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HomeMy WebLinkAbout000-000-011Job 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 ARC HAWifZh���C� 8693 cj N 4 U)or i <, w EN. wCOP) OF Y84. DATE 3/22/12 Id- t�•�5. 1 V7 CCAS.e 2 Z 0 -t-o 2 b 1-0 uic,ll o c U�s vl ed Lj Ctli S-ftxi -P 2-w e o� L/i r 2 Z, (0,01ADDS k, -ST -z Ll -D, ID 0 Ir -t S Assembly summary; 9/28/2009 - Description; Custom spacing; flinches o/c - ' Assembly; 13 hour wall Pitch; Flat Component description; Spacing; w (psi) Thickness(in); w faa«�e 1 ' 2 1" Periite gypsum plaster Mlsc 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 N/A 0.70 0.00 0.70 4 Metal framing ❑ Pitched NJA 2.00 0.00 2.00 ' 5 1" Perlite gypsum plaster ❑ Pitched N/A 5.00 0.00 5.00 6 M ❑ Pitched N/A 0.00 0.00 0.00 7 IV I ❑ Pitched N/A 0.00 0.00 0.00 ' 8 ❑ Pitched N/A 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 IV ❑ Pitched N/A 0.00 0.00 0.00 ' 13 ❑ Pitched N/A 0.00. 0.00 0.00 14 M ❑ Pitched N/A 0.00 0.00 0.00. 15 Total dead load; v I ❑ Pitched N/A 0.00 0.00 Use; 0.00 14.20 psi 15.00 psf Assembly; ITypical demising wall Pitch; Flat Component description; Spacing; w (pso Thickness(in); w f deal 1 ' 2 5/8" Gypsum board Insulation 2 (0.70) ❑ Pitched ❑ Pitched N/A N/A 2.80 0.70 0.00 2.80 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 V ❑ Pitched ❑ Pitched N/A N/A 2.00 2.80 2.00 2.80 0.00 0.00 6 111 ❑ 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 IT, I ❑ Pitched N/A 0.00 0.00 0.00 0.00 ' 11 1 -, I ❑ Pitched N/A 0.00 0.00 12 ❑ Pitched N/A 0.00 0.00 0.00 13 ❑ Pitched N/A 0.00 0.00 0.00 ' 14 ❑ Pitched N/A 0.00 0.00 0.00 15 ❑ Pitched N/A 0.00 0.00 0.00 ' Total dead load; Use; 9.30 psf 10.00 psf Fr (o.ot5). D.��3 kS� ©.213 We L4 kc o-, oc),S-(C-s � r-, c 13 c t6O:7,13 p zvt 1'r c VJP w r Fr (o.ot5). D.��3 kS� ©.213 We L4 kc o-, oc),S-(C-s � r-, c 13 c t6O:7,13 5 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 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 M 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 Shear(1) Shear(r) Reaction (ft) Design Parameters at 12.000 ft: '(k) 0.000 0.000000 Lx 24.000 ft Ly 24.000 ft Lt 24.000 ft Kx 1.0000 KY 1.0000 Kt 1.0000 (ft) Section: 6 2_18ga.sct (in) (ft) 12.000 5.7456 12.000 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 5.746 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(l) 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 + 0.000)= 0.337 <= 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 0.079800 0:079800 24.000 -0.079800 0.000000 0.079800 :079800Location - Lo cation Moment Location Deflection Inflections (ft) (k -in) (ft) (in) (ft) 12.000 5.7456 12.000 -0.63095 v 0 f 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 ey (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 19 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 ' By: Frank M Glazewski 11 . I 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 Kx 1.0000 Ky 1.0000 Lt 28.000 Kt 1.0000 ft 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 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 (ft) (k -in) (ft) (in) Inflections (ft) 14.000 7.8204 14.000 -1.1689 ' 1 11 . I a CFS Version 6.0.2 Page 1 Section: 6_2_18ga.sct Frank M Glazewski ' Channel 6x2x0.625-18 Gage Frank M Glazewski - Architect Rev. Date: 10/4/2009 11:12:05 AM ' By: Frank M Glazewski 1� Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. ' Modulus of Elasticity, E Yield Strength, Fy 29500 ksi 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 Y to center of gravity 0 in 0 in Outside dimensions, .Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) ' 1 0.6250 270.000 0.093750 None 0.000 0.0000 •0.3125 2 2:0000 180.000 , 0.093750 Single 0.000 0.0000 1.0000 3 6.0000 90.000 0.093750 Cee ' 0.000 0:0000 3.0000 4 2.0000 0.000 0.093750 Single 0.000 0.0000 1.0000 ' 5 0.6250 -90.000 0.093750 None '0.000 0.0000 0.3125 1� Tc 0 r ( ,)7d 0 1,G = (s)o'0) a .RM 1. _ 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 Members Frank M Glazewski Frank M Glazewski - Architect Page 1 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 (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XYT 12.000 2.000 No 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 11 �L 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 Spec-fication: 2007 North American Specification = US (ASD) 1 Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 ' 3 Wind Load 1.0000 Member Check - 2007 North American Specification - US (ASD) Load Combination: D+W Design Parameters at 6.000 ft: Lx 12.000.ft Ly 12.000 ft Lt 12.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 6 8 18ga.sct Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.0000 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(l.) 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 Inflections (ft) (k -in) (ft) (in) (ft) 6.000 33.803 6.000 -0..10866 11 �L s 1 t C n 1 1 1 I I [I CFS Version 6.0.2 Section: 6_8_18ga. sct Box 8x2k1-18 Gage Rev. Date: 10/4/2009 11:22:09 AM By: Frank M Glazewski Section Inputs Frank M Glazewski Frank M Glazewski - Architect 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: Page 1 X to left edge -2.9549 in Y to center of gravity 0 in Outside dimensions, Open shape shape Length Angle Radius Web k Hole Size Distance Distance (in) (deg) (in) (in) Coef. (in) (in) 1 0.6250 270.000 0.093750 None 0.000 0.0000 0.3125 2 2.0000 180.000 0.093750 Single 0.000 0.0000 1.0000 3 8.0000• 90.000 0.093750.Cee 0.093750 0.000 0.0000 4.0000 4 2.0000 0.000 0.093750 Single 0.000 0.0000 1.0000 5 0.6250 -90.000 0.093750 None .0.000.. 0.0000 0.3125 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 Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.6250 -90.000 0.093750 None 0.000 0.0000 0.3125 2 2.0000 0.000 0.093750 Single 0.000. 0.0000 1.0000 3 8.0000 90-.000 0.093750 Cee 0.000 0.0000 4.0000 4 •2.0000 180.000 0.093750 Single 0.000 0.0000 1.0000 5 0.6250 270.000 0.093750 None 0.000 0.0000 0.3125 �3 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 (in) (deg) (in) Coef. (in) 1 1.2500 270.000 0.093750 None 0.000 0.0000 2 6.0000 0.000 0.093750 None 0.000 0.0000 3 1.2500 90.000 0.093750 None 0.000 0.0000 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 (in) (deg) (in) Coef. (in) 1 1.2500 270.000 0.093750 None 0.000- 0.0000 2 6.0000 0.000 0.093750 None 0.000 0.0000 3 1.2500 90.000 0.093750 None 0.000 0.0000 Distance (in) 0.6250 3.0000 0.6250 Distance (in) 0.6250 3.0000 0.6250 (S 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 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 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 �(q CFSVersion 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 1 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 1.00.00 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 in43 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 + 0.000)= 0.599 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 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, Deflections and Envelope of All Combinations, Y Direction Location 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� 0f l 1 R CFS Version 6.0.2 Section: 80OJS3O0-43.sct 800JS300-43 Rev. Date: 10/3/2009 7:03:15 AM By: Frank M Glazewski Frank M Glazewski Frank M Glazewski - Architect Section Inputs Page 1 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 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 o,oco KS . se� 19 -Z o 2s Zoos Revised; 91 1 Wood joists - allowable span; 912912009 Description; jAndreason ITypIcal ceiling joists Loading data; General data Dead load 0.010 ksf . Load duration factor 1.00 Live load 0.010 ksf Joist spacing 16.00 Iinches Total load 0.020 ksf Repetitive ? Yes Tributary load 0.027 klf Wet use? Nii 0.000 Concentrated loadkip 0 s Deflection criteria; Eq. uniform load 0.000 klf LL U 360 TL U 240 Member data; Custom U1 600 Member type; I Visually graded sawn member . Beams and tlmbers� Member used; INS No 2 . Species; I DFL - No 2 T Member thickness 1.500 inches Member width 7.250 inches ❑ Manual Input Section modulus (S) 13.14 in3 0.00 in3 Area (A) 10.88 int 0.00 in2 Moment of inertia (1) 47.63 in" 0.00 in°' Lumber design values; Base values; Spedes/GraJe `; DFL - No 2 900 575 180 625 1350 1600000 580000 -Size factor CF 1.200 (Apply to Fb) , Size factor CF 1.200 (Apply to Fl) Size factor CF 1.050 (Apply to Fj Repetitive member factor Cr , 1.150 FbE r 731 Fb. 1242 psi Cl. 0.554 Wet use factors;W. CM 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; Spec�es(Gratle . F , Fp kFy �'F s FM MOM _1 DFL No 2 688 690 180 625 1418 1600000 580000 Maximum allowable spans; Input span; 8 14.00 feet Unbraced length, I.; 14.00 feet Ijd 23,17 le 296 inches R,, 3V %Allow Mmax 7840 in -lbs MM 9041 In -lbs 87 VMU 187 lbs V -V 1305 lbs 14 Calculated; Limiting values; SLL 0.151 inches SLL 0.467 inches 32 BTL 0.302 inches STL 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 17.19 feet U 600 SLL 0.344 inches Zo Revised; 912912009 Wood foists - allowable span; 912912009 . Description; lAndreason 575 180 625 1350 ITypical ceiling oasts Size factor CF 9.00 Loading date; 1.100 General data Dead load 0.010 ksf. Load duration factor inches Live load 0.010 ksf Joist spacing 16.00 inches Total load 0.020 ksf Repetitive? yes 1.000 Tributary load 0.027, klf• Wet use? No Repetitive member factor C, 1665 1.150 Concentrated load 0.000 kips Deflection criteria; Eq. uniform load 0.000 klf LL U 360 Fb. SLL 0.199 1139 TL U 240 CL Member data; 33 Custom U 600 STL Member type; Visually graded sawn member - Beams and Umbers. . - Member used; lZxlONo2 . Species; DFL - No 2 Member thickness 1.500 inches Member width 9.250 inches ❑ Manual Input CM Section modulus (S) 21.39 in 0.00 in 1.000 Area (A) 13.88 int 0.00 in feet Moment of inertia (1) 98.93 in' .0.00 in 26.01 Lumber design values, U 360 Base values, DFL - No 2 SpeciesLGratle. . Fy F a :. F ..Fel. Fo Z E gm E DFL -No 2 900 575 180 625 1350 1600000 580000 Size factor CF 9.00 feet 1.100 (Apply to Fb) -11.68 Size factor CF inches RB 1.100 (Apply to F� %Allow Mmax 12960 Size factor CF M. 1.000 (Apply to F.) 80 Vmax 240 lbs Repetitive member factor C, 1665 1.150 14 Calculated; Limiting values; FbE 831 - Fb. SLL 0.199 1139 psi - CL 0.664 33 STL 0.398 inches STL 0.900 Wet use factors; F y r • F Fal •Y <F�: E - E� . CM 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; 124.88 feet Span as limited by live load (LL) deflection Species'IGrde„ ri F 26.01 feet U 360 5LL 0.867 DFL - No 2 756 633 180 625 1350 1600000 580000 Maximum allowable spans; feet U 240 STL 1.181 inches Input span; 8 1 —8.0 _0__1 feet Unbraced length, I.; 9.00 feet ljd -11.68 le 204 inches RB 29 %Allow Mmax 12960 In -lbs M. 16172 ' in -lbs 80 Vmax 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 5LL 0.867 inches Span as limited by total load (TL) deflection 23.63 feet U 240 STL 1.181 inches Span as limited by custom deflection 21.93 feet U 600 . SLL 0.439 inches 1 .1 Assembly summary; 9/28/2009 Description; jAndreason Custom spacing; inches o/c Assembly; ICelling over shop Pitch; 1 Plywood - 3/4" I ❑ Pitched 2 Framing - I joist - 2.31" x 14" Component description; ❑ Pitched 3 Insulation 2 (0.70) F-1 ❑ Pitched 4 Misc 3 (1.50) ❑ Pitched ❑ Pitched 5 5/8" Gypsum board 0.00 ❑ Pitched 6 1 ❑ Pitched ❑ Pitched 7 0.00 ❑ Pitched 8 ❑ Pitched ❑ Pitched 9 0.00 ❑ Pitched 10 E ❑ Pitched 11 0.00 ❑ Pitched 12 ❑ Pitched ❑ Pitched 13 0.00 ❑ Pitched 14 V ❑ Pitched ❑ Pitched 15 0.00 ❑ Pitched 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 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 Womd 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 Assembly; T ical ceilingPitch; Flat Component description; Spacing; w (pso Thickness(in); w radored 1 Framing - 2 x 8 ❑ Pitched 16" 2.90 0.00 2.18 2 Insulation 2 (0.70) ❑ Pitched N/A 0.70 0.00 0.70 3. Misc 3 (1.50) ❑ Pitched N/A • 1.50 0.00 1.50 4 5/8" Gypsum board ❑ Pitched N/A 2.80 0.00 2.80' 5 1 ❑ Pitched N/A 0.00 0.00 0.00 6 V ❑ Pitched N/A 0.00 0.00 0.00 7 ❑ Pitched N/A _ 0.00 0.00 0.00 8 ❑ Pitched N/A 0.00 0.00 0.00 9 ❑ 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 Iv I ❑ Pitched N/A 0.00 0.00 0.00 13 IV 1 ❑ Pitched N/A 0.00 0.00 0.00 14 M ❑ Pitched N/A . 0.00 0.00 0.00 15 ❑ Pitched N/A 0.00 0.00 0.00 Total dead load; 7.18 psf Use; `-'psf �0,0 tNd�= 0,0(0 kJ� w = p,oZoKJ� vj . � 2 �7-ec t-- Z 3 1801SE7 Single 14 BCI® 6000-1.7 DF JoistkW-1 BC CALC& 2.0 Design Report - US 1. span I No cantilevers 10/12 slope - Tuesday, September 29, 2009 09:02 Build 285 16" OCS I Repetitive I Glued & nailed construction File Name: Joists Job Name: Description: CJ -1 Address:. Specifier: 'City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misc: 60, 5-1/2" B1, 5-1/2" LL 360 lbs LL 360 lbs DL 180 lbs DL 186 lbs Total Horizontal Product Length = 27-00-00 Load Summary Live Dead Snow Wind Roof Live Tap Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS ®1 Standard -Load l'Unf. Area (psf) Left 00-00-00 27-00=00 20 10 16" 'Controls Summary Value %Allowable Duration Case Span . Pos. Moment 3,434 ft -lbs 79.0% 100% 1 1 - Internal Reaction 522 lbs 34.2% 100% 1 1 - Right iEnd Total Load Defl. U383 (0.821") 62.6% 1 1 Live Load Defl. U575 (0.547") 83.5% 1 1 Max Defl. 0.821" 82.1% 1 1 Span /"Depth 22.5 n/a 1 Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material Wall/Plate 5-1/2" x 2-5/16" 540 lbs n/a n/a Unspecified �BO B1 Wall/Plate 5-1/2" x 2-5/16" 540 lbs.' n/a n/a Unspecified Notes ,Design meets Code minimum (U240) Total load.deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. t 1 .1 E Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted.design properties and analysis methods. Installation of BOISE engineered wood products'must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call. (800)232-0788 before installation. BC CALC&, BC FRAMER& , AJS-, ALLJOIST& , BC RIM BOARD-, BCI® , BOISE GLULAM-, SIMPLE FRAMING SYSTEM®, VERSA -LAM&, VERSA -RIM PLUS& , VERSA -RIM&, VERSA -STRAND&, VERSA -STUDS are trademarks of Boise Wood Products, L.L.C. i I j 1 1 1 1 f 1 1 1 1 1 1 1 1 1 1 1 1 1 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 Live Load: Vert-LL-Rxn = 360 Ib Dead Load: Vert-DL-Rxn = 315 Ib Total Load: Vert-TL-Rxn = 675 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 53 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 53 Ib COLUMN DATA Base Values Adjusted 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: Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 367 psi Fc' = Cd=1.00 Ch 1.10 Cp=0.25 psi Bending Stress (X -X Axis): Fbx = 900 psi Fbx' = 1346 psi ft -Ib Cd=1.00 CF= 1.30 Cr -1.15 My-ey = Bending Stress (Y -Y Axis): Fby = 900 psi Fby' = 1346 psi Mx = Cd=1.00 CF= 1.30 Cr -1.15 ft -Ib Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi 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): Sx = 7.56 in3 Section Modulus (Y -Y Axis): Sy = 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 NOTES page �( Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/29/2009 9:11:34 AM LOADING DIAGRAM B 16ft A AXIAL LOADING Live Load: PL = 270 plf Dead Load: PD= 215 plf Column Self Weight: CSW = 29 plf Total Load: PT = 514 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 5 psf i I I c OL .s TO tzl_ 11 oti e o 16 os(o,o l o) �l.ssum.e, i ��.wUv� �eavwc�X�� 1 i 2�- Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Levet I Line - A.1 -1. Level; Main Line; A.1 Description; ' Miscellaneous; I] 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; Seismic; 0.6D+0.7E+H Seismic governs; Wind; 0.6D+W+H . Calculate shearwall v,- ,Total feet o/c 16d sinker good for; 0.154 kips/each 16d nails at 0 inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Totalshearwall length 5.00 feet Factored; Mudsill; PTOF • 2x Anchor bolts; 1/2" dia. I., Vsaisn* 1.090 kips 0.763 kips Ok 0.814 =5.334 Vwind 0.000 kips 0.000 kips 1/2" dia.xl0 in anchor bolts at inches o/c max. Shearwall v; Seismic 0.153 kips/ft < 0.312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kips/ft Okl Descri tion; Mark v cap Side 1; 3/8" cdx plywood with ad nails at 4", 12" o.c. 2 0.312 kips/ft Side 2; None : 16 0.000 kips/ft V allow; 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; Applicable? 0.154 0.153 - 1.009 feet o/c 16d sinker good for; 0.154 kips/each 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 permitted Mudsill; PTOF • 2x Anchor bolts; 1/2" dia. I., Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 =5.334 feet o/c Anchor bolt spacing in multiples of; y g 4.000 inches l 0.153 1/2" dia.xl0 in anchor bolts at inches o/c max. Connectorl A35 0.600 kips/each Length of attachment 5.00 feet Connector2 None 0.000 kips/each. Design v 0.153 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; 0.153 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 9129/2009 Description; 07.069 - Andreason 1 Main Level I Line -Al -1. Maximum collector force; 0.504 kips V1 v y V2 Segment Desc. Drag truss present to assume collector forces? No 17.50 o 0.00 Nailed top plate splice; 5.00 w 5.00 0.00 16d nail good for; 0.132 kips/each 'Spllce 8 1tif nails -where Bolted top plate splice; 0.00 0.00 0.00 Use; Not applicable v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.00 Seismic;1.090 0.00 0.00 0.00 0.000 0.00 0.000 0.00 0.00 0.000 0.00 Wind; 0.000 0.000 0.000 0.000 Summary; V1 v y V2 Segment Desc. Wall 0 n . 0.763 0.029 0.000 17.50 o 0.00 17.50 5.00 w 5.00 0.00 4.00 0 0.00 4.00 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 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 otallengths; 5.00 21.50 Page 1 Connector Connector? capacity 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 0.000 0.000 0.000 0.000 0.000 i r�i i iii i iii � ��� � � • -� i iii 0@ Page 1 Connector Connector? capacity 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 0.000 0.000 0.000 0.000 0.000 Shearwall panel summary; Load case; Seismic 912912009 Description; 07-069 - Andreason I Main Level I Line - A.1 - Angle of grid line; 0.00 degrees Tributary _Men 0". PH !W W -9i W RAW wi Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 5.00 feet Panel height; 16.00 feet h/w; 3.20 :1 3.50 :1 Ok Perforated shear.wall - where occuring; El Applies? --- '0.00 .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 A 3.50 :1 Ok. 0.00 0.00 0.00 Pier 2; h/w; .0.00 :1 3.50 A Ok Seismic loading; 0.000 w4MEN 4.52 feet V desIgIm' 0.153 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4",12" o.c., 0.600 E] Adjust allowable shear for seismic cases per Table 2305.3. 0.000 1 0.000 w5 2.633 kips 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. 0.00 0.00 0.600 v P' 0.312 kips/ft v allow=V.p 2*w/h 7 0.195 kips/ft > 0.153 kips/ft Oki Wind loading; 0.00 0.600 V design, 0.000 kips/ft V albw = 9.312 kips/ft > 0.000 kips/ft Oki 0.00 U WN 0.600 0.000 0.000 Wall Roof Floor 0.000 0.00 Ri jmrnqry of nl RIVI- UIR 0.014 1 0.012 0.000 0.000 INI-10006VIVID, 018fnE iWl --kaffi%. . _f g, 7,N F� Tributary _Men 0". PH !W W -9i W RAW wi Length used to calculate tie force at left end; --- 0.00 2.50 9.00 0.00 0.00 0.600 0.097 0.911 0.304 w2 ,V --- '0.00 .0.00 0.00 0.,00 0.00 0.600 0.000 0.000 .0.000 w30.00 &IM 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4MEN 4.52 feet 0.00 0.00 0.600 0.000- 0.000 1 0.000 w5 2.633 kips --- 0.00 0.00 0.600 0.000 0.000 0.000 Pi 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 P4 0.000 0.00 -0.600. 0.000 0.000. Total; 0.911 0.304 Summary; Overturning Moment; 12.21 ft -kips FS Re wired DLRIVI -.load acting from left to right; 0.91 ft -kips 0.07 < 1.50 Holdown required 0.30 ft -kips 0.02 < 1.50 Holdown required DLRIVI - load acting from right to left; ETP I aft On& End stud; F2_Tx• Holdown; • HDU2 1-1 518" -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 3.05 Ok Concrete anchorage; Allowable; Anchor; SSTB20 (5/8") 4.600 kips Ok Right end; End stud; Holdown; HDU2 518" 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); 0.000 kips Allowable; Total holdown force; 2.633 kips 3.075 kips Ok Concrete anchorage; _'(5/8") Allowable; Anchor; FsEB-2o 4.600 kips Ok Design v; 0.095 kipslft A35 at 0 inches o/c max. . Custom holdown anchor; Custom anchor, Description; F 518" x 12 Axial capacity; 4.50 kips Page 1 30. . Wall line analysis Shear -wall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason I Main Level I Line - D.1 - I . Level; Main 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; 0.6D+W+H Shearwall; Calculate shearwall v; Total shearwall length 8.00 feet Factored; Vseigrri;c 1.090 kips 0.763 kips Vw1nd 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.095 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft Okl Description; Mark v cap Side l; . 3/8" odx plywood with ad nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 16 0.000 kips/ft vaflow; 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 feet olc 16d sinker good for; 0.154 kipsleach 0.095 16d nails at 0 inches o/c at SW Anchor bolts; ll Applicable? ❑ Shearwall on raised wood floor Design v; 0.095 kips/ft 2 x Mudsill ermifted Mudsill; ProF 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; 8.535 feet o/c 4.000 inches . 0.095 1/2" 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 lNone jvj 0.000 kipsleach Design v 0.028 kips/ft Maximum spacing 48.00 inches o/c Connectors 48 inches olc max. Connectors at rim joist to mudsill/cripple wall top plate; [:]Applicable? Design v; 0.095 kipslft A35 at 0 inches o/c max. . Custom holdown anchor; Custom anchor, Description; F 518" x 12 Axial capacity; 4.50 kips Page 1 30. . Line geometry Line summary; Line geometry and collector forces; Load case; l selsmlc I - I 9/29/2009 Description; 07.069 - Andreason 1 Main Level I Line - D.1 -1. Maximum collector force; 0.528 kips I nore V1 Segment Desc. Drag truss present to assume collector forces? No - 18.00 o 0.00 Nailed top plate splice; 8.00 w 8.00 0.00 16d nail good for; 0.132 kips/each 0.00 Fp-Hm', 8'„ 16d-n"�ails, where used Bolted top plate splice; 0.00 0.00 0.00 Use; Not applicable jvj V, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.00 Seismic; 1.090 0.00 0.000 0.000 0.00 0.000 0.00 Wind; 0.000 0.000 0.000 0.000 Summary; I nore V1 Segment Desc. Wall 0 n . 0.763 18.00 o 0.00 18.00 8.00 w 8.00 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 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 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 Total lengths: 8.00 18.00 V2 I V, I V3 I V, I V4 0.000 10.000 1 0.000 10.000 1 0.000 Page 1 Force I nore Connector? Connector oa aci 0.000 -0.528 ❑ --- - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ --- - 0.000 0.000 ❑ - 0.000 o.000 ❑ --- - 0.000 0.000 ❑ - - 0.000 0.000 ❑ - 0.000 o.000 ❑ - - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ --- 711 ono 0.000 ❑ - 0.000 o.000 ❑ - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ - - - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ --- - 0.000 0.000 ❑ - 0.000 o.000 ❑ - 0.000 o.000 ❑ - - 0.000 0.000 ❑ - 0.000 Shearwall panel summary; Load case; seismic 912912009 Description; 07.069 - Andreason 1 Main Level I Line - D.1 - I; Angle of grid line; - 0.00 degrees bSfart x End x� Tributary lengff%s ft) DL fact©r xwei � M . Ma Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 8.00 feet Panel height; 16.00 feet - h/w; 2.00 :1 ' 3.50 :1 Ok Perforated shearwall - where occuring,' ❑ Applies? 3.072 w2 Opening data; Width ft ; Height ff ; 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; 0.00 V des ga; 0.095 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6",12" o.c. 0.600 Q Adjust allowable shear for seismic cases per Table 7305.3. 0.000 0.000 w4 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. • 0.00. v 0 213 kips/ft v = V * 2*w/h = 0 213 kips/ft > 0 095 kips/ft Oki' ' cap, albw cap - Wind loading; . V design; 0.000 kips/ft v alto. = 0.213 kips/ft > 0.000 . kips/ft Oki Dead�loads Bks `: _ - h Wall Roof Floor SiimmarvnfniRm. n-n1n n.n1d 0.012 Loatl Descnpilon Poi bSfart x End x� Tributary lengff%s ft) DL fact©r xwei � M . Ma w1 ` - 0.00 8.00 16.00 0.00. 0.00 0.600 0.096 3.072 3.072 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, P10.000 0.00 - 0.600 0.000 0.000 P2 . A- �." „ ., 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 Total; Summary; Overturning moment; 12.21 ft -kips FS • Re wired DLRM - load acting from left to right; 3.07. ft -kips 0.25 < 1.50 Holdown required DLRM - load acting from right to left; 3.07 ft -kips 0.25 < 1.50 Holdown required Lett ena; End stud; z zx Holdown; I HDuz 518" dia. Clr dim; 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 3.075 Ok Concrete anchorage;, Allowable; Anchor; ssTazo is/8") • 4.600 kips Ok Right end; Cir dim; End stud; z zx Holdown; HDW -n 518" dia Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 7.52 - feet Holdown force; 1.215 kips 1.250 inches Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.215 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; SSTe20 (5/8") 4.600 kips Ok 3.072 ' 3.072 32 W Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; . 07.069 - Andreason I. Main Level 1 Line -17,18.1 -1. Level; Main Line; F 17,18.1 Description; Miscellaneous; ❑Q Framing at 16" o/c ❑ Panels applled'with long dimension across studs Wall framing species; DFL • Top plate species; HF Multiplier (species); 0.82 Load combinations; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 Seismic; 0.6D+0.7E+H 16 0.000 kips/ft Seismic governs; Wind; 0.6D+W+H If user -defined SW used; v allow F2x • Anchor bolts; 1/2" dia. Shearwall; Allowable shear per anchor bolt; 0.814 kips/ea 0.000 Calculate shearwall v; User defined 2; 0.814.. Anchor bolt spacing in multiples of; Total shearwall length 10.00 feet Factored; Vseisrr;c 1.090 kips 0.763 kips V,„nd 0.000 kips 0.000 kips Shearwall v; V 0.600 kips/each Length of attachment 44.00 feet Connectol2 None Seismic 0.076 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft Oki Descriptio ; - 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 Design v; vallow; 0.213 kipslft If user -defined SW used; v allow F2x • Anchor bolts; 1/2" dia. User defined 1; Allowable shear per anchor bolt; 0.814 kips/ea 0.000 kipslft User defined 2; 0.814.. Anchor bolt spacing in multiples of; 0.000 kips/ft = 10.668 feet o/c 0.076 Sill nailing; ❑ Applicable? inches o/c max. Design v; 0.076 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor, Description; 518" x 12 Axial capacity; F kips Page 1 0.15416d 0.076 - sinker good for; 2.018 feet o/c 16d nails at 0 0.154 kips/each inches o/c at SW Anchor bolts; tl Applicable? ❑ Shearwall on raised wood floor Design v; 0.076 kips/ft 2 x Mudsill ermitted Mudsill; PrDF * F2x • 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 ' = 10.668 feet o/c 0.076 1/2" dia.x10 in anchor bolts at 72 inches o/c max. Blocking/to late; ❑� Applicable? Connectorl A35 V 0.600 kips/each Length of attachment 44.00 feet Connectol2 None V 0.000 kips/each Design v 0.017 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; 0.076 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor, Description; 518" x 12 Axial capacity; F kips Page 1 1 1 1 1 1 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic 9129/2009 Description; 07.069 - Andreason I Main Level 1 Line -17,18.1- /. Maximum collector force; 0.590 kips V1 V V2 V V3 v3 V4 v4 Drag truss present to assume collector forces? No Connector Nailed top plate splice; Wall 0 n . 0.763 0.017 0.000 0.000 0.000 0.000 0.000 0.000 Force 16d nail good for; 0:132 kips/each Splice:.8. 