Lr 0.000 13.928 0.329 D+H+0.75W6+0.75L+0.75Lr 0.000 25.478 0.601 D+H+0.75W7+0.75L+0.75Lr 0.000 25.478 0.601 D+H+0.75W1+0.75L+0.755 10.503 0.323 0.503 D+H+0.75W2+0.75L+0.75S 3.828 4.283 0.282 D+H+0.75W3+0.75L+0.75S 3.453 4.110 0.260 D+H+0.75W4+0.75L+0.75S 0.000 8.715 0.206 D+H+0.75W5+0.75L+0.75S 9.408 1.020 0.468 D+H+0.75W6+0.75L+0.75S 0.000 '12.570 0.297 D+H+0.75W7+0.75L+0.75S 0.000 12.570 0.297 D+H+0.525E1+0.75L+0.75Lr 0.000 23.467 0.738 D+H+0.525E2+0.75L+0.75Lr 0.000 27.488 0.865 D+H+0.525E1+0.75L+0.755 0.000 10.559 0.332 D+H+0.525E2+0.75L+0.75S 0.000 14.581 0.459 0.6D+W1+H 20.442 9.648 1.193 0.6D+W2+H 11.542 3.508 0.628 0.6D+W3+H 11.042 3.738 0.609 0.6D+W4+H 2.152 2.402 0.158 0.6D+W5+H 18.982 ' 7.858 1.081 0.6D+W6+H 0.000 7.542 0.178 0.6D+W7+H 0.000 7.542 0.178 0.6D+0.7E1+H 0.000 4.861 0.153 0.6D+0.7E2+H 0.000 10.223 0.322 (1.0+0.14SOS)D+H+ 0.7pQE1 0.000 10.827 .0.341 (1. 0+0. 14SDS)D+H+ 0.7pQE2 0.000 16.189 0.509 (1.0+0.105SOS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 24.170 0.761. (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 28.192 0.887 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 11.263 0.354 (1.0+0. f 05SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 15.284 0.481 (0.6-0.14SDS)D+0.7pQE1+H 0.000 3.923 0.123 (0.6-0.14SDS)D+0.7pQE2+H 0.000 9.285 0.292 (1.0+0.14SDS)D+H+0.7f10QE1 0.000 5.465 0.172 (1.0+0.14SDS)D+H+ 0.7f10QE2 0.000 21.551 0.678 (1.0+0.105SDS)D+H+0.52500QE1+0.75L+0.75Lr 0.000 20.149 0.634 (1.0+0.105SDS)D+H+0.525f10QE2+0.75L+0.75Lr 0.000 32.213 1.014 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S , 0.000 7.241 0.228 (1.0+0.105SOS)D+H+0.525O0QE1+0.75L+0.75S 0.000 19.306 0.607 (0.6-0.14SDS)D+0.700QE1+H 0.000 1.439 0.045 (0.6-0.14SDS)D+0.71']OQE2+H 0.000 14.647 0.461 Loads already factored 0.000 0.000 0.000 Anchor data Anchor grade ; I ASM F 1554-04 36 11 I Oki User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductile anchors Anchor diameter 3/4" Head Hex If headed studs used - select size here; N/A - Standard anchor v Area of anchor head (AM) 0.664 int A„ for anchor 0.334 in' Concrete anchorage design 0.750 inches Steel properties; Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Fr, 36.00 ksi F,,, Description; JAndreason . its! '(a Anchor Is In area of cracking ❑ Built-up grout pad Grid 21 - Intersecting grids B D F H J K greater. Loading data; 9/30/2009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr S E1 E2 0.000 0.000 0.000 0.000 0.000 0.000 0.000. W1 W2 W3 W4 W5 W6 W7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Shear loads (kips), V; ' D H L Lr S Et E2 Directionof osilive force 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 degrees W1 W2 W3 W4 WS W6 W7 3.530 0.000 0.000 0.000 0.000 0.000 0.000 Input seismic factors; p 1.000 SOS 0.533 Oa 3.00 Input factored load case; ' N,, 0.000 kips Axial. ❑ Seismic road case V. 0.000 kips Shear Strength reduction factors; ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastener governed by strength of a ductile steel element; Non -seismic; Seismic; Tension loads, ¢ 0.750 '0.563 D.4.4 (a) Shear loads, 0.650 0.488 D.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0.650 0.488 D.4.4 (b) ' Shear loads, 0.600 0.450 D.4.4 (b) Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, � 0.700 0.625 Tension loads, ¢ 0.700 0.525 Anchor data Anchor grade ; I ASM F 1554-04 36 11 I Oki User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 1 0 0 ❑ Ductile anchors Anchor diameter 3/4" Head Hex If headed studs used - select size here; N/A - Standard anchor v Area of anchor head (AM) 0.664 int A„ for anchor 0.334 in' Shaft diameter d, 0.750 inches Steel properties; Fr, 36.00 ksi F,,, 58.00 . its! '(a Anchor Is In area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? INo (q3 Base material data; Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension; EDI - Left edge 4.00 inches 12.00 Inches ED2 - Right edge 8.00 inches 12.00 inches ED3 - Top edge 12.00 inches 12.00 inches ED4 - Bottom edge 12.00 ' inches 12.00 inches C.1 4.00 inches 12.00 inches C.2 '12.00 inches 12.00 inches c,, m, 12.00 inches 12.00 inches c,, 0 4.00 inches 12.