16dnail�s,.where used Bolted top plate splice; 10.00 0.00 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 V 0.000 0.000 0.000 LLO00 Wind; 0.000 0.000 0.000 j 0.000 Summary; V1 V V2 V V3 v3 V4 v4 Connector Seqment Desc.1 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 10.00 0.00 Y 0.000 34.00 o 0.00 34.00 y 0.590 ❑ - V 0.000 0.00 0.00 0.00 0.000 ❑ V 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 ED --- 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 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 El --- 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 ❑ --- 0.000 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 El - 0.000 0.00 0.00 0.00 0.000 El --- 0.000 0.00 0.00 0.00 0.000 El - 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 L]0.000 rotallengths; 10.00 34.00 Page 1 3`I Shearwall panel summary; Load case; Seismic 912912009 Description; 07.069 - Andreason 1 Main Level 1 Line -17,18.1 --1. P . Angle of grid line; 0.00. degrees Load; Dess� ., PDSatx� Panel dimensions; Check aspect ratio; Actual; Limited to; R Length of panel; 40.00 feet Panel height; 16.00 feet h/w; 1.60 :1 2.00 :1 Ok 0.00 13.00 Perforated shearwall - where occuring; ❑ Applies? 0.174 8.700 " 8.700 w2�` ' 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 0.00 0.00 Pier 2; h/w; 0.00 :1 2.00 :1 Ok 0.00 Seismic loading; 0.00 0.00. . 0.600 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. " ❑ Adjust allowable shear for seismic cases per Table 2305.3, 0.00_ 0.600 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" o.c. w59,96TA • --- 0.00 v gyp; 0.213 kips/ft v euow = Veep " 2'w/h = 0.213 kips/ft > 0.076 kips/ft Oki ' Wind loading; Holdown force; 0.00 kips V design, 0.000 kips/ft v agow= 0.213 kips/ft > 0.000 kips/ft Oki 0.000 5Fj:. ®ea'drloatlsiks kips 3.075 0.600 Concrete anchorage; ___F 0.000 ..;,.,. Wall Roof Floor P3�� _ . ; ; . " 0.60 Surnmaryof DLRM; 0.010 0.014 0.010 0.600 0.000 Summary; Overturning moment; 12.21 _ ft -kips FS DLRM - load acting from left to right; 8.70 ft -kips 0.71 DLRM load acting from right to left; 8.70 ft -kips 0.71 Lett entl; Total; 8.700 8.700 Re wired < 1.50 Holdown required i < 1.50 Holdown required End stud; z be . Holdown; HDU2 518" dz: aT_rluryh), aoEnr a DL L R w1 --- 0.00 10.00 16.00 0.00 13.00 0.600 0.174 8.700 " 8.700 w2�` - 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000. 0.000 w3a s���� Ok 0.00 0.00 0.00 0.00 0.00. . 0.600 0.000 0.000 0.000 w4 Ok " 0.00. 0.00_ 0.600 0.000. 0.000 0.000 w59,96TA - 7 --- 0.00 0.00 0.600. 0.000 .0.000 0.000 P10.000 Holdown force; 0.00 kips 0.600 Holdown force from above (if applicable); 0.000 0.000 P2 0.000 0.00 kips 3.075 0.600 Concrete anchorage; ___F 0.000 0.000 P3�� _ . ; ; . 0.000 0.60 - Ok 0.600 0.000 0.000 P4 ; ; 0:000 0.00 0.600 0.000 0.000 Summary; Overturning moment; 12.21 _ ft -kips FS DLRM - load acting from left to right; 8.70 ft -kips 0.71 DLRM load acting from right to left; 8.70 ft -kips 0.71 Lett entl; Total; 8.700 8.700 Re wired < 1.50 Holdown required i < 1.50 Holdown required End stud; z be . Holdown; HDU2 518" dia. Clr dim; 1.250 inches Additional offset to holdown; F. 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; ssre20 (5/8") 4.600 • kips Ok " Right end; End stud; z zx • Holdown; HDU2 518" dia. Clr 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; ___F Allowable; Anchor; Ssrezo (5/8") . -J 4.600 kips Ok 35 a VI ( VI KA I (zsl►�'') �s(o 1.1Lrj = I-17:3-� SST `��. �li n-eer t 37 I I 1 Gfu 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.andpurlin hangers may be used for wood to wood or wood to steel applications.. j Precision forming provides dimensional accuracy and helps ensure proper bearing area and connection. I . MATERIAL: See table on'page 115 FINISH: HHB, GBHGB all saddle hangers and all welded sloped and special hangers— ' Simpson. Sirong4ie®,gray paint. HHB may be ordered hot -dip galvanized; specify HDG. l INSTALLATION • Use specified fasteners. See General Notes: i • HHB, GB and HGB may be used for weld -on applications. The minimum required weld to the top flanges i is M6' x 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 l 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 2Y2). • Saddle hangers are made to order; add "Y to model (e.g. HHBD3)- specify S (for saddle) dimension: They may be used for most conditions except at end wall locations, and are preferred for nailer applications. l • The coating on s ecial B hangers will depend on the manufacturing process used. Check with your Simpson, Strong -ie representative for details. Hot -dip galvanized available: specify HDG. • B dimensions may be increased on some models. • See Hanger Options, pages 181-183. Typical HHB, GB and HGB Saddle . - Installation HHB, GB and HGB are acceptable, for weld -on applications., See Installation " Information. The WPU, HWU and HW series purlin hangers offer the'greatest design flexibility and versatility. .W°t .° „Top � �All.owable�Loails '� Flang Uplift D�F�S�SPF/5+aaSl � -Nailing A 160 Ilk " Code ��a2W MATERIAL: WP/WPU-7 ga. top flange, 12 ga. stirrup; HW -3 ga. top flange,, 11 11 ga. stirrup; HWU-3 ga. top flange, 10 ga. stirrup°"".®• e t FINISH: Simpson Strong -Tie hot -dip available: specify HDG.'3�'= Y' �° ". 2w' gray paint; galvanized rc& 3/16 1/4' 3x 2-16dx2lh 3000 2510 3375 s INSTALLATION: • Hangers may be welded to steel headers with for WPU/WP, and /4 f no • WPU10111110_4_16d I: HW/HWU, by 11/2' fillet welds located at each end of the top flange. Weld -on applications s�4x1 416d, r"ww775 3255MO i WPU produce maximum allowable load listed. See page 14 for weld information. For uplift - T-WELDUPLFT 191 for details). H HW 3x 4-16dx2'% 4860 loads refer to technical bulletin (see page - 4x I 4-16d 5285 - cc -'Hangers can support multi -ply carried members; the individual members must be ihto7h 31hto30 310dx1he — 210dx11h I — 2865 3250 — 2500 2000 2030 — m secured together to work as a single unit before installation into the hanger. I WM ° 1hto7h 3hto30 3.10d 2-10dx1h 2525 3250 3650 3255' 2525 — — • MID -WALL INSTALLATION: Installed between blocks with duplex nails cast into grout 1 h to 7h 3'h to 30 3.16d !. 2-10dxt h 3635 3320 3650 3255 2600 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. � t6ito5h tox18V 3;J6d' V, *4 16tl,C- afi-10diI1, ? `. 7+75 ^ A700;� 4880 a3650t t9i165 • ' • TOP OF WALL INSTALLATION: Install on top of wall to a beam with masonry screws.... �� %J3/0c6%1 z18h R0 22' OM l6d � 4160V W, .,lOdxlh *485n? W4700R xg4880�44 W650i 4165Tz 4165 t -ems ' % 119, F78 grouted _ �s�T eIm OPTIONS: See Hanger Options, pages 181-183, for hanger moddications and associated load reductions. l CODES: See page 12 for Code Reference Key Chart. �� Modet;tINaif' � „Top � �All.owable�Loails '� Flang Uplift D�F�S�SPF/5+aaSl � -Nailing A 160 Ilk " Code 2x 2-10dxth 2525 2500 3375 erp S Top @ s ee` Vp PtSL�, S 2-2x 2-10d — 3255 3255 — WP 3x 2-16dx2lh 3000 2510 3375 s 4x 2-1Od 3255 3255 WPU10111110_4_16d *2 2x1 0d R K 70OP, 250.1 E=E=K j3 0� , '4316dx2%z � VT7,5�t: 30010 � 5 s�4x1 416d, r"ww775 3255MO i 2-2x 4-10d 4845 HW 3x 4-16dx2'% 4860 WMU 4x I 4-16d 5285 - '" fiWl9� �. N33x ' "811 dx2 � MR810, ,, 254309 F> e Q WAIR 816dr___ ss5430 »'� Some model configurations may differ from those shown. Contact Simpson Strong -Tie for details. NAILER TABLE The table indicates the maximum allowable loads for . WP, WPU, HW or HWU hanger used on wood nailers: Nailers are wood members attached to the top of a steel I-beam; concrete or masonry wall:. 1. Uplift value for the HWU hanger is for depth 518'. Refer to.uplift values in table below for -taller depths. 2. Attachment of nailer to supporting member is the. responsibility of the Designer. See page 19 for TB screws attachment option. ° � ' Model,#Uplift£1 he% � � b '9u ,3 t ners�, u�`` AllowableLoadsiHeaderT e , _ a�2 " Code erp S Top @ s ee` Vp PtSL�, S Ref sdA• xxWidtb: ;mDF/SP a Y t zf I'll op 'E �H ° � °eery x3hto30 s 1%z to 7h' 2-16dDPLX — 2-10dx1'f — MID -WALL INSTALLATIONS 4175 IL12 WM 1 h to 7h 3h to 30 2-'/,X19 Titens 2-10dx1 h TOP OF WALL INSTALLATIONS 3380 �Ft ^thRo7:fig �49ito;28s " 2.16dDPL�Xi 4 %.x1?/.Titens �,OOdx1'h'K%6250t '?MID WAL�L`INSTALLSATIONS. � _ i 'x:4175% - WMU ihto7,Yz ',M94628AVAP-2,Yz;1-:hTiters"s T6c10dkVhe%5452''r -Wt< .� tT.OP, OF�WALIL�INSTALLA 30N 83360 ihto7h 31hto30 310dx1he — 210dx11h I — 2865 3250 — 2500 2000 2030 — 170 WP 1hto7h 3hto30 3.10d 2-10dx1h 2525 3250 3650 3255' 2525 — — 1 h to 7h 3'h to 30 3.16d !. 2-10dxt h 3635 3320 3650 3255 2600 � t6ito5h tox18V 3;J6d' V, *4 16tl,C- afi-10diI1, ? `. 7+75 ^ A700;� 4880 a3650t t9i165 WPU %J3/0c6%1 z18h R0 22' OM l6d � 4160V W, .,lOdxlh *485n? W4700R xg4880�44 W650i 4165Tz 4165 t -ems ' % 119, F78 ;Y.t,pi to'5k* *:23_toi28,.<. ,,>:..x316d 1*W 4;16d Yrs <6;10dx1h.., '315r`� . 4700.r`.AAHOa 3650p,: �a4d,65>��4165#u �=�.� = 1 h to 7h 3h to 32 4-10d — 2-10dx1'h — 3100 4000 — 5285 3100 1; 110,119, F9, F18 HW 1h to 7h 3h to 32 4-16d 2.10dxth 5100 4000 4500 5285 3665 — e * x414'4 to 31h : 9 fo<18 is $ 4 I 6 A x"061149 3'810 6335V' W5500 3155351, W6335M Vii' -5415" '�4M _ _,& �i '� TI MAYA611hV,cV 3to'28t � WP_`4 16dT3 e_a 4,.16tl 1a< 6Y10dxi'h1 Q-635 8335 5`5500 25535 6335 5415 M; F ' - €t 1�:to3'/ixi _F128h1to32 ° 4 16d tOr 4 16d 810dx1%z %1005' 6335%r X55001 X55354 6335f M5415 WK V �. ' HWU; � '4Y�1toi79to-18 �r fu€4 16d �r4 18tl � 610dxth X810 t 56000. ,SSOOF� .5535 X60009 05415 ` a Z I19, F18. t4 Z z4'h td+7.r 18h.to;22h a .4 16d$ ., s u w A 16tl 7• 8:10dx1YiT X765 AA' 60007rP 4i,55011A 4 5535� A,6000V :;5415x1 s»4hto,7r� a23to:28 916d� ' 4*` 4.16'dr d 6=10dzth 635.0 6000x. 55'00 x'5535& 6000v`x`5415' � �=� �"s to 7 t= 4x28'kitb 32*- A 4,16d -. 9c,MA 16d � 8=10dx1'121- 005 k; 66009 "6500.1 5535 r 6000 w35415 ss %.,—f 1. 16d sinkers (0.148' diax 3'/: long) may be used where 10d commons are called out with no load reduction. 4. For hanger heights exceeding the lois height, the allowable load 2. Uplift loads are based on DF/SP lumber and have been increased 60% for wind or earthquake loading with is 0.50 of the table load. no further increase allowed. For normal loading applications such as cantilever construction refer to 5. NAILS: 16d = 0.162' diax 31h' long, 10d = 0.148' diax 3' long, Simpson Strong -Tie® Connector Selector" software or conservatively divide the uplift load by 1.6. 10dx1'h = 0.148' dia. x 1'h' long. 113 3. Minimum I'm = 1500 psi. See' Installation Notes on page 93. See page 16-17.for other nail sizes and information. 0l 00. Jar f i. ( oad• ZX (ilei 2S � h• �o widt,1= ©,oiS�rF Pa f 0, 0 5o +- 0, o r.S' = 0, o r. Ics, �0 Standard Structures Inc. COMPANY PROJECT Andreason P.O. Box K Santa Rosa, Ca. 95402 FJ -1 (877)980-7732. Fax:(707)838-8377 www.ssispec.com Sep. 8, 2.009 16:27 Design Check Calculation Sheet SSI Sizer 2.01 I LOADS ( Ibs, psf, or plf ) Name Type Distribution Magnitude Location (ft) Units Shear 2031 I' Owl MANN Start End Start End 2275 Dead Dead Full Area 15.00 (24.0)* Bearing: psf Live Floor Full Area 125.00 (24.0)* 1.07 1.00 1.00 - sf -ariouuary wiucn tin! MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 16'-3" Dead 244 Value 244 Live 2031' Shear 2031 I' Owl MANN I 5000 2275 Bending(+) M = I /AFA 0' 16'-3" Dead 244 Value 244 Live 2031' Shear 2031 Total 2275 5000 2275 Bending(+) M = 9242 Mr = Bearing: M/Mr = 63.50 Dead Defl'n 0.03 = Capacity 5000 1.07 1.00 1.00 - 5000 Min Length 2-1/2 L/766 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 I SECTION vs. DESIGN CODE using NDS 2001 : (lbs, Ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design (�) Shear V = 2275 Vr = 5000 v/Vr = 45.50 Bending(+) M = 9242 Mr = 14555 M/Mr = 63.50 Dead Defl'n 0.03 = <L/999 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 Live Defl'n 0.25 = L/766 0.41 = L/480 62.60 Total Defl'n 0.28 = L/684 0.81 = L/240 35.0.6 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= 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. 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. 1 1 1 Standard Structures Inc. COMPANY PROJECT Andreason P.O. Box K Santa Rosa, Ca. 95402 FJ -2 (877)980-7732 Fax:(707)838-8377 www.ssispec.com Sep. 8, 2009 16:26 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or pif ) Name Type Distribution Magnitude Location [ft] Units Shear 2102 Total Start End Start End 2364 Dead Dead Full Area 15.00 (24.0)* Bearing: psf Partition Floor Partial Ar 15.00 (24.0)* 0.00 5.00 psf Live Floor Partial Ar 50.00 (24.0)* 0.00 5.00 psf Load4 Floor Partial Ar 25.00 (24.0)* 5.00 17.50 psf xrrinur-ary w.iacn tin) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17'-6" Dead 263 Value 263 Live 1673 Shear 2102 Total 1936 5000 2364 Bending(+) M = 9982 Mr = Bearing: M/Mr =,68.58 Dead Defl'n 0.04 = Capacity 5000 1.00 1.07 1.00 1.00 - 5000 Min Length 2-1/2 L/673 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 I SECTION vs. DESIGN CODE using NDS 2001 : ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Analysis/Design (%) Shear V = 2364 Vr = 5000 V/Vr = 47.29 Bending(+) M = 9982 Mr = 14555 M/Mr =,68.58 Dead Defl'n 0.04 = <L/999 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 Live Defl'n 0.31 = L/673 0.44 = L/480 71.23 Total Defl'n 0.35 = L/595 0.88 = L/240 40.31 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+L, M = 9982 lbs -ft Deflection: LC #2 = D+L EI= 1542eO6 lb-in2 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. 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. q` VJ I . WL w��,l= 0,o + -o -,bis- ,ogfKf o,o iSKs � do (o WZ� ©,IZ,�k1-ir t✓1--`4 i s-� 10. 13 w�c�= �.O�SKf�Pgj,f w�SLQ= 0.060;+o,o►S = o,ou,kW (S' K f� boa, -f wi-U = o> os- o+ -o, o t = 0,06Tkrr. O.cl-WK/' t✓1--`4 i s-� 10. 13 w�c�= �.O�SKf�Pgj,f w�SLQ= 0.060;+o,o►S = o,ou,kW (S' K f� boa, -f wi-U = o> os- o+ -o, o t = 0,06Tkrr. 13 Standard Structures Inc. COMPANY PROJECT Andreason P.O. Box K Santa Rosa, Ca. 95402 (�) FJ -3 v = (877)980-7732 Fax:(707)838-8377 Vr = 5000 V/Vr = 92.75 www.ssispec.com Sep. 8, 2009 16:31 8664 Mr = Design Check Calculation Sheet M/Mr = 59.52 SSI Sizer 2.01 0.04 = LOADS ( lbs, psf, or plf ) Name Type Distribution Magnitude Location [ft] Units Start End Start End 0.27 = Dead Dead Full Area 15.00 (24.0)* psf 0.99 = Partition Floor Partial Ar 15.00 (24.0)* 0.00 13.50 psf 61.69 Live Floor Partial Ar 80.00 (29.0)* 0.00 13.50 psf 0.31 = Load9 Floor Partial Ar 25.00 (24.0)* 13.50 17.50 psf 0.88.= *Tributary Width (in) 35.59 MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 17'-6" Dead 263 263 Live 1690 1875 Total 1952 2138, 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 = 2138 lbs Bending(+): LC #2 = D+L, M = 8664 lbs -ft Deflection: LC #2 = D+L EI= 1542eO6 lb-in2 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. 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 = 2138 Vr = 5000 V/Vr = 92.75 Bending(+) M = 8664 Mr = 19555 M/Mr = 59.52 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.27 = L/778 0.99 = L/980 61.69 Total Defl'n 0.31 = L/675 0.88.= L/290 35.59 'BOISE" Single 11-7/8" BCI® 6000-1.7 DF Joist\FJ4 BC CALC® 2.0 Design Report - US '2 spans I No cantilevers 10/12 slope Tuesday, September 08, 2009 16:35 Build 285 24" OCS Repetitive Glued & nailed construction File Name: Joists Job Name: Description: FJ -4 Address: Specifier: City, State, Zip: Designer: - Customer: Company: Code reports: ESR -1336 Misc: 'B0, 5-1/2" LL 484 lbs OL 0 lbs 05-00-00 29 13-02-00 B1, 5-1/2" LL 1,943 lbs DL 414. lbs B2 LL 697 lbs DL 159 lbs Total Horizontal Product Length = 18-02-00 Load Summary Live Dead Snow Wind Roof Live. Tao Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf. Area (psf) ' Left 00-00-00 05-00-00 80 15 24" 2 Unf. Area (psf) Left 05-00-00 18-02-00 50 : 15 24" 3 Partition LL Unf: Area (psf) Left 00-00-00 18-02-00 _ 15 24" Cautions Uplift of 481 lbs found at span 1 - Left. Web stiffeners required at bearing B2. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite -.EI value based on 23/32" thick sheathing glued and nailed to joist. r L� tPage 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for . particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions,. please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS- . ALLJOIST®, BC RIM BOARD- BCI® , BOISE GLULAM-, SIMPLE FRAMING SYSTEM® , VERSA -LAMB, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. Summary Value % Allowable Duration Case Span ifControls Pos. Moment 2,293 ft -lbs 62.5% 100% 16 2 - Internal Neg. Moment -2,720 ft -lbs 74.1 % 100%. 1 1 - Right End Reaction 852 lbs 59.2% 100% 16 2 - Right Int. Reaction 2,270 lbs 78.3% 100% 1 2 - Left Cont. Shear 1,223 lbs 73.0% 100% 1 ` 2 - Left Uplift 481 lbs n/a 16 1 - Left Total Load Defl. U837 (0.189") 28.7% 16 2 Live Load Defl. L/1,024 (0.154") 46.9% 16 2 Total Neg. Defl. -0.015" 2.9% 16 1 Max Defl.. 0.189" 18.9% 16 2 Span /. Depth 13.3 n/a 2 . % Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material. BO Wall/Plate 5-1/2" x 2-5/16" 456 lbs n/a n/a Unspecified B1 Wall/Plate 5-1/2" x 2-5/16" 2,357 lbs n/a n/a Unspecified B2 Hanger Load n/a 857 lbs Unspecified n/a Hanger Cautions Uplift of 481 lbs found at span 1 - Left. Web stiffeners required at bearing B2. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite -.EI value based on 23/32" thick sheathing glued and nailed to joist. r L� tPage 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for . particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions,. please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS- . ALLJOIST®, BC RIM BOARD- BCI® , BOISE GLULAM-, SIMPLE FRAMING SYSTEM® , VERSA -LAMB, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. o. 0 So -4- o. o 1,F = o, 0 6S kf p� %r.-6 i z X3,33' w 2Q = wl ZXG z IV o o a, -f, Wit- B0, 5-1/2" LL 867 lbs DL 200 lbs B1, 5-1/2" LL 867 lbs DL 200 lbs Total Horizontal Product Length = 13-04-00 Load Summary Live Dead Snow Wind Roof Live Tan naccrinfinn Lnad Tvne Ref. Start End 100% 90% . 115% 133% 125% OCs 1 Uniform load Unf. Area (psf) �BISE' 13-04-00 50 Single 11-7/8" BCI® 6000-1.7 DF Joisff,1 O Unf. BC CALC® 2.0 Design Report- US 1 span No cantilevers 1 0/12 slope Tuesday, September 08, 2009 17:27 . Build 285 24" OCS Repetitive Glued & nailed construction % Allowable Duration Case File Name: Joists Pos. Moment Job Name: Description: FJ -5 100% 1 Address: Specifier: End Reaction 993 lbs City, State, Zip: , Designer: 1 1 - Right Customer: Company: U549 (0.274") 43.7% Code reports: ESR -1336 Misc:. 1 Live Load Defl. U675 (0.223") 71.1% B0, 5-1/2" LL 867 lbs DL 200 lbs B1, 5-1/2" LL 867 lbs DL 200 lbs Total Horizontal Product Length = 13-04-00 Load Summary Live Dead Snow Wind Roof Live Tan naccrinfinn Lnad Tvne Ref. Start End 100% 90% . 115% 133% 125% OCs Design meets Code minimum (0240) Total Ibad deflection criteria. Design. meets User specified (U480) Live load deflection criteria. ,Design meets arbitrary (1") Maximum load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist ■ . I ! Page 1 of 1 15 24" 24" Disclosure. Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST°', ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAMTM SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. 1 Uniform load Unf. Area (psf) Left 00-00-00 13-04-00 50 2 Partition LL Unf. Area (psf) Left 00-00-00 13-04-00 15 Controls Summary Value % Allowable Duration Case Span Pos. Moment 3,146 ft -lbs 85.7% 100% 1 1 - Internal End Reaction 993 lbs 69.7% 100% 1 1 - Right Total Load Defl.. U549 (0.274") 43.7% 1 1 Live Load Defl. U675 (0.223") 71.1% 1 1 Defl. 0.274" 2Z.4% 1 1 rMax Span / Depth 12.7 n/a 1 % Allow % Allow Supports Dim. (L x W) Value Support Member' Material 'Bearing BO Wall/Plate 5-1/2" x 2-5/16" 1,067 lbs n/a n/a Unspecified B1 Wall/Plate 5-1/2" x 2-5/16" 1,067 lbs n/a. n/a Unspecified Notes Design meets Code minimum (0240) Total Ibad deflection criteria. Design. meets User specified (U480) Live load deflection criteria. ,Design meets arbitrary (1") Maximum load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist ■ . I ! Page 1 of 1 15 24" 24" Disclosure. Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST°', ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAMTM SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. �j Standard Structures Inc. COMPANY PROJECT Andreason P.O. Box K Santa Rosa, Ca. 95402 FJ -6 (877)980-7732 Fax:(707)838-8377 www.ssispec.com Sep. 9, 2009 06:21 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or plf ) Name. Type Distribution Magnitude Location [ft] Units -Analysis Shear 2187 Total Start End Start End 2450 Dead Dead Full Area 15.00 (24.0)* Capacity Min Length psf Load2 Floor Full Area 125.00 (24.0)* sf -Tr1DULary w1QLn tlil) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 17'-6" Dead 263 Value 263 Live 2187 -Analysis Shear 2187 Total 2450 5000 2450 Bearing: M = 10719 Mr = Capacity Min Length 5000 2-1/2 Dead Defl'n 5000 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 Value Design Value Analysis/Design ($) -Analysis Shear V = 2450 Vr = 5000 V/Vr = 49.00 Bending(+) M = 10719 Mr = 14555 M/Mr = 73.64 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.34 = L/613 0.44 = L/480 78.18 Total Defl'n 0.38 =. L/548 0.88 = L/240 43.78 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= 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. 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. 1 Ff3 -1,2, F6-1,3 I,,,0 = 1('Z (ID.oIS) t 3,S(0,01 _ ID,ISS��� Live Load 0.19 IN U925 ' Dead Load 0.03 in Total Load 0.22 IN L/782 Live Load Deflection Criteria: U360 1 . I J Total Load Deflection Criteria: Page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive /.f— Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:50:06 AM REACTIONS A_ B Provided Project: H07-069 Andreason 122.92 in3 Location: FB -1.1, FB -1.2, FB -1.3 ' Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 94.5 in2 5.25 IN x 18.0 IN x 14.33 FT 992.99 in4 Versa -Lam 3100 Fb - Boise Cascade ' Section Adegpate By: 130.69/o Controlling Factor: Moment 70011 ft -Ib IICCI c!`TinKIC !—f— Live Load 0.19 IN U925 ' Dead Load 0.03 in Total Load 0.22 IN L/782 Live Load Deflection Criteria: U360 1 . I J Total Load Deflection Criteria: Page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive /.f— Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:50:06 AM REACTIONS A_ B Provided Section Modulus: 122.92 in3 283.5 in3 Live Load 7165 Ib 7165 Ib 94.5 in2 Moment of Inertia (deflection): 992.99 in4 2551.5 in4 Dead Load 1308 Ib 1308 Ib 70011 ft -Ib Shear: -6778 Ib 17955 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 1.000 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 Ib 17955 Ib F9 -Z, Z; &,t,-r.SZ53 FT' ZAR z + 16,ZS/Z (o.ols = o.2r31y, w�RA' I.oSI + I6,ZS�z (o.12S ; Z,o�k/� wz�= FJ-31RL 0-13( + 1�,2s�z (o.oiS� = o.ZS 3iy� F9 -Z, Z; &,t,-r.SZ53 ' Project: H07-069 Andreason Location: FB -2.1 ' Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 18.0 IN x 15.0 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 7.1 % Controlling Factor: Moment DEFLECTIONS Center Live Load 0.46 IN U395 ' Dead Load ' 0.06 in Total Load 0.52 IN U347 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 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 Span Length 15 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 15 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' = 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 -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 spans) 2 Comparisons with required sections: Read 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 page 51 Frank Glazewski / 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 "—pit tsn 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 ft loft Load End. loft 15 ft Load Length 10 ft 5 ft ' I I 5Z ' Page Project:. H07-069 Andreason Frank GlazeWski Location: FB-2.2 Frank M Glazewski - Architect Multi-Loaded Multi-Span Beam 21 Delaware Drive ' [2007 California Building Code(2005 NDS)]Chico, California 95973 or 5.25 IN x 18.0 IN x 8.5 FT Versa-Lam 3100 Fb - Boise Cascade Section Adequate By: 186.5% StruCalc Version 8.0.100.0 9/9/2009 8:49:03 AM ' Controlling Factor: Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN U2268 Dead Load 0.01 in Total Load 0.05 IN U1984 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B ' Live Load 8305 Ib 8305 Ib Dead Load 1192 Ib 1192 Ib Total Load 9497 Ib 9497 Ib Bearing Length 2.41 in 2.41 in BEAM DATA Center Span Length 8.5 ft 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft ' Live Load Duration Factor 1.00 UNIFORM LOADS Center 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 pif Base Values Ad'us ed Total Uniform Load 2235 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. 1 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 1 Comparisons with required sections: Read Provided Section Modulus: 81.72 in3 283.5 in3 Area (Shear): 32.99 in2 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 II 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 Comparisons with required sections: Right Provided Live Load 0.28 IN U634 -0.06 IN U1778 208.7 in3 Dead Load 0.03 in 0.00 in 89.74 in2 Total Load 0.32 IN U565 -0.06 IN U1687 Moment of Inertia (deflection): Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U24C REACTIONS ' A B. C -48857 ft -Ib Live Load 12994 Ib. 31253 Ib 7554 Ib -17051 Ib Dead Load 1707 Ib 4394 Ib 492 Ib Total Load 14701 Ib 35647 Ib 8046 Ib Load Number Uplift (1.5 F.S) 0 Ib 0 Ib -3968 lb 2070 plf Bearing Length 3.73 in 9.05 in 2.04 in 253 plf BEAM DATA Center Right 1954 plf Span Length 15 ft 8.5 ft Load Start Unbraced Length -Top 0 ft 0 ft 10 ft Unbraced Length -Bottom 15 ft 8.5 ft 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 C/=0.95 CF=O. 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 -1= 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: Reg'd Provided Section Modulus: 208.7 in3 283.5 in3 Area (Shear): 89.74 in2 94.5 in2 Center Moment of Inertia (deflection): 1449.31 in4 . 2551.5 in4 1954 plf Moment: -48857 ft -Ib 66369 ft -Ib Beam Self Weight Shear: -17051 Ib 17955 lb L_00ffe Frank Glazewski Frank MGlazewski -Architect 21 Delaware Drive Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 8:56:44 AM LOADING DIAGRAM 15 ft 8.5ft UNIFORM LOADS Center Right Uniform Live Load 0 plf 1954 plf Uniform Dead Load 0 plf 253 plf Beam Self Weight 28 plf 28 plf Total Uniform Load 28 plf 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 10 ft 15 ft Load Length loft 5 ft ' I I w i Z 12r0� CAc v� = 2-9fz(0.01!5) 4- VO (0. nos t 13fz�r),. F-� To N -t _ 5SA 5_ N. 5-6 1 51PO ' Project: H07-069 Andreason Location: FB -3:1 ' Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 18.0 IN x 12.0 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 117.2% . Controlling Factor: Moment r)FFLFCTIONS Center Live Load 0.13 IN U1109' ' Dead Load 0.03 in Total Load 0.16 IN U880 Live Load Deflection Criteria: U360 1 1 1 1 Total Load Deflection Criteria: page �J Frank Gla zewski Frank M Glazewski - Architect 21 Delaware Drive er Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 9:43:32 AM REACTIONS A_ B 3100 psi Fb' = 2963 psi Live Load 8520 Ib 8520 Ib CF=0.96 94.5 in2 Moment of Inertia (deflection): Dead Load 2223 Ib 2223 Ib 285 psi. Fv' _ 285 psi Total Load 10743 Ib 10743 Ib . 17955 Ib Modulus of Elasticity: Bearing Length 2.73 in 2.73 in E'= 2000 ksi Comp. -L to Grain: Fc -1= BEAM DATA Center 750 psi Span Length 12 ft �2ft 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 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 in2 Moment of Inertia (deflection): Shear Stress: Fv = 285 psi. Fv' _ 285 psi Shear: Cd=1.00 17955 Ib Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 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 in2 94.5 in2 Moment of Inertia (deflection): 828.01 in4 2551.5 in4 Moment: 32230 ft -Ib 70011 ft -Ib Shear: 8165 lb 17955 Ib page J Project: H07-069 Andreason Frank Glazewski . Location: FB-3.2�rv~ j Frank M Glazewski - Architect Multi -Loaded Multi -Span Beam It_ a'' 21 Delaware Drive /.f ' [2007 California Building Code(2005 NDS)] Chico, California 95973 5.25 IN x 18.0 IN x 10.5 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 165.3% 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 2.39 in 2.39 in BEAM DATA. Center AL Span Length 10.5 ft 10.5 ft Unbraced Length -Top 1 0 ft Unbraced Length -Bottom 10.5 ft . ' Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 1Uniform Live Load 1420 plf. MATERIAL PROPERTIES Uniform Dead Load 343 plf Versa -Lam 3100 Fb Boise Cascade Beam Self Weight 28 plf ' Base Values Ad'us ed Total Uniform Load 1791 pif 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 1 1 71 i Comparisons with required sections: Read Provided Section Modulus: 99.92 in3 283.5 in3 Area (Shear): 35.62 int 94.5 in2 Moment of Inertia (deflection): 554.7 in4 2551.5 in4 Moment: 24676 ft -Ib 70011 ft -Ib . Shear: -6768 lb 17955 lb 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 I _ Total Load 0.16 IN U880 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski / x : Frank M Glazewski -Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version'8.0.100.0 9/9/20099:44:07 AM REACTIONS A B Provided Section Modulus: 130.51 in3 283.5 in3 Live Load 8520 Ib 8520 Ib 94.5 in2 Moment of Inertia (deflection): 828.01 in4 2551.5 in4 Dead Load 2223 Ib 2223 Ib 70011 ft -Ib Shear: 8165 lb 17955 lb Total Load 10743 Ib 10743 Ib Bearing Length 2.73 in 2.73 in BEAM DATA Center Span Length 12 ft �2 n Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 1 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. 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 Cbmp. -L to Grain: Fc - = 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 in2 Moment of Inertia (deflection): 828.01 in4 2551.5 in4 Moment: 32230 ft -Ib 70011 ft -Ib Shear: 8165 lb 17955 lb NOTES `v Project: H07-069 Andreason page Frank Glazewski Location: FB -3.1, FB -3.2, FB -3.3 Frank MGlazewski -Architect Multi -Loaded Multi -Span Beam 21 Delaware Drive or ' [2007 California Building Code(2005 NDS)] Chico, California 95973 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% StruCalc Version 8.0.100.0 9/9/2009 9:43:16 AM Controlling Factor: Shear LOADING DIAGRAM 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 REACTIONS A_ B C D ' Live Load 7599 Ib 19487 Ib 19487 Ib 7599 Ib 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 M12ft-10.5 ft 12 k 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 Center Right 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 Cd=1.00 C1=0.96 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 =1= 750 psi Fc - I' = 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 live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 112.13 in3 283.5 in3 Area (Shear): 54.66 int 94.5 in2 Moment of Inertia (deflection): 614.65 in4 2551.5 in4 Moment: -26638 ft -Ib 67351 ft -Ib Shear: 10385 lb 17955 lb s -,A,li r--13- WdU= (eIZCn,01,1- Y wXX = Herz (0.12 = ' 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 DEFLECTIONS 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: 11 11 �O page Frank Glazewski / Frank MGlazewski -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 lb Total Load 10123 Ib 10123 Ib Bearing Length 2.57 in 2.57 in BEAM DATA Center Span Length 15.25 ft 16.25 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, I 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 lb 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: U241 Comparisons with required sections: Live Load 1328 Ib 2284 Ib ' Dead Load 422 Ib 490. Ib ���I��`S Area (Shear): Total Load 1750 Ib 2774 Ib Moment of Inertia (deflection): Bearing Length 0.44 in 0.70 in 2.1 S ' BEAM DATA __,Center Span Length 31913 ft -Ib Shear: -2051 Ib . 11845 Ib 18 plf Unbraced Length -Top 0 ft 18 plf Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 Load Number Notch Depth 0.00 Left Live Load MATERIAL PROPERTIES 650 plf ' Versa -Lam 3100 Fb - Boise Cascade Base Values Adjusted 105 plf Bending Stress: Fb = 3100 psi Fb' = 3104 psi 650 plf Right Dead Load Cd=1.00 CF= 1.00 105 plf Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 4.25 ft Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi 8.5 ft 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 Controlling 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 Ib 62, page Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive or Chico, California 95.973 (Zfmrnlc Varcinn R n inn n 9/13/2009 9.3520 AM LOADING DIAGRAM 8.5 H 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 ' I I Project: H07-069 Andreason Location: FB -6 Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 11.875 IN x 7.5 FT Versa -Lam 3100 Fb - Boise Cascade Section Adequate By: 379.0% Controlling Factor: Moment DEFLECTIONS Center Read Provided Live Load 0.03 IN U2900 25.76 in3 123.39 in3 Dead Load 0.01 in 12.35 in2 62.34 int Moment of Inertia (deflection): Total Load 0.04 IN U2292 732.62 in4 Moment: Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L124( REACTIONS A B 2346 lb 11845 lb Live Load 1947 Ib 1634 Ib Beam Self Weight Dead Load 631 Ib 416 Ib Total Uniform Load . 18 plf Total Load 2578 Ib 2050 Ib Bearing Length 0.65 in 0.52 in Load Number One BEAM DATA Center. Span Length 7.5 ft Location 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 7.5 ft SPAN Load Number Live Load Duration Factor 1.00 . Left Live Load 125 plf Notch Depth 0.00 95 plf 30 plf MATERIAL PROPERTIES plf 205 plf Right Dead Load Versa -Lam 3100 Fb - Boise Cascade 30 plf Load Start 0 ft Base Values Adjusted Bending Stress: Fb = 3100 psi Fb' = 3104 psi 4.5 ft 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: 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 NOTES page Frank Glazewski / Frank MGlazewski -Architect " 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/13/2009 9:37:04 AM LOADING DIAGRAM 7.5 ft UNIFORM LOADS Center 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 plf 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 fb-3.2 i fb-3.2 Project: H07-069 Andreason Location: H-1 t Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] 5.25 IN x 14.0 IN x 3.5 FT UNIFORM LOADS Versa -Lam 3100 Fb - Boise Cascade Uniform Live Load Section Adequate By: 1.5% Uniform Dead Load Controlling Factor: Shear Beam Self Weight DEFLECTIONS Center Total Uniform Load Live Load 0.01 IN U3445 Dead Load 0.00 in POINT LOADS - CENTER SPAN Total Load 0.02 IN U2785 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 02 REACTIONS A_ B Live Load 8352 Ib 11135 Ib Dead Load 1996 Ib 2649 Ib Total Load 10348 Ib 13784 Ib Bearing Length 2.63 in. 3.50 in BEAM DATA Center Span Length 3.5 ft Unbraced 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 Adjusted Bending Stress: Fb = 3100 psi Fb' = 3047 psi Cd=1.00 CF=O. 98 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. I to Grain: ' Fc -1= 750 psi . Fc -1'.= 750 psi Controlling Moment: 20601 ft -Ib 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: 713760 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 int 73.5 int Moment of Inertia (deflection): 125.45 in4 1200.5 in4 Moment: 20601 ft -Ib 43552 ft -Ib Shear: -13760 Ib 13965 Ib page Frank Glazewski Frank*M Glazewski -Architect ?'I 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 9:45:04 AM LOADING DIAGRAM t 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 Page �. Project: H07-069 Andreason Frank Glazewski Location: H-24. Frank M Glazewski - Architect Multi-Loaded Multi-Span Beam �,� 21 Delaware Drive ar [2007 California Building Code(2005 NDS)] Chico, California 95973 5.5 IN x 11.5 IN x 6.75 FT #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 59.4% StruCalc Version 8.0.100.0 9/9/2009 10:22:51 AM Controlling Factor: Moment LOADING DIAGRAM. DEFLECTIONS Center 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: U2 REACTIONS A B ' Live Load 4253 Ib 4253 Ib Dead Load 819 Ib 819 Ib Total Load 5072 Ib •5072 Ib 1 ✓� Bearing Length 1.48 in 1.48 in BEAM DATA Center Span Length 6.75 ft 6.75 ft 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 Adiusted Total Uniform Load 1503 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. -t- to Grain: Fc - -L = 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 int 63.25 int ' Moment of Inertia (deflection): 163.45 in4 697.07 in4 Moment: 8558 ft-Ib 13638 ft-Ib Shear: 3652 lb 7168 lb Em 1-4 Project: H07-069 Andreason Pase�� Location: H-3 k Frank Glazewski / Multi -Loaded Multi -Span Beam Frank aware Drive -Architect [2007 California Building Code(2005 NDS)j , . C Delaware Drive or ' 5.5 IN x 9.5 IN x 3.33 FT Chico, California 95973 #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 720.9% StruCalc Version 8.0.100.0 9/9/2009 10:23:35 AM ' Controlling Factor: Shear LOADING DIAGRAM 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: U2 REACTIONS A_ B ' Live Load 1099 Ib 1099 Ib Dead Load 237 Ib 237 Ib 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 -Ib Shear:' 721 Ib 5922 lb 1 1 1 1 Project: H07-069 Andreason Location: H-4 ' Mulfi-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: 402.3% Controlling Factor: Shear I1CL1 CI+TI/1\IC !'`.. n1ne Live Load 0.00 IN 08038 ' Dead Load 0.00 in Total Load 0.01 IN U6926 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski / Frank MGlazewski -Architect 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:24:09 AM LOADING DIAGRAM REACTIONS A_ B 1350 psi Fb' = 1350 psi 82.73 in3 Live Load 1881 Ib 1881 Ib Moment of Inertia (deflection): Shear Stress: Fv = Dead Load 302 Ib 302 Ib Shear: Cd=1.00 5922 Ib Total Load 2183 Ib 2183 Ib E = 1600 ksi E'= Bearing Length 0.64 in 0.64 in 580 ksi E_min' = 580 ksi BEAM DATA Center 625 psi Fc -1' = 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 Cen er Notch Depth 0.00 1Uniform 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 82.73 in3 Cd=1.00 CF= 1.00 52.25 in2 Moment of Inertia (deflection): Shear Stress: Fv = 170 psi Fv' = 170 psi Shear: Cd=1.00 5922 Ib 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 Ib ' 5922 Ib o C) IA) 5,33 C,� K. page Project: H07-069 Andreason / Location: H-5 Frank Glazewski Man Beam Frank M Glazewski - Architect Multi-Loaded Multi-Span 21 Delaware Drive or [2007 California Building Code(2005 NDS)] 5.5 IN z 9.5 IN x 3.33 FT Chico, California 95973 #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 464.7% StruCalc Version 8.0.100.0 9/9/2009 10:24:43 AM Controlling Factor: Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN U9083 Dead Load 0.00 in Total Load 0.01 IN U7787 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A_ B Live Load 1665 Ib 1665 Ib Dead Load 277 Ib 277 Ib Total Load 1942 Ib 1942 Ib Bearing Length 0.56 in 0.56 in BEAM DATA Center 1350 psi Fb' = 1350 psi Span Length 3.33 ft 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 Live Load Duration Factor 1.00 Min. Mod. of Elasticity: E_min = UNIFORM LOADS Center Notch Depth 0.00 Fc -1= 625 psi 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: 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 in2 Moment of Inertia (deflection): 15.58 in4 392.96 in4 Moment: 1617 ft -Ib ' 9307 ft -Ib Shear: 10491b 5922 lb ' B 1350 psi Project: H07-069 Andreason 1350 psi Location: H-6 Live Load 2665 Ib Multi -Loaded Multi -Span Beam Ib [2007 California Building Code(2005 NDS)] Shear Stress: 5.5 IN x 9.5 IN x 5.33 FT Dead Load 443 Ib #1 - Douglas -Fir -Larch - Dry Use Ib Section Adequate By: 124.7% Cd=1.00 Controlling Factor: Moment 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: �2 page Frank Glazewski / Frank MGlazewski -Architect ' 21 Delaware Drive or Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:25:17 AM REACTIONS A B 1350 psi Fb' = 1350 psi 82.73 in3 Live Load 2665 Ib 2665 Ib Moment of Inertia (deflection): Shear Stress: Fv = Dead Load 443 Ib 443 Ib Shear: Cd=1.00 5922 Ib Total Load 3108 Ib 3108 Ib E = 1600 ksi E'= Bearing Length 0.90 in 0.90 in 580 ksi n.. ,�.. •.. ,..,._,. BEAM DATA Center 625 psi �.,..u. gip_ ,. _ ..,, Span Length 5.33 ft 6.33 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 1 Uniform Live Load 1000 plf MATERIAL PROPERTIES Uniform Dead Load 155 plf #1 - Douglas -Fir -Larch Beam Self Weight 11 plf Base Values Ad'us ed Total Uniform Load 1166 plf Bending Stress: Fb = 1350 psi Fb' = 1350 psi 82.73 in3 Cd=1.00 CF= 1.00 52.25 in2 Moment of Inertia (deflection): Shear Stress: Fv = 170 psi Fv' = 170 psi Shear: Cd=1.00 5922 Ib 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 in2 52.25 in2 Moment of Inertia (deflection): 63.87 in4 392.96 in4 Moment: 4142 ft -Ib 9307 ft -Ib Shear: -2238 Ib 5922 Ib W Z (O, 0 6S) w ,= (3f z,(o.0CnS) i' -/ 7, = 0•660��.� 0 1 B 1350 psi Project: H07-069 Andreason 1350 psi Location: H-7 Live Load 1339 Ib Multi -Loaded Multi -Span Beam Ib [2007 California Building Code(2005 NDS)] Shear Stress: 5.5 IN x 9.5 IN x 6.33 FT Dead Load 742 Ib #1 - Douglas -Fir -Larch - Dry Use Ib Section Adequate By: 182.7% Cd=1.00 Controlling Factor: Moment ncrcnrnuc r,...a... Live Load 0.02 IN U3126 1 Dead Load 0.01 in Total Load 0.04 . IN U2012 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: page Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version 8.0.100.0 9/9/2009 10:26:07 AM REACTIONS A_ B 1350 psi Fb' = 1350 psi Live Load 1339 Ib 1339 Ib Shear Stress: Fv = Dead Load 742 Ib 742 Ib Cd=1.00 Total Load 2080 Ib 2080 Ib E = 1600 ksi E'= Bearing Length 0.61 in 0.61 in 580 ksi E_min' = 580 ksi BEAM DATA Center 625 psi Fc -1' = 625 psi 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 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 - -L = 625 psi Fc -1' = 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 1 Comparisons with required sections: Read Provided Section Modulus: 29.26 in3 82.73 in3 Area (Shear): 13.95 in2 52.25 in2 Moment of Inertia (deflection): 46.88 in4 392.96 in4 Moment: 3292 ft -Ib 9307 ft -Ib Shear: -1581 Ib 5922 lb 1 Live Load 0.00 IN UMAX 1 Dead Load 0.00 in Total Load .0.00 IN UMAX Live Load Deflection Criieria: 0360 Total Load Deflection Criteria: Page �J Frank Glazewski / Frank M Glazewski ,Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version. 8.0.100.0 9/9/2009 10:26:49 AM REACTIONS A_ B 1350 psi Project: H07-069 Andreason 1350 psi Location:. H-8 Live Load 1099 Ib Multi -Loaded Multi -Span Beam [2007 California Building Code(2005 NDS)] Ib 5.5 IN x 9.5 IN x 3.33 FT Shear Stress: #1 - Douglas -Fir -Larch - Dry Use Dead Load 244 Ib Section Adequate By: 716.89/6 Controlling Factor: Shear - Ib ncci cr-rinkle Live Load 0.00 IN UMAX 1 Dead Load 0.00 in Total Load .0.00 IN UMAX Live Load Deflection Criieria: 0360 Total Load Deflection Criteria: Page �J Frank Glazewski / Frank M Glazewski ,Architect 21 Delaware Drive of Chico, California 95973 StruCalc Version. 8.0.100.0 9/9/2009 10:26:49 AM REACTIONS A_ B 1350 psi Fb' = 1350 psi 82.73 in3 Live Load 1099 Ib 1099 Ib Moment of Inertia (deflection): Shear Stress: Fv = Dead Load 244 Ib 244 Ib Shear: Cd=1.00 5922 Ib Total Load 1343 Ib 1343 Ib E= 1600 ksi E'= Bearing Length 0.39 in 0.39 in 580 ksi . E_min' = 580 ksi BEAM DATA Center 625 psi 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 82.73 in3 Cd=1.00 CF= 1.00 52.25 int Moment of Inertia (deflection): Shear Stress: Fv = 170 psi Fv' = 170 psi Shear: Cd=1.00 5922 Ib 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 - -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: -725 lb 5922 Ib 1 1 1` 1 1 1 1 1 t Fa-i�l/hI 3z'`Sa Fz� r3-Z.I/�,7 F(O jNj_Z,Z/(L Z. rT-,- q.�9�� 3Z'J0-X)F, r3-Z.I/�,7 F(O jNj_Z,Z/(L Z. rT-,- q.�9�� 3Z'J0-X)F, 3I116LXIZ 3 38�SQxIz„ 3z"SQ�c12�, 3 36«saX1z„ 3 —,WE- e 36`'SGQxl2`� #-S Piw - y6I's Qx16r' S-#S�w• 1 �-u�'ev�� - w1eZZ2v►I�e%-�IC2� N ' ' Revised; SEISMIC DESIGN; Description; lAndreason Plywood shearwalls Data from USGS tables; (When used) 06/10/09 9/29/2009 Zip Code State Area Latitude Longitude Zip Ss Zip S, Max Ss Max S, Min Ss Min S, 1User CA User 0 0 0.000 0.000 0.000 0.000 0.000 When using data from USGS Tables, input Max. S. and S, w_. . 0.000 Mapped Spectral Accelerations for short periods (0.2s) ' Determine Sa; 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 20.1 Site Classification Reference CBC Figure 1613.5.2 CBC Figure 1613.5(4) FD 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 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 0.534 (11.4-3) ASCE 7 -OS 3 2 _ Sol SM, 0.300 (11.4-4) ASCE 7-05 3 . Table 11.5-1 Importance factor Occupancy category t or ti I 1.00 (11.5.1) ASCE 7-05 11.5 Seismic Design Category Seismic design based category 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 0.112 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 Ca? Diaphragms are rigid, or for diaphragms that are flexible, max. distance between vertical elements does not exceed 40ft? I TRUE 1 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 it 12.2 STRUCTURAL SYSTEM SELECTION Bearing Wall Systems Ught-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, 00 3.00 Table 12.2-1, ASCE 7-05 Deflection Amplification Factor, Cd 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, Cd 2.60 12.8 Equivalent Lateral Force Procedure V = Ca W = 0.082 W (12.8-1) ASCE 7-05 For drift calculations; VNs = Ca W = 0.062 W (12.8-1) ASCE 7-05 Vew = Ce W = 0.082 W (12.8-1) ASCE 7-05 12.8.1.1 Calculation of Seismic Response Coefficient SOS Ce = -- = 0.082 g (12.6-2) ASCE 7-05 (R/1) Where T!9 Tc The value of Ca need not exceed; SOS CB = -- = 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, Tc F -16--oo-I seconds (11.4.5) ASCE 7-05. The upper limit on calculated periods above shall not exceed C„'Te; C„ 1.4 Table 12.8-1 ASCE 7-05 T 0.157 seconds C Ta 0.167 seconds T d,m NS 0.112 seconds T dart EW 0.112 seconds 811 SEISMIC D, Description; 9/29/2009 Data from USGS tables; (When used), Zip'Code State Area Latitude Longitude Zip S. Zip S-1 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 S1. Mapped Spectral Accelerations for short periods (0.2s) Determine Se; % 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 = Fa 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 SOS = — -SMS 0.634 (11.4-3) ASCE 7-05 3 2 Sol _ --- SM, 0.300 (11.4-4)'ASCE 7-05 3 Table 11.6-1 Importance factor Occupancy category t or tt 1 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 i 1 1 1 1 1 1 1 1 1 1 12.2 STRUCTURAL SYSTEM SELECTION Bearing Wall Systems Ught-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, no 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 = C. W = 0.267 W (12.8-1) ASCE 7-05 VEI = C, W = 0.267 W (12.8-1) ASCE 7-05 12.8.1.1 Calculation of Seismic Response Coefficient SOS C. _ -- = 0.267 g (12.8-2) ASCE 7-05 (R / 1) Where T 5 TL The value of Cs need not exceed; SDS C, _ -- = 0.671 g (12.8-3) ASCE 7-05 T(R/1) For structures with Sl;-, 0.6g, C. shall not be less than; (0.5) S, C. _ = 0.058 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 _16_.0_0__j feet Structure height C, 0.020 Table 12.8-2 ASCE 7-05 x 0.760 Table 12.8-2 ASCE 7-05 T, = C, hn' = 0.160 seconds (12.8-7) ASCE 7-05 Ts = 0.563 seconds (11.4.5) ASCE 7-05 Input calculated building period; T, 0.00 seconds North -south Tx 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 0.224 seconds C,T, 0.224 seconds T daft NS 0.160 seconds T daft EW 0.160 seconds fO ca GSSG h (� ck"(7- s4FIcseI+ `I-0 �' S � S -r .S -e � f � � c � u �-rJ..s � c�. � a �r (fin ems• CCA tila e Segs v��c p� Sec�dl e e� wa-��S�c( cek (�V',� o 00 ThTc,I S3•goK 3B(o 5� 313 = 0.013 1-S t` 1 1 . t . [o� uJ 1 LA) vw 3 r r 1 a 33 X13.1 Jr (o,o3g Ic-/ CAJ �0,0�O�� �z.�s,l 20, ,06 SD (o Z� - I 1� M Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; 07.069 - Andreason I Main Level I Line - A -1. Level; Main Line; �A Description; ' Miscellaneous; Connectorl A35 0.600 kipsleach ' Length of attachment I] Framing at 16" o/c ❑' Panels applied with long dimension across studs 0.000 kips/each Design v Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. Load combinations; ' Connectors at rim joist to mudsill/cripple wall top plate; ❑Applicable? Seismic; 0.6D+0.7E+H kips/ft Seismic governs; inches o/c max. ' Wind; 0.6D+.W+H Custom anchor; Shearwall; Description; 518" ' Calculate shearwall v, kips Total shearwall length 17.00 feet Factored; VwSmic 1.580 kips 1.106 kips VwiM 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 Okl '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-defindd SW used; v allow User defined 1; 0.000 kips/ft User defined 2; 0.000. kips/ft ' Sill nailing; ❑ Applicable? 0.154 - 2.367 feet o/c 16d sinker good for; 0.154 kips/each ' 0.065 16d nails at 0 inches o/c at SW Anchor bolts; I] Applicable? ❑ Shearwall on raised wood Floor Design v; 0.065 kips/ft 2 x Mudsill permitted ' Mudsill; PTDF zx • . Anchor bolts; 1/2' dia. I • Allowable shear per anchor bolt; 0.814 kips/ea ElDouble anchor bolts? El12" anchor bolts Ok 0.814 = 12.512 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.065 1/2" dia.xl0 in anchor bolts at 72 inches o/c max. ' Page 1 Connectorl A35 0.600 kipsleach ' Length of attachment 17.00 feet Connecto2 None 0.000 kips/each Design v 0.065 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; 0.065 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor; Description; 518" x 12 Axial capacity; 7-45-07-7 kips ' Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic - 9/2912009 Description; 07.069 - Andreason 1 Main Level I Line - A -1. Maximum collector force; 0.000 kips Wall 0 n . 1.106 0.065 0.000 0.000 0.000 0.000 0.000 0.000 Drag truss present to assume collector forces? No Connector? capacity Nailed top plate splice; 17.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y 16d nail good for; 0.132 kips/each -U Splice; 8 fi6d, nails, where used Bolted top plate splice; . 0.000 0.000 ❑ --- - 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; . 1.580 0.000 0.000 0.000 0.000 0.000 Wind; 0.000 0.000 1:1 -- - 0.000 110.000 0.000 . Summary; V1 0.000 o.000 ❑ --- - v, I V4 v. Conr nector v, V2 v, I V3 I Segment Desc. Wall 0 n . 1.106 0.065 0.000 0.000 0.000 0.000 0.000 0.000 Force LOT Connector? capacity 17.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y 0.000 -U 0.000 ❑ - 0.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 0.000 1-1 --- - 0.000 0.000 ❑. - 0.000 0.000 ❑ - 0.000 0.0oo ❑ - 0.000 0.000 0 - 0.000 0.000 0 - 0.000 0.000 1:1 -- - 0.000 0.0oo ❑ --- - 0.000 0.000 0 - - 0.000 o.000 ❑ --- - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ -- - 0.000 0.000 1:1 - - 0.000 0.000 1:1 --- - 0.000 0.0o0 I ❑ ---0.000 o.000 El- o.000 0.000 ❑ - 0.000 iutaiienyuis; u.uu u.uu Page 1 a 'Shearwall panel summary; i Load case; I.seismic 1-1 - MSF - 8.670 M� 8.670 9129/2009 w2 - --- 0.00 Description; 07-069 - Andreason (',Main Level I Line - A - 0.00 0.00 0.00 0.600 0.000 Angle of grid line; 0.00 degrees 0.000 w3 Pinhf innrl' Panel dimensions;.. Check aspect. ratio; Actual; Limited to; Length of panel; F717,00 ---]feet Panel height; 10.00 feet h1w; 0.59 :1 3.50 :1 OR Perforated shearwall - -where occuring; El Applies? .w4 W5 P1 P2 P3 P4 - [F&2'&"8W 90% fi Vt5 --- --- 1.506 0.000 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. 1. 0.00 Pier 2; htw;- 0.00 :1 - 3.50 :1 Ok Seismic loading; 0.000 15.361 0.000 V design; gn 0.065 - 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. 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".o.c. I• V.W . P, 0.213 kips/ft V all. = V., 2*w/h 0.213 kips/ft > 0.065 kips/ft Oki Wind loading;, V deu'gn'- 0.000 kips/ft v albw= 0.213 kips/ft > 0.000 kips/ft Oki ( Qm F_ Wall I Roof Floor 'Summary of DLRM- I n nin I n nid I n nig Load Niffidon;,', M.'FQ11 DERN"S"01, INE-Ird"'REROXHURIN 'It.)MOVAD-0 -WINIODLES - MSF - 8.670 M� 8.670 W1 --- 0.00 17.00 10.00 0.00 1 0.00 -0.600 0.060 w2 - --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 Pinhf innrl' --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 .w4 W5 P1 P2 P3 P4 - [F&2'&"8W 90% fi Vt5 --- --- 1.506 0.000 0.000 0.000 0.00. 0.00 17.00 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 15.361 0.000 0.000 0.000 0.000 0.000 0.000 Summary; Overturning moment-, 11.06 ft -kips FS DLRM - load acting from left to right; 8.67 ft -kips 0.7.8 DLkM - load acting from right to left; 24.03 ft -kips 2.17 Total; 8.670 24.031 Required . < 1 1.50 Holdown required > 1.50 Ok - No tension ties required Lett ena; End stud; 12-2x 1• Holdown; I HDU25/8" dia. F Clydim; 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; 0.1145 kips 3.075 Ok Concrete anchorage; Allowable; Holdown force; Anchor; ss-rB20 (5/8") 4.600 kips Ok Pinhf innrl' kips Allowable; Total holdown force; M End stud; z zx Holdown; I N/A dia.- Clr dim; 0.060 inches Additional offset to holdown; F70.00 -----]inches Length used to calculate tie force at right -end; 16.63 feet Holdown force; -0.780 kips Holdown force from above (if applicable);F-5.0 0-0 � kips Allowable; Total holdown force; -0.780 kips 0.000 kips Ok Concrete anchorage; Allowable; Anchor; N/A 0.000 kips Ok M qi Wall line analysis Sheafwall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Level I Line - BA -1: Level; Main Line; 6.1 Description; Miscellaneous; El Framing at 16" o/c ❑+ Panels applied with long dimension across studs Wall framing species; I DFL I • Top plate species; HF • Multiplier (species); 0.82 Design v; 0.067 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; E 518" x 12 Axial capacity; 4.50 kips ' Page 1 Load combinations; 2.292 feet o/c 16d sinker good for; 0.154 kips/each ' 0.067 16d nails at 0 inches o/c at SW Seismic; 0.6D+0.7E+H ❑' Applicable? ❑ Shearwall on raised wood Floor Seismic governs; Design v; Wind; o.6D+w+H �. zx • Anchor bolts; 1/2" dia. • ' Shearwall; ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 1 0.814 = Calculate shearwall v,- ,Total 4.000 inches 0.067 1/2" dia.xl0 in anchor bolts at 72 inches o/c max. Totalshearwall length 17.50 feet Factored; Connectorl A35 • 0.600 kips/each Vseismic 1.680 kips 1.176 kips Design v VW1ea 0.000 kips 0.000 kips inches o/c max. ' Shearwall v; ' Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Seismic 0.067 kips/ft < 0.213 kips/ft Oki Wind 0.000 kips/ft < 0.213 kips/ft Okl ' Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1•1 1 .0.213 kips/ft Side.2; I None • 16. 0.000 kips/ft v afleW, 0.213 kips/ft If user -defined SW used; v allow Userdefined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft ' Sill nailing; ❑ Applicable? Design v; 0.067 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; E 518" x 12 Axial capacity; 4.50 kips ' Page 1 0.154 2.292 feet o/c 16d sinker good for; 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 ermitted Mudsill; PTDF • zx • Anchor bolts; 1/2" dia. • ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 1 0.814 = 12.113 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.067 1/2" dia.xl0 in anchor bolts at 72 inches o/c max. Blocking/to late; Applicable? Connectorl A35 • 0.600 kips/each ' Length of attachment 17.50 feet Connector2 None • 0.000 . kips/each Design v 0.067 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; 0.067 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor; Description; E 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 0.000 0.000 --- 0.000 Force I Ignore Connector? capacity 17.50 w 17.50 0.00 y 0.00 0.00 0.00 0.00 0.00 0.00 Description; 07.069 - Andreason l Main Level 1 Line - B.1 -1. Maximum collector force; 0.000 kips 0.000 ❑ --- - 0.000- Drag truss present to assume collector forces? No - 0.00 0.00 0.00 Nailed top plate splice; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16d nail good for; 0.132 kips/each [S pl ci e a` 81[6tl=nail`s,,wlere:used Bolted top plate splice; 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 Use; Not applicable - 0.00 0.00 1 0.00 0.00 0.00 0.00 v; bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 Seismic; 1.680 0.000 LLOOO j 0.000 0.000 ❑ -o.