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h„) 12.00 inches h'd 8.00 inches D.5.2.3 1.5'' h', 12.00 inches Is c,,,, 51.5h,,1 Yes Rows of anchors Row spacing (s2); 4.00 inches Number of anchors/row 2 Bolt spacing (sj); 4.00 inches Total number of anchors, n 4 Number of anchors in tension 4 Summary of desion'check For the design of fasteners; ON, a N„ (D-1) ¢V„ a Va 50.37 (D-2) kips D. 6.1.2 (D-19) 4N„ shall be the lowest design strength determined from all appropriate failure modes; 25.18 18.89 kips D.6.1.2 (D-19) Nominal strength of anchor(s) in tension; Non -seismic; Seismic; kips D.6.2.1 (D-21) Steel stength of anchor(s) in tension, ON. 58.12 43.59 kips D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ON, 0.00 0.00 kips . D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONS 10.23 7.67 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, ¢nN,,, 43.95 32.96 kips 0.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, ON,y 0.00 0.00 kips D.5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ON,, 0.00 0.00 ' kips D.5.4.2 (D-18) OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, ¢V„ _ „s;,, s,,,,p 50.37 37.78 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV., 25.18 18.89 kips D.6.1.2 (D-19) C'on'crete breakout strength of anchor(s) in shear, OV,y. N' -l'-11.16. 8.37 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV, - 0 4.51 3.38 kips D. 6.2.1 (0-21)' Concrete pryout strength of anchors) in shear, OV, 20.45 15.34 kips D.6.3.1 (D-29) 338 1 IM ON. Ov. Load combination; N� V- D 0:000 0.000 0.000 D+H+L 0.000 0.000 ' 0.000 D+H+ Lr 0.000 0.000 0.000 D+H+ S 0.000 0.000 0.000 D+H+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75L+0.75S 0.000 0.000 0.000 D+H+W1 0.000 3.530 0.783 D+H+W2 0.000 0.000 0.000' D+H+ W3 0.000 0.000 0.000 D+H+W4 0.000 0.000 0.000 D+H+W5 0.000 0.000 0.000 D+H+W6 0.000 0.000 0.000 D+H+W7 0.000 0.000 0.000 D+H+0.7E1 0.000 0.000 0.000 D+H+ 0.7E2 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.75Lr 0.000 2.648 0.587 D+H+0.75W2+0.75L+0.751-r 0.000 0.000 0.000 D+H+0.75W3+0.75L+0.751-r 0.000 0.000. 0.000 D+H+0.75W4+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W5+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W6+0.75L+0.751-r 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.751-r 0.000 0.000 '0.000 D+H+0.75W1+0.75L+0.75S 0.000 2.648 0.587 D+H+0.75W2+0.75L+0.75S 0.000 0.000 0.000' D+H+0.75W3+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W4+0.75L+0.755 0.000 0.000. 0.000 D+H+O.75W5+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W6+0.75L+0.75S 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.751-r 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.525E1+0.75L+0.75S 0.000 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+W1+H 0.000 3.530 0.783 0.6D+W2+H 0.000 0.000 0.000 0.6D+W3+H 0.000 0.000 0.000 0.6D+W4+H 0.000 0.000 0.000 0.6D+W5+H 0.000 0.000 0.000 0.6D+W6+H 0.000 0.000 0.000 0.6D+W7+H 0.000 0.000 0.000 0.6D+0.7E1+H 0.000 0.000 0.000 0.6D+0.7E2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+ 0.7pQE1 0.000. 0.000 0.000 (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 0.000 '0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.751-r 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.755 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7pQE2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7(20QE1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.700QE2 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525nOQE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525(IOQE2+0.75L+0.751-r 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525DOQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525()OQE1+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SDS)D+0.7nOQE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0. MOQE2+H 0.000 0.000 0.000 Loads alreadyfactored 0.000 0.000 0.000