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 Wind; 0.000 0.000 0.000 0.000 Summary: 0.00 0.00 0.00 I VA r 7-1 V1 v, V9 v.I VI I Segment Desc.1 Wall 0 n . 1.176 0.067 0.000 0.000 0.000 0.000 0.000 --- 0.000 Force I Ignore Connector? capacity 17.50 w 17.50 0.00 y 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 ❑ --- - 0.000- 0.000 ❑ --- - 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 ❑ - 0.000 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 0.000 ❑ - 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 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.00 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 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 ❑ -o.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 0.000 ❑ - o.000 0.000 ❑ - 0.000 0.000 ❑ - o.000 0.00 0.00 0.00 -.1 i i iy ll I .1- V.VV Page 1 17, Shearwall panel summary; Load case;Fse�lslwll• 5/8" dia. Cir dim; 1.250 inches Additional offset to holdown; 9/2912009 Description;A 07469 - Andreason Main Level i Line B -1. 17.50 feet 0.600 Angle of grid line; 0.00 degrees W2--- 0.00 0.00 Panel dimensions; 0.600 Check aspect ratio, Actual; Limited to; Length of panel; F-1-7.5-0 feet Panel height; 10.00 feet h1w; 0.57':1 3.50 :1 'Ok Perforated shea4all - where occuring; EI.Applies7 --- --- 1.506 W 0.000 Ogg 0.000 ROOM M.", 0.000 OMER "I : 0.00 0.00 17.50 0.00 0.00 0.00 0.00 0.00 --- --- --- --- Opening data; Width (ft); Height Left.x Pier 1; h1w; 0:00 :1 3.56:1 Ok 15.813 0.00 0 0.000 0.000 0.00 0.00 0.00 Pier 2; h1w; 0.00 :1 3.50 :1 Ok Seismic loading; -0.773 kips Holdown force from above (if applicable); 0.000 v design 0.067 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6", 12" o.c. .0.773 Adjust allowable, shear for seismic cases per Table 2305.3. 0.000 kips Ok Concrete anchorage; -F-I Allowable; .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. Anchor; N/A • kips v cap" 0.213 kips/ft v ,ll. V.p 2*w/h = 0.213 kips/ft > 0.067 kips/ft Okl Wind loading; v design; 0.000 kips/ft v a116. 0.213 kips/ft > 0.000 kips/ft Okl Wall Roof Floor Summary of DLRPA:" 0.010 0.014 0.012 Total; 9.188 25.001 Summary; Overturning moment; 11.76 ft -kips FS Re uired DLRM - load acting from left to right; 9.19 ft -kips. 0.78 < 1.50 Holdown required DLRM - load acting from right to left; 25.00 ft -kips 2.13 > 1.50 Ok - No tension ties required I oft onrl- End stud; -Holdown; HDU2 • 5/8" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00 wi --- 0.00 17.50 feet 0.600 0.060 9.188 9.188 W2--- 0.00 0.00 kips 0.600 0.000 0.000 0.000 w3. --- 0.00 0.00 0.600 0.000 0.,000 0.000 w4 W5 P1 --- --- 1.506 W 0.000 Ogg 0.000 ROOM M.", 0.000 OMER "I : 0.00 0.00 17.50 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 15.813 0.00 0 0.000 0.000 Total; 9.188 25.001 Summary; Overturning moment; 11.76 ft -kips FS Re uired DLRM - load acting from left to right; 9.19 ft -kips. 0.78 < 1.50 Holdown required DLRM - load acting from right to left; 25.00 ft -kips 2.13 > 1.50 Ok - No tension ties required I oft onrl- End stud; -Holdown; HDU2 • 5/8" dia. Cir dim; 1.250 inches 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 forc6; 0.151 kips 3.075. Ok Concrete anchorage; Allowable; Anchor; RFa2o 6/8,,) - 4.600 kips Ok Right end; End stud; 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; -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; -F-I Allowable; Anchor; N/A 0 0.000 kips Ok 11 ' Wall line analysis 1.120 feet olc 16d sinker good for, 16d nails at 0 0.154 kips/each inches o/c at SW Shearwall Summary; 2007 California Building Code; Anchor bolts; 912912009 ' Description; 07.069 - Andreason I Main Level 1 Line - D.1+D.2 -1. Design v; . 0.138 kips/ft 2 x Mudsill permitted Level; Main Line; F D.1+D.2 Description; zx Anchor bolts; ' Allowable shear per anchor bolt; 0.814 kips/ea Miscellaneous; ❑ 12" anchor bolts Ok ' 0.814 0 Framing at 16" o/c Q Panels applied with long dimension across studs 4.000. inches 0.138 Wall framing species; DFL • Top plate species; HF Multiplier (species); 0.82 ' Load combinations; Seismic; 0.6D+0.7E+H Seismic governs; ' Length of attachment Wind; 0.6D+W+H 0.000 kips/each Design v Shearwall; ' Calculate shearwall it; inches o/c max. ' Connectors Total shearwall length 21.58 feet . Factored; at rim joist to mudslll/cripple wall top plate; ❑Applicable? VWsrnic 4.240 kips 2.968 kips Vwind 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 Oki Description; Mark v cap . Side 1; 3/8" cdx plywood with 8d nalls at 6", 12" o.c. 1 0.213 kips/ft Side 2; None • 16 0.000 kips/ft ' vim„,; 0.213 kips/ft If user -defined SW used; v allow Userdefined 1; 0.000 kips/ft User defined 2; 0.000 kips/ft Sill nailing; ❑ Applicable? ' 0.154 0.138 1.120 feet olc 16d sinker good for, 16d nails at 0 0.154 kips/each inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Design v; . 0.138 kips/ft 2 x Mudsill permitted Mudsill; PTDF zx Anchor bolts; ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok ' 0.814 5.919 feet o/c Anchor bolt spacing in multiples of; 4.000. inches 0.138 112" dia.x10 in anchor bolts at 68 inches o/c max. Blocking/to late; (]Applicable? Connector1 A35 0.600 kips/each . ' Length of attachment 21.58 feet Connector2 None 0.000 kips/each Design v 0.138 kips/ft Maximum spacing r 24.00 inches o/c Connectors 24 inches o/c max. ' Connectors at rim joist to mudslll/cripple wall top plate; ❑Applicable? Design v; 0.138 kipslft A35 at 0 inches olc max. ' Custom holdown anchor; Custom anchor; Description; E 518" x 12 Axial capacity; 4.50 kips ' Page 1 q1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic - 9/29/2009 Description; 07-069 - Andreason / Main Level / Line - D.1+D.2 -1. Maximum collector force; 1.025 kips Wall 0 n . 2.968 0.064 Drag truss present to assume collector forces? No Force Ignorel Ignore Nailed top plate splice; capacity 12.25 w 8.75 0 9.33 w 12.25 0.00 9.33 16d nail good for; 0.132 kips/each y Y y Splice ', ... r8 7 '1.6tlnails-;where used`:w. Bolted top plate splice; Use; Not applicable - v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 0.000 Seismic; 4.240 0.000 ❑ - 0.000 0.000 0.000 0.000 0.000 ❑ - Wind; 0.000 0.000 LqML 0.000 1 0.000 0.000 Summary: V1 I v, 0.000 0.00 0.00 0.00 0.00 0.00 0.00 V4 v. rho I V2 I v, I V3 I v, Segment Desc. Wall 0 n . 2.968 0.064 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignorel Ignore Connector? capacity 12.25 w 8.75 0 9.33 w 12.25 0.00 9.33 0.00 8.75 0.00 y Y y 0.000 0.900 ❑ - 0.000 0.339 ❑ ' 0.000 16.00 o 0.00 16.00 y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.025 ❑ --- 0.000 0.000 ❑ --- ' 0.000 0.000 ❑ ' 0.000 0.000 ❑ - 6.000 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 0.000 ❑ - - 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 0.000 ❑ - 0.000 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 0.00 0.00 0.00 0.000 1:1 - 0.000 0.000 1:1 ' 0.000 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 1:1 - 0.000 0.0oo ❑ - 0.000 0.000 0 - 0.000 0.00 0.00 0.00 0.0oo ❑ 0.000 0.00 0.00 1 0.00 o.o0 0.00 0.00 0.00 0.00 0.000 El--- - o.000 0.000EE - 0.000 0.000 0.000 I V . IGI II, II I., L I.JD LY.111 Page 1 9S Shealwall panel summary; Load case; 'seismic ributa len the sft ° " M! ori wDN MM 0 Ma A M IMRS w1 � .., 'A 912912009 Description; 07-069 - Andreason I Main Level I Line • D:1+D.2.1. 12.25 10.00 0.00 0.00 0.600 0.060 Angle of grid line; 0.00 degrees 4.502 w2 -. e0.00 Total holdown force; Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 12.25 feet Panel height; F 10.00 feet 0.000 hlw; 0.82 :1 3.50 :1 Ok Perforated shearwall - where occuring; ❑ Applies? 0.00 0:00 0.00 0.00 0.00 0.600. Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w;. 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;. 0.000. 0.000 W5. V design; 0.138 kips/ft Specified shearwall for grid; 318" cdx plywood with 8d nails at 6", 12" o.c. 0.00 Q Adjust allowable shear for seismic cases per Table 2305.3. 0.600 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° o.c. P1�.� 0.000 v "P; 0.213 kips/ft v allow = V., * 2*w/h = 0.213 kips/ft > 0:138 kips/ft Oki Wind loading; 0.000 P2 . MM 0.000 V design, 0.000 kips/ft v allow = 0.213 kips/ft > 0.000 kips/ft Oki a'tl loads ks °'r P3 0.000 Wall Roof Floor 0.600 Summary of nI RM- n.010 I n_01d 0.000 P4 `; ;_ 0.000 Ib oad; IDe c� pilon Pot Start zEn, d E FOR ributa len the sft ° " M! ori wDN MM 0 Ma A M IMRS w1 � .., 'A --- 0.00 12.25 10.00 0.00 0.00 0.600 0.060 4.502 4.502 w2 -. e0.00 Total holdown force; 1.049 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 04000 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�.� 0.000 0.00 0.600 0.000 - 0.000 P2 . MM 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 Total; 4.502 4.502 Summary; Overturning moment; 16.85 ft -kips FS Required DLRM - load acting from left to right; 4.50 ft -kips 0.27 < 1.50 Holdown required DLRM - load acting from right to left; 4.50 ft -kips 0.27 < 1.50 Holdown required nff anrl• . End stud; 2 zx 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; 11.77 feet Holdown force; 1.049 kips Holdown force from above (if applicable); 1 0.000 kips Allowable; Total holdown force; 1.049 kips 3.075 Ok Concrete anchorage; . Allowable; . Anchor; SSTB20 (5/8") Anchor; SSTIBW(5/8^) 4.600 kips Ok Right end; End stud; 2 2x Holdown;. I HDU2 518" dia. Clr dim; 1.250 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; SSTB20 (5/8") 4.600 kips Ok Ib 1 1 1 1 1 1 1 1 1 �'` Loan t;,�escri Pion �,�� � '� got �"'� �S,tait�x� Enda` Tnliulaly lengtlas�(ft);, - Dfacto��, ��`�vd hit M w1 Shearwall panel summary; Load case; seismic` .,_ --- 0.00 912912009 0.600 0.060 2.611 2.611 w2 Description; 07-069 - Andreason I Main Level I Line - D.1+D.2 - F 0.000 0.00 0.00 0.00 0.00 0.00 ' 0.000 ^' Angle of grid line;., 0.00 degrees 0.000 w3 W --- 0.00. Panel dimensions; Check" aspect ratio; Actual; Limited to; 0.000. Length of panel; 9.33 feet Panel height; 10.00 feet h/w; 1.07 :1 3.50 :1 Ok .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- Perforated shearwhere occuring; ❑ Applies? wall - 0.000 .0.000 0.000 ' 0.000 Opening data; Width ft ; . Hei ht ft ; Left x ft ; Pier 1; 'h/w; 0.00 :1 3.50 :1 Ok 0.000 0.000 0.00 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 .Ok 0.000 Seismic loading; 0.600 0.000 0.000 ' Allowable; V design; 0.138 kips/ft Specified shearwall for grid; 318" cdx plywood with 8d nails at 6",12" o.c. Anchor; I s5T132o (S/8^) 4.600 kips Q 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 6", 12" o.c. • v P; 0.213 kips/ft v allow= V.p 2'w/h = 0.213 kips/ft > 0.138 kips/ft Okl ' Wind loading; V design, 0.000 kips/ft V allow = 0.213 kips/ft > 0.000 kips/ft Okl ,�Deatl�loads��ks-9;; ��, W Wall I Roof Floor Summary of DLRM: AM I ANA I n ni,) 1 1 1 1 1 1 1 1 1 �'` Loan t;,�escri Pion �,�� � '� got �"'� �S,tait�x� Enda` Tnliulaly lengtlas�(ft);, - Dfacto��, ��`�vd hit M w1 rte" --- 0.00 9.33 10.00 0.00 0.00 0.600 0.060 2.611 2.611 w2 Holdown force from above (if applicable); F 0.000 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 W --- 0.00. 0.00 0.00 0.00 0.00 0.600 0.000 0.000. 0.000 w4 w5 P1 P2. P3; P4 ";„ . n*k„.,3 --- 0.000 0.000 0.000 0.000 1 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0.600 0.000 .0.000 0.000 0.600 0.000 0.000. 0.000 0.600 Holdown force; 0.000 0.000 0.600 0.000 0.000 0.600 0.000 0.000 0.600 0.000 0.000 Total; 2.611 2.611. Summary; Overturning moment; 12.83 ft -kips FS Re uired DLRM - load acting from left to right; 2.61 ft -kips 0.20 < 1.50 Holdown required DLRM - load acting from right to left; 2.61 ft -kips 0.20 < 1.50 Holdowh required Lett end; End stud;. 2 zx 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; 8.85 feet' Holdown force; 1,155 kips Holdown force from above (if applicable); F 0.000 kips Allowable; ' Total holdown force;_ 1.155 kips 3.075 Ok Concrete anchorage; Allowable; Anchor; I SSTB20 (5/8") • 4.600 kips Ok Right end; End stud; z zx • Holdown; HDU2 � 518" dia. Cir dim; 1.250 inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 8.85 feet Holdown force; 1.155 kips ' Holdown force from labove (if applicable); 0.000 kips Allowable; Total holdown force; 1.155 kips 3.075 kips Ok Concrete anchors e, Allowable; Anchor; I s5T132o (S/8^) 4.600 kips Ok C in Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; 07.069 - Andreason I Main Level 1 Line - H.1 -1. Level; Main Line; H.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; Mark v cap Seismic; 0.6D+0.7E+H 0.312 Seismic governs; Wind; 0.6D+W+H 0.000 kips/ft Shearwall; . v ells,; 0.312 kips/ft Calculate shearwall v,- ;Total v allow 0.310 1/2" dia.x10 in anchor bolts at 28 inches o/c max. Totalshearwall length 15.66 feet Factored; Vseigrrdc 6.940 kips 4.858 kips Vwind 0.000 kips 0.000 kips Shearwall v; Maximum spacing 24.00 inches o/c Connectors 24 inches o/c max. ' Seismic 0.310 kips/ft < 0.312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kips/ft Okl Descri tion; Mark v cap Side 1; 3/8" cdx pl ood with 8d nails at 4", 12" o.c.. 2 0.312 kips/ft Side 2; None 16 0.000 kips/ft ❑ Double anchor bolts? v ells,; 0.312 kips/ft If user -defined SW used; v allow 0.310 1/2" dia.x10 in anchor bolts at 28 inches o/c max. User defined 1; Blocking/to late; 0 Applicable? 0.000 kips/ft User defined 2; 29.00 feet Connector? None 0.000 kips/each Design v 0.000 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? Sill nailing; ❑Applicable? Design v; 0.310 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor, 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 LI ' Page 1 Anchor bolls; ❑' Applicable? ❑ Shearwall on raised wood floor Design v; 0.310 kips/ft 2 x Mudsill ermitted Mudsill; FPTDFT-1 Anchor bolts; 1/2" dia. ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok ' 0.814 =2 Anchor bolt spacing in multiples of; 4.000 inches .624 feet olc 0.310 1/2" dia.x10 in anchor bolts at 28 inches o/c max. Blocking/to late; 0 Applicable? 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 24.00 inches o/c Connectors 24 inches o/c max. ' Connectors at rim joist to mudsill/cripple wall top plate; ❑Applicable? Design v; 0.310 kips/ft A35 at 0 inches o/c max. ' Custom holdown anchor; Custom anchor, Description; F 518" x 12 Axial capacity; 4.50 kips LI ' Page 1 Line geometry Line summary! Line geometry and collector forces; Load case; seismic - 9/2912009 Description; V-069 - Andreason / Main Level 1 Line - H.1 -.1. Maximum collector force; 3.245 kips Wall 0 n . 4.858 0.103 Drag truss present to assume collector forces? No - Connector? capacity Nailed top plate splice; 0.00 0.00 0.00 13.50 5.00 13.00 y Y y 16d nail good for; * 0.132 kipsleach Sp ce; ., ' 25 1�6d nails where used a Bolted top plate splice; 15.66 w 15.66 0.00 y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Use; Not applicable - I 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; 6.940 0.000 0.000 0.000 0.00 o.ao 0.00 Wind; 0.000 0.000 0.000 0.000 Summarv: F-v-l-T--v-,T I V4 I v, r.nn-. V2 I v, I V3 I v, Segment Descj Wall 0 n . 4.858 0.103 0.000 0.000 0.000 0.000 0.000 0.000 Force I Wore Connector? capacity 13.50 o 5.00 0 13.00 o 0.00 0.00 0.00 13.50 5.00 13.00 y Y y 0.000 -1'.391 -1.906 -3.245 0.000 0.000 0.000' 0.000 0.000 0.000 0.0oo 0.000 0.000 0.000 0.000 0.000 0.000. o.000 0.000 o.000 0.000 0.000 o.000 ono 0.000 0.000 ❑ - 0 - 0 - ❑ ❑ --- ❑ 0 0 ❑ --- ❑ - ❑ ❑ - ❑ --- 1:1 0 1:3 ❑ 0 ❑ ❑ 17-1 --- ❑ --- ❑ El-- ❑ - - - - - - - - - - - - - - - - - - - - - - - - - 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 0.000 0.000 0.000 0.0oo 0.000 15.66 w 15.66 0.00 y 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. 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 o.ao 0.00 I Uldl lenglns, 13.00 1 LOU Page 1 Shearwall panel summary; Load case; seismic 00 I N , ��;, 19 a' LE) 6 mom wg-g ga-figigm wl Additional offset to holdown; 912912009 0.00 15.67 10.00 .0:00 0.00 0.600 0.060 Description; 07-069-Andreason/ Main Level I Line - H.1 - 1. 7.366 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; 15.67 feet Panel height; 10.00 feet h/w: 0.64:11 3.50 :1 Ok Perforated shearwall - where occUring; 0 Applies? 0.000 0.000 w4 Opening data; Width (ft); Height Left x Pier 1; htw; 0.00 :1 3.50 :1 Ok • 0.00 1 0.00 0.00 Pier 2; h/w; 0.00 :V 3.50 :1 Ok Seismic loading; P3 0.000 0.00 P4 �?Algrp 0.000 0.00 1.906 kips V design'- 0.310 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. Allowable; Total holdown'force; 1.906 kips 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. Concrete anchorage; • v CP; 0.312 kips/ft v aow V.P 2*w/h = 0.312 kips/ft > 0.310 kips/ft Oki Wind loading; V design; 0.000 kips/ft v aibw = 0.312 kips/ft > 0.000 kips/ft Oki WOMEN Wall Roof Floor Summary of DLRM: 0.010 0.014 0.012 ffi mmimb Room mom SUMMER 00 I N , ��;, 19 a' LE) 6 mom wg-g ga-figigm wl Additional offset to holdown; --- 0.00 15.67 10.00 .0:00 0.00 0.600 0.060 7.366 7.366 W2;,'' kips 0.00 0.00 0.00 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 --- 0.00 0.00 dia. Clr dim;. 1.250 inches 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 1 .0.000 12.298 0.000 0.000 0.000 W5 i,k 0.00 0.00. PI 'LR' 1.308 1 .67 5 P2 pfi 0.000 0.00 P3 0.000 0.00 P4 �?Algrp 0.000 0.00 Total; 7.366 19.664 Summary; Overturning moment; 48.61 ft -kips FS Re uired DLRM - load acting from left to right; 7.37, ft -kips 0.15 < 11.50 Holdown required DLRM - load acting from right to left; 19.66 ft -kips 0.40 < 1.50 Holdown required Pff Pnd. End stud; 2 zx Holdown; I HDU2 5/8" dia. Clrdim; .11.250 -inches Additional offset to holdown; 0.00 inches Length used to calculate tie force at left end; 115.19 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' Allowable; Anchor; SSTB20 (5/8") • 4.600 kips Ok Right end; End stud; z zX Holdown;. HDU2 F-•] 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); 0.000 kips Allowable; Total holdown'force; 1.906 kips 3.075 kips Ok Concrete anchorage; Allowable; Anchor; SS-FB20 (5j8") 4.600 kips Ok Wall line analysis Shearwalj Summary; 2007 California Building Code; 912912009 ' Description; 07-069 - Andreason 1 Main Level I Line - L -1. Level; Main Line; © Description; ' Page 1 Miscellaneous; Connectorl 0.600 kips/each ' Length of attachment I] Framing at 16" o/c (] Panels applied with long dimension across studs 0.000 kips/each Design v Wall framing species; Top plate species; HF Multiplier (species); 0.82 Load combinations; 24.00 inches o/c Connectors '24 inches o/c max. ' Seismic; 0.6D+0.7E+H Seismic governs; Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? Wind; 0.6D+W+H Design v; 0.190 kips/ft A35 at 0 Shearwall; Custom holdown anchor; Calculate shearwall v; Custom anchor, Total shearwall length 12.50 feet Factored; kips vsds6c 3.400 kips 2.380 kips V,„„d 0.000 kips 0.000 kips Shearwall v; Seismic 0.190 kips/ft < 0.213 kips/ft Oki Wind 0.000 kips/ft < 0.213 kips/ft Okl Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1-1 1 0.213 kips/ft Side 2; None 16 0.000 kips/ft v allow; 0.213 kipslft 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 - 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; ❑° Applicable? ❑ Shearwall on raised wood Floor Design v; 0.190 kips/ft 2 x Mudsill ermitted Mudsill; FP • zx Anchor bolts; 1/z" dia. Allowable shear per anchor bolt; 0.814 kips/ea . ❑ Double anchor bolts? [:112" anchor bolts Ok ' 0.814 = 4.275 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.190 1/2" dia.xl0 in anchor bolts at 48 inches o/c max. ' Page 1 Connectorl 0.600 kips/each ' Length of attachment 46.50 feet Connector2 1;k� 0.000 kips/each Design v 0.051 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; 0.190 kips/ft A35 at 0 inches o/c max. Custom holdown anchor; Custom anchor, Description; E 518" x 12 Axial capacity; 4.50 kips ' Page 1 Line geometry Line summary; Line geometry and collector forces; Load case; seismic 912912009 Description; 07.069 - Andreason 1 Main Level I Line - L -1. Wall 0 n . Maximum collector force; 0.747 kips Force Ignorel Ignore Connector? Drag truss present to assume collector forces? No o . w o w o 0.00 6.50 0.00 6.00 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 Nailed top plate splice; y Y Y y 0.000 16d nail good for; 0.132 kips/eachS Ig icer -0.447 • 8 16d. naills', w" he eased. Bolted top plate splice; 0.000 -0.086 ❑ - • 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 El - Seismic; 3.400 0.000 0.000 0.000 0.000 0.000 0.000 ❑ --- Wind; 0.000 0.000 0.000 0.000 0.000 0.000 Summary: V1 I 0.000 0.000 0 • v, I V4 I v. FConnectorl v, I V2 I v, I V3 I Segment Desc. Wall 0 n . 2.380 0.052 0.000 0.000 0.000 0.000 0.000 10.000 Force Ignorel Ignore Connector? capacity 8.67 6.50 10.50 6.00 14.50 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 o . w o w o 0.00 6.50 0.00 6.00 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 8.67 0.00 10.50 0.00 14.50 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 -0.447 • 0.000 0.456 0.000 -0.086 ❑ - • 0.000 0.747 1 11 - • 0.000 0.000 El -- • 0.000 0.000 ❑ --- • 0.000 0.000 0.000 0.000 El - 0.000 0.000 11 I-=• 0.000 0.000 ❑ • 0.000 0.000 ❑ • 0.000 0.000 ❑ --- 0.000 0.000 ❑ --- • 0.000 0.000 0 1 0.000 0.000 13 0.000 0.000 ❑ - • 0.000 0.000 0 • 0.000 0.000 ❑ --- • 0.000 0.000 ❑ 0.000 0.000 ❑ --- • 0.000 0.000 O • 0.000 0.000 ❑ - • 0.000 0.000 ❑ --- • 0.000 0.000 ❑ • 0.000 0.000 • 0.000 lotallengms; 1Z.Ou 33.b/ Page 1 JQ Shearwall panel summary; Load case: seismic W1 dia. Clr dim; 1.250 inches 9/29/2009 Description; 07.069 Andreason l Main Level Line - L -1. 6.50 10.00 0.00 0.00 .0.600 0.060 Angle of grid line; 0.00 degrees 1.268' w2 H61down-force; Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 6.50 feet Panel height; 10.00 feet h/w; 1.54 :1 ' 3.60 :1 Ok Perforated shearwall where occoring; El Applies? 11.845 --- 0.00 Opening, data; Width (ft); Height( 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; 0.00 0.600 0.000 V design; 0.190 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 6",12" o.c., 0.000 Adjust allowable shear for seismic cases per Table 2305.3. Additional offset to holdown; - 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 0.000 v 0.213 kips/ft V albw= V., 2*w/h = 0.213 kips/ft > 0.190 kips/ft Okl Wind loading; --- 0.600 kips V design,* 0.000 kips/ft v all" 0.213 kips/ft > 0.000 kips/ft Okl 0.000 0.00 Allowable; 0.600 Wall Roof Floor 0.000 0.000 P3 Ri imm:4ry of ni Rm. 0.010 .0 n-01H 0.000 0.00 --- V 'M I '"INIV-6101111. "INSIN mom IRS BOXER F - RRINIM-1 100 W1 dia. Clr dim; 1.250 inches --- 0.00 6.50 10.00 0.00 0.00 .0.600 0.060 1.268 1.268' w2 H61down-force; 1.845 0.00 0.00 Ho 0.00 0.00 0.600 0.000 0.000 0.000 w3 11.845 --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 kips --- 0.00 0.00 0.600 0.000 0.000 0.000 W5 Additional offset to holdown; - 0.00 0.00 0.600 0.000 0.000 0.000 Pi 1.845 0.000 0.00 --- 0.600 kips 0.000 0.000 P2 kips 0.000 0.00 Allowable; 0.600 0.000 0.000 P3 Ok 0.000 0.00 --- 0.600 0.000 0.000 P4 0.000 0.00 0.600 0.000 0.000 Total; 1.268 1.268 Summary; Overturning moment; 12.38 ft -.kips FS Re wired - - DLRM - load acting from left to right; 1.27 ft -kips 0.10. < 1.'50 Holdown required DLRM - load acting from right to left; 1.27 ft -kips 0.10 < 1.50 Holdown required I aft Pnrl- 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; 6.02 feet H61down-force; 1.845 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 11.845 kips 3.075 Ok Concrete anchorage; ' Allowable; Anchor; I SSTBzO (5/8") 4.600 kips Ok Right end; 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 right end; 6.02 feet Holdown force; 1.845 kips Holdown force from 'above (if applicable); 0.000 kips Allowable; Total holdown force;,, 1.845 kips 3.075 kips Ok Concrete anchorage; - Allowable; Anchor; SSTB20 (5/8") 4.600 kips Ok (Ul Shearwall panel summary; Load case, ESe:ir:-:,,:� 912912009 Description; 07.069 - Andreason I Main Level I Line - L - Angle of grid line; 0.00 degrees 1111M A-0060 I W-5 lam EMQ wiJ%LY,@W, "a'? . , W- I -R, P Panel dimensions; 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; El Applies,? --- 3.0.75 Ok' .0.00 0.00 0.00 0.00 Opening data; Width (ft);' Height Left x(ft); Pier 1; h1w; -0.00 :1 3.50 :1 Ok 0.00 1 0.00 0.00 Pier 2; h1w; 0.00 :1 3.50 :1 Ok Seismic loading; 0.000 0.000 0.000 w4 V design'- 0.190 kips/ft Specified shearwall for grid; 318" cdx plywood with 8d nails at 6",12" o.c.. --- E] Adjust allowable shear for seismic cases per Table 2305.3. 0.00 0.000 kips 0.600 0.600 0.600 0.600 0.600 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 6", 12" o.c. 0.000 v 1 0.000 Y P. 0.213 kips/ft v ,1l = Vim, 2*w/h = 0.213 kips/ft > 0.190 kips/ft Oki .Wind loading; 0.000 P3st,' M-0.000 0.00 0.000 0.000 V design,' 0.000 kips/ft, V albw = 0.213 kips/ft > 0.000 kips/ft Oki W WI X4' Wall I Roof Floor Summary of DLRM- 0.010 1 0.014 1 0.012 �Zldf 4'�9-8 re" KNEEN s 1111M A-0060 I W-5 lam EMQ wiJ%LY,@W, "a'? . , W- I -R, P --- 0.00 6.00 10.00 0.00 0.00 0.600 0.060 1.080 1.080 w20.00 Total holdown force; --- 3.0.75 Ok' .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 Holdown force --- 0.00 0.00 0.000 kips 0.600 0.600 0.600 0.600 0.600 0.600 0.000 0.000 0.000 0.000 w5 --- 0.00 0.00 1 0.000 0.000 M, PI RANAMIRM-Ma 0.000 0.00 --- 0.000 0.000 P2 VW ' ' 0.000 0.00 f 0.000 0.000 P3st,' M-0.000 0.00 0.000 0.000 P4 1W 0.000 0.00 0.000 0.000 Total; 1.080. 1.080 Summary; Overturning moment; 11.42 ft -kips FS Required DLRM.- load acting from left to right; 1.08 ft -kips 0.09 < 1 1.50 JHoldown required DLRM - load acting from right to left; 1.08 ft -kips 0.09 < 1.50 1 Holdown required I aft and End stud; Holdown; HDU2 5/8" dia. Cir 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 HoldownJorce from above (if applicable); 0.000 kips Allowable; Total holdown force; 1.874 kips 3.0.75 Ok' Concrete anchorage; Allowable; Anchor; SST820 (5/8") 4.600 kips Ok Right end; 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 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; FiST-B� (5/85 4.600 kips Ok ��S Wall line analysis ' Shearwall Summary; 2007 California Building Code; Connectorl A35 912912009 ' Description; 07.069 - Andreason 1 Main Level I Line -19.1 -1. Connector2 None 0.000 kips/each ' Level; Main Line; 0.125 kips/ft Description; Miscellaneous; 24.00 inches o/c Connectors 24 inches o/c max. ' Framing at 16" o/c I] Panels applied with long dimension across studs Connectors at rim joist to mudsill/cripple Wall framing species; DFL Top plate species; HF Multiplier (species); 0.82 kips/ft Load combinations; inches o/c max. ' Seismic; 0.6D+0.7E+H anchor; Seismic governs; Wind; 0.6D+W+H ' Shearwall; Calculate shearwall v; x 12 Axial capacity; 4.50 kips Total shearwall length 19.33 feet Factored; Vseismic 5.890 kips .4.123 kips VW.d 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.213 kips/ft < 0.312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kips/ft Oki 'Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at d", 12" o.c. 2 0.312 kips/ft Side 2; None 16 0.000 kips/ft vimw; 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 11 6d sinker good for; 0.154 kips/each '0.213 16d Waits at 0 inches o/c at SW Anchor bolts; 0 Applicable? ❑ Shearwall on raised wood floor Design v; 0.213 kips/ft 2 x Mudsill permitted _ Mudsill; PrDF - zx Anchor bolts;. Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bclts? ❑ 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.xl0 in anchor bolts at 44 inches o/c max. ' Page 1 Connectorl A35 0.600 kips/each ' Length of attachment 33.00 feet Connector2 None 0.000 kips/each 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. rCustom.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 - 912912009 Description; 07.069 - Andreason 1 Main Level I Line -19.1 - I . Maximum collector force; 3.069 kips Wall 0 n . 4.123 Drag truss present to assume collector forces? NO - I nore Connector? Nailed top plate splice; capacity 19.33 w 16d nail good for; 0.132 kips/each4Sp ilii ce� Y 1 nails ;wheie used Bolted top plate splice; Use; Not applicable - v, bolt; 0.00 kips/ea. No. of bolts required; 0 Input lateral loads; V1 V2 V3 V4 1.555 ❑ CS16 - 1.25x - Seismic; 5.890 0.000 0.000 0.00 0.00 0.00 0.000 0.000 0.00 0.00 0.00 Wind; 0.000 0.000 0.000 0.000 0.000 0.000 1:1 --- - Summarv- V1 I 0.00 0.00 0.00 0.0oo ❑ - - v, I V4 v. Connector v. I V2 v, V3 I Segment Desc. Wall 0 n . 4.123 0.055 0.000 0.000 0.000 0.000 0.000 0.000 Force I nore Connector? capacity 19.33 w 19.33 0.00 Y 0.000 13.50 0 0.00 13.50 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 1.555 ❑ CS16 - 1.25x - 1.705 14.25 o 0.00 14.25 y 0.777 ❑ 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 0.0oo ❑ --- - 0.000 0.00 0.00 0.00 0.000 1:1 --- - 0.000 0.00 0.00 0.00 0.0oo ❑ - - 0.000 0.00 0.00 0.00 o.000 ❑ --- Evil 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 0.0oo ❑ - 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 0.000 -7vI 0.0oo 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 0.000 ❑ - - • 0.000 0.00 0.00 0.00 0.000 ❑ I --- • 0.000 0.00 0.00 0.00 0.000 ❑ - 0.000 Total lengths; 19.33 56.25 Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Shearwall panel summary; Load case; rseismic 912912009 Description; 07.069 - Andreason I Main Level 1 Line -19.1.1. Angle of grid line; 0.00 degrees Panel dimensions; UW4--yy 1 -00'0 A 1 W&DIM WPM Check aspect ratio; Actual; Limited to; Length of panel; 19.33 feet Panel height; feet 8.00 h/w; 0.52 :1 IN :1 Ok Perforated shearwall - where occuring; El Applies?. Anchor; I ss-re20 (5/8") 0.00 0.00. 0.00 0.00 0.00 Opening data;. Width (ft); Height(ft); Left x(ft); 0.000 Pier 1; h/w; 0.00 :1 3.50.1 Ok 0.00 0.00 0.00 0.00 0.00 Pier 2; h/w; 0.00 A 3.50 :1 'Ok Seismic loading; J&Q&I �-W XM --- 0.00 0.00 Holdown force from above (if applicable); 0.660 V design; 0.213 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4";12" o.c. w5 21 Adjust 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; 3/8" cdx plywood with 8d nails at 4'', 12" o.c. 0.000 0.000 Pi v P; 0.312 kips/ft v ellow= V., 2*w/h = 0.312 kips/ft > 0.213 kips/ft dkI Wind loading; 0.000 P2 , 6"-ffio4W*4�P 0.000 0.00 V design,' 0.000 kips/ft v allow = 0.312 kips/ft > 0.000 kips/ft Okl 0.000 0.00 N-1 MI W, WN, S 0 0.600 0. 0.000 0.000 N Wall Roof Floor 0.00 Summary of DLRM: 0.010 1 0.014 0.015 ,,Load INUMINK, INS, WN 70RINWN N 5 UW4--yy 1 -00'0 A 1 W&DIM WPM WON 7- wi 0.000 kips 0.00 19.33 10.00 0.00 8.00 0.600 0.132 24.661 24.661 - w2 Anchor; I ss-re20 (5/8") 0.00 0.00. 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w3 518" --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 0.000 w4 J&Q&I �-W XM --- 0.00 0.00 Holdown force from above (if applicable); 0.660 0.000 0.000 0.000 w5 kips --- 0.00 0.00 0.600 0.000 0.000 0.000 Pi 0.000 0.00 --- 600 0.600 0.000 0.000 0.000 P2 , 6"-ffio4W*4�P 0.000 0.00 001 0.000 0.000 P3 aQ W.0% 0.000 0.00 --- 0.600 0. 0.000 0.000 N §0 0.000 0.00 0.600 0. 0.000 0.000 Total; 24.661 24.661 Summary; Overturning moment; 41.23 ft -kips FS Re 'Ed r2 DLRM - load acting from left to right; 24.66 ft -kips 0.60, 1.50 Holdown required DLRM - load acting from right to left; 24.66 ft -kips 0.60 < PI -50 Holdown required 1 oft onrl-' End stud; Holdown; I HDU2 T -I 5/8" dia. Clydim; 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; I ss-re20 (5/8") .4.600 kips Ok. Right end; End stud; 2 zx Holdown; HDU2 518" dia. Clr 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; RENO (5/8") 4.600 ' kips Ok 0 Wall line analysis Shearwall Summary; 2007 California Building Code; 912912009 Description; 07.069 - Andreason 1 Main Level / Line - 20.1 -1. Level; Main Line; F 20.1 Description; ❑' 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; Seismic; 0.6D+0.7E+H Seismic governs; Wind; 0.6D+W+H Calculate shearwall v,- Total ;Total shearwall length 20.83 feet Factored; Vseismic 8.760 kips 6.132 kips VwNd 0.000 kips . 0.000 kips Shearwall v; Seismic 0.294 kips/ft < 0:312 kips/ft Oki Wind 0.000 kips/ft < 0.312 kips/ft Okl Description; 0.090 kips/ft Mark v cap Side 1; 3/8" cdx plywood with 8d nails at a", 12" o.c. - 2 0.312 kips/ft Side 2; 1 None 16 0.000 kips/ft wall top plate; ❑ Applicable? vsil,W; 0.312 kips/ft If user -defined SW used; kips/ft A35 at 0 v allow User defined 1; 0.000 kips/ft User defined 2; Custom anchor; 0.000 kips/ft x 12 Axial capacity; 4.50 kips Sill nailing; ❑ Applicable? 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; Q Applicable? ❑ Shearwall on raised wood Floor Design v; 0.294 kips/ft 2 x Mudsill permitted Mudsill; PTDF • 2x Anchor bolts; i/2- dia. Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12". anchor bolts Ok 0.814 2.765 feet o/c Anchor bolt spacing in multiples of; 4.000 inches 0.294 1/2° dia.x10 in anchor bolts at 32 inches o/c max. Applicable? Page 1 Connectorl A3s 0.600 kips/each Length of attachment T-68—.0-0-1 feet Connector2 None 0.000 kipsleach 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 / Main Level I Line - 20.1- /. Maximum collector force; 2.162 kips Wall 0 n . 6.132 0.063 0.000 0.000 0.000 Drag truss present to assume collector forces? FNO - Connector? Nailed top plate splice; 21.50 10.00. 21.00 10.83 4.50 15.00 15.00 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 w o w 0 o o 0.00 10.00 0.00 10.83 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 16d nail good for; 0.132 kips/each Sphce""16_ 16d`'n__rt a I where 'used` Bolted top plate splice; 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 0.940 ❑ CS16 -1.25x - 0.000 0.000 0.000 0.000 1:1 1 --- - Wind; 0.000 0.000 0.000 0.000 0.000 Summary: V1 I 0.000 11 --- - 0.000 v, V4 v. FConnector v, V2 v, I V3 Se ment Desc. Wall 0 n . 6.132 0.063 0.000 0.000 0.000 0.000 0.000 10.000 Force lqnorel Connector? capacity 21.50 10.00. 21.00 10.83 4.50 15.00 15.00 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 w o w 0 o o 0.00 10.00 0.00 10.83 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 21.50 0.00 21.00 0.00 4.50 15.00 15.00 0.00 0.00 0.00 0.00 1 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 y y 0.000 -1.348 El- 0.000 0.969 ❑ --- - 0.000 -0.347 ❑ --- - 0.000 2.162 1:1 --- - 0.000 1.880 ❑ (2)cs16 - 1.25x - 3.410 0.940 ❑ CS16 -1.25x - 1.705 0.000 ❑ --- - 0.000 0.000 1:1 1 --- - 0.000 noo ❑ - - 0.000 o.000 ❑ --- - 0.000 o.000 ❑ --- - 0.000 0.000 11 --- - 0.000 o.000 ❑ - 0.000 0.000 1-1 - 0.000 0.0oo ❑ - - 0.000 o.000 ❑ --- - 0.000 0.000 ❑ --- - 0.000 o.000 ❑ - 0.000 0.000 ❑ --- - 0.000 0.000 0 - 0.000 o.000 ❑ - - 0.000 0.0oo ❑ --- - 0.000 0.000 ❑ - 0.000 0.000 ❑ - 0.000 o.000 ❑ --- - 0.000 Total lengths; 20.83 77.00 Page 1 (07 Shearwall panel summary; Load case; seismic 912912009 Description; 07-069 - Andreason i Main LevelI Line - 20.1 - Angle of grid line; 0.00. degrees Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; feet Panel height; 10.00 feet h1w; : 1.00 :i 3.50 :1 Ok Perforated shearwall - where occuting; El Applies? .0.600 0.141 7.050 7.050 Opening data; Width (ft); Height(ft); Left x(ft); Pier 1;. h/w; 0.00 :1 3.50:1 Ok F 0.00 0.00 0.00 Pier 2.; h/w; 0.00 :1 3.50 :1 Ok Seismic loading; w3 9�MMVJ --- 0.00 V design; 0.294 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4", 12" cl.c. 0.600 21 Adjust allowable shear for seismic cases per Table 2305.3. 0.000 0.000 w4 w5 P1 P2 P3 P4 &,7 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. 0.00 0.00 0.00 0.00 0.00 0.00 0.'00 0.00 --- v cap; .0.312 kips/ft v allow= Vcap 2*w/h = 0.312 kips/ft > 0.294 kips/ft Oki Wind loading; 0.000 0.000 0.000 V de -sign,' 0.000 kips/ft v allow 0.312 kips/ft > 0.000 kips/ft Oki 0.000 0.000 Wall Roof Floor Summary of DLRM- 0.010 0.014 n-nis Wffi F BOB, SOMEONE 00" MR I - WINE W Ii ININ AMM" wiWWg' A,,$, --- 0.00 10.00 10.00 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 9�MMVJ --- 0.00 0.00 0.00 0.00 -0.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3 P4 &,7 0.000 0.000 0.000 6.000 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 6.000 0.000 0.000 Summary; Overturning moment;,` DLRM - load acting from left to right; DLRM - load acting from right, to left; 1 aft and - Total; 7.050 7.050 129.44 ft -kips FS Re uir d 7.05 ft -kips 0.24. < 1.50 Holdown required 7.05 ft -kips' 0.24 < 1.50 Holdown required End stud;. Holdown; I HD62 T-71 -5/8" 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; 2.352 kips Holdown force from above (if applicable); 0.000. kips Allowable; Total holdown force; 2.352 kips 3.075 Ok Concrete anchorage;, Allowable; Anchor; I SST620 (5/8--) 4.600 kips Ok End stud; Holdown; I HDU2 T-1 5/8" dia. Or dim; Additional offset to holdown; 0.00 inches Length used to calculate tie force at right end; 9.52 feet Holdown force; 2.352 kips Holdown force from above (if applicable); 0.000 kips Allowable; Total holdown force; 2.1352 kips 3.075 kips Concrete anchorage;, Allowable; . Anchor; FsiT62o (5/8") 4.600 kips Ok - 1.250 inches A17 Shearwall panel summary; Load case; Seismic 912912009 Description; 07-069 - Andreason 1 Main Level I Line - 20.1 - Angle of grid line; 0.00 degrees Panel dimensions; S W, RN VIN F_ MR, W RP Check aspect ratio; Actual;. Limited to; Length of panel; 10.83 feet Panel height; 1 10.00 ifeet h/w; 0.92 1 3.50 :1 -'Ok Perfor6ted shearwall - where occuring; ❑ Applies? 5.102 W2 WA%42W --- Opening data; Width (ft); Height( Left x(ft); Pier 1: h/w; 0.00 :1 3.50 :1 Ok- 0.000 0.00. 1 0.00 0.00 Pier 2; h/w; 0.00 :1 3.50 :1 Ok. Seismic loading; 0.00 End stud; Holdown;. HDU2 • 5/8" 0.600 Y design; 0.294 kips/ft Specified shearwall for grid; 3/8" cdx plywood with 8d nails at 4", 12" o.c. w4 21 Adjust allowable shear for seismic cases per Table 2305.3. 10.35 0.00 '0.00 Holdown force; 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. kips 0.600 0.000- v P; 0.312 kips/ft v,,,,.=Vc,,'P*2*w/h=' 0.312 kips/ft - > - 0.294 kips/ft Okl Wind loading; Concrete anchorage; Allowable; 0.600 0.000 V design; 0.000 kips/ft V allow 0.312 kips/ft > 0.000 kips/ft Okl M I '@_VdJ e MIN_ 0.600 0.000 0.000 Wall- Roof Floor 0.000 0.00 Summary of DLRM: 0.010 0.014 0.015 .0.600 Load: MR Wonn W FS §15-1001AIN, S W, RN VIN F_ MR, W RP wi Im. ffit4glt�"�, --- 0.00 10.83 Holdown force; 2.587 0.600 0.087 5.102 5.102 W2 WA%42W --- 0.00 0.00 3.075 Ok Concrete anchorage; Allowable; 0.600 0.000 0.000 0.000 w3 tj% &4, &,'-d Right end; 0.00 0.00 End stud; Holdown;. HDU2 • 5/8" 0.600 0.000 0.000 0.000 w4 y 10.35 0.00 '0.00 Holdown force; 2.587 kips 0.600 0.000- 0.000 0.000 W5 Total holdown force; 2.587 0.00 0.00 Concrete anchorage; Allowable; 0.600 0.000 0.000 0.000 P1-0.000 gfflm 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 P4 0.000 0.00 0.600 1 0.000 0.000 Total; 5.102 5.102 Summary; Overturning moment; 31.88 ft -kips FS Rewired DLRM- load acting from left to right; 5.10 ft -kips 0.16 < Holdown required DLRM - load acting from right to left; 5.10 ft -kips 0.16 < Holdown required Lett end; End stud; z 2x 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; 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 Ok Concrete anchorage; Allowable; Anchor; I SSTB20 (5/8") 4.600 kips Ok, Right end; End stud; Holdown;. HDU2 • 5/8" dia. Clr dim; Additional offset to holdown; 0.00 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 Concrete anchorage; Allowable; Anchor; I ss-rB20 (s/B") 4.600 kips Ok 1.250 inches Ok I Page 1 11l Wall line analysis ' SheaMall Summary; 2007 California Building Code; 912912009 ' Description; 07.069 - Andreason 1 Main Level I Line - 21.1 -1. Level; Main Line; 21.1. Description; Miscellaneous; ' Q Framing at 16" o/c Panels applied with long dimension across studs Wall framing species; DFL Top plate species; jHF - Multiplier (species); 0.82 Load combinations; ' Seismic; 0.6D+0.7E+H Seismic governs; Wind; 0.6D+W+H She ; Calculate sheanvall v; Total shearwall length 28.00 feet Factored; Vsaism.c' 4.020 kips 2.814 kips V,nd 0.000 kips 0.000 kips ' Shearwall v; Seismic 0.101 kips/ft < 0.213 kips/ft Okl Wind 0.000 kips/ft < 0.213 kips/ft OkI Desai tion; Mark v cap 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 vaMo,,,; 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; 0.154 kips/each 1.532 feet o/c ' 0.101 16d nails at 0 inches o/c at SW Anchor bolts; Applicable? ❑ Shearwall on raised wood floor Design v; 0.101 kips/ft 2 x Mudsill ermitted Mudsill; PTDF • 2x Anchor bolts; 1/z" dia. ' Allowable shear per anchor bolt; 0.814 kips/ea ❑ Double anchor bolts? ❑ 12" anchor bolts Ok 0.814 =8.100 feet o/c Anchor bolt spacing in multiples of; 4.000 inches ' 0.101 1/2" dia.x10 in anchor bolts at 72 inches o/c max. Blocking/to late; I] Applicable? Connectorl. A35 0.600 kips/each Length of attachment 120.00 feet Connectorl INone 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 olc max. ' Custom holdown anchor; Custom anchor, Description; 518" x 12 =Axial capacity; 4.50 kips I Page 1 11l 11 Line geometry Line Summary' Line geometry and collector forces; Load case; seismic 9/2912009 Description; 07.069 - Andreason / Main Level / Line - 21.1 - /. Maximum collector force; 2.157 kips Wall 0 n . 2.814 Drag truss present to assume collector forces? No 0.000 0.000 Force Nailed top plate splice; Connector? capacity 16d nail good for; 0.132 kips/each LSplice 'n16: 16d nails, w.here•used Bolted top plate splice; Use; Not applicable 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; 4.020 0.00 0.00 0.00 0.000 0.000 0.000 0.000 ❑ --- Wind; 0.000 0.000 ❑ - 0.000 -qELI L0.000j Summarv- V1 0.00 0.00 0.00 0.000 ❑ --- v, I V4 I v,Con�r1 0.000 ❑ v. V2 v, V3 I Segment Desc. Wall 0 n . 2.814 0.023 0.000 0.000 0.000 0.000 0.000 0.000 Force Ignore_ Connector? capacity 92.00 0 0.00 92.00 0.000 28.00 w 28.00 0.00 Y -2.157 0.000 0.00 0.00 0.00 0.000 0 --- 0.000 0.00 0.00 0.00 0.000 11 --- V0.000 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 ❑ --- 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 1:1 - 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 O --- 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 ❑ -- 0.000 0.00 0.00 0.00 0.000 0 - - 0.000 0.00 0.00 0.00 0.000 ❑ V 0.000 0.00 0.00 0.00 0.000 El 0.000 0.00 0.00 0.00 0.000 0 0.000 i otai iengtns; AWu yz.uu Page 1 V . ntsP, 5�S.t.a z "•- Entl z �uYIIryMIrle.g �h1( ft rar,i ro k. DLQM : W1 qty Shearwall panel summary; Load case; rSeismic 0.00 .28.00 10.00 0.00 9.00 912912009 0.141. ' 55.272 55.272 w2tirt�,P� Description; 07-069 - Andreason 1 Main Level 1 Line - 21.1 -1.. " 0.00 0.00 0.00 0.00 0.00 Angle of grid line; 0.00 degrees 0.000 0.000 10.000 w3 Panel dimensions; Check aspect ratio; Actual; Limited to; Length of panel; 28.00 feet Panel height; 10.00 feet h/w; 0.36 :1; 3.50 :1 Ok Perforated shearwall - where occuring; ❑ Applies? h@', , " �� " ``'� is •, , ,.v ' --- 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Opening data; Width ft ; Hei ht ft ; Left x ft ; Pier 1; h/w; 0.00 :1 3.50 :1 Ok 0.00 1 0.00 1 0.00 Pier 2; h/w; 0.00 :1 3.50 :1. Ok Seismic loading; kips Allowable; Total holdown force; -0.982 V design; 0.101 kips/ft Specified shearwall for grid; 318" cdx plywood with 8d nails at 6",12" o.c. " ❑� Adjust allowable shear for seismic cases per Table 2305.3. Allowable; Anchor; N/A 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. kips Ok v oaP; 0.213 kips/ft v allow = V�ap ` 2`w/h = 0.213 kips/ft > 0.101 kips/ft OkI Wind loading; V design; 0.000 kips/ft ' - v allow= 0.213 kips/ft > 0.000 kips/ft Okl HIM= end Ioadsa, k _ ; $1 Wall I Roof Floor Summary of nl RM 0.010 1 0-014 1 0.015 (" Loatl "�y (�D°°escnpiion :" ntsP, 5�S.t.a z "•- Entl z �uYIIryMIrle.g �h1( ft rar,i ro k. DLQM : W1 � Wk --- 0.00 .28.00 10.00 0.00 9.00 0.600 0.141. ' 55.272 55.272 w2tirt�,P� kips --- 0.00 0.00 0.00 0.00 0.00 0.600 0.000 0.000 10.000 w3 �: �'�_..' N�,,-A --- 0.00 0.00 0.00. 0.00 0.00 0.600 0.000 0.000 0.000 w4 w5 P1 P2 P3ez P4 h@', , " �� " ``'� is •, , ,.v ' --- 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 0.000 0.000 0.000 0.600 0.000 0.000 0.000 0.600 0.000 0.600 0.000 0.600 0.000 0.600 0.000 0.000 0.000 0.000 0.000 Total; 55.272 55.272 Summary; Overturning.moment; 28:14 ft -kips FS ReMired DLRM - load acting from left to right; 55.27 ft -kips 1.96 > 1.50 Ok - No tension ties required " DLRM - load acting from right to left; 55.27 ft -kips 1.96 > 1.50 Ok - No tension ties required aft and End stud; z zx Holdown; I N/A •-• 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;- llowable;Total Totalholdown force; •0.982 kips 0.000 Ok Concrete: anchorage; Allowable; Anchor; N/A 0.000 kips Ok Right end; End stud; z zx • Holdown; N/A ••• dia. Clr dim; 0.000 inches Additional offset to holdown; F 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; N/A 0.000 kips Ok 14 Description; Dan Andreason Butte County, California General Metal building foundation design; 1015/2009 Code used; 12007 California Building Code Jurisdiction; Butte County, California Lateral design data; Seismic design category; D Basic wind speed; 85 mph Wind exposure; . C Material data; Concrete; Reinforcing steel (footings ; Slab reinforcing - if mesh used; f� 3000 psi FY 60000 psi FY 60000 psi 0.900 fs 24000 psi Weight 0.150 kcf ES 30000000 psi E] Apply ACI 318-05 Section 10.5.3 Exception - As provided is at least one-third greater than that required by analysis Roof loading; Total. dead load; 0.002 ksf Roof live load; 0.020 ksf Snow load; 1 0.000 Iksf 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 W6 W7 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 EW Pressure + Interior pressure EP2 EW Pressure + Interior suction ES1 EW Suction + Interior pressure EQL 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 W6 W7 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 Page 1 115 Soil data Dan Andreason -. Butte County, California Soil data; CBC Soil classification User defined Input data for user defined classification; 101512009 Allowable bearing pressure 1.500 ksf Friction coeficient 0.250 Lateral bearing (passive) 0.150 ksf/ft. of depth below grade Increase for wind/seismic. 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 1.330 Resistance 0.000 ksf Page 1 «I z 1 t3 Dan Andreason - Butte County, California Floor slab data; 10/5/2009 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 Okl Asmin 0.120 int/ft 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 M. max; 1.411 ft-kips/ft OW vw�ruirr.wraw Frank M Glazewski - Architect Frank Glazewsld -0.018 .. - -0.021 .. -0.020 ......:� - ..... iN..O.'r:5@1S.i.m -0.022 "` _.. - _. _ .._ _ AF, If X'%F' �, ,, VxSuaws�.:".^:P.��SP -0.024-- 27 _..._.... $ -0.026 ... -0.028 - 4.616 ' s-- 0.264 -0.!12 -4.555 -s- 5 0.0 0. ..' D9 o 8, 0 .............:.Y..........: 1 ..................... ::. L -20 a-� 1 -40 -40.47 i0. 0.60- `1+�i 0.55 0.50 0.45u..(s"'�,`re:u',,'?.kw"' 0.40 � , - 0 s SO S' Is 20 2s 30 Distance from left end of beam (ft) AnalysisGroup 3.5 www'Jesweb.com . Sep 17, 2009 10:56 AM p. 2 iN..O.'r:5@1S.i.m u�^:'c' 'w:f+"1%�ytNt�' .�RK^ ,k i �i�uXt.�: AF, If X'%F' �, ,, VxSuaws�.:".^:P.��SP AnalysisGroup 3.5 www'Jesweb.com . Sep 17, 2009 10:56 AM p. 2 2 -k-y r4 6 �2.N 1� o, tS � lw� 0, 2`19/• O,CoI(k/� � 19- la -V� j(lo i ;0, Ar6hit6et \Frank\ tjawkins\0;P069 AndreasoniTypica( footing b $.11i71tYlat'jl Report 40 R 1 = 1.17 ft14 Concrete (F'c = 2.5 ksi) k = 21.6 Ksf each span M Extreme Support Results Support +Vert Reactior. -Vert Reaction +Moment Reaction -Moment Reaction 1 (Free --- --- --- --- 2 (Free --- --- --- --- Extreme Span Results Span +Deflection -Deflection +Shear -Shear +Moment -Moment Soil Reaction 1 -0.021 ft (1) -0.027 ft (1) 14.62 K (1,)1-4.55 K (1)10.009 K -ft (1)1-40.5 K -ft (1)10.588 K/ft (1) * The number inparentheses following the value indicates the index of the load case in which the extreme occurred je.. AnalysisGroup 3.5 www.iesweb.com 1. 1 1 1 1 1 ev" IzO Description; Dan Andreason - Butte County,California Footing 1L Footing check . 911712009 Footing toads - Vertical; Negative input is uplift; ignore CLL for uplift conditions; ❑ Ignore rooting DL for gravity rase Load case; Fig DL • DL CLL LL LLr S WL1 WL2 WRt WR2 EP1 EP2 ESI EQL EQR P(kips) 1 5.625 1.200 1 1.810 0.000 1 6.070 1 0.000 0.260 1.160 10.280 •9.380 0.000 -4.800 1 •5.700 0.000 1.420 •1.450 ' Wind uplift resistance - perimeter footing; 5.88. kips LJ use custom 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 fl ; Len th ft ;' De th in ; capacity; 5.000 x 5.000 x 18.00 37.50 kips Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 5.625 kips 3.375 ' Slab over footing; Half footl g a ea 0.781 kips 0.469 Footing at lett; Nane/Custom 0.000 kips 0.000 Tie footing; HonelCusmm 0.000 kips 0.000 Footing at right; NoneJcastom 0.000 kips 0.000 ' OL at footing to resist uplift; 3.844 kips Okl Design uplift, including effect of perimeter footing; -3.680 kips Footing loads - Horizontal; Negative input reflects outward force; R0 6500j,", . W2 W3 "W4` WS Whir = W7 W8: Et ° Y E2 Load case; DL CLL LL LLr S WLI WL2 WRI WR2 EPI EP2 ES1 EQL EQR 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 Maximum factored horizontal toad - outward; 0.000 kips D Maximum factored horizontal load - inward; 0.000 kips NIA ' Desi n hai in; 1 No.: 0 bar A. 0.620 int Capacity; 14.88 kips Okl ' Vd e/ w 1 Description; jDan Andrea son - Butte County, Califomla (Footing 11.1.5 I Footing check 911712009 Footing loads - Vertical; Negative input is uplift, 0' Ignore CLL for uplift conditions ❑ Ignore rooting DL to, gravity rase Load case; Ftg DL DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ES1 EOL EQR P(kips) 1 2.025 1.450 1 1.780 0.000 5.850 0.000 1 -7.360 1 .5.150 4.420 -2.210 0.000 .5.280 -7.500 0.000 -1.440. 1.390 Wind uplift resistance - perimeter footing; 5.88 kips W Use custom input wind uplift resktanoe 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 ; Len th ft ; De th in ; capacity; 3.000 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 fati g area . 0.281 kips 0.169 Footing at left; Nono/Custom 0.000 kips 0.000 Tie footing; NoneJCusUom 0.000 kips 0.000 Footing at right; None/Garom 0.000 kips 0.000 DL at footing to resist uplift 1.384 kips Okl Design uplift including effect of perimeter footing; -0.750 kips 'Footing loads - Horizontal; Negative input reflects outward force; WI j - W2 ^'9g S" "_ W6. =. "+ "W7 <, W8. - Load case; DL CLL LL LLr S WL1 WI -2 WR1 WR2 EPI EP2 ESI EQL EQR Maximum factored hofizontal load - outward; Maximum factored horizontal load - inward; Design hairpin; No.: 0 bar 1 1 1 1 -4.100 kips D+W7. 3.690 kips D+W6 A. 0.620 in' Capacity; 14.88 kips Oki 3 -k . -ei Tb W Description; I Dan Andreason - Butte County, California (Footing 1F.9 I Footing check; 911712009 Fooling loads - Vertical; Negative input is uplift, Ignore cu. for uplift conditions ❑ Ignore rooting OL for gravity case Load case; Ftg DL DL ' CLL LL LLr S WL1 WL2 WRI WR2 EPI EP2 ES1 EQL EQR P(kips) 1 0.900 0.830 0.930 1 0.000 3.040 1 0.000 1 -2.100 1 -1.230 3.280 -2.410 0.000 1 -2.400 -3.270 0.000 0.020 0.000 Wind uplift resistance - perimeter footing; 5.88 kips 4 Use custom Input wind uplift resistance Load combination; Design gravity load; 5.700 kips D+(Lr or S) Design uplift load; -2.782 kips 0.6D+W3 Bearing Footing geometry; Width(ft); Len th ft ; De th in ; capacity; 2.000 x 2.000 x 18.00 6.00 kips Check fooling to resist uplift; DL Contribution; Factored; Footing dead load; 0.900 kips 0.540 Slab over footing; HaIF rooting area 0.125 kips 0.075 Footing at left; NonelCustom 0.000 kips 0.000 Tie footing; NoneJGamm 0.000, kips 0.000 Footing at right; No ceJCustom 0.000 kips 0.000 DL at tooting to resist uplift; 0.615 kips Oki Design uplift, including effect of perimeter footing; 3.098 kips Fooling loads - Horizontal, Negative input reflects outward force; FV - WW... Load case; DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ES1 EOL EQR 0.000 1 0.000 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 Maximum factored horizontal load - outward; 0.000 kips D Maximum factored horizontal load - inward; 0.000 kips NIA Desi n hat' in; 1 No.: ;® bar A. 0.400 in' Capacity; 9.60 kips Oki 1 1 1 1 1 1 1 6 ZZ C Z3 ' Description; Dan Andreason - Butte County, California Footin s 2L 3L, 5L 6L 8L 9L 12L 13L, 14L 161- 5LFooting Footingcheck; 911712009 Footing loads - Vertical, Negative input is uplih; Q Ignore CLL for uplift mndleons - , ❑ ignore -rooting DL for gravity case W1 W2 ' =�' -�W3 W4r _„, , W5; 'WQ W7 ' � WBx " E;1 E2• . - Load case; Ftg DL DL CLL LL LLr S WU WL2 WRt WR2 EP1 EP2 ES1 EOL EOR P(kips) 1 11.025 2.940 1 4.510 0.000 1 10.820 1 0.000 1 4.450 1 -1.150 1 -14.780 1 11.480 40.640 0.000 0.000 0.000 1.410 4.410 ' Wind uplift resistance - perimeter footing; 5.88 kips 4 use wsmm Input wind uplift rmistarm 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 Len th 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 fooling; Na f footing a ea 1.531 kips 0.919 Footing at left; NoneJCusmm 0.000 kips 0.000 Tie footing; No re/cusmm 0.000 kips 0.000 Footing at right; NoneJcusmm 0.000 kips 0.000 ' DL at footing to resist uplift; 7.534 kips Okl Design uplift, including effect of perimeter footing; -7.136 kips Footing loads - Horizontal; Negative input reBeds outward force;:.<W4, :. : W5 = ' �W6'= ' W7. ' a�WB�� ` �`--E1 . '•E2x Load case; . OL CLL LL LLr S WI -1 WL2 WR1 WR2 EPI EP2 ESI EOL EQR -0.470 -0.720 0.000 1 -1.720 0.000 1 -3.450 -2.770 4.180 4.870 -1.040 0.000 1 0.000 1 0.000 -1.920 1.920 Maximum factored horizontal load - outward; -5.068 kips D+0.75W1+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 4.156 • kips 0.6D+W4 ' Desi n hai I No.: , 0 bar A. 0.620 in' Capacity;. 14.88 kips Okl r S_#S evj 1 1 1 1 1 1 1 1 1 1 1 Description; I 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 Footing check' 911712009 Footing loads - Vertical; Negative input is uplift; ❑O Ignore CLL for uplift conditions ❑ Ignore footing DL for gravity case Wt� W?�q.`W3;YI�4 P »W5< Load case; Flg DL DL CLL LL LLr S WL1 WL2 WR1 WR2 EPi EP2 ESI EQL EQR P(kips) 2.756 2.300 1 2.990 0.000 1 7.180 1 0.000 1 •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 ' Use custom 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 th ft ; De Nin ; 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 footing a ea . 0.383 kips 0.230 Footing at left; No reJCustnm 0.000 kips 0.000 Tie footing; NoneJCustom 0.000 kips 0.000 Footing at right; No ce/cusmm 0.000 kips 0.000 DL at footing to resist uplift 1.883 kips Oki Design uplift, including effect of perimeter footing; -0.640 kips Footing loads - Honzonfal; Negative input iefteds outward force; Wt_ <; T W3 : W3 2 ,- � W4 E WS _ N6MjZ-R -2 WB. eak_ E4" Load case; DL CLL LL LLr S WU WL2 WRII WR2 EPI EP2 ESI EQL EQR -0.470 1 •0.720 0.000 -1.720 1 0.000 1 3.820 4.510 •1.300 1 •0.620 •0.670 0.000 0.000 0.000 1.150 -1.150. Maximum factored horizontal load - outward; •3.455 kips D+0.75W3+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 3.796 kips 0.6D+W2 Desi n hai 1 r No.: bar A. 0.620 in' Capacity; 14.88 kips Oki 3_4S 0") I�� f Z`1 Description; Dan Andreason - Butte County, California Footln s4L 7L 10L 11L Footing check; 911712009 ' Footing loads - Vertical; Negative input is uplift; ❑' Ignore CLL for uplift mndnlora ❑ Ignore footing DL for gravity case y ":W" 5�'. sE116M., N Load case; Ftg DL DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ESI EQL EQR P(kips) 15.169 3.570 5.420 1 0.000 13.000 1 0.000 1 -5.390 -1.380 -17.780 -13.770 -12.810 0.000 0.000 0.000 1.700 -1.700 Wind uplift resistance - perimeter footing; 5.88 kips j use custom Input wind uplift resistance 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); Len ih ft ; De th in ; capacity; 7.250 x 1 7.250 x 24.00 78.84 kips Check looting to resist uplift; DL Conlribdtion; Factored; Footing dead load; 15.769 kips 9.461 . Slab over footing; Half footlng area . 1.643 kips 0.986 Footing at left; None/Custom 0.000 kips 0.000 Tie footing; None/l ugom 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 Footingloads- Horizontal; Negative input refects outwardforce; Load case; DL CLL LL LLr S WL1 WL2 WRt WR2 EPI EP2 ES1 EQL EOR ' -0.550 1 -0.860 0.000 -2.070 1 0.000 1 -4.280 1 3.490 5.140 5.940 -1.190 0.000 0.000 0.000 -2.390 - 2.390 Maximum factored horizontal load - outward; -6.173 kips D+0.75W1+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 5.094 kips 0.6D+W4 ' Desi n hat in; 1 No.: 0 bar A, 0.620 in' Capacity; 14.88 kips Oki T4 g ■1 Description; jDan Andreason - Butte County, California (Footing 4F.9 7F.9 1OF.9, 11F.9 I Footing check% 911712009 Footing loads - Vertical; Negative input is uplift, ❑O Ignore CLL for uplift mnditions ❑ Ignore footing DL for gravity ase s',W:1 ;a• p W2--�;� �3kt� `«W4. ���W5' ;,,,W6� �isnW7 �'sW8 E1�. �-��::E2,: Load case; Fig DL OL CLL LL LLr S WLI WI -2 WR1 WR2 EP1 EP2 ESI EQL EQR P(kips) 1 3.600 '2.690 3.580 0.000 1 8.600 1 0.000 1 -8.450 1 4.460 -7.520 1 -3.530 1 -9.490 0.000 0.000 0.000 -1.700 .1.700 Wind uplift resistance - perimeter footing; 5.88 kips Ld Use custom input vibw uplift resstanoe Load combination; Design gravity load; 18.470 kips D+(Lr or S) Design uplift load; -7.876 kips 0.6D+W5 Bearing Footing geometry; Width ft ; Len th ft ; De th in ; capacity; 4.000 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; Nalf fooung area 0.500 kips 0.300 Footing 'atleft; None/Cusmm 0.000 kips 0.000 Tie footing; No rJCusrom 0.000 kips 0.000 Footing at right; None/Cusrom . 0.000 kips 0.000 DL at footing to resist uplift; 2.460 kips Oki Design uplift, including effact of perimeter footing; -1.996 ' kips Footing loads - Horizontal. Negative input reflects outward force;W,1= Load case;. DL CLL LL LLr S WL1 WI -2 WRI WR2 EPI EP2 ES1 EQL EQR -0.550 1 -0.860 0.000 -2.070 0.000 4.460 5.250 -1.440 -0.640 -0.750 0.000 1 -0.000 1 0.000 1 1.310 -1.310 Maximum factored horizontal load - outward; -4.043 kips 0+0.75W3+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 4.404 kips 0.6D+W2 Desi n hal in; No.: 0 bar A, 0:620 in' Capacity; 14.88 kips Oki 3 ' Description; Dan Andreason - Butte County,California Footin 16L 17L Footinq check: 911712009 ' Footing loads - Vertical; Negative input is uplift; Ignore CLL for uplift conditions ❑ Igrrore footing DL for grdvny ase Load case; ' Ftg DL DL CLL LL LU S WL1 WL2 WRI WR2 EPI EP2 ESI EQL EOR P(kips) 13.500 3.540 4.810 0.000 11.540 1 0.000 1 -6.390 1 -2.340 1 -15.600 -11.550 -12.120 0.000 0.000 0.000 1.740 1.740 Wrid.uplift resistance - perimeter footing; 5.88 kips U use custom Input wind uplift rmistance Load combination; Design gravity load; 33.390 kips D+(Lr or S) Design uplift load; -13.476 kips 0.6D+W3 Bearing Footing geometry; WidthI Leh: D th capacity;e 00 x OOft x 3 00 54.00 kips Check footing fo resist uplift; DL Contribution; Factored; ' Footing dead load; 13.500 kips 8.100 Slab over footing; Half footlng area 1.125 kips 0.675 Footing at left NoneJCusOom ' 0.000 kips 0.000 Tie footing; None/Gatnm 0.000 kips 0.000 Footing at right No wjGaOom 0.000 kips 0.000 DL at footing to resist uplilt 8.775 kips Okl Design uplift. including effect of perimeter footing; -7.596 kips Footing loads -Horizontal; Negative input reflects outward force; RMIKI A...k«::W3..t..,W4` k"^�W6t k ' W74 -,E1_. Load case; DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ESI EQL . EQR -0.890 1 -1.160 0.000 -2.780 0.000 1 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 Desi n hai I No.: 0 bar A. ` 0.620 in' Capacity; 14.88 kips Okl - -,e i 1 .1 Description; jDan Andreason - Butte County, Callfomla (Footing 16G, 17G I Footing check; 911712009 Footing loads - Vertical; 'Negative inpul is uplift; ❑O ignore CLL for uplift conditions ❑ Ignore footing DL for gravity case «,�W1' iW3. 'W3T" W4 WS W6� ro W:T, W8 E1' • E2 Load case; Ftg DL DL CLL LL LLr S WL1 WI -2 WR1 WR2 EPI EP2 ES1 EQL EQR P(kips) 27.094 7.030 8.760 1 0.000 21.030 0.000 -23.380 -3.090 -24.200 -3.900 -27.490 0.000 0.000 0.000 -0.420 0.420 Wind uplift resistance - perimeter footing; 5.88 kipsLd use custom input wind uplift reslstxnce Load combination; Design gravity load; 63.914 kips D+(Lr or S) Design uplift load; -23.272 kips O.6D+WS Bearing Footing geometry; Width ft ; Len th ft ; 8.500 De th in ; 30.00 capacity; 108.38 kips 8.500 x x Check footing to resist uplift; DL Contribution; Factored; Footing dead load; 27.094 kips 16.256 Slab over footing; Malf footl g area . 2.258 kips 1.355 Footing at left; ruone/Custom 0.000 kips 0.000 Tie footing; None/cusmm 0.000 kips 0.000 Footing at right None/Gatom 0.000 kips 0.000 DL at looting to resist uplift; 17.611 kips Oki Design uplift including effect of perimeter footing; -17.392 kips Footing loads - Horizontal,- Negative input reflects outward force; W1 :. q ^`iW2'r --", W31° �je^W4�sx r,;,> W5 . ^.. W8 '., _ �W7 •y W8 Et E2 Load case; DL CLL LL LLr S WL1 WL2 WR1 WR2 EPI EP2 ESI EQL EQR 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 0.000 0.000 Maximum factored horizontal load - outward; 0.000 kips D Maximum factored horizontal bad - inward; 0.000 kips NIA Desi n hal in; I No.: .0 bar A, 0.620 in' Capacity; 14.88 kips Oki 1145-ew F� 6 .1 pb .1 .1 Description; jDan Andreason - Butte County; Califomla )Footing 16A I Footing check' 911712009 Footing loads - Vertical; Negative input is uplift; 0 Ignore Ql for uplift mnditions ❑ Ignore footing DL for gravity case W,1 VV2 ': W3 N14 W5'!=u�W6 WiW873K. E7� E2 n Load case; FtgDL DL CLL LL LLr S, WL1 WI -2 WR1 WR2 EPI EP2 ESI. EQL� EQR P(kips) 1 27.094 5.170 6.590 0.000 15.810 1 0.000 1 -25.140 1 -8.360 1 -15.110 1 1.670 -22.010 0.000 1 0.000' 1 0.000 1 -1.320 1.320 Wind uplift resistance - perimeter footing; 5.88 kips 4 use custom Input wind uplift resMarm 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 looting to resist uplift; DL Contribution; Factored; Footing dead load; 27.094 kips 16.256 Slab over footing; Nalf fmtl area 2.258 kips 1.355 Footing at left None/Custom 0.000 kips 0.000 " Tie footing; NonelCustom 0.000 kips 0.000 Footing at right None/Gstom 0.000 kips 0.000 OL at footing to resist uplift 17.611 kips Okl Design uplift including effect of perimeter footing; -16.158 kips Footing loads - Horizontal; Negative input reflects outward force; " W1 •. W2 I-'W13�• W5 s IW6 W7 , WS S 3°' EI ... -FE2a Load case; DL CLL LL LLr S WLt WL2 WRt. WR2 EPI EP2 ESI EOL EQR -0.890 -1.160 0.000 1 -2.780 0.000 1 3.700 1 6.560 -2.920 -0.060 1 -1.080 1 0.000 1 0.000 1 0.000 4.420 -0.420 Maximum factored horizontal load - outward; -6.456 kips D+0.525E2+ 0.75L+0.75(Lr or S) Maximum factored horizontal load - inward; 5.330 kips 0.6D+W2 Design hai in; I No.: 4 bar A. 0.400 " in' Capacity; 9.60 kips Okl T� b Z9 Description; jDan Andreason - Butte County, California (Footing 17A I Footing check' 911712009 Footing loads - Vertical, Negative input is uplift; ❑O lgrone CLL for uplift conditions ❑ Ignore footing DL for grainy rase yyt =W2 Load case; Ftg DL DL CLL LL LLr - S WL1 WL2 WR1 WR2 EPI EP2 ESI EOL EQR P(kips) 1 27.094 5.170 1 6.590 0.000 1 15.810 1 0.000 1 -25.140 1 -8.360 1 -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 aamm Input wind uplift rmistance Load combination; Design gravity load; 54.664 kips D+(Lr or S) Design uplift load; -22.038 kips 0.6D+WI Bearing Footing geometry; WidtA fl ; 8.500 x Len th ft ; 8.500 x De th in ; 30.00 capacity; 108.38 kips Check footing to resist uplift' DL Contribution; Factored; Footing dead load; 27.094. kips 16.256 Slab over footing; Nalf food g a ea 2.258 kips 1.355 Footing aleft; None/Cusmm 0.000 kips 0.000 Tie footing; Nonelcamm 0.000 kips 0.000 . Footing at right NaneJGsmm 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 Footingloads- Horizontal; Negative input reflects outward force; 1- _;W2 s W3W4� W5 61,ARM Load case; DL CLL LL LLr S WL1 WL2 WRt WR2 EPI EP2 ESI EQL EQR -0.890 1 -1.160 0.000 -2.780 0.000 3.700 1 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 factored horizontal load - inward; 5.330 kips' 0.6D+W2 Desi n It I No.: 0 bar A. 0.620 in' Capacity; 14.88 kips ' Okl # S (?AAS ' T� (30 Description; I Dan Andreason -Butte County,California IFooting 18L 19L 20L 21L l3� Footing check; 911712009 Footing load_s'- Vertical; Negative input is uplift; ❑' ignore CLL for uplift mndidons . ❑ Ignore footing DL for gravityrase' WB'P€`RE7 Load case; Ftg DL DL CLL LL LLr S WL1 WL2 WRt WR2 ' EPI EP2 ES1 EQL EQR P(kips) 1 24.000 8.780 9.720 0.000 1 23.330 1 0.000 -16.310 1 -7.420 -25.710 -16.810 -24.250 0.000 0.000 0.000 1.430 1 -1.430 Wind uplift resistance - perimeter footing; 5.88 ' kips ' Use a tom Input wind uplift resistance 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 ft ; Len th ft ; De thin ; 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 area . 2.000 kips 1.200 Footing at left; Nonelcustom ' 0.000 kips 0.000 Tie footing; No celpurom 0.000 kips 0.000 Footing at right; No reJCustom 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; �` ,W2' .4 Load case; DL CLL LL LLr S WLt WL2 WR1 WR2 EPI EP2 ES1 EOL EOR -5.400 1 -7.170 0.000 1 -17.210 1 0.000 1 11.280 5.140 17.190 11.050 15.400 0.000 0.000 0.000 -3.830 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 I�Design hai�in; I� No.: 0 bar A, 1.760 in' Capacity; 42.24. kips Okl , .119- AE-- e•w T f. 5 Description; jDan Andreason - Butte County, Califomla )Footing 18A 19A 20A, 21A I' Footing check; 9111712009 Footing loads -Vertical, Negative input is uplift, ❑' Ignore CLL for uplift conditions ❑ Ignore footing DL for gravity case ,:-.*W1_,.�'� W2 W,3 -W4 ... W.SE �iwWB' W:7 ,WBS E1, E2 Load case; Ftg DL DL CLL LL LLr S WL7 WL2 WR1 WR2 EP1 EP2 ES1 EQL EQR P(kips) .24.000 8.780 9.720 0.000 23.300 1 0.000 1 .25.710 .16.810 -16.310 -7.420 1 -24.250 0.000 0.000 1 0.000 1 -1.430 1.430 Wind uplift resistance - perimeter footing; 5.88 kips W use custom 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 Length(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 area • 2.000 kips 1.200 Footing at left; rvo WCusoom . 0.000 kips 0.000 Tie footing; None/cusmm • 0.000 kips 0.000 Footing at right; NoneicusWm • 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;914 0 - W2r- W3 .:. s. W4 . W5 11111M, 902M Load case; DL CLL LL LLr S WL1 WL2 WR7 WR2 EPIl EP2 ESIl EQL EQR -5.400 1 -7.170 0.000 -17.210 0.000 17.190 11.050 11.280 5.140 15.400 0.000 0.000 0.000 ' 3.830 -3.830 Maximum factored horizontal load - outward; -29.780 kips D+(Lr or S) Maximum factored horizontal load - inward; 9.648 kips 0.6D+W1 Desiggn halrrppin; No.: © bar A. 1.760 in' Capacity; 42.24 kips Okl X32 i C0v)"VeJe /� �c.(�► �eS j 1-31 ' Concrete anchorage design Oki Reference'"Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D Elong. % (min) RA % (min) 0 0 Description; Andreas.. 0 0 ❑ Ductile anchors Anchor diameter 31a^ Grid 1F.9 Head Hex E If headed studs used - select size here; N/A - Standard anchor ' Loading data; 1015/2009 0.654 Axial loads (kips), N; Tension forces are positive; A. for anchor 0.334 ' D H L Lr S E1 E2 Shaft diameter do -0.830 0.000 0.000 -3.040 0.000 0.020 -0.030 - W1 W2 W3 W4 W5 W6 W7 2.100 1.230 3.280 2.410 2.400. 3.270 0.000 36.00 ksl Shear loads (kips), V; Fum 58.00 ksi D H L Lr S E1 E2 Direction of positive force 0 Anchor Is In area of craddng ❑ Built-up grout pad 0.1700.000 0.000 0.340 0.000 -0.040 0.050 0 degrees Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. W1 W2 W3 W4 WS W6 W7 -1.560 1 -2.520 1.460 0.500 0.530 1.490 0.000 No ' Input seismic factors; P 1.000 SDs 0.533 Qa 3.00 Input factored load case; No, 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 Fastener governed by strength of a ductile steel element; Non -seismic; Seismic; Tension loads, Q 0.750 0.563 D.4.4 (a) Shear loads, 0 0.650 0.488 D.4A (a) Fastener governed by strength of a brittle steel element; Tension loads, b 0.650 0.488 0. 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; 11 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 31a^ Head Hex E If headed studs used - select size here; N/A - Standard anchor ' Area of anchor head (AM) , 0.654 Int A. for anchor 0.334 in' Shaft diameter do 0.750 inches Steel properties; Fy, 36.00 ksl Fum 58.00 ksi ' 0 Anchor Is In area of craddng ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No 11 Base material data: Concrete f�. 3000 '' psi Edge distances; Shear; Tension; ED1 - Lett edge J. 3.00 inches 16.00 inches ED2 - Right edge 12.00 inches 16.00 inches ED3 - Top edge 4.00 inches 16.00 inches ED4 - Bottom edge 12.00 inches 16.00 inches G, 3.00 inches 16.00 inches CO2 4.00 inches 16.00 inches ca. n, 12.00 inches 16.00 inches ca,ndn 3.00 inches 16.00 inches Concrete depth, ha 18.00 inches Anchor embedment (h;,) 12.00 inches 10.67 inches D.5.2.3 1.5 h', 16.00 inches Is ca. am s 1.5ha,7 Yes Rows of anchors 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 desian check For the design of fasteners; ON,; 2 N_ (D-1) OVn 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 stenglh 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, ONoa 0.00 0.00 kips 0.5.2.1 (0-4) 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, OnNa, 43.95 32.96 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension. ONa 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ONmg 0.00 0. 00 kips D. 5.4.2 (D-18) Fin r " s. t ova 3az : *' saE 49 i 6 38 i lkiLE M �( OVn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of a6chor(s) in shear. OVaa. mg, s a P 50.37 37.78 kips D. 6.1.2 (D-19) Steel strength of anchors) in shear. OVw-w„ 25.18 18.89 kips D. 6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV�b anmaa,,,,,. 5.62 4.21 kips D. 6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVoa.m�ac o 2.95 2.21 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV, 16.97 12.73 kips D.6.3.1 (D-29) . i�G ' Load combination; N. V- N- +V,o Ok OV 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 1.570 0.700 0.422 D+H+ W6 2.440 1.660 0.850 D+H+W7 0.000 0.170 0.058 D+H+ 0.7E1 0.000 0.142 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+O.751-r 0.000 1.465 0.497 D+H+0.75W3+0.75L+O.75Lr 0.000 1.520 0.515 ' D+H+0.75W4+0.75L+O.75Lr 0.000 0.800 0.271 D+H+0.75W5+0.75L+O.75Lr 0.000 0.823 0.279 D+H+0.75W6+0.75L+0.751-r 0.000 1.543 0.523 D+H+0.75W7+0.75L+0.75Lr 0.000 0.425 0.144 ' D+H+0.75W1+0.75L+0.75S 0.745 1.000 0.427 D+H+0.75W2+0.75L+0.75S 0.093 1.720 0.594 D+H+0.75W3+0.75L+0.755 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 0.307 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+0.75L+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 0.906 ' 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 0.6D+W6+H 0.6D+W7+H 2.772 0.000 1.592 0.102 0.866 0.035 0.6D+0.7E1+H 0.000 0.074 0.033 0.6D+0.7E2+H 0.000 0.137 0.062 (1. 0+0. 14SDS)D+H+ 0. 7p QE 1 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+H+0.525p QE 1+0. 75L +0. 75Lr 0.000 0.414 0.187 (1.0+0.105SOS)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+0.105SOS)D+H+0.525pQE2+0.75L+0.75S 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+0.71)OQE1 0.000 0.099 0.045 (1. 0+0. 14SDS)D+H+ 0. MOQE2 0.000 0.288 0.130 ' (1.0+0.105SOS)D+H+0.525()OQE1+0.75L+0.751-r 0.000 0.372 0.168 (1.0+0.105SDS)D+H+0.525f10QE2+0.75L+0.75Lr 0.000 0.513 0.232 (1.0+0.105SOS)D+H+0.525()0QE1+0.75L+0.75S 0.000 0.117 0.053 (1.0+0.105SDS)D+H+0,525f10QE1+0.75L+0.75S 0.000 0.258 0.117 (0.6-0.14SDS)D+0.7()OQE1+H 0.000 0.005 0.002 ' (0.6-0.14SDS)D+0.700QE2+H 0.000 0.194 0.088 Loads already factored 0.000 0.000 0.000 t3� Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D Description; jAndreason ' Grid 115 Loading data' 9/30/2009 Axial loads (kips), N; Tension forces are positive; D H L Lr S E1 E2 -1.450 0.000 1 0.000 -5.850 0.000 1.440 -1.390 r W1 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 E2Direction ofpositive 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 Sos 0.533 00 3.00 Input factored load case; N,® 0.000 kips Axial ❑ seismic bad case V.- 1 0.000 1kips Shear Strength reduction factors; ' ❑Q 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 govemed 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 0.700 0.525 Tension loads, ¢ 0.700 0.525 Anchor data; Anchor grade ASTM F 1554-04 36 • Oki User defined criteria; Fy F„ Elong. % (min) RA % (min) 0 1 0 1 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 inz A. for anchor 0.334 inz Shaft diameter d, 0.750 inches Steel properties; Fr.36.00 ksi F„ 58.00 .. ksi ❑ Anchor is In area of craddng ❑ Built-up grout pad Fastener In cracked concrete with edge reinforcement of a #4 bar or greater. • Are fasteners rigidly connected? No • lab - Base material data Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - 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 EO4 -Bottom edge 18.00 inches 18.00 inches y, 4.00 inches 18.00 inches C62 18.00 inches 18.00' inches C.. m 18.00 inches 18.00 ' inches c, 4.00 inches 18.00 inches Concrete depth, h, 18.00 inches Anchor embedment (h„) 12.00 inches h',, 12.00 inches D.5.2.3 1.5 - h',, 18.00 inches Is c,, , s 1.5h„7' Yes Rows of anchors 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; ON„ a N_ (D-1) Wn 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 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-4) Concrete breakout strength of anchor group in tension, ON,bg 23.74 17.80 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 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 0.00 0.00 kips D.5.4.2 (D-18) s h , , ti 1,7 803�yklps Mau OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,., , , c 50.37 37.78 kips 0.6.1.2 (0-19) Steel strength of anchdr(s) in shear, OV„- , 25.18 18.89 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV,,,. tl 11.16 8.37 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV,b.�,,,,, 4.51 3.38 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV, 47.48 35.61 kips 0.6.3.1 (D-29) 131 . 1 Load combination; N� Vv, ON. + ¢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+0.755 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+0.75Lr 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+0.751-r 0.000 0.000 0.000 D+H+0.75W1+0.75L+0.755 4.070 0.615 0.308 D+H+0.75W2+0.75L+0.755 2.413 0.615 0.238 D+H+0.75W3+0.75L+0.75S 1.865 0.615 0.215 D+H+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+0.75S 0.000. 0.000 0.000 D+H+0.525E2+0.75L+0.75S 0.000 0.000 0.000 0.6D+Wl+H 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 0.60+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)11+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+0.525p QE1+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 0.246 0.000 0.014 (0.6-0.14SDS)0+0.7pQE2+H 0.000 0.000 0.000 (1.0+0.14SDS)D+H+0.7f10QE1 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+0.525f1OQE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.751-r 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f20QE1+0.75L+0.75S 0.737 0.000 0.041 (1.0+0.105SDS)D+H+0.525110QE1+0.75L+0.75S 0.000 0.000 0.000 ' (0.6-0.14SDS)D+0.700QE1+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 1 C TO ' Anchor grade ASTM F 1554-04 36 Okl ' Concrete anchorage design F„ Elong. % (min) RA %(min) 0 Reference 'Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D 0 0 ❑ Ductile anchors Anchor diameter Description; JAndreason Head lHex ' ' Grid 1L Area of anchor head (AH) Loading data; in' 9/30/2009 Axial loads (kips), N, Tension forces are positive; inZ Shaft diameter d, ' D H L Lr S E1 E2 ' Steel properties; -1.200 0.000 0.000 -6.070 0.000 -1.420 1.450 Fr, W1 W2 W3 W4 W5 W6 W7 F„ -0.260 -1.160 10.280 9.380 4.800 5.700 0.000 Q Anchor is In area of cracking ❑ Built-up grout pad Shear loads (kips), V, Fastener in cracked concrete with edge reinforcement of a S4 bar or greater. D H L Lr S Et E2 Direction of ositive force no 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 Oo 3.00 Input factored load case; ' Nv 0.000 kips Axial ❑ Seismic load case V- 0.000 1 kips Shear Strength reduction factors; ' ❑Q Shear reinforcing provided Hairpin reinforcing at each holt 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, Q 0.750 0.563 D.4.4 (a) Shear loads, p 0.650 0.488 D.4.4 (a) Fastener govemed by strength of a brittle steel element; 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 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 ❑ Ductile anchors Anchor diameter 3/a" Head lHex ' If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AH) 0.654 in' A. for anchor 0.334 inZ Shaft diameter d, 0.750 inches ' Steel properties; Fr, 36.00 ksi F„ 58.00 ksi Q Anchor is In area of cracking ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a S4 bar or greater. Are fasteners rigidly connected? no ' Base material data; Concrete fp 3000 psi Geometry Edge distances; Shear; Tension; ED1 - Leff edge 3.00 inches E24.00 inches ' E02 - Right edge 18.00 inches inches ED3 - Top edge 4.00 inches inches ED4 -Bottom edge 18.00 inches inches c,, 3.00 inches 24.00 inches ca 4.00 inches 24.00 inches ' c,•p, 18.00 inches 24:00 inches C,, ;,, 3.00 inches 24.00 inches Concrete depth, h, ' 18.00 inches Anchor embedment (h;,) 12.00 inches ' h',, 12.00 inches 0.5.2.3 1.5'h',, 18.00 inches Is c,•, 51.5h„7 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 anchors, n 4 ' Number of anchors in tension 4 Summary of design check; For the design of fasteners; 0N„ Z N„ (D-1) OV„ 2 Vp, (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 D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ONpb 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ON,bg 14.51 10.89 kips D. 5.2.1 (D-5) Pullout strength of anchor(s) in tension, OnNa, 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 (0-17) Concrete side -face blowout strength of boll group ¢N,bs 0.00 0.00 kips D 5.4.2 (D 18) ,-t,'rxr?" ,'�.r""*,, w11 r-, W„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV,,.«,er.B,,,p 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 D.6.1.2 (D,19) Concrete breakout strength of anchor(s) in shear, OV.. tl, , 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV.,, pb,,,, 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV p 29.03 21.77 kips D.6.3.1 (D 29) �V;'`�•Sz,�,z� �.1 x �x? � ' ` • �, ; z �t '�"� t'� .' v s �'a�'X€ y�`F`s ^y`i ._ .•�26°'18' � v.'x`"+,9�+. F -�� t P .w*t #�^� �.;�9�'17�E� 1 • 1 Load combination; N- V. ON. O 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+0.75L+0.75Lr 1.283 3.260 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+0.75L+0.75Lr 0.000 0.070 0.003 04H+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 2.676 0.555 D+H+0.75W4+0.75L+0.75S 5.835 3.290 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+0.75L+0.75Lr 0.000 0.091 0.005 D+H+0.525E2+0.75L+0.75Lr 0.000 0.702 0.037 D+H+0.525E1+0.75L+0.75S 0.000 0.061 0.003 D+H+0.525E2+0.75L+0.75S 0.000 0.732 0.039 0.6D+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 b.6D+W5+H 4.080 0.694 0.309 0.60+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 0.062 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+ 0.7pQE2 0.000 0.986 0.052 (1.0+0.105SDS)D+H+0.525pQE1+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+0.755 0.000 .. 0.730 0.039 (0.6-0.14SDS)D+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+ O. M06E2 1.755 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+0.105SDS)D+H+0.52500QE1+0.75L+0.755 0.000 0.105 0.006 (1.0+0.105SDS)D+H+0.525f20QE1+0.75L+0.75S 1.017 2.273 0.214 (0.6-0.14SDS)D+0.MOQE1+H 0.000 0.105 0.006 (0.6-0.14SDS)D+0.71)OQE2+H 2.415 3.066 0.384 Loads already factored 0.000 0.000 0.000 113 1 Concrete anchorage design in' A_ for anchor 0.334 Reference "Strength Design o/Anchorage to Concrete" and ACI 318-05 Appendix D Shaft diameter d, 0.750 Description; lAndreason Steel properties; ' Grids 2 3 5 6 8 9 12 13 1415 intersecting at Grid L 36.00 ksi F„m Loading data; ksi 10/5/2009 Axial loads (kips), N; Tension forces are positive; ' ' D H L Lr S E1 E2 ' -2.940 0.000 1 0.000 -10.820 0.000 1 -1.410 1.410 W1 W2 W3 W4 W5 W6 W7 4.450 1.150 14.780 11.480 10.640 0.000 0.000 Shear loads (kips), V; D H L Lr S Et E2 Direction of positive force 1.180 0.000 0.000 1.720 0.000. 1.920 -1.920 0 degrees W1 W2 W3 W4 WS W6 W7 3.450 2.770 -4.180 -4.870 1.040 0.000 0.000 Input seismic factors; P 1.000 SDs 0.533 00 3.00 Input factored load case; N. 0.000 1 kips Axial ❑ Seismic bad case V. 0.000 kips Shear Strength reduction factors; ❑� Shear reinforcing provided ❑� Hairpin reinforcing at each holt row 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 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 D.4.4 (b) 0.600 0.450 D.4.4 (b) Fastener governed by concrete breakout, blowout, pullout or pfyout strength; Shear loads, 4 0.700 0.525 Tension loads, 0.700 0.525 Anchor data Anchor grade IASM F 1554-04 36 I I 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 (AH) 0.654 in' A_ for anchor 0.334 int Shaft diameter d, 0.750 inches Steel properties; Fr, 36.00 ksi F„m 58.00 ksi I] Anchor is In area of cracking ❑ Buift-up grout pad Fastener in cracked concrete with edge reinforcement of a 84 bar or greater. r• Are fasteners rigidly connected? No 1 1 1 1 1 1 1 1 1 7 1 1 1 Base material data Concrete f. 3000 psi Geometry' Edge distances; Shear; Tension; EDI - Left edge W12.00 inches M24.00 inches ED2 - Right edge inches inches ED3 - Top edge inches inches E04 - Bottom edge inches inches 61 - 3.00 inches 24.00 inches C�2 12.00 inches 24.00 Inches C. ,,,,,, 18.00 inches 24.00 Inches 3.00 inches 24.00 inches Concrete depth, ha 18.00 inches Anchor embedment (hf) 12.00 linches h',i 12.00 inches D.5.2.3 1.5 - h',t 18.00 inches Is c,,,,,, 5 1.5h,t? Yes Rows of anchors 2 Row spacing (s,); 4.00 inches Number of anchors/row ; 2 Boll spacing (st); 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) OV„ Z V_ (D-2) oN„ shall be the lowest design strength determined from all appropriate failure modes; Nominal strength o1 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, ONS 0.00 0.00 kips D.5.2.1 (D-0) Concrete breakout strength of anchor group in tension, ON.W 15.63 1112 kips D.5.2.1 (D-5) Pullout strength of anchor(s) In tension, OnNa, 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,,. 0.00 0.00 kips D.5.4.2 (D-18) 1;172 OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchors) in shear, OV_a,e,,,,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) Concrete breakout strength of anchor(s) in shear, OV,e-6,,,,,,t,,,, 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear. OVcb. d„t 0.00 0.00 kips D.6.2.1 (D-21) ' Concrete pryoul strength of anchor(s) In shear. OVA 31.26 23 45 kips 0.6.3.1 (0-29) MN fys Load combination; N - V- ON. + 0V 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+W7 1.610 4.640 0.281 D+H+ W2 0.000 3.960 0.157 D+H+W3 11.840 2.990 0.876 D+H+W4 8.540 3.680 0.693 D+H+W5 7.700 2.230 0.581 D+H+ W6 0.000 1.190 0.047 D+H+ W7 0.000 1.190 0.047 D+H+0.7E1 0.000 2.634 0.134 D+H+ 0.7E2 0.000 0.164 0.008 D+H+0.75W1+0.75L+0.75Lr 0.000 5.068 0.201 D+H+0.75W2+0.75L+0.75Lr 0.000 4.558 0.181 D+H+0.75W3+0.75L+0.75Lr 0.030 0.655 0.028 D+H+0.75W4+0.75L+0.75Lr 0.000 1.173 0.047 D+H+0.75W5+0.75L+0.75Lr 0.000 3.260 0.129 D+H+0.75W6+0.75L+O.75Lr 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 0.398 3.778 0.175 D+H+0.75W2+0.75L+O.75S 0.000 3.268 0.130 D+H+0.75W3+0.75L+0.75S 8.145 1.945 0.598 D+H+0.75W4+0.75L+O.75S 5.670 2.463 0.461 D+H+0.75W5+0.75L+O.75S 5.040 1.970 0.401 D+H+0.75W6+0.75L+O.75S 0.000 1.190 0.047 D+H+0.75W7+0.75L+0.755 0.000 1.190' 0.047 D+H+0.525E1+0.75L+0.75Lr 0.000 3.488 0.185 D+H+0.525E2+0.75L+0.75Lr 0.000 1.472 0.078 D+H+0.525E1+0.75L+0.75S 0.000 2.198 0.116 D+H+O.525E2+0.75L+0.75S 0.000 0.182 0.010 0.6D+W1+H 2.686 4.164 0.337 0.6D+W2+H 0.000 3.484 0.138 0.6D+W3+H 13.016 3.466 0.970 0.6D+W4+H 9.716 4.156 0.787 0.6D+W5+H 8.876 1.754 0.638 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 2.058 0.109 0.6D+0.7E2+H 0.000 0.630 0.033 (1.0+0.14SOS)D+H+0.7pQE1 0.000 2.623 0.139 (1. 0+0. 14SOS)D+H+ 0.7pQE2 0.000 0.065 0.003 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75Lr 0.000. 3.555 0.188 (1.0+0.105SOS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 1.639 0.081 (1.0+0.105SDS)D+H+0.525pQE1+0.751+0.755 0.000 2.265 0.120 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.249 0.013 (0. 6-0.14SDS)D+O. 7p OE1+H 0.000 1.969 0.104 (0.6-0.14SDS)D+0.7pOE2+H 0.000 0.719 0.038 (1.0+0.14SDS)D+H+0.700QE1 0.000 5.311 0.281 (1. 0+0. 14SOS)D+H+ 0. MOQE2 0.000 2.753 0.146 (1.0+0.105SDS)D+H+O.5250OQE1+0.75L+0.75Lr 0.000 6.571 0.295 (1.0+0.105SDS)D+H+0.5250OQE2+0.75L+0.75Lr 0.000 0.477 0.025 (1.0+0.105SOS)D+H+O.52500QE1+0.75L+0.755 0.000 4.281 0.227 (1.0+0.105SOS)D+H+0.525ROQE1+0.75L+0.75S 0.000 1.767 0.094 (0.6-0.14SDS)D+0.70CQE1+H 0.000 4.657 0.247 (0.6-0.14SDS)D+0.70OQE2+H 1.416 3.407 0.301 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 Grids 2 3 5 6 8 9 12 13 1415 intersecting at Grid F.9 Strength reduction factors; ❑� Shear reinforcing provided ❑' Hairpin reinforcing at each holt row ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; Tension loads, 0 Shear loads, 0 Fastenergovemed by strength of a bditle steel element; Tension loads, Shear loads, 0 Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 4 Tension loads, Q 0.750 Non -seismic; Axial loads (kips), N; Tension fomes are positive; In' 0.750 0.563 D.4.4 (a) D H L Lr S E1 E2 D.4.4 (b) -2.300 0.000 0.000 -7.180 0.000 1.410 -1.410 ksi ❑+ Anchor is in area of cracking 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 E1 E2 Direction of ositive force 1.190 0.000 0.000 1.720 0.000 -1.150 1.150 0 degrees 'W1 W2 W3 W4 WS W6 W7 -3.820 -4.510 1.300 0.620 0.670 0.000 0.000 Input seismic factors; P 1.000 SDS 0.533 �0 3.00 Input factored load case; Num 0.000 kips Axial ❑ Seismic load case V. 0.000 kips Shear Strength reduction factors; ❑� Shear reinforcing provided ❑' Hairpin reinforcing at each holt row ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; Tension loads, 0 Shear loads, 0 Fastenergovemed by strength of a bditle steel element; Tension loads, Shear loads, 0 Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 4 Tension loads, Q 0.750 Non -seismic; Seismic; In' 0.750 0.563 D.4.4 (a) 0.650 0.488 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 Anchor grade ASTM F 1554-04 36 1 - 1 Oki User defined criteria; F, F„ Elong. % (min) RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/4" Head ; Hez If headed studs used - select size here; N/A - Standard anchor Area of anchor head (AN) 0.654 In' A. for anchor 0.334 in' Shaft diameter d, 0.750 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 Base material data; Concrete f, 3000 psi Edge distances; Shear; Tension; . ED1 - Left edge 3.00 inches 24.00 inches ED2 - 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 C., 3.00 inches 24.00 inches C.2 12.00 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 (h1) 12.00 inches h',f 12.00 Inches D. 5.2.3 1.5'h',j 18.00 inches Is c,,,,, 5 1.5h,f? 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; ONS Z N� (D 1) W„ i V,,, (D-2) ON„ shall be the lowest design strength determined from all appropriate failure modes; Nominal strength ofanchor(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,b 0.00 0.00 kips D.5.2.1 (04) Concrete breakout strength of anchor group in tension, ON. 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, ONO 0.00 0.00 kips D.5.4.1 (D-17) Concrete side -face blowout strength of bolt group, ON,w 0.00 0.00 kips D.5.4.2 (D-.18) KNMER-Mtx "fi:aPn 511 OV„ shall be the lowest.design strength determined from all appropriate failure modes; t , Steel strength of anchor(s) in shear, OV,,., o, 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) Concrete: breakout strength of anchor(s) In shear, OV,b.h Q,,,. 0.00 0.00 kips 0.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV�b- , 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) V^� 1 Load combination; N- V- Nu va ON,, OVA 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+0.755 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+O.75W6+0.75L+0.75Lr 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 D+H+0.75W5+0.75L+0.75S 0.000 3.625 1.655 1.693 0.066 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 0.6D+W2+H 2.330 3.796 0.300 ' 0.66+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 ' 0.6D+W7+H 0.000 0.714 0.028 0.6D+0.7E1+H 0.000 0.091 0.005 0.60+0.7E2+H 0.000 1.519 0.080 (1.0+0.14SDS)D+H+ 0.7pQE1 0.000 0.474 0.025 ' (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 2.084 0.110 (1.0+0.105SDS)D+H+0.525pQE1+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+0.105SDS)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+ 0.700QE1" 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+0.52500QE1+0.75L+0.75Lr 0.000 0.735 0.039 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 0.000 4.358 0.231 (1.0+0.105SDS)D+H+0.525nOQE1+0.75L+0.75S 0.000 0.555 0.029 ' (1.0+0.105SDS)11+H+0.52511011E1+0.75L+0.75S (0.6-0.14SDS)D+0.700QE1+H 0.000 1.753 3.068 1.790 0.162 0.244 (0.6-0.14SOS)D+0.7f10QE2+H 0.000 3.040 0.161 Loads already factored 0.000 0.000 0.000 1 M ' Concrete anchorage design Reference 'Strength Design ofAnchordge to Concrete" and ACI 31&05 Appendix D Description; lAndreason ' Grids 4 7 10 11 intersecting at Grid L Loadino data' 1015/2009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr s E1 E2 3.570 0.000 1 0.000 -13.000 0.000 -1.700 1.700 W1 W2 W3 W4 W5 W6 W7 5.390 1.380 1 17.780 J 13.770 1 12.810 1 0.000 1 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 SDs 0.533 L 3.00 Input factored load case; ' N_ 0.000 kips Axial ❑ Seismic bad rase 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 ofa ductile steel element; Tension loads, 0 Non -seismic; Seismic; 0.750 0.563 D.4.4 (a) Shear loads, 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 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, Q 0.700 0.525 Anchor data; Anchor grade ASTM F 1554.04 36 Okl, 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 v Area of anchor head (A„) 0.654 in' A,,.foranchor 0.334 in' Shaft diameter d, 0.750 inches ' Steel properties; Fr, 36.00 ksi F„ 58.00 ksi ' i] Anchor Iain area of cracidng ❑ Built-up grout pad Fastener In cracked concrete with edge reinforcement of a R4 bar or greater. Are fasteners rigidly connected? No IM Base material data Concrete f. 3000 1 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 3.00 inches K24.00 inches ED2 - Right edge 18.00 inches inches ED3 - Top edge 12.00 inches inches ED4 - Bottom edge 12.00 inches inches C.1 3.00 inches 24.00 inches C62 12.00 inches 24.00. inches Ca. ,, 18.00 Inches 24.00 inches c,,,,d„ 3.00 inches 24.00 inches Concrete depth, h, 18.00 inches Anchor embedment (hr) 12.00 inches W., 12.00 inches D.5.2.3 1.5 - h',r 18.00 inches Is c,, m„ s 1.5hb? 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 anchors, n 4 Number of anchors in tension 4 Summary of design check For the design of fasteners; ON„ Z N. (a1) 0Vn 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 stenglh 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,b 0.00 0.00 kips D.5.2.1 (D-0) Concrete breakout strength of anchor group in tension, ON., 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, ¢N,bs 0.00 0.00 kips D.5.4.2 (D-18) Lo-gamwl 45.63 117"2 kips r" OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, ¢V„-, ,j. W -,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, OV, b �, ,„ 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV.b -.W..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 0.6.3.1 (D-29) ��V 4��-„: Ye '�' °� ,L "�'1'�"':'� ``�' '� °�,t'"`a- 2518 3�''��" 19'x89 ski swe° a rw.., pp•�, aa.: a f YO MI Load combination; N. V. N., V o 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+W1 1.820 5.690 0.342 D+H+W2 0:000 4.900 0.195 D+H+ W3 14.210 3.730 1.057 ' D+H+W4 10.200 4.530 0.832 D+H+W5 9.240 2.600 0.694 D+H+ W6 0.000 1.410 0.056 D+H+ W7 D+H+0.7E1 0.000 0.000 1.410 3.083 0.056 0.163 D+H+ 0.7E2 0.000 0.263 0.014 D+H+0.75W1+0.75L+0.75Lr 0.000 6.173 0.245 D+H+0.75W2+0.75L+0.75Lr 0.000 5.580 0.222 D+H+0.75W3+0.75L+O.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+0.75W6+0.75L+0.75Lr 0.000 2.963 0.118 D+H+0.75W7+0.75L+O.75Lr 0.000 2.963 0.118 ' D+H+0.75W1+0.75L+0.75S 0.473 4.620 0.214 D+H+0.75W2+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+0.75W4+0.75L+0.75S 6.758 3.045 0.563 ' D+H+0.75W5+0.75L+0.75S 6.038 2.303 0.478 D+H+O.75W6+0.75L+0.75S 0.000 1.410 0.056 D+H+0.75W7+0.75L+O.75S 0.000 1.410. 0.056 D+H+O.525E1+0.75L+0.751-r 0.000 4.217 0.223 ' D+H+0.525E2+0.75L+0.75Lr 0.000 1.708 0.090 D+H+0.525E1+0.75L+0.75S 0.000 2.665 0.141 O+H+0.525E2+0.75L+0.75S 0.000 0.155 0.008 0.6D+Wl+H 3.248 5.126 0.411 0.6D+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 0.000 0.846 0.034 ' 0.6D+W7+H 0.000 0.846 0.034 0.6D+0.7E1+H 0.000 2.519 0.133 0.6D+0.7E2+H 0.000 0.827 0.044 (1. 0+0. 14SDS)D+H+ 0. 7pQE 1 0.000 3.188 0.169 ' (1. 0+0. 14SDS)D+H+ 0. 7p QE2 0.000 0.158 0.008 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75Lr 0.000 4.296 0.227 (1.0+0.105SOS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 1.787 0.095 (1.0+0.105SDS)D+H+0.525p QE1+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)0+0.7pQE2+H 0.000 0.932 0.049 (1.0+0.14SDS)D+H+0.7()OQE1 0.000 6.534 0.346 (1. 0+0. 14SDS)D+H+ 0.700QE2 0.000 3.504 0.186 ' (1.0+0.105SDS)D+H+0.525(IOQE1+0.75L+0.75Lr 0.000 6.806 0.360 (1.0+0.105SDS)D+H+0.525(IOQE2+0.75L+0.75Lr 0.000 0.723 0.038 (1.0+0.105SDS)D+H+0.525()OQE1+0.75L+0.75S 0.000 5.253 0.278 (1.0+0.105SDS)D+H+O.52500QE1+0.75L+0.755 0.000 2.275 0.120 ' .(0.6-0.14SDS)D+0.MOQE1+H 0.000 5.760 0.305 (0.6-0.14SDS)D+0.7()OQE2+H 1.694 4.278 0.371 Loads already factored 0.000 0.000 0.000 151- Concrete SL Concrete anchorage design Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 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 1 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 E2 Directionof 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 SDs 0.533 Oo 3.00 Input factored load case; N„ 0.000 kips Axial ❑ Seismic toad case V. 0.000 kips Shear • Strength reduction factors; 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; Tension loads, 0 0.750 0.563 DAA (a) Shear loads, 0 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, b 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 Abort F 1554-04 36 User defined criteria; F, F„ Elong. % (min) Okl RA % (min) 0 0 0 0 ❑ Ductile anchors Anchor diameter 3/a^ Head Hex If headed studs used - select size here; rt/A - Standard anchor Area of anchor head (A„) 0.654 int A„ for anchor 0.334 int ' Shaft diameter do 0.750. inches Steel properties; Fr, 36.00 ksi I'm 58.00 ksi 21 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? Ho � S3 Base material data; Concrete f, 3000 psi Geometry; Edge distances; Shear; Tension; ED1 - Left edge 3.00 inches 24.00 inches ED2 - Right edge 18.00 inches 24.00 inches E03 - Top edge 12.00 inches 24.00 inches ED4 - Bottom edge 12.00 inches 24.00 inches c,, 3.00 inches 24.00 inches cat 12.00 inches 24.00 inches C.. m, 18.00 inches 24.00 Inches C., in 3.00 inches. 24.00 inches Concrete depth, ha 18.00 inches Anchor embedment (h„) 12.00 inches W., 12.00 inches D.5.2.3 1.5 • h',, 18.00 inches Is c,,,,,„ 5 1.5h,,7 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; 50.37 37.78 kips D.6.1.2 (D-19) ON„ Z N_ 25.18 (D-1) kips 0.6.1.2 (D-19) OV, z V,,, 0.00 (0-2) kips D.6.2.1 (D-21) ON, shall be the lowest design strength determined from all appropriate failure modes; 0.00 0.00 kips D.6.2.1 (O 21) ' Nominal strength of anchor(s) in tension; Steel stength of anchor(s) in tension, ON. Non -seismic; 58.12 Seismic; 43.59 kips D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ¢Ncb 0.00 0.00 kips D.5.2.1 (D-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 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 ON ba 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, OV_ ,,,b„e,,,p 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV;,. wm 25.18 18.89 kips 0.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVcb ead� 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVpb ap,,,,- 0.00 0.00 kips D.6.2.1 (O 21) ' Concrete pryout strength of anchor(s) in shear, OV p 31.26 23.46 kips D.6.3.1 (D 29) ?c1?):iG . .MR J z 2616'.^"'d 44 ,.,ri_.�.:,=xr :�x..: `ani'&:....:.,..uaSz�.�' 18^8!)Ckl a �.,�u,.t'.="a lS-1 N.a+Vo ON. 0V Load combination; N- 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 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 0.000 1.410 0.056 D+H+0.7E1 0.000 0.493 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+0.751+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+0.75S 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+0.755 4.428 1.973 0.362 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 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 1.596 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. 7pQE 1 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+0.75L+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+0.75L+0.755 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)D+0.7pQE1+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+0.525f10QE1+0.75L+0.75Lr 0.000 0.978 0.052 (1.0+0.105SDS)D+H+0.52500QE2+0.75L+0.75Lr 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+0.525000E1+0.75L+0.75S 0.000 3.552 0.188 (0.6-0.14SDS)D+0.7f10QE1+H 2.157 2.010 0.290 (0.6-0.14SDS)0+0.700QE2+H 0.000 3.492 0.185 Loads already factored 0.000 0.000 0.000 ' ' Concrete anchorage design Reference "Strength Design o/Anchorage to Concrete" and ACI 318-05 Appendix D Description; lAndreason Grid 15.9C 15.9E Loading data; 0 0 9/30/2009 Axial loads (kips), N; Tension forces am positive; Head Hex ' If headed studs used - select size here; N/A - Standard anchor D H L Lr S E1 E2 int A. for anchor 0.334 0.000 1 0.000 1 0.000 1 0.000 1 0.000 0.000 1 0.000 Shaft diameter d, 0.750 inches ' W1 W2 W3 W4 W5 W6 W7 Fr, 36.00 ksi g.ogo 1 0.000 0.000 0.000 0.000 0.000 0.000 ksi ' ' Shearloads (kips), V; Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. 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 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 CIO 3.00 Input factored load case; N. 1 0.000 Ikips 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 govemed by strength of a ductile steel element; Non -Seismic; Seismic; ' Tension loads, 0 0.750 0.563 0.4.4 (a) Shear loads, 0 0.650 0.488 0.4.4 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0 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: 1 Anchor grade ASTM F 1554.04 36 IVI Okl 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 (AH) 0.654 int A. for anchor 0.334 int Shaft diameter d, 0.750 inches ' Steel properties; Fr, 36.00 ksi F= 58.00 ksi ' ❑Q 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; EDI - Left edge 4.00 inches 12.00 inches ED2 - Right edge 8.00 inches 12.00 inches E03 - Top edge 8.00 inches 12.00 inches ED4 - Bottom edge 8.00 inches 12.00 inches Ce, 4.00 inches 12.00 inches ' cat 8.00 inches 12.00, inches c,. ,, 8.00 inches 12.00 inches Ca. In 4.00 inches 12.00 inches Concrete depth, ha 18.00 inches ' Anchor embedment (haf) 12.00 inches h'., 8.00 inches D.5.2.3 1.5',h',, 12.00 inches Is ca• _ 5 1.5ha,? Yes Rows of anchors . ;1 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; ON„ 2 Naa (D 1) OV„ 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, ON. 58.12 43.59 kips 'D. 5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ¢Nrb 0.00 0.00 kips D.5.2.1 (04) Concrete breakout strength of anchor group in tension, ¢Nb 7.30 5.48 kips D.5.2.1 (0-5) Pullout strength of anchor(s) in tension, OnNa, 43.95 32.96 kips D.5.3.1 (0-14) Concrete side face blowout strength of single anchorin tension, ONap 0.00 0.00 kips D. 5.4.1 (D-17) Concrete side -face blowout strength of bolt group, QNab. 0.00 0.00 kips D.5.4.2 (D-18) Y;j ,ss="�' ri'+p ,. kips OV, shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV.. a a, o 50.37 37.78 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV. - gar 25.18 18.89' kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, 0Vry.nxmm( o« 7.17 5.38 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, Von - aaaa,, , 4.51 3.38 kips D.6.2.1 (D-21) Concrete pryoul strength of anchor(s) in shear, OVc 14.61 10.96 kips D.6.3.1 (0-29) N., V_ ON. OV Load combination; N_ Vw 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+WI 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+O.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+0.755 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+0.755 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 a6D+WI+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 0.60+W4+H 0.000 0.000 0.000 0.60+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+0.75Lr 0.000. 0.000 0.000 (1.0+0.105SOS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SOS)D+H+0.525pQE2+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SOS)D+0.7pQEI+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+0.71)OQE1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+a700QE2 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+a 105SOS)D+H+0.525f10QE2+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+0.525f10QE1+0.75L+0.75S 0.000 0.000 0.000 (0.6-0.14SOS)D+aMOQEI+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.70OQE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 K, 1 J Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and AC1318-05 Appendix D Description; jAndreason ' Grid 16A Loading data; 10/5/2009 Axial loads (kips), N; Tension fomes are positive; D H L Lr S E1 E2 -5.170 0.000 0.000 -15.810 0.000 1.320 -1.320 W1 W2 W3 W4 W5 W6 W7 25.140 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 1 0.000 0.000 2.780 0.000 -4.420 4.420 0 degrees W1 W2 W3 W4 WS W6 W7 -3.700 1 -6.560 2.920 0.060 2.080 0.000 0.000 Input seismic factors; P 1.000 SOS 0.533 Do 3.00 Input factored load case; N._ 0.000 kips Axial ❑ Seismic load case Vu, 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; Tension loads, Non -seismic; Seismic; 0.750 0.563 D.4.4 (a) Shear loads, 0.650 0.486' 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, Q 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, Q 0.700 0.525 ' Anchor data; ' Anchor grade ASTM F 1554-04 36 User defined criteria; Fy F„ Elong. % (min) Oki RA % (min) 0 1 0 1 0 1 0 ❑ Ductile anchors Anchor diameter 1-1/4" . Head Heavy Hex ' If headed studs used - select size here; NIA - Standard.anchor Area of anchor head (A„) 2.237 in', 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 ❑ Suitt -up grout pad ' Fastener In cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No 1 J Base material data Concrete f. 3000 psi Geometry' Edge distances; Shear; Tension; ED1 - Left edge 16.00 inches Winches inches ED2 - Right edge 16.00 inches inches ED3 - Top edge 16.00 inches inches ED4 - Bottom edge 16.00 inches C.1 16.00 inches 24.00 Inches c.2 16.00 'inches 24.00 inches . C,, a 16.00 inches 24.00 inches c, d„ 16.00 inches 24.00 inches Concrete depth, h, 30.00 inches Anchor embedment (h,r) 18.00 inches h',r 16.00 inches D.5.2.3 1.5 - h',r 24.00 inches Is c,,,,,,, 5 1.5h,r7 Yes Rows of anchors 2 Row spacing (s2); 1 5.00 linches Number of anchors/raw ; 2 Bolt spacing (si); 4.00 linches Total number of anchors, n 4 Number of anchors in tension 4 Summary of design check; 'ON„ For the design of fasteners; Z N,® (D-1) OVA Z 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 stenglh of anchor(s) in tension; ON„ 168.61 126.45 kips 0.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, ¢N,e 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONS 30.41 22.81 kips D. 5.2.1 (D-5) Pullout strength of anchor(s) in tension, QnN n 150.33 112.74 kips D.5.3.1 (D44) ' Concrete side face blowout strength of single anchor in tension, ON„ 0 00 0.00 kips D.5.4.1 (0-17) Concrete side face blowout strength of bolt group, ON,, 0.00 0.00 kips D.5.4.2 (D-18) ' i ,: - 3fi';'��'a'1 fR.y"';�1 �V: } V i Nn�(^,"�; •� � b �,o '�' ,.: xryz �"� ,,°�`+v'' . QV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV®-„*„s,,,,P 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 (D-19) breakout strength of anchor(s) in shear, OV,o ' M1 v,,,r , 24.36 18.27 kips D. 6.2 "(D-2 1) 1 Concrete breakout strength of anchor(s) in shear, OVA. 23.58 17.68 kips 0.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OVp 60.82 45.61 kips D 6.3. 1 (D-29) �Concrete X101 1kiPs U Load combination; N, V- IV,+Vo ON„ op 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+0.75S 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+6.75W3+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+O.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+H+0.75W3+0.75L+0.75S 6.163 4.240 0.382 D+H+0.75W4+0.75L+0.755 0.000 2.095 0.089 D+H+0.75W5+0.75L+0.75S 11.338 3.610 0.526. D+H+0.75VV6+0.75L+0.75S 0.000 2.050 0.087 D+H+0.75W7+0.751.=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 0.366 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+W1+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 0.60+W6+H 0.000 1.230 0.052 0.61)+W74i 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+0.14SDS)D+H+0.7pQE1 0.000 0.891 0.050 (1. 0+0. 14SDS) D+H+ 0.7pQE2 0.000 5.297 0.300 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.751-r 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+H+O. 525p QE 1 +0. 75L +0. 75S 0.000 0.156 0.009 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 4.486 0.254 (0.6-0.14SDS)0+0.7pQE1+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. 71'IOQE1 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+0.525IIOQE1+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+0.525nOQE1+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.M,OQE1+H 0.056 8.205 0.466 (0.6-0.14SDS)D+O.7COQE2+H 0.000 10.359 0.586 Loads already factored 0.000 0.000 0.000 a Concrete anchorage design Reference "Strength Design ofAnchorege to Concrete" and ACI 318-05 Appendix D Description; Andreason Grid 17A Loading data; 0.488 D. 4.4 (b) 0.600 0.450 D.4.4 (b) 0.700 10/5/2009 Axial loads (kips), M; Tension forces are positive; inches Steel properties; D H L Lr S E1 E2 -5.170 0.000 0.000 -15.810 0.000 1.320 11.320 W1 W2 W3 W4 W5 W6 W7 25.140 8.360 15.110 -1.670 22.010 0.000 0.000 Shear loads (kips), V; D H L Lr S E1 E2 Direc0on of osi0ve 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 1 -6.560 2.920 0.060 2.080 0.000 0.000 Input seismic factors; P 1.000 Sgs 0.533 Oo 3.00 Input factored load case; N,,, 0.000 1 kips Axial ❑ Seismic bad case Vv, 0.000 kips Shear Strength reduction factors; ❑� Shear reinforcing orovlded El Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; Tension loads, 0 Shear loads, Fastener govemed by strength of a brittle steel element; Tension loads, 0 Shear loads, 0 Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, Tension loads, Anchor data 0.750 Nonseismic; Seismic; 0.750 0.563 D.4.4 (a) 0.650 0.488 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 Anchor grade ; iASTM F 1554-04 36 i Okl User defined criteria; F, 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 int A„ for anchor 0.969 in Shaft diameter d, 1.250 inches Steel properties; Fr, 36.00 ksi I'm 58.00 ksi G) 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 A, Base material data; Concrete P, 3000 psi Geometry' Edge distances; Shear; Tension; EDI - Left edge 6.00 inches [Finches inches ED2 - Right edge 24.00 inches inches ED3 - Top edge 24.00 Inches inches ED4 - Bottom edge 3.50 inches C.1 6.00 inches 24.00 inches cz 24.00 inches 24.00. inches C.. ,, 24.00 inches 24.00 inches C% ,,y, 3.50 inches 24.00 inches Concrete depth, ha 3 656-6-1 inches Anchor embedment (ha)18.00 inches h',f 16.00 inches D. 5.2.3 1.5' h',f 24.00 inches Is c,, 1.5h,,7 Yes Rows of anchors ; . Row spacing (a,); 5.00 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; �Nn a Nw (D-1) �V a V_ (0-2) QN„ 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„ 168.61 126.45 kips D.5.1.2 (D-3) Concrete breakout strength of single anchor in tension, �N. 0.00 0.00 kips 0.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, ONS 21.19 15.89 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, �nNp, 150.33 112.74 kips D.5.3.1 (D-14) Concrete side -face blowout strength of single anchor in tension, 4N b •0.00 0.00 kips D.5.4.1 (0-17) Concrete side -face blowout strength of bolt group, ON,, 0.00 0.00 kips D.5.4.2 (D-18) ' i" f, K .•�""" T.C3 Fv "�""fi^ R ¢N�` •-'��`. '� ��' 't. °l�r':�= " sr x� ., �c�'SK �: �` �"�'�21x19 .,rSi. 4�n�-.-As • n 15:89 �;kipg'.� } �-`'��' 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, �V.. 0 73.06 54.80 kips D.6:1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OVA-f„s�,,,,. 0.00 0.00 kips 0.6.2.1 (0-21) Concrete breakout strength of anchor(s) in shear, OVA. 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, mVcp 42.37 31.78 kips D.6.3.1 (D-29) 3178�skN" 162 Load combination; N. V, D 0.000 2.050 D+H+L 0.000 2.050 D+H+Lr 0.000 4.830 D+H+ S 0.000 2.050 D+H+0.75L+0.75Lr 0.000 4.135 D+H+0.75L+0.75S 0.000 2.050 D+H+ WI 19.970 1.650 D+H+W2 3.190 4.510 D+H+W3 9.940 4.970 D+H+W4 0.000 2.110 D+H+ W5 16.840 4.130 D+H+ W6 0.000. 2.050 D+H+ W7 0.000 2.050 D+H+ 0.7E1 0.000 1.044 D+H+ 0.7E2 0.000 5.144 D+H+0.75W1+0.75L+0.75Lr 1.828 1.360 D+H+0.75W2+0.75L+0.75Lr 0.000 0.785 D+H+0.75W3+0.75L+0.75Lr 0.000 6.325 D+H+0.75W4+0.75L+0.75Lr 0.000 4.180 D+H+0.75W5+0.75L+0.75Lr 0.000 5.695 D+H+0.75W6+0.75L+0.75Lr 0.000 4.135 D+H+0.75W7+0.75L+0.75Lr 0.000 4.135 D+H+0.75W1+0.75L+0.75S 13.685 0.725 D+H+0.75W2+0.75L+0.75S 1.100 2.870 D+H+0.75W3+0.75L+0.75S 6.163 4.240 D+H+0.75W4+0.75L+0.75S 0.000 2.095 D+H+0.75W5+0.75L+0.75S 11.338 3.610 D+H+0.75W6+0.75L+0.75S 0.000 2.050 D+H+0.75W7+0.75L+0.75S 0.000 2.050 D+H+0.525E1+0.75L+0.75Lr 0.000 1.815 D+H+0.525E2+0.75L+0.75Lr 0.000 6.456 D+H+0.525EI+0.75L+0.75S 0.000 0.271 D+H+0.525E2+0.75L+0.755 0.000 4.371 0.6D+WI+H 22.038 2.470 0.6D+W2+H 5.258 5.330 0.6D+W3+H 12.008 4.150 0.6D+W4+H 0.000 1.290 0.60+W5+H 18.908 3.310 0.6D+W6+H 0.000 1.230 0.6D+W7+H 0.000 1.230 0.6D+0.7EI+H 0.000 1.864 0.6D+0.7E2+H 0.000 4.324 (1.0+0.14SDS)D+H+0.7pQE1 0.000 0.891 (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 5.297 (1.0+0.105SDS)D+H+0.525p QE1+0.75L+0.75Lr 0.000 1.929 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75Lr 0.000 6.570 (1.0+0.105SDS)D+H+0.525pQE1+0.75L+0.75S 0.000 0.156 (1.0+0.105SDS)D+H+0.525pQE2+0.75L+0.75S 0.000 4.485 (0.6-0.14SDS)D+0.7pQE1+H 0.000 2.017 (0.6-0.14SDS)D+0.7pQE2+H 0.000 4.171 (1.0+0.14SDS)D+H+0.7f10QE1 0.000, 7.079 (1. 0+0. 14SDS)D+H+ 0.700QE2 0.000 11.485 (1.0+0.105SDS)D+H+0.525(IOQE1+0.75L+0.75Lr 0.000 2.712 (1.0+0.105SDS)D+H+0,525000E2+0.75L+0.75Lr 0.000 11.211 (1.0+0.105SDS)D+H+0.525CIOQE1+0.75L+0.75S 0.000 4.797 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.75S 0.000 9.126 (0.6-0.14SDS)D+0.7R6QEI+H 0.056 8.205 (0.6-0.14SDS)0+0.7f10QE2+H 0.000 10.359 Loads already factored 0.000 0.000 N.- + �,a ON. OV 0.048 0.048 0.114 0.048 0.098 0.048 0.981 0.257 0.586 0.050 0.892 0.048 0.048 0.033 0.162 0.118 0.019 0.149 0.099 0.134 0.098 0.098 0.663 0.120 0.391 0.049 0.620 0.048 0.048 0.057 0.203 0.009 0.138 1.098 0.374 0.665 0.030 0.971 0.029 0.029 0.059 0.136 0.028 0.167 0.061 0.207 0.005 0.141 0.063 0.131 0.223 0.361 0.085 0.353 0.151 0.287 0.262 0.326 0.000 Gb3 Concrete anchorage design Reference "Strength Design o/Anchorage to Concrete" and ACI 318-05 Appendix D Description; JAndreason Grid 16G 17G Loading data; 2.237 Int A. for anchor 0.969 101512009 Axial loads (kips), N; Tension fomes are positive; inches Steel properties; D H L Lr S E1 ' E2 -7.030 0.000 0.000 -21.030 0.000 0.420 1 -0.420 W1 W2 W3 W4 W5 W6 W7 23.380 3.090 24.200 3.900 27.490 0.000 1 0.000 Shear loads (kips), V; D H L Lr S Et E2 Directionof ositive 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 1 2.090 -2.090 2.090 -2.090 0.000 0.000 Input seismic factors; P 1.000 SDs 0.533 CIO 3.00 ' Input factored load case; N� V,,, .1 0.000 kips Axial ❑ Seismic load rase 0.000 kips Shear Strength reduction factors; Q Shear reinforcing provided ❑ Hairpin reinforcing at each bolt row ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; Tension loads, Shear loads, � Fastener governed by strength of a brittle steel element; Tension loads, 0 Shear loads, 0 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 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, 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 Int A. for anchor 0.969 in' Shaft diameter d, 1.250 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? INo �� q . 165 ' Base material data• 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; 3.50 i6ches 24.00 inches ED4 - Bottom edge 24.00 • inches 24.00 inches G+ 16.00 inches 24.00' inches C'2 3.50 inches 24.00 inches ' c,, 24.00 inches 24.00 Inches c,,,b„ 3.50 inches _ 24.00 inches Concrete depth, ho 30.00 inches Anchor embedment (ha) 18.00 inches h'„ 16.00 inches D. 5.2.3 1.5 - h',f 24.00 inches Is ca,,,,,,, 51.51ha,? Yes ' Rows of anchors 2 Row.s pacing (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 LI . I Summary of design check; For the design of fasteners; ON„ Z N„ 146.13 (D-1) kips D.6.1.2 (D-19) OVA a V. 73.06 (D-2) kips D. 6.1.2 (D-19) �N„ shall be the lowest design strength determined from all appropriate failure modes; 18.34 13.76 kips D.6.2.1 (D-21) Nominal strength of anchor(s) in tension,, Non -seismic; Seismic; 12.79 kips ' Steel stenglh of ancior(s) in tension, ON. 168.61. 126.45 kips D. 5.1.2 (D-3) D 6.3. 1 (D-29) Concrete breakout strength of single anchor in tension, ON,, 0.00 0.00 kips D. 5.2.1 (D4) Concretebreakout strength of anchor group in tension, ON,W 22.40 16.80 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 (O 17) ' Concrete side -face blowout strength of boll group ON,sy 0.00 0.00 kips D 5.4.2 (D-18) SSit . . ? .. , 5 x22 11 t 16 80 LI . I OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, QVC,. wgr gmp 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV.;.� 73.06 54.80 kips D. 6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, �V�.,, ,„ 18.34 13.76 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OVA d� 17.05 12.79 kips 0.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear. OV, 44.80 33.60 kips D 6.3. 1 (D-29) ftpV at rP: r� 1 z4 s Tom. $4 7r4S1 �`� s e 1706 `I X;t?T s 'Lklps iia* _ 7 s{4 xK<7- LI . I �G� Load combination; N, Vy N„o + V a ON. ¢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+ WI 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+0.75L+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. Mr 0.000 0.000 0.000 D+H+0.75W7+0.75L+0.75Lr 0.000 0.000 0.000 D+H+0.75W1+O.75L+0.75S 10.505 1.568 0.561 D+H+O.75W2+0.75L+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+0.75S 13.588 1.568 0.699 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 0.60+W1+H 19.162 2.090 0.978 0.6D+W2+H 0.000 2.090 0.123 0.60+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 0.60+0.7E1+H 0.000 0.000 0.000 0.6D+0.7E2+H 0.000 0.000 0.000 (1. 0+0. 14SOS)D+H+ 0. 7p QE 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 QE 1 +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+0.525p QE 1 +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+0.7f10QE1 0.000 0.000 0.000 (1.0+0.14SOS)D+H+ 0.7f10QE2 0.000 0.000 0.000 (1.0+0.105SOS)D+H+0.52500QE1+0.75L+0.75Lr 0.000 0.000 0.000 (1.0+0.105SOS)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+0.105SOS)D+H+0.52500QE1+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+0.700QE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 Concrete anchorage design Reference 'Strength Design o/Anchorage to Concrete" and ACI 318-05 Appendix D Description; jAndreason ' Grid 16L 17L Loading data; 10/512009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr S E1 E2 -3.540 0=0 0.000 -11.540 0.000 -1.740 1.740 W1 W2 W3 W4 W5 W6 W1 6.390 2.340 15.600 11.550 12.120 0.000 0.000 Shear loads (kips), V; D H L Lr S E1 E2 Directionof osiltve 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 SOS 0.533 �0 3.00 Input factored load case; N,,, 0.000 kips Axial ❑ Seismic bad case Ve, 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 govemed by strength of a ductile steel element; Non-seismic; Seismic; ' Tension loads, 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 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 ASTM F 1554.04 36 • Ckl ' User defined criteria; Fr. F„ Elong. % (min) RA % (min) 0 1 0 1 0 1 0 ❑ Ductile anchors Anchor diameter 1-t/4^ • Head Heavy Hex • ' If headed studs used select size here; N/A - Standard anchor IVI Area of anchor head (AM) 2.237 inz A. for anchor 0.969 inz .' Shaft diameter d, 1.250 inches Steel properties; Fr, 36.00 ksi F,,, 58.00 ksi O 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 fc 3000 psi Edge distances; Shear; Tension; EDI - 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 co 6.00 inches 24.00 inches cat 12.00 inches 24.00 inches Ca.mx 16.00 inches 24.00 inches c,,,N„ 6.00 inches 24.00 inches Concrete depth, ha 30.00 inches Anchor embedment (ha,) 18.00 inches h',, 16.00 inches D.5.2.3 1.5'h',, 24.00 inches Is ce, 51.5h�,? Yes Rows of anchors 2 Row spacing (s2); 5.00 inches Number of anchors/row ;1 Boll spacing (sj); 1 4.00 linches 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) . OV„ 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, ON_ 168.61 126.45 kips D.5.1.2 (0-3) Concrete breakout strength of single anchor in tension; QN,b 0.00 0.00 kips 0.5.2.1 (0-4) Concrete breakout strength of anchor group in tension; ONb 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 bfowout 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.. 0.00' 0.00 kips D.5.4.2 (D-18) # a'Nae OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV„ -„,s, 146.13 109.59 kips D.6.1.2 (D-19) Steel strength of anchor(s) in shear, OV.. , 73.06 64.80 kips D.6.1.2 (0-19) Concrete breakout strength of anchor(s) in shear, QVC,, ,,,,j, , , 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear. OVcb. d,, , 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) t -�'Y �t'i`�,4¢. `IJ' " � :�,= ._ '"P S .. ri "M'd_4.'�• L 'S � 'k r,Yss r pyr 1 3 C ..�.Mi�i.e�$�il.^4"tii4�a�C�o� �'' SYi *+bdc'.lG'('Vtetsilk4>�� h"-2s�M�,4� i 5.' ..••..T•ry• + S � 1Y �F Shy ,�2`.° . � �.'n m N„o+Vo ON. Ov. Load combination; N. V� D 0.000 2.050 0.068 D+H+L 0.000 2.050 0.068 D+H+Ir 0.000 4.830 0.160 D+H+ S 0.000 2.050 0.068 D+H+0.75L+0.75Lr 0.000 4.135 0.137 D+H+0.75L+0.75S 0.000 2.050 0.068 D+H+ W1 2.850 1.800 0.249 D+H+ W2 0.000 4.370 0.145 D+H+W3 12.060 3.910 0.930 D+H+ W4 8.010 1.340 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+0.75Lr 0.000 2.905 0.096 D+H+0.75W6+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+0.75S 8.160 2.420 0.622 D+H+0.75W4+0.75L+0.75S 5.123 0.493 0.356 D+H+0.75W5+0.75L+0.75S 5.550 0.820 0.395 D+H+0.75W6+0.75L+0.75S 0.000 2.050 0.068 D+H+0.75W7+0.75L+0.755 0.000 2.050 0.068 D+H+0.525E1+0.75-+0.75Lr 0.000 5.925 0.262 D+H+0.525E2+0.75-+0.75Lr 0.000 2.345 0.104 D+H+0.525E1+0.75-+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 0.6D+W2+H 0.216 3.550 0.132 0.60+W3+H 13.476 4.730 1.051 0.60+W4+H 9.426 2.160 0.697 0.6D+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 0.80+0.7E1+H 0.000 3.617 0.160 0.6D+0.7E2+H 0.000 1.157 0.051 (1.0+0.14SDS)D+H+0.7pQE1 0.000 4.590 0.203 (1.0+0.14SDS)D+H+ 0.7pQE2 0.000 0.184 0.008 (1.0+0.105SDS)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+0.14SDS)D+H+0.700QEf 0.000 9.364 0.414 (1.0+0.14SDS)D+H+0.7QOQE2 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+Y,+0.525nOQE2+0.75L+0.75Lr 0.000 1.121 0.050 (1.0+0.105SDS)D+N.+0.525ROQE1+0.75L+0.75S 0.000 7.535 0.333 (1.0+0.105SDS)D+H+0.525C)OQE1+0.75L+0.75S 0.000 3.206 0.142 (0.6-0.14SDS)0+0.700QE1+H 0.000 8.238 0.364 (0.6-0.14SDS)D+0.700QE2+H 1.794 6.084 0.428 Loads already factored 0.000 0.000 0.000 1�� ' Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and AC1318-05 Appendix D Description; jAndreason t Grid 16.9C 16.9E Loading data; 10/512009 Axial loads (kips), N; Tension forces are positive; ' D H L Lr S E1 E2 0.000 0.000 1 0.000 1 0.000 0.000 0.000 0.000 W1 W2 W3 W4 WS 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 ositive force 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 degrees W1 W2 W3 W4 W5 W6 W7 4.500 0.000 0.000 0.000 0.000 0.000 0.000 ' Input seismic /actors; P 1.000 SOS 0.533 00 3.00 Input factored load case; ' N,a 0.000 kips Axial ❑ Seismic Toad case V- .0.000 kips Shear Strength reduction factors; ' ❑ Shear reinforcing provided ❑ Hairpin reinforcing at each twit row ASCE 14.2.2.17, for seismic load cases 0.750 Fastehergovemed by strength of a 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) Fastener governed by strength of a Brittle steel element; Tension loads, 0 0.650 0.488 0.4.4 (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 0.700 0.525 Anchor data' Anchor grade ASrrt F 1554-04 36 Okl ' 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 Area of anchor head (AH) 0.654 in' A„ for anchor 0.334 in' ' Shaft diameter d, 0.750 inches Steel properties; Fy, 36.00 ksi F= 58.00 ksi ' El 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 lel Base material data Concrete Pa 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 ca 8.00 inches 8.00 inches C.. as 8.00 inches 8.00 inches co. rran 4.00 inches 4.00 inches Concrete depth, ha 18.00 inches Anchor embedment (hof) 12.00 inches 5.33 inches 0.5.2.3 1.5'h',, 8.00 inches Is ca, a„ s 1.5haf9 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 ' ' Summary of design check; 37.78 18.89 5.38 3.38 10.96 kips kips kips kips kips D. 6.1.2 (D-19) 0.6.1.2 (D-19) D.6.2.1 (D-21) D.6.2.1(D 21) 0.6.3.1 (D 29) For the design of fasteners; 1-14 MWh - �- � , -�.. I. 0Na Z N� (D-1) 1 Wn z V. (D 2) ON, shall be the lowest design strength determined from all appropriate failure modes; . ' Nominal strength of anchor(s) in tension; Steel slength of anchor(s) In tension, ON. Non -seismic; 58.12 Seismic; 43.59 kips D. 5.1.2 (D-3) ' Concrete breakout strength of single anchor in tension. ONay 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension; ¢N,�, 7.30 5.48 kips (7.5.2.1 (D-5) ' Pullout strength of anchor(s) in tension, OnN, 43.95 32.96. kips D. 5.3.1 (D-14) Concrete side face b owoul strength of single anchor in tension ¢Nay 0.00 0.00 kips D. 5.4.1 (D-17) ' Concrete side -face blowout strength of bolt group ONsya 23.115 17.36 kips D.5.4.2 (D-18) ' ' OVn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OVaa • aawa o a p 50.37 Steel strength of anchor(s) in shear, Ov.-25.18 Concrete breakout strength of anchor(s) In shear, �V�y: mnnea a>« 7.17 Concrete breakout strength of anchor(s) in shear, OV�y.uoc 4.51 Concrete pryout strength of anchor(s) in shear, OV a 14.61 37.78 18.89 5.38 3.38 10.96 kips kips kips kips kips D. 6.1.2 (D-19) 0.6.1.2 (D-19) D.6.2.1 (D-21) D.6.2.1(D 21) 0.6.3.1 (D 29) 1-14 MWh - �- � , -�.. I. Load combination; N- V. Ngo + P,o . 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 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+0.751+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+0.75-+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+0.751+0.75S 0.000 0.000 0.000 D+H+0.75W6+0.75+0.755 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 D+H+0.525E2+0.75L+0.75Lr 0.000 0.000 0.000 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+0.755 0.000 0.000 0.000 0.6D+W1+H 0.000 4.500 0.998 0.60+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 0.6D+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+0.75Lr 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+0.700QE1 0.000 0.000 0.000 (1.0+0.14SDS)D+H+ 0.7f10QE2 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.+0.52500QE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525i1OQE1+0.75L+0.75S 0.000 0.000 0.000 ' (0.6-0.14SDS)D+0.7f10QE1+H 0.000 0.000 0.000 (0.6-0.14SDS)D+0.700QE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 P3 Area of anchor head (AH) Concrete anchorage design in A. for anchor 0.969 in' Shaft diameter do Reference "Strength Design of Anchorage to Concrete" and ACI 318-05 Appendix D inches Steel properties; F, Description; lAndreason ksi Fug 58.00 ksi ❑+ Anchor's in area of craddng Grids 18 19 20 at Grid A L Sim Fastener in cracked concrete with edge reinforcement of a #4 lar or greater. Loadinq data; 10/512009 Axial loads (kips), N; Tension'forces are positive; ' D H L Lr S E1 E2 -8.780 0.000 1 0.000 -23.330 0.000 1.430 -1.430 W1 W2 W3 W4 WS 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 W5 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_ 0.000 kips Axial Seismic load case V,m 1 0.000 Ikips 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) Fastener governedby 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, 0.700 0.525 Anchor data; Anchor grade j ASTM F 1554-04 36 User defined criteria; Flt, F„ Elong. % (min) RA % (min) Oki 0 0 0 0 []Ductile anchors Anchor diameter t -t/4" Head Heaw 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 do 1.250 inches Steel properties; F, 36.00 ksi Fug 58.00 ksi ❑+ Anchor's in area of craddng ❑ Built-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 lar or greater. Are fasteners rigidly connected? No Base material data; Concrete f. 3000 psi Edge distances; Shear; Tension; ED1 - Left edge 6.00 inches 24.00 inches ED2 - Right edge 18.00 inches 24.00 inches E03 - Top edge 18.00 inches 24.00 inches ED4 - Bottom edge 18.00 inches 24.00, inches C�, _ _ 6.00 inches 24.00 inches ' cel 18.00 inches 24.00 . inches C.. 18.00 inches 24.00 inches C.. ,In 6.00 inches 24.00 inches Concrete depth, h. T-76-6-6-1 inches Anchor embedment (h.,) 18.00 inches h'., 16.00 inches D.5.2.3 1.5 - h'ef 24.00 inches Is c.,,^.,, 51.5h„7 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; ON. Z N., (D-1) $V^ 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.. 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 a 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, OnNpn 150.33 112.74 kips D.5.3.1(Dm 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) „: 3� . t. "ySx p, r�23�tC17 kips , OV^ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV....4 146.13 109.59 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, �V... �e 73.06 54.80 kips D. 6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, OV.. y,,, 0 0.00 0.00 kips D. 6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, OV, 46.26 34.70 kips D. 6.3.1 (D-29) 4826 , ,3470 vls ' N„a V Load combination; N, V- ON. OV D 0.000 12.570 0.272 ' D+H+L 0.000 12.570 0.272 D+H+ 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+0.75W5+0.75L+0.75Lr 0.000 25.478 0.551 D+H+0.75W7+0.75L+0.751r 0.000 25.478 0.551 1 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+0.755 3.453 4.110 0.238 D+H+0.75W4+0.75L+0.755 0.000 8.715 0.186 D+H+0.75W5+0.75L+0.755 9.408 1.020 0.429 D+H+0.75W6+0.75L+0.75S 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 O+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+W1+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 7.658 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+M 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+0.105SDS)D+H+0.525p QE1+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 (0.6-0.14SOS)D+0.7pQE2+H 0.000 9.285 0.268 (1.0+0.14SDS)D+H+0.7DOQE1 0.000 5.465 0.158 (1. 0+0. 14SOS)D+H+ 0.7f)OQE2 0.000 21.551 0.621 ' (1.0+0.105SOS)D+H+0.525f10QE1+0.75L+0.75Lr 0.000 20.149 0.581 (1.0+0.105SDS)D+H+0.525()OQE2+0.75L+0.75Lr 0.000 32.213 0.928 (1.0+0.105SDS)D+H+0.525f)OQE1+0.75L+0.755 0.000 7.241 0.209 (1.0+0.105SDS)D+H+0.525f)OQE1+0.75L+0.755 0.000 19.306 0.556 (0.6-0.14SOS)D+0.7f)OQEI+H 0.000 1.439. 0.041 (0.6-0.14SDS)D+0.7()OQE2+H 0.000 14.647 0.422 Loads already factored 0.000 0.000 0.000 L R6 D.5 Design requirements for tensile loading; 0.5.1 Steel strength of anchor in tension For fastener(s) with a well-defined yield point; fie 36.00 ksi I'm 58.00 ksi Where 1,,,, shall nor be taken gieater than the smaller of; 1.9 ' f,, or 125.00ksi 68.40 ksi 0.5.1.2 N. = nA„f. 224.81 kips (D-3) D.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 = ANdANce * Wed. N ' Wc, N Wcp. N Nb 33.043 kips 0.5.2.1 (D-4) Where; AN./AN- 0.398 Wed, 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 Nce 33.04 kips D.5.2.1 (D-4) When checking a group ofanchors, N.bg = AN./AN. Wec, N Wee, N Wo, N Wcp, N Nb 33.04 kips D.5.2.1(D-5) Where; ANJANce 0.398 'V., N 1.000 D.5.2'.4 Wed, N 0.767 D:5.2.5 ,VC, N 1.000 0.5.2.6 Wcp. N 1.000 D. 5.2.7 Nb 108.34 D.5.2.2 N�, 33.04 0.5.2.1 (D-5) . Ncb design 33.04 kips QNcb 23.13 kips = 0.700 D.5.2.1 (D-5) Where; Nb = kc (Pc)°.s h. '-s Where kc = 24 100.39 kips D.5.2.2 (D-7) Alternately, If 11 In. 5 he, s 25 in. Nb = 16 (fee -s h,, t5ret 108.34 kips (0-8) he, 18.00 inches Nb 108.34 kips AN. 1160.00 int AN- 2916.00 in= Modification factors; W., N 1.00 (D-9) Determine Wed N; C.,e,i„ 6.00 inches 1.5h,, 27.00 inches Wee. N 0.767 (0-10, D-11) Wc, N 1.00 (0.5.2.6) Wcp, N 1.00 (0.5.2.7) IV.. P 1.00 (D. 5.3.6) D.5.3 Pullout strength of anchor in tension Np, = yl,,, ' N, 53.69 kips Modified for number of bolls; N,=n'w,,P'Np 214.75 kips N, 214.75 kips For single headed studs or bolts; Np = Abro' 8' fc 53.69 kips For single J -bolt or L -bolt; Np = 0.9 f, 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 h,f 7.20 inches Is c., <0.4h,,? No For a single, heeded fastener with a deep embedment close to an edge; N. = 160c, (N)" f, o.s 0.00 kips Is C,2 less than 3c,j? Yes c,2/c,1 1.00 Apply modifier to N,b'd 1 5 c,2/c,, s 3 Yes Modifier - (1+c,2/c„)/4 0.500 N,b 0.00 kips ONO 0.00 kips For multiple, headed fasteners; Nab used for (D-18) 0.00 kips s 4.00 inches Is anchor spacing less than 6c,l? Yes N,bs = (1 + s,/6c,,) N. 0.00 kips N,bg 0.00 kips D. Design requirements for shear loading, 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; V„ = n0.6A„f,,,, 134.88 kips Factor for built-up grout pad 1.00 V. 224.81 kips Hook return for J -bolt ' (D-14) 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 (0-19) D.6.1.2 (D-20) D.6.1.3 U 1� D.6.2 Concrete breakout strength of anchor in shear h, 30.00 inches C„ 6.00 inches Minimum of h, and 1.5c„- closest row 9.00 inches Minimum of ha and 1.5c,1- furthest row 16.50 inches Side edge distance 1 (left of c,,) 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„ - at furthest fastener row 16.50 Inches Calculate AK AK - closest row 198.00 in` AK - furthest row 610.50 in` A_ - closest row 162.00 in` A_ - furthest row 544.50 in` W,c, v 1.00 c,z 18.00 Inches Is c,2 >= 1.5c,, for closest group? Yes Is c,Z >= 1.5c„ for furthest group? Yes W,d.v- closest 1.00 W,d.v- furthest 1.00 IV., v 1.20 I, 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; Wcb = Av AV- * Wee, v * Wc, v * Vb 14.01 kips For a group of anchors; Vcbo = AVc/Avc, W.. v W,a, v Wc, v Vb - closest 14.01 kips Vcb, = AvdAvc, W., v W,a. v Wc. v Vb = furthest .31.89 kips D.6.3 Concrete pryout strength,of anchor in shear h,f 18.00 inches kcn 2.00 NCe 33.04 kips Nd, . 33.04 kips V., 1 66.09 kips Vcve 66.09 kips Vertical (D-23) (0-23) (D-26) (D-27) OR (0-28) (D-27) OR (D-28) D.6.2.7 (D-23) (D-24) (D-24) (D-25) (D-25) (0-21) (D-22) (0-22) 11 ' Area of anchor head (AH) 2.237 int ' A„ for anchor Shaft diameter d, 0.969 1.250 Concrete anchorage design Steel properties; Reference "Strength Design ofAnchorage to Concrete" and ACI 318-05 Appendix D 36.00 ksi F,a, 58.00 Description; jAndreason ❑� Anchor Is In area of cracking ❑ Buih-up grout pad Grid 21A 21L sim Are fasteners rigidly connected? No Loading data' 9/30/2009 Axial loads (kips), N; Tension forces are positive; D HL 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 0.000 0.000 17.210 0.000 -3.8307 3.830 0 degrees W1 W2 W3 W4 W5 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,,, 0.000 kips Axial ❑' Seismic bad case V. 0.000 kips Shear Strength reduction factors; ' ❑� Shear reinforcing provided Hairpin reinforcing at each holt row ASCE 14.2.2.17, for seismic load cases 0.750 Fastenergovemed by strength'of a ductile steel element; Non-52ismic; Seismic;, ' ' Tension loads, m 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, Q Shear loads, 0.650 0.600 0.488 0.450 D.4.4 (b) D.4.4 (b) Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 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 1 Area of anchor head (AH) 2.237 int ' A„ for anchor Shaft diameter d, 0.969 1.250 int inches Steel properties; Fr, 36.00 ksi F,a, 58.00 ksi ❑� Anchor Is In area of cracking ❑ Buih-up grout pad Fastener in cracked concrete with edge reinforcement of a #4 bar or greater. Are fasteners rigidly connected? No 1 NO Base material data Concrete f. 3000 psi Geometry" Edge distances; Shear; Tension; ED1 - Left edge 6.00 inches 24.00 inches E02 - Right edge 24.00 inches 24.00 inches ED3 - Top edge 3.50 inches 24.00 inches ED4 - Bottom edge 24.00 inches 24.00 inches C,t 6.00 inches 24.00 ' .inches C�z 3.50 inches 24.00' inches C.. - 24.00 inches 24.00 inches C,; b 3.50 inches 24.00 inches Concrete depth, h, 30.00 inches Anchor embedment (h,t) 18.00 7inches h',t 16.00 inches D. 5. 2.3 1.5'h',t 24.00 inches Is c,, m„ s 1.5h,t? Yes Rows of anchors 2 Row spacing (s2); 5.00 inches Number of anchors/row ; 2 Bolt spacing (st); 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, 2 N 4V. 2 V_ (D-2) eNn 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, eN� 0.00 0.00 kips D.5.2.1 (D-4) Concrete breakout strength of anchor group in tension, eNCb', 21.19 15.89 kips D.5.2.1 (D-5) Pullout strength of anchor(s) in tension, ¢nN, 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 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) '$3 F r : d; OV„ shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, SV,,.,, ,er„p 146.13 109.59 kips D. 6.1.2 (D-19) Steel strength of anchor(s) in shear, OV. pr ,, 73.06 54.80 kips D.6.1.2 (D-19) Concrete breakout strength of anchor(s) in shear, eV,b. t„ rtt;,,t r,„ 0.00 0.00 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear,'eV�b,cj�t� 0.00 0.00 kips D.6.2.1 (D-21) Concrete pryout strength of anchor(s) in shear, eV,p 42.37 31.78 kips D.6.3.1 (D-29) Vn ° g, ` �b. •. `` "'�=s i n k •42 37 , * `3x1 78 �` klRs a N.. V,,a Load combination; N- V. + ON„ OV„ 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+WI 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+0.75S 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+O.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+0.75S 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 0.60+W4+H 2.152 2.402 0.158 0.60+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+0.14SDS)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+0.105SDS)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+0.525f10QE1+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+0.105SOS)D+H+0.525(lOQEf+0.75L+0.75S 0.000 7.241 0.228 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.755 .0.000 19.306 0.607 (0.6-0.14SDS)D+0.7f)OQE1+H 0.000 1.439 0.045 (0.6-0.14SOS)D+O.7nOQE2+H 0.000 14.647 0.461 Loads already factored 0.000 0.000 0.000 [0 Concrete anchorage design . Reference "Strength Design o/Anchorage to Concrete"and ACI 318-05 Appendix D Description; lAndreason Grid 21 - Intersecting grids B D F H J K Loading data; Area of anchor head (AH) 0.654 in . 9/30/2009 Axial loads (kips), N; Tension forces are positive; Shaft diameter d, 0.750 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 WS 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 0.000 0.000 0 degrees W1 W2 W3 W4 W5 W6 W7 3.530 0.000 0.000 0.000 0.000 0.000 ' 0.000 Input seismic factors; p. 1.000 SDs 0.533 Input factored load case; Nu, 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 Fastenergovemed by strength-ofa ductile steel element; Tension loads, Shear loads, 0 Fastener governed by strength of a battle steel element; Tension loads, Shear loads, 0 Fastenergovemed by concrete breakout, blowout, pullout or pryout strength; Shear loads, Q Tension loads, 0 Anchor data 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 D.4.4 (b) 0.600 0.450 D.4.4.(b) 0.700 0.525 0.700 0.525 Anchor grade - ; iASTM F 1554-04 36 i • i Okl User defined criteria; Fr Fu Elong. % (min) RA % (min) 0 0 0 0 7❑ Ductile anchors Anchor diameter 3/a" Head 1Hex If headed studs used - select size here; N/A - Standard anchor 1-1 Area of anchor head (AH) 0.654 in . A_ for anchor 0.334 in Shaft diameter d, 0.750 inches ' Steel properties; Fro 36.00 ksi F„ 58.00 ksi El 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, Geometry; Edge distances; ED1 - Leff edge ED2 - Right edge ED3 - Top edge E04 - Bottom edge Co ca . C.. m� Concrete depth, h, y Anchor embedment (h„) , We 1.5' h',f r Is c,,,,,, 5 1.5h,,? Rows of anchors Number of anchors/row Total number of anchors, n Number of anchors in tension Summary of design check For the design of fasteners; 3000 psi } Shear; Tension; d 4.00 inches 12.00 Inches 8.00 inches 12.00 inches 12.00 inches 12.00 inches 12.00 inches ' 12.00 inches 4.00 inches 12.00 inches 12.00 inches 12.00 inches 12.00 inches 12.00 inches 4.00 inches 12.00 inches 18.00 inches ! 12.00 inches P 8.00 inches D.5.2.3 12.00 inches Yes 2 Row spacing.%); d 4.00 inches Bolt spacing (so: 4.00 linches 4 4 ON„ a N (D 1) OV„ a V,,, (D-2) QN„ 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.5.4.2 (D-3) Concrete breakout strength of single anchorin tension, tbN„ 0.00 0.00 kips D. 5.2.1 (D-4) Concrete breakout strength of anchor group in tension, 014c', 10.23 7.67 kips D.5.2.1 (D-5) ' Pullout strength of anchors) in tension, OnNa 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 boll group, ON„B 0.00 0.00 kips D.5.4.2 (0-18) Wn shell be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, �V„-;M 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, OVA: N„y�,,,, 11.16 8.37 kips D.6.2.1 (D-21) Concrete breakout strength of anchor(s) in shear, OV,e.1,„t , 4.51 3.38 kips D.6.2.1 (D-21)' Concrete pryout strength of anchor(s), in shear, OVro 20.45 15.34 kips D.6.3.1 (D-29) �^ sem• �..,.,�u'°�:zsz4.u��8�u'�`�r�i�',�'�3�:St�d��:4��r,a;x:�, - v� t, a,;5: C � _yam - Load combination; N, V. N P ON. Oi" ' 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+0.75Lr 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+0.75S 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+0.75S 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+O.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+0.755 0.000 0.000 0.000 0.6D+W1+H 0.000 3.630 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 0.60+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 0.6D+0.7E2+H 0.000 0.000 0.000 (1. 0+0. 14SDS)D+H+ 0. 7p QE 1 0.000 0.000 0.000 1 (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+0.525p QE1+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. 70 OQE 1 0.000 0.000 0.000 (1. 0+0. 14SDS)D+H+ 0.760QE2 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+0.52500QE1+0.75L+0.75S 0.000 0.000 0.000 (1.0+0.105SDS)D+H+0.525f10QE1+0.75L+0.755 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+0.7ClOQE2+H 0.000 0.000 0.000 Loads already factored 0.000 0.000 0.